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Home My WebLink AboutHydrology&Calculations(May23,2000) I I I I I I I I I I I I I- I- I- I I I I I I 274JI Enrerprise Circle West Temccub, CA 92590A~3, Tel. (909) 676-7000 Fax (909) 699-7324 l.~mail: tpc@pe.ner HYDROLOGY AND HYDRAULIC CALCULATIONS FOR TRACT NO. 23209 L~ Won Sang Yoo, R.C.E. Prepared by: TRANS-PACIFIC CONSULTANTS, INC. 27431 ENTERPRISE CIRCLE WEST TEMECULA, CA 92590 Revised MAY 23,2000 Professional Engineering Services Since 1976 RECEIVED MAY 31 ZOOO CIIY Lit- I til'lt:GULA ENGINEERING DEPARTMENT \ I I I I I I I I I I I I I I I I I I I SUBJECT: Drainage Study Hydrology and Hydrualic Calculations PROJECT: Tract No. 23209 OBJECTIVE: DETERMINE ON-SITE AND OFF-SITE TRIBUTARY FLOWS FOR DESIGN OF ON- SITE DRAINAGE FACILITIES OF TR. 23209 '),. I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS ~ /NT~Opu{'TION ;:p I. RIVERSIDE COUNTY RATIONAL METHOD HYDROLOGY INSTRUCTIONS II. DESIGN CHARTS . STANDARD INTENSITY DURATION CURVES DATA . HYDROLOGIC SOIL GROUP MAP III. 10 YEAR DEVELOPMENT STUDY IV. 100 YEAR DEVELOPMENT STUDY V. . OFF-SITE FLOW ANA YSYS 'Ex/STfNq Pt..ow ANAt.-r$IS VI. PIPE CONFULUENCE ANALYSIS VII. HYDRAULIC CALCULATION Lines "A, A-I, A-2, L, L-I, L-2, L-3, L-4, L-S, B, B-1, B-2, C, C-I, D, D-I, D-2, D-3, D-4, D-S, D-6, D-7, D-8, D-9, E, E-I, E-2" VIII. CATCH BASIN SIZING IX. HYDROLOGY MAP (ON-SITE & OFF-SITE) ~ EY/>7f^/q. CPNl>:JTION. '> I I I I I I I I I I I I I I I I I I I <<INTRODUCTION>> This project proposes to divide approximately 73 acres in the City of Temecula. The subject site is located to the north of Rancho California Road and the east of the Margarita Road. La Serena Road is proposed to be extended through the middle of the tract. 1. FLOW ROUTING The subject site has four off-site upstream drainage basins (Basin "A", Basin "B", Basin "c" and Basin "D" as shown on the off-site hydrology map). The off-site drainage water from Basin "A" is picked up by Line "A". The Line "A" is an extension of existing 30" RCP (Line "A") on the downstream property (Tract 23220). The "Leigh Court Lane" on TR. 22148 (54" RCP, currently maintained by the Riverside Flood Control District and Water Conservation District) is also extended to pick-up the off-site flow from the Basin "B" as well as the on-site flows from this tract. Line "D" and Line "E" also pick-up off- site flows from Basin "c" and "D", respectively, as well as the on-site drainage water from this tract. The on-site flow routing for this tract very closely resembles the existing condition as shown on the on-site hydrology map. 2. HYDROLOGY AND HYDRAULIC STUDY The hydrology study for this tract was done using the Riverside Flood Control District and Water Conservation District rational method. The soil type was found on plate C- 1.53 hydrologic soils group map. For the soil-cover type ofthe off-site area, "Fair" type was used as found from the previously approved studies for TR. 22148. The standard intensity-duration curves data for Murrieta-Temecula & Rancho California area found on plate d-4.1 was used for the drainage study. The 10 year storm is contained within the curb. The flow depth calculation for the 10 year storm is included in the hydrology study. All flows being intercepted by the catch basins are shown on the hydrology map. I I I I I I I I I I I I I I I I I I I . '. I. RIVERSIDE COUNTY RATIONAL METHOD HYDROLOGY INSTRUCTIONS .. ';. A.. I I I I I I I I I I I I I I I . a I I ,INSTRUCTIONS FOR RATIONAL HE:ntOD HYDROLOGY CALCULATIONS (Based on the Rational Formula, Q - CIA) 1. On map of drainage area, draw drainage system and block off subareas tributary to it. 2. Dete=ine the initial time of concentration, "T", using Plate D-3. The initial area should be less than 10 acres, have a flow path of less than 1,000 feet, and be the most upstream subarea. 3. Using the time of concentration, -dete:r:mine "I", intensity of rain- fall in inches per hour, from the appropriate intensity-duration curve for the particular area under study. For areas where stan- dard curves are available, use Plates 0-4.1 and 0-4.2' to reproduce the standard curve. For areas where curves have not been published' by the District, use Plates 0-4.3 through 0-4.7 to develop a suit- able intensity-duration curve. 4. Oetennine "C", the coefficient of runoff, using the runoff coeffi- cient curve which co=esponds as closely as possible with the soil, cover type and developnent of the drainage area. Standard curves (Plates D-5.l through 0-5.4) have been developed by the Oistrict for the common case of urban landscaping type cover. Where these curves are not applicable, =--res may be developed using Plates 0-5.5 through 0-5.8. 5. Detennine "A", the area of the subarea in acres. 6. Canpute Q = CIA for the subarea. 7. Measure the length of flow to the point of inflow of the next sub- area downstream. Determine the velocity of flow in this reach for the peak Q in the type of cbnveyance being considered (natural channel, s~eet, pipe, or open channel), using the tabling aids on Plates 0-6 'through b-~. Using the reach length and velocity determined above, caitpute the travel time, and add this time to the time of concentration for the previous subarea to dete:r:mine a new time of concentration. 8. Calculate Q for the new subarea, using steps 3 through 6 and the , new time of concentration. Determine "Q.Ii'"' the peak Q for all sub- areas tributary to the system to this pomt by adding Q for the new subarea to the summation of Q for all upstream subareas. Deter- mine the time 'of concentration for the next subarea downstream using Step 7. Continue tabling downstream in similar fashion until a junction with a lateral drain is reached. ' RCFC a wc;o HYDROLOGY l\jlANUAL I RATIONAL METHOD 1"'C:T~llrTln"'c: Mt " Start at the upper end of the lateral and table its Q down to the junction with the main line, using the methods outlined in the previous steps. compute the peak Q at the junction. Let QA, 'XA, IA correspond to the tributary area with the longer time of concentration, and QB, 'I'B, IB co=espond to the tributaJ:Y area with the shorter time of concentration and Qp, 'Xp co=espond to the peak Q and time of concentration. a. If the tributaJ:Y areas have the same time of concentration, the tributaJ:Y Q I S are added directly to obtain the combined peak Q. Qp = 2A + Q:\ 'Xp = 'XA = 'XB b. If the tributaJ:Y areas have different times of concentration, the smaller of the tributary Q's must be co=ected as follows: (1) The usual case is where the tributary area with the lon- ger time of concentration has the larger Q. In this case, the smaller Q'is corrected by a ratio of the intensities and added to the larger Q to obtain the combined peak Q. The tabling is then continued downstream using the, longer time of concentration. Qp = QA + ~ IA IE Tp = 'XA '(2) In some cases, the tributary area with the shorter time of concentration has the larger Q. In this case, the smaller Q is co=ected by a ratio of the t~es of concen- tration and added to the larger Q to obtain the combined peak Q. The tabling is then continued downsteam using the shorter time of concentration. ' Qp,=~+QATB TA Tp = 'IB RCFC 8 WCD ;. HYDROLOGY NJANUAL. RATIONAL METHOD INSTRUCTIONS Co I I I I I I I I I I I I I I I I I I I \ II. DESIGN CHARTS . STANDARD INTENSITY DURATION CURVES DATA . 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", III. 10 YEAR DEVELOPMENT STUDY ;. ';. a.. I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: OS/23/00 Version 3.3 I TR. 23209 10 YR. I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SIN 560 I Rational Method Hydrology Program based on Riverside County Flood Control , Water Conservation District 1978 hydrology manual I Storm event (year) = 10.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 150.00Q(Ft.) Top (of initial area) elevation = 1367.800(Ft.) Bottom (of initial area) elevation = 1365.300(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.01667 s(percent)= 1.67 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.563 min. Rainfall intensity = 2.972 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0,835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C 0.100 Decimal fraction soil group D 0.800 RI index for soil(AMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction 0.500 I 'I I I I I ~ I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 1.786(CFS) 0.720(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation = 1365.300(Ft.) End of street segment elevation = 1333.060(Ft.) Length of street segment = 610.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.486(CFS) Depth of flow = 0.336(Ft.), Average velocity = 5.321(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.452(Ft.) Flow velocity = 5.32(Ft/s) Travel time = 1.91 min. TC = 8.47 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.800 RI index for soil(AMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.582 (In/Hr) for a 10.0 year storm Subarea runoff = 8. 087 (CFS) for 3.790(Ac.) Total runoff = 9. 873 (CFS) Total area = 4.510(Ac.) Street flow at end of street = 9.873(CFS) Half street flow at end of street = 9. 873 (CFS) Depth of flow = 0.376(Ft.), Average velocity = 5.869(Ft/s) Flow width (from curb towards crown)= 12.472(Ft.) I I I I '. I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1361.000(Ft.) Bottom (of initial area) elevation = 1318.670(Ft,) Difference in elevation = 42.330(Ft.) Slope = 0.05644 s(percent)= 5.64 I ~ I I I TC = k(0.390)*[(1ength^3)/(e1evation change)]^0.2 Initial area time of concentration = 9.790 min. Rainfa11 intensity = 2.385(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A = 0.000 Decima1 fraction soi1 group B = 0.400 Decima1 fraction soi1 group C = 0.400 Decima1 fraction soi1 group D = 0.200 RI index for soi1(AMC 2) = 65.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initia1 subarea runoff = 5.278(CFS) Tota1 initia1 stream area = 2.780(Ac.) Pervious area fraction = 0.500 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** I Initia1 area f10w distance = 850.000(Ft.) Top (of initia1 area) e1evation = 1338.500(Ft.) Bottom (of initia1 area) e1evation = 1316.910(Ft.) Difference in elevation = 21.590(Ft.) Slope = 0.02540 s(percent)= 2.54 TC = k(0.390)*[(1ength^3)/(e1evation change)]^0.2 Initial area time of concentration = 12.074 min. Rainfa11 intensity = 2. 125 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 Decima1 fraction soi1 group A = 0.000 Decima1 fraction soi1 group B = 0.200 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.600 RI index for soi1(AMC 2) = 70.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initia1 subarea runoff = 4.241(CFS) Tota1 initia1 stream area = 2.480(Ac.) Pervious area fraction = 0.500 I ,I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.500 **** INITIAL AREA EVALUATION **** I Initia1 area flow distance = 440.000(Ft.) Top (of initial area) elevation = 1330.00Q(Ft.) Bottom (of initial area) elevation = 1324.530(Ft.) Difference in elevation = 5.470(Ft.) S10pe = 0.01243 s(percent)= 1.24 TC = k(0.390)*[(1ength^3)/(e1evation change)]^0.2 Initial area time of concentration = 10.704 min. Rainfa11 intensity = 2.271(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.758 Decimal fraction soil group A = 0.000 Decima1 fraction soi1 group B = 1.000 Decimal fraction soil group C = 0.000 I I I I ~ I I Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.721(CFS) Total initial stream area = 1.00Q(Ac.) Pervious area fraction = 0.500 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.600 to Point/Station 7.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 1346.000(Ft.) Bottom (of initial area) elevation = 1303.750(Ft.) Difference in elevation = 42.250(Ft.) Slope = 0.05709 s(percent)= 5.71 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.715 min. Rainfall intensity = 2.395(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.356(CFS) Total initial stream area = 2.930(Ac.) Pervious area fraction = 0.500 I 1 ,I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.100 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 1338.390(Ft.) Bottom (of initial area) elevation = 1299.400(Ft.) Difference in elevation = 38.990(Ft.) Slope = 0.06289 s(percent)= 6.29 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.878 min. Rainfall intensity 2.517 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.600 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4,502 (CFS) Total initial stream area = 2.190(Ac.) Pervious area fraction = 0.500 I I I I I I \~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 9.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I Top of street segment elevation = 1299.400(Ft.) End of street segment elevation = 1296.890(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfa1l grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.749(CFS) Depth of flow = 0.384(Ft.), Average velocity = 2.660(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.879(Ft.) Flow velocity = 2.66(Ft/s) Travel time = 1.50 min. TC = 10.38 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.309(In/Hr) for a 10.0 year storm Subarea runoff 0.421(CFS) for 0.240(Ac.) Total runoff = 4. 923 (CFS) Total area = 2.430(Ac.) Street flow at end of street = 4. 923 (CFS) Half street flow at end of street = 4.923(CFS) Depth of flow = 0.388(Ft.), Average velocity = 2.683(Ft/s) Flow width (from curb towards crown)= 13.071(Ft.) I I I I I J I I, I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 9.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.430(Ac.) Runoff from this stream = 4.923(CFS) Time of concentration = 10.38 min. Rainfall intensity = 2.309(In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I \'\ I I Process from Point/Station 25.000 to Point/Station .... INITIAL AREA EVALUATION .... 9.000 I Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1296.150(Ft.) Difference in elevation = 8.350(Ft.) Slope = 0.01518 s(percent)= 1.52 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.245 min. Rainfall intensity = 2.210 (In/Hr) for a 10,0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 A = 0.000 B = 1. 000 C = 0.000 D = 0.000 56.00 0.500; Impervious fraction = 1.002(CFS) 0, 600 (Ac. ) 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 9.000 .... CONFLUENCE OF MAIN STREAMS .... ,I. The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.600(Ac.) Runoff from this stream = 1.002(CFS) Time of concentration = 11.24 min. Rainfall intensity = 2.210(In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 4.923 1.002 10.38 11.24 2.309 2.210 or shorter ti.me of concentration .. I Qp= stream flow has longer 4.923 + sum of Qa Tb/Ta 1.002' 0.923 = 5.848 0.925 I Total of 2 main streams to confluence: Flow rates before confluence point: 4.923 1. 002 Area of streams before confluence: 2.430 0.600 I Results of confluence: Total flow rate = 5.848(CFS) Time of concentration = 10.382 min. I I \,5 I I Effective stream area after confluence = 3.030(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 5l0.000(Ft.) Top (of initial area) elevation = l336.000(Ft.) Bottom (of initial area) elevation = l300.000(Ft.) Difference in elevation = 36.000(Ft.) Slope = 0.07059 s(percent)= 7.06 TC = k(0.530).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.903 min. Rainfall intensity = 2.248(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.600 RI index for soil(AMC 2) = 85.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.243(CFS) Total initial stream area = 2.3l0(Ac.) Pervious area fraction = 1.000 I I I I I J I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.100 .... INITIAL AREA EVALUATION .... Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1324.200(Ft.) Bottom (of initial area) elevation = 1313.500(Ft.) Difference in elevation = 10.700(Ft.) Slope = 0.03344 s(percent)= 3.34 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.732 min. Rainfall intensity = 2.716(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.514(CFS) Total initial stream area = 1.670(Ac.) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.100 to Point/Station 11,000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I 1313.500(Ft.) Top of street segment elevation = I \~ I I End of street segment elevation = l299.890(Ft.) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(1n.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6,744(CFS) Depth of flow = 0.377(Ft.), Average velocity = 3. 987 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.509(Ft.) Flow velocity = 3. 99 (Ft/s) Travel time = 2.34 min. TC = 10.07 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 2.348 (In/Hr) for a 10.0 year storm Subarea runoff = 5.487(CFS) for 3.070(Ac.) Total runoff = 9.001(CFS) Total area = 4.740(Ac.) Street flow at end of street = 9.001(CFS) Half street flow at end of street = 9.001(CFS) Depth of flow = 0.408(Ft.), Average velocity = 4.271(Ft/s) Flow width (from curb towards crown)= 14.074(Ft.) I I I I I I I I I 1 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.100 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 1324,200(Ft.) Bottom (of initial area) elevation = 1318.990(Ft.) Difference in elevation = 5.210(Ft.) Slope = 0.02004 s(percent)= 2.00 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.883 min. Rainfall intensity = 2. 687 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) 63.60 I I I I ~ I I Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.807(CFS) Total initial stream area = 0.840(Ac.) Pervious area fraction = 0.500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 13.000 uu STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION uu I I I Top of street segment elevation = 1318.990(Ft.) End of street segment elevation = 1303.680(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(10.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.861(CFS) Depth of flow = 0.341(Ft.), Average velocity = 3.812(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.718(Ft.) Flow velocity = 3. 81 (Ft/s) Travel time = 2.54 min. TC = 10.42 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.100 RI index for soil(AMC 2) = 57.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.305(In/Hr) for a 10.0 year storm Subarea runoff 5.019(CFS) for 2.840(Ac.) Total runoff = 6.826 (CFS) Total area = 3.680 (Ac.) Street flow at end of street = 6.826(CFS) Half street flow at end of street = 6.826(CFS) Depth of flow = 0.374(Ft.), Average velocity = 4. 127 (Ft/s) Flow width (from curb towards crown)= 12.359(Ft.) I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 580.000(Ft.) Top (of initial area) elevation = 1310.900(Ft.) Bottom (of initial area) elevation = 1299.280(Ft.) Difference in elevation = 11.620(Ft.) I I \$ I I Slope = 0.02003 s(percent)= TC = k(0.390).[(length^3)/(elevation Initial area time of concentration = Rainfall intensity = 2.252(In/Hr) SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = Initial subarea runoff = 3. 644 (CFS) Total initial stream area = 2.040(Ac.) Pervious area fraction = 0.500 2.00 change)]^0.2 10.866 min. for a 10.0 year storm I I I I 0.500 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to POint/Station 16.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.040(Ac.) Runoff from this stream = 3.644(CFS) Time of concentration = 10.87 min. Rainfall intensity = 2.252(In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 .... INITIAL AREA EVALUATION .... Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = l306.900(Ft.) Bottom (of initial area) elevation = l299.280(Ft.) Difference in elevation = 7.620(Ft.) Slope = 0.01732 s(percent)= 1.73 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.017 min. Rainfall intensity = 2.355(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.112(CFS) Total initial stream area = 0.620(Ac.) Pervious area fraction = 0.500 I I I J I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 .... CONFLUENCE OF MAIN STREAMS .... I ~ I I I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 1.112(CFS) Time of concentration = 10.02 min. Rainfall intensity = 2.355(In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 3.644 10.87 1.112 10.02 stream flow has longer 3.644 + sum of Qb Ia/Ib 1.112. 0.956 = 4.707 2.252 2.355 time of concentration I 1. 063 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 3.644 1.112 Area of streams before confluence: 2.040 0.620 I I I Results of confluence: Total flow rate = Time of concentration Effective stream area 4.707 (CFS) = 10.866 min. after confluence = 2.660 (Ac. ) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 18.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I Top of street segment elevation = 1299.280(Ft.) End of street segment elevation = 1296.890(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 34.00Q(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5,087(CFS) Depth of flow = 0.405(Ft.), Average velocity = 2.469(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.905(Ft.) I I I I 1.fJ I I I Flow velocity = 2. 47 (Ft/s) Travel time = 1.96 min. TC = 12.82 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.748 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2. 056 (In/Hr) for a 10.0 year storm Subarea runoff = 0.661(CFS) for 0.430(Ac.) Total runoff = 5.368 (CFS) Total area = 3.090 (Ac. ) Street flow at end of street = 5.368(CFS) Half street flow at end of street = 5.368(CFS) Depth of flow = 0.411(Ft.), Average velocity = 2.501(Ft/s) Flow width (from curb towards crown)= 14.211(Ft.) I J I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 18,000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.090(Ac.) Runoff from this stream = 5.368(CFS) Time of concentration = 12.82 min. Rainfall intensity = 2.056(In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18,000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1296.150(Ft.) Difference in elevation = 8.350(Ft.) Slope = 0.01518 s(percent)= 1.52 TC = k(O.390)*[(length^3)/(alavation change)]^O.2 Initial area time of concentration = 11.245 min. Rainfall intensity 2.210(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.770 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2. 553 (CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.500 I I I I I I I '2-\ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 *..* CONFLUENCE OF MAIN STREAMS .... I I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.500(Ac.) Runoff from this stream = 2.553(CFS) Time of concentration = 11.24 min. Rainfall intensity = 2.210 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 5.368 12.82 2.553 11 .24 stream flow has longer 5.368 + sum of Qb Ia/Ib 2.553 * 0.930 = 7.744 time of 2.056 2.210 concentration I 2.375 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 5.368 2,553 Area of streams before confluence: 3.090 1.500 I I Results of confluence: Total flow rate = Time of concentration Effective stream area 7.744(CFS) = 12.824 min. after confluence = 4.590(AC.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = SOO.OOO(Ft.) Top (of initial area) elevation = 1306.00Q(Ft.) Bottom (of initial area) elevation = 1303.410(Ft.) Difference in elevation = 2.590(Ft.) Slope = 0.00518 s(percent)= 0.52 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.421 min. Rainfall intensity = 2.005(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.746 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.093(CFS) I I I I I I ;z,1r I I Total initial stream area = Pervious area fraction = 0.500 1.400(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22,000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 1349.600(Ft.) Bottom (of initial area) elevation = 1298.480(Ft.) Difference in elevation = 51.120(Ft.) Slope = 0.05381 s(percent)= 5.38 TC = k(0.390)*[(length^3)/(e1evation change)]^0.2 Initial area time of concentration = 10.864 min. Rainfall intensity = 2.253(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.757 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 0.000 RI index for soi1(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.909(CFS) Total initial stream area = 5.810(Ac.) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 1350.400(Ft.) Bottom (of initial area) elevation = 1338.930(Ft.) Difference in elevation = 11.470(Ft.) Slope = 0.01471 s(percent)= 1.47 TC = k(0.390)*[(length^3)/(e1evation change)]^0.2 Initial area time of ooncentration = 13.014 min. Rainfall intensity = 2. 040 (In/Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soi1(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 year storm I I A = 0.000 B 0.300 C = 0.300 D = 0.400 67,50 0.500; Impervious fraction = 5.850(CFS) 3.620(Ac.) 0.500 J I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** INITIAL AREA EVALUATION **** I I '2-~ I I Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 1347.050(Ft.) Bottom (of initial area) elevation = 1329.600(Ft.) Difference in elevation = 17.450(Ft.) Slope = 0.02296 s(percent)= 2.30 TC = k(0.390)'[(length^3)/(e1evation change)]^0.2 Initial area time of concentration = 11.781 min. Rainfall intensity = 2.154 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.788 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.200 RI index for soi1(AMC 2) = 65.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6. 125 (CFS) Total initial stream area = 3.610(Ac.) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 41.100 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1323.400(Ft.) Bottom (of initial area) elevation = 1318.650(Ft.) Difference in elevation = 4.750(Ft.) Slope = 0.01484 s(percent)= 1.48 TC = k(0.390)'[(length^3)/(e1evation change)]^0.2 Initial area time of concentration = 9.095 min. Rainfall intensity = 2.484(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.500 RI index for soi1(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.401(CFS) Total initial stream area 1.710(Ac.) Pervious area fraction = 0.500 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.100 to Point/Station 42,000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I I Top of street segment elevation = 1318.650(Ft.) End of street segment elevation = 1302.960(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfa11 grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 I I ~ Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.8l8(CFS) Depth of flow = 0.346(Ft.), Average velocity = 4.385(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.955(Ft.) Flow velocity = 4.38(Ft/s) Travel time = 1.75 min. TC = 10.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.600 Decimal fraction soil group C 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.20 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.255(In/Hr) for a 10.0 year storm Subarea runoff = 4.259(CFS) for 2.430(Ac.) Total runoff = 7.660 (CFS) Total area = 4.140 (Ac. ) Street flow at end of street = 7. 660 (CFS) Half street flow at end of street = 7.660(CFS) Depth of flow = 0.373(Ft.), Average velocity = 4.677(Ft/s) Flow width (from curb towards crown)= 12.294(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 43.100 **** INITIAL AREA EVALUATION **** Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 1324.200(Ft.) Bottom (of initial area) elevation = 1318.800(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.02077 s(percent)= 2,08 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.827 min. Rainfall intensity = 2.698(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.800 RI index for soil(AMC 2) = 71.20 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 1.892(CFS) Total initial stream area O.850(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ I I Process from Point/Station 43.100 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 44.000 I I Top of street segment elevation = l3l8.800(Ft.) End of street segment elevation = 1303.710(Ft.) Length of street segment = 890.000(Ft.) Height of curb above gutter flowline 6,O(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.366(CFS) Depth of flow = 0.390(Ft.), Average velocity = 3,428(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.153(Ft.) Flow velocity = 3. 43 (Ft/s) Travel time = 4.33 min. TC = 12.15 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.751 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2. 118 (In/Hr) for a 10.0 year storm Subarea runoff = 6.394(CFS) for 4.020(Ac.) Total runoff = 8.286(CFS) Total area = 4.870(Ac.) Street flow at end of street = 8.286(CFS) Half street flow at end of street = 8.286(CFS) Depth of flow = 0.419(Ft.), Average velocity = 3.652(Ft/s) Flow width (from curb towards crown)= 14.637(Ft.) I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.100 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1305.700(Ft.) Bottom (of initial area) elevation = 1294.210(Ft.) Difference in elevation = 11,490(Ft.) Slope = 0.02873 s(percent)= 2.87 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.714 min. Rainfall intensity = 2.543(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.788 Decimal fraction soil group A = 0.000 I I I I -z,l, I I I Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.20 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.364(CFS) Total initial stream area = 1.180(Ac.) Pervious area fraction = 0.500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.100 to Point/Station 46.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I I Top of street segment elevation = l294.2l0(Ft.) End of street segment elevation = l285.750(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(10.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.00Q(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.786(CFS) Depth of flow = O,326(Ft.), Average velocity = 3.370(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.983(Ft.) Flow velocity = 3.37(Ft/s) Travel time = 1.88 min. TC = 10.59 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.800 RI index for soil(AMC 2) = 71.20 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.284(In/Hr) for a 10.0 year storm Subarea runoff = 2. 640 (CFS) for 1.420(Ac.) Total runoff = 5.004(CFS) Total area = 2.600(Ac.) Street flow at end of street = 5.004(CFS) Half street flow at end of street = 5.004(CFS) Depth of flow = 0.352(Ft.), Average velocity = 3.594(Ft/s) Flow width (from curb towards crown)= 11.249(Ft.) I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.100 to Point/Station 46.000 .... CONFLUENCE OF MAIN STREAMS .... I I -z,..'\ I I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.600(Ac.) Runoff from this stream = 5.004(CFS) Time of concentration = 10.59 min. Rainfall intensity = 2.284 (In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.100 to Point/Station 46.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 1293.500(Ft.) Bottom (of initial area) elevation = 1285.750(Ft.) Difference in elevation = 7.750(Ft.) Slope = 0.01582 s(percent)= 1.58 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.649 min. Rainfall intensity = 2.277(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2,658(CFS) Total initial stream area = 1.470(Ac.) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.100 to Point/Station 46.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.470(Ac.) Runoff from this stream = 2.658(CFS) Time of concentration = 10.65 min. Rainfall intensity = 2.277 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 5.004 10.59 2.658 10.65 stream flow has longer 5.004 + sum of Qa Tb/Ta 2.658. 0.995 7.648 2.284 2.277 or shorter time of concentration 2,644 Qp= I I ~ I I Total of 2 main streams to confluence: Flow rates before confluence point: 5.004 2.658 Area of streams before confluence: 2.600 1.470 I I Results of confluence: Total flow rate = Time of concentration Effective stream area 7.648 (CFS) = 10.594 min. after confluence = 4.070 (Ac. ) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 47.100 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 390.000(Ft.) Top (of initial area) elevation = l305.400(Ft.) Bottom (of initial area) elevation = l296.850(Ft.) Difference in elevation = 8.550(Ft.) Slope = 0.02192 s(percent)= 2.19 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.106 min. Rainfall intensity = 2.482(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.100 RI index for soil(AMC 2) = 57.90 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 2.38l(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.100 to Point/Station 48.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... Top of street segment elevation = l296.850(Ft.) End of street segment elevation = l283,230(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break l2.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown = 0.0150 0.0150 I I I I I I -z,l\ I I Estimated mean flow rate at midpoint of street = 5.002(CFS) Depth of flow = 0.357(Ft.), Average velocity = 3. 451 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.501(Ft.) Flow velocity = 3. 45 (Ft/s) Travel time = 3.28 min. TC = 12.39 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.096(In/Hr) for a 10.0 year storm Subarea runoff = 4.502(CFS) for 2.730(Ac.) Total runoff = 6.884(CFS) Total area = 3.970(Ac,) Street flow at end of street = 6.884(CFS) Half street flow at end of street = 6.884(CFS) Depth of flow = 0.389(Ft.), Average velocity = 3.722 (Ft/s) Flow width (from curb towards crown)= 13.126(Ft.) I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.100 to Point/Station 48.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.970(Ac.) Runoff from this stream = 6. 884 (CFS) Time of concentration = 12.39 min. Rainfall intensity = 2.096(In/Hr) Program is now starting with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.200 to Point/Station 48.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 490.000(Ft.l Top (of initial area) elevation = 1290.800(Ft.) Bottom (of initial area) elevation = 1283.230(Ft.) Difference in elevation = 7.570(Ft.) Slope = 0.01545 s(percent)= 1.54 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.699 min. Rainfall intensity = 2.272 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.758 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.428(CFS) I I I I I 30 I I Total initial stream area = Pervious area fraction = 0.500 1.410(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Precess from Point/Station 47.200 to Point/Station 48.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.410(Ac.) Runoff from this stream = 2. 428 (CFS) Time of concentration = 10.70 min. Rainfall intensity = 2.272 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In~~ I 1 2 Largest ~= 6.884 12.39 2.428 10.70 stream flow has longer 6.884 + sum of Qb Ia/Ib 2.428. 0.923 = 9.123 time of 2.096 2,272 concentration I 2.240 ~= I Total of 2 main streams to confluence: Flow rates before confluence point: 6.884 2.428 Area of streams before confluence: 3,970 1.410 I I Results of confluence: Total flow rate = Time of concentration Effective stream area 9.123(CFS) = 12.389 min. after confluence = 5.380(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to POint/Station 49.100 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 250.000(Ft.) Top (of initial area) elevation = 1321.200(Ft.) Bottom (of initial area) elevation = 1313.390(Ft.) Difference in elevation = 7.810(Ft.) Slope = 0.03124 s(percent)= 3.12 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.101 min. Rainfall intensity = 2.846(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A Decimal fraction soil group B = Decimal fraction soil group C = 0.000 0.500 0.500 I I I I ~ I I I Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.938(CFS) Total initial stream area = 0.850(Ac.) Pervious area fraction = 0.500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.100 to Point/Station 49,200 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I Top of street segment elevation = l3l3.390(Ft.) End of street segment elevation = l300.920(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = l2.000(Ft,) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.7l7(CFS) Depth of flow = 0.305(Ft.), Average velocity = 4. 027 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.925(Ft.) Flow velocity = 4.03(Ft/s) Travel time = 1.45 min, TC = 8.55 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.900 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) = 67.70 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 2. 570 (In/Hr) for a 10.0 year storm Subarea runoff = 3.250(CFS) for 1.560(Ac.) Total runoff = 5. 188 (CFS) Total area = 2.4l0(Ac.) Street flow at end of street = 5.l88(CFS) Half street flow at end of street = 5.l88(CFS) Depth of flow = 0.333(Ft.), Average velocity = 4. 342 (Ft/s) Flow width (from curb towards crown)= 10.335(Ft.) I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.300 to POint/Station 49.400 .... INITIAL AREA EVALUATION .... Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = l32l.200(Ft.) I I .-z.,.-z,.. I I I Bottom (of initial area) elevation = 1301.000(Ft.) Difference in elevation = 20.200(Ft.) Slope = 0.03885 s(percent)= 3,88 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.112 min. Rainfall intensity = 2.481(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.979(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.500 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.100 to Point/Station 50.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 620,OOO(Ft.) Top (of initial area) elevation = 1315.600(Ft.) Bottom (of initial area) elevation = 1292.800(Ft.) Difference in elevation = 22.800(Ft.) Slope = 0.03677 s(percent)= 3.68 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.884 min. Rainfall intensity = 2.373(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.819 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3. 110 (CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 51.100 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 340.000(Ft.) Top (of initial area) elevation = 1315.600(Ft.) Bottom (of initial area) elevation = 1303.940(Ft.) Difference in elevation = 11.660(Ft.) Slope = 0.03429 s(percent)= 3.43 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.882 min. Rainfall intensity = 2.687(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 I I I ~? I I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.623(CFS) Total initial stream area = 1.180(Ac.) Pervious area fraction = 0.500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.100 to Point/Station 52.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I I Top of street segment elevation = l303.940(Ft.) End of street segment elevation = l290.730(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(Io.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = l2.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.2l3(CFS) Depth of flow = 0.350(Ft.), Average velocity = 3,789(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.176(Ft.) Flow velocity = 3.79(Ft/s) Travel time = 2.33 min. TC = 10.21 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2,330(In/Hr) for a 10.0 year storm Subarea runoff = 4.32l(CFS) for 2.330(Ac.) Total runoff = 6. 944 (CFS) Total area = 3.5l0(Ac.) Street flow at end of street = 6.944(CFS) Half street flow at end of street = 6. 944 (CFS) Depth of flow = 0.379(Ft.), Average velocity = 4.054(Ft/s) Flow width (from curb towards crown)= l2.595(Ft.) I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to POint/Station 54.000 .... INITIAL AREA EVALUATION .... I I ;A I I Initial area flow distance = 745.000(Ft.) Top (of initial area) elevation = 1295.100(Ft.) Bottom (of initial area) elevation = 1279.060(Ft.) Difference in elevation = 16.040(Ft.) Slope = 0.02153 s(percent)= 2.15 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.839 min. Rainfall intensity = 2. 149 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.894(CFS) Total initial stream area = 2.260(Ac.) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 1289.290(Ft.) Bottom (of initial area) elevation = 1279.070(Ft.) Difference in elevation = 10.220(Ft.) Slope = 0.03097 s(percent)= 3.10 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.948 min. Rainfall intensity = 2. 675 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.900 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 57.30 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4,288(CFS) Total initial stream area = 2.060(Ac,) Pervious area fraction = 0.500 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 58.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 640.000(Ft.) Top (of initial area) elevation = 1293.010(Ft.) Bottom (of initial area) elevation = 1282.260(Ft.) Difference in elevation = 10.750(Ft.) Slope = 0.01680 s(percent)= 1.68 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.708 min. I I ??~ I I I Rainfall intensity = 2.162 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 58.60 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 2.2ll(CFS) Total initial stream area = 1.340(Ac.) Pervious area fraction = 0.500 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = l306.000(Ft.) Bottom (of initial area) elevation = l304.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.981 min. Rainfall intensity = 2.360(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.762 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Initial subarea runoff = 1.222 (CFS) Total initial stream area 0.680(Ac.) Pervious area fraction = 0.500 ,9/p Of f1()[}'r Mope.. b6 "-' 70 bx'CUJf?;!:f) fi20H +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~~~~);+ Process from Point/Station 66.000 to Point/Station 67.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I I I I I I I Top of street segment elevation = l304.000(Ft.) End of street segment elevation = l289.650(Ft.) Length of street segment 850.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = l2.000(Ft.) Slope from curb to property line (v/hz) 0,025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 I I I I 1>CA. I I Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.164(CFS) Depth of flow = 0.323(Ft.), Average velocity = 2. 907 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.806(Ft.) Flow velocity = 2.91(Ft/s) Travel time = 4.87 min. TC = 14.85 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 63.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.897(In/Hr) for a 10.0 year storm Subarea runoff = 3. 158 (CFS) for 2.160(Ac.) Total runoff = 4.380 (CFS) Total area = 2.840 (Ac. ) Street flow at end of street = 4.380(CFS) Half street flow at end of street = 4.380(CFS) Depth of flow = 0.352(Ft.), Average velocity = 3.134(Ft/s) Flow width (from curb towards crown)= 11.274(Ft.) I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 1289.600(Ft.) Bottom (of initial area) elevation = 1284.410(Ft.) Difference in elevation = 5.190(Ft.) Slope = 0.01018 s(percent)= 1.02 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.819 min. Rainfall intensity = 2.151(In/Hr) for a 10,0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.753 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1. 117 (CFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.500 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69,000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.690(Ac.) Runoff from this stream = 1.117(CFS) I o;it I I I Time of concentration = Rainfall intensity = Program is now starting 11.82 min. 2.151 (In/Hr) with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 69.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 995.000(Ft.) Top (of initial area) elevation = 1306.500(Ft,) Bottom (of initial area) elevation = 1284.410(Ft.) Difference in elevation = 22.090(Ft.) Slope = 0.02220 s(percent)= 2.22 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.211 min. Rainfall intensity = 2.023(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.746 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.933(CFS) Total initial stream area = 1.280(Ac.) Pervious area fraction = 0.500 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 69.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.280(Ac.) Runoff from this stream = 1. 933 (CFS) Time of concentration = 13.21 min. Rainfall intensity = 2. 023 (In/Hr) Summary of stream data: I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qp= 1.117 11.82 1. 933 13.21 stream flow has longer 1.933 + sum of Qb Ia/Ib 1.117' 0.941 = 2.983 2.151 2.023 time of concentration I 1 2 Largest Qp= I 1.050 I Total of 2 main streams to confluence: Flow rates before confluence point: 1.117 1.933 Area of streams before confluence: I I "3>' I I 0.690 1. 280 I Results of confluence: Total flow rate = 2.983(CFS) Time of concentration = 13.211 min. Effective stream area after confluence = End of computations, total study area = The following figures may be used for a unit hydrograph study of the 1. 970 (Ac.) 84.40 (Ac.) I I same area. Area averaged pervious area fraction(Ap) = 0.514 Area averaged RI index number = 63.4 I I I I I I I I I ..., . \ I I I I I 3t\ I I I I I I I I I I I I I I I I I I I ., " IV. 100 YEAR DEVELOPMENT STUDY .. ';. b.s) I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 I TR. 23209 100 YR. DEV. I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr,) I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 1367.800(Ft.) Bottom (of initial area) elevation = 1365.300(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.01667 s(percent)= 1.67 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.563 min. Rainfall intensity = 4.390(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.854 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.100 Decimal fraction soil group 0 = 0.800 RI index for soil(AMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 I I I I I ~ I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 2.698 (CFS) 0.720(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I Top of street segment elevation = 1365.300(Ft.) End of street segment elevation = 1333.060(Ft.) Length of street segment = 610.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.799(CFS) Depth of flow = 0.375(Ft.), Average velocity = 5.859(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.433(Ft.) Flow velocity = 5.86(Ft/s) Travel time = 1.74 min. TC = 8.30 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.848 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.800 RI index for soil(AMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3. 859 (In/Hr) for a 100.0 year storm Subarea runoff = 12.400(CFS) for 3,790(Ac,) Total runoff = 15. 098 (CFS) Total area = 4.510(Ac.) Street flow at end of street = 15.09B(CFS) Half street flow at end of street = 15.09B(CFS) Depth of flow = O,423(Ft.), Average velocity = 6.496(Ft/s) Flow width (from curb towards crown)= 14.B24(Ft.) I I I I . I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 3.100 to Point/Station 3.200 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 750.000(Ft,) Top (of initial area) elevation = 1361.000(Ft.) Bottom (of initial area) elevation = 131B,670(Ft,) Difference in elevation = 42.330(Ft.) Slope = 0.05644 s(percent)= 5.64 I I A.~ I I I TC = k(0.390)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 9.790 min. Rainfall intensity 3.524 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 65.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8. 070 (CFS) Total initial stream area = 2.780(Ac.) Pervious area fraction = 0.500 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 1338.500(Ft.) Bottom (of initial area) elevation = 1316.910(Ft.) Difference in elevation = 21.590(Ft.) Slope = 0.02540 s(percent)= 2.54 TC = k(0.390)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 12.074 min. Rainfall intensity = 3.140(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.600 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.468(CFS) Total initial stream area = 2.480(Ac.) Pervious area fraction = 0.500 I . I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.500 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = 1330.000(Ft.) Bottom (of initial area) elevation = 1324.530(Ft.) Difference in elevation = 5.470(Ft.) Slope = 0.01243 s(percent)= 1.24 TC = k(0.390).[(length^3)/(elevation change))^0.2 Initial area time of concentration = 10.704 min. Rainfall intensity = 3. 355 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C 0.000 1.000 0.000 I I I I ~ I I Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2. 660 (CFS) Total initial stream area = l.OOO(Ac.) Pervious area fraction = 0.500 I . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.600 to Point/Station 7.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = l346.000(Ft.) Bottom (of initial area) elevation = l303.750(Ft.) Difference in elevation = 42.250(Ft.) Slope = 0.05709 s(percent)= 5.71 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.715 min. Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.797 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.266(CFS) Total initial stream area = 2.930(Ac.) Pervious area fraction = 0.500 . I I . I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.100 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 1338.390(Ft.) Bottom (of initial area) elevation = 1299.400(Ft.) Difference in elevation = 38.990(Ft.) Slope = 0.06289 s(percent)= 6.29 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.878 min. Rainfall intensity = 3. 718 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.840 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C 0.200 Decimal fraction soil group D 0.600 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.841(CFS) Total initial stream area = 2.190(Ac.) Pervious area fraction = 0.500 I I I I I I M I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 9,000 uu STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION uu I I Top of street segment elevation = 1299.400(Ft.) End of street segment elevation = 1296.890(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.216(CFS) Depth of flow = 0.432(Ft.), Average velocity = 2.940(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.256(Ft.) Flow velocity = 2.94(Ft/s) Travel time = 1.36 min. TC = 10.24 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3. 438 (In/Hr) for a 100.0 year storm Subarea runoff = O,656(CFS) for 0.240(Ac.) Total runoff = 7.497(CFS) Total area = 2.430(Ac.) Street flow at end of street = 7,497(CFS) Half street flow at end of street = 7.497(CFS) Depth of flow = 0.436(Ft.), Average velocity = 2.967(Ft/s) Flow width (from curb towards crown)= 15.491(Ft.) I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 9.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.430(Ac.) Runoff from this stream = 7.497(CFS) Time of concentration = 10.24 min. Rainfall intensity = 3.438(In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I A,<S -------------- I I I I I I I I I I I I I I I I I I I Process from Point/Station 25.000 to Point/Station **** INITIAL AREA EVALUATION **** 9.000 Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = l304.500(Ft.) Bottom (of initial area) elevation = l296.l50(Ft.) Difference in elevation = 8.350(Ft.) Slope = 0.01518 s(percent)= 1.52 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.245 min. Rainfall intensity 3.265(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.549(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 9.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.600(Ac.) Runoff from this stream = 1.549(CFS) Time of concentration = 11.24 min. Rainfall intensity = 3.265(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 7.497 10.24 2 1. 549 11.24 Largest stream fJ.ow has J.onger Qp= 7.497 + sum of Qa Tb/Ta 1. 549 * 0.911 = Qp= 8.907 Rainfall Intensity (In/Hr) 3.438 3.265 or shorter time of concentration 1. 410 Total of 2 main streams to confluence: Flow rates before confluence point: 7.497 1.549 Area of streams before confJ.uence: 2.430 0.600 ResuJ.ts of confJ.uence: Total flow rate = 8. 907 (CFS) Time of concentration = 10.238 min. ~<b I I Effective stream area after confluence = 3.030 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** INITIAL AREA EVALUATION **** I I I Initial area flow distance = 5l0.000(Ft.) Top (of initial area) elevation = l336.000(Ft.) Bottom (of initial area) elevation = l300.000(Ft.) Difference in elevation = 36.000(Ft.) Slope = 0.07059 s(percent)= 7.06 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.903 min. Rainfall intensity = 3.321 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.600 RI index for soil(AMC 2) = 85.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.461(CFS) Total initial stream area = 2.310(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.100 *u* INITIAL AREA EVALUATION uu I I Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1324.200(Ft.) Bottom (of initial area) elevation = 1313.500(Ft.) Difference in elevation = 10.700(Ft.) Slope = 0.03344 s(percent)= 3.34 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.732 min. Rainfall intensity = 4.012(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.406(CFS) Total initial stream area = 1.670(Ac.) Pervious area fraction = 0.500 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.100 to Point/Station 11.000 *u* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION uu I Top of street segment elevation = 1313.500 (Ft. ) I f0 '. I I End of street segment elevat~on = l299.890(Ft.) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) W~dth of half street (curb to crown) = 20.000(Ft.) D~stance from crown to crossfall grade break 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow ~s on [1] s~de(s) of the street D~stance from curb to property l~ne = 10.000(Ft.) Slope from curb to property l~ne (v/hz) = 0.020 Gutter w~dth = 2.000(Ft.) Gutter h~ke from flowl~ne = 2.000(In.) Mann~ng's N ~n gutter = 0.0150 Mann~ng's N from gutter to grade break = 0.0150 Mann~ng's N from grade break to crown = 0.0150 Est~mated mean flow rate at m~dpo~nt of street = 10. 375 (CFS) Depth of flow = 0.425(Ft.), Average veloc~ty = 4.419(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow w~dth = 14.903(Ft.) Flow veloc~ty = 4.42(Ft/s) Travel time = 2.11 min. TC = 9.84 min. Add~ng area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coeff~c~ent = 0.797 Dec~mal fract~on so~l group A = 0.000 Dec~mal fract~on so~l group B = 1.000 Dec~mal fract~on so~l group C 0.000 Dec~mal fract~on so~l group D = 0.000 RI ~ndex for so~l(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Ra~nfall ~ntens~ty = 3.513 (In/Hr) for a 100.0 year storm Subarea runoff = 8.592(CFS) for 3.070(Ac.) Total runoff = 13. 998 (CFS) Total area = 4.740(Ac.) Street flow at end of street = 13. 998 (CFS) Half street flow at end of street = 13. 998 (CFS) Depth of flow = 0.462(Ft.), Average veloc~ty = 4.752(Ft/s) Flow w~dth (from curb towards crown)= 16.791(Ft.) I I I I I . I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.100 .... INITIAL AREA EVALUATION .... . I I I In~t~al area flow distance = 260.000(Ft.) Top (of ~n~t~al area) elevat~on = 1324.200(Ft.) Bottom (of ~n~t~al area) elevat~on = 1318.990(Ft.) D~fference ~n elevat~on = 5.210(Ft.) Slope = 0.02004 s(percent)= 2.00 TC = k(0.390).[(length^3)/(elevat~on change)]^0.2 Initial area time of concentration = 7.883 min. Ra~nfall ~ntens~ty = 3. 970 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI ~ndex for so~l(AMC 2) = A 0.000 B = 0.600 C = 0.000 D = 0.400 63.60 I I ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2. 759 (CFS) Total initial stream area = 0.840(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 13,000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... Top of street segment elevation = 1318.990(Ft.) End of street segment elevation = 1303.680(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7. 423 (CFS) Depth of flow = 0.383(Ft.), Average velocity = 4.209(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.794(Ft.) Flow velocity = 4.21(Ft/s) Travel time = 2.30 min. TC = 10.18 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.100 RI index for soil(AMC 2) = 57.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.449(In/Hr) for a 100.0 year storm Subarea runoff 7.848(CFS) for 2.840(Ac.) Total runoff = 10. 607 (CFS) Total area = 3.680(Ac.) Street flow at end of street = 10. 607 (CFS) Half street flow at end of street = 10.607 (CFS) Depth of flow = 0.422(Ft.), Average velocity = 4.584(Ft/s) Flow width (from curb towards crown)= 14.789(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 16.000 .... INITIAL AREA EVALUATION .... Initial area flow distance = 580.000(Ft.) Top (of initial area) elevation = 1310,900(Ft,) Bottom (of initial area) elevation = 1299.280(Ft.) Difference in elevation = 11.620(Ft.) ~~ I I Q I Slope = 0.02003 s(percent)= 2.00 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.866 min. Rainfall intensity = 3.327 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 5.576(CFS) Total initial stream area = 2.040(Ac.) Pervious area fraction = 0.500 I I I I, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS **** I I .1 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.040(Ac.) Runoff from this stream = 5.576(CFS) Time of concentration = 10.87 min. Rainfall intensity = 3. 327 (In/Hr) Program is now starting with Main Stream No. 2 I, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = l306.900(Ft.) Bottom (of initial area) elevation = l299.280(Ft.) Difference in elevation = 7.620(Ft.) Slope = 0.01732 s(percent)= 1.73 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.017 min. Rainfall intensity = 3.479(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.717(CFS) Total initial stream area = 0.620(Ac.) Pervious area fraction = 0.500 I ,I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 15.000 to Point/Station 16,000 **** CONFLUENCE OF MAIN STREAMS **** I I 60 I I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 1.7l7(CFS) Time of concentration = 10.02 min. Rainfall intensity = 3.479(In/Hr) Summary of stream data: I I Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest ~= 5.576 10.87 1.717 10.02 stream flow has longer 5.576 + sum of Qb Ia/Ib 1.717 * 0.956 = 7.218 3.327 3.479 time of concentration I I 1.642 ~= I I Total of 2 main streams to confluence: Flow rates before confluence point: 5.576 1.717 Area of streams before confluence: 2.040 0.620 I I I Results of confluence: Total flow rate = Time of concentration Effective stream area 7.218(CFS) 10.866 min. after confluence = 2.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 18,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I t Top of street segment elevation = 1299.280(Ft.) End of street segment elevation = 1296.890(Ft.) Length of street segment = 290,OOO(Ft.) Height of curb above gutter flowline = 6.Q(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.00Q(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0,0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.802(CFS) Depth of flow = 0.457(Ft.), Average velocity = 2.738(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.502(Ft.) I I I I ~\ I I I I, I I Flow velocity = 2.74(Ft/s) Travel time = 1.77 min. TC = 12.63 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.785 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3. 063 (In/Hr) for a 100.0 year storm Subarea runoff = 1.034(CFS) for 0.430(Ac.) Total runoff = 8.252(CFS) Total area = 3.090(Ac,) Street flow at end of street = 8.252 (CFS) Half street flow at end of street = 8.252 (CFS) Depth of flow = 0.464(Ft.), Average velocity = 2.775(Ft/s) Flow width (from curb towards crown)= 16.873(Ft.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 18.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.090(Ac.) Runoff from this stream = 8.252(CFS) Time of concentration = 12.63 min. Rainfall intensity = 3,063(In/Hr) Program is now starting with Main Stream No. 2 I ,I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1296.150(Ft.) Difference in elevation = 8.350(Ft,) Slope = 0.01518 s(percent)= 1.52 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.245 min. Rainfall intensity = 3.265(In/Hr) for a 100,0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 year storm I ,I A = 0.000 B = 0.800 C = 0.000 DO.200 59.80 0.500; Impervious fraction = 3. 933 (CFS) 1. 500 (Ac. ) 0.500 I . 51/ I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.500(Ac.) Runoff from this stream = 3.933(CFS) Time of concentration = 11.24 min. Rainfall intensity = 3.265(In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I t 1 2 Largest ~= 8.252 12,63 3.933 11.24 stream flow has longer 8.252 + sum of Qb Ia/Ib 3.933 * 0.938 = 11.942 3.063 3.265 time of concentration 3.690 ~= I J Total of 2 main streams to confluence: Flow rates before confluence point: 8.252 3.933 Area of streams before confluence: 3.090 1.500 I Results of confluence: Total flow rate = 11,942(CFS) Time of concentration = 12.632 min. Effective stream area after confluence = 4.590(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1306.000(Ft.) Bottom (of initial area) elevation = 1303.410(Ft.) Difference in elevation = 2.590(Ft.) Slope = 0.00518 s(percent)= 0.52 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.421 min. Rainfall intensity = 2,962(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.782 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soi1(AMC 2) = 56.00 Pervious area fraction 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.245(CFS) I I I . I S3 I I I Total initial stream area = Pervious area fraction = 0.500 1.400(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 1349.600(Ft.) Bottom (of initial area) elevation = 1298.480(Ft.) Difference in elevation = 51,120(Ft.) Slope = 0.05381 s(percent)= 5.38 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.864 min. Rainfall intensity = 3.328(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 15.317 (CFS) Total initial stream area = 5.810(Ac.) Pervious area fraction = 0.500 I I j I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 1350.400(Ft.) Bottom (of initial area) elevation = 1338.930(Ft.) Difference in elevation = 11.470(Ft.) Slope = 0.01471 s(percent)= 1.47 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.014 min. Rainfall intensity = 3.013(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.821 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 A = 0.000 B = 0,300 C = 0.300 D = 0.400 67.50 0.500; Impervious fraction = 8. 954 (CFS) 3.620(Ac.) 0.500 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 33,000 to Point/Station 34,000 **** INITIAL AREA EVALUATION **** I I ~ I I I t I Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = l347.050(Ft.) Bottom (of initial area) elevation = l329,600(Ft.) Difference in elevation = 17.450(Ft.) Slope = 0.02296 s(percent)= 2.30 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.781 min. Rainfall intensity = 3. 183 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 65.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 9.388(CFS) Total initial stream area = 3.6l0(Ac.) Pervious area fraction = 0.500 t I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 41.100 .... INITIAL AREA EVALUATION .... I J I Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = l323.400(Ft,) Bottom (of initial area) elevation = 1318.650(Ft,) Difference in elevation = 4.750(Ft.) Slope = 0.01484 s(percent)= 1.48 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.095 min. Rainfall intensity = 3. 669 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.l93(CFS) Total initial stream area = 1.710 (Ac.) Pervious area fraction = 0.500 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.100 to Point/Station 42,000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I Top of street segment elevation = 1318.650(Ft.) End of street segment elevation = 1302.960(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0,020 I I I 5i I I I I I "I I Street flow ~s on [lJ s~de(s) of the street D~stance from curb to property l~ne = 10.000(Ft.) Slope from curb to property l~ne (v/hz) = 0.020 Gutter w~dth = 2.000(Ft.) Gutter h~ke from flowl~ne = 2.000(In.) Mann~ng's N ~n gutter = 0.0150 Mann~ng's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Est~mated mean flow rate at m~dpo~nt of street = 8. 883 (CFS) Depth of flow = 0.388(Ft.), Average veloc~ty = 4.844(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow w~dth = l3.066(Ft.) Flow veloc~ty = 4. 84 (Ft/s) Travel t~me = 1.58 m~n. TC = 10.68 m~n. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coeff~c~ent = 0.810 Decimal fraction soil group A = 0.000 Dec~mal fract~on so~l group B = 0.600 Dec~mal fract~on so~l group C = 0.400 Dec~mal fract~on so~l group D = 0.000 RI ~ndex for so~l(AMC 2) = 61.20 Pervious area fraction = 0.500; Impervious fraction = 0.500 Ra~nfall ~ntens~ty 3. 359 (In/Hr) for a 100.0 year storm Subarea runoff = 6. 608 (CFS) for 2.430(Ac.) Total runoff = 11. 802 (CFS) Total area = 4,140 (Ac.) Street flow at end of street = 11. 802 (CFS) Half street flow at end of street = 11.802(CFS) Depth of flow = 0.420(Ft.), Average veloc~ty = 5.l84(Ft/s) Flow w~dth (from curb towards crown)= l4.662(Ft.) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 43.000 to Po~nt/Stat~on 43.100 **** INITIAL AREA EVALUATION **** I; I I In~t~al area flow d~stance = 260.000(Ft.) Top (of ~n~t~al area) elevat~on = l324.200(Ft.) Bottom (of ~n~t~al area) elevat~on = l3l8.800(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.02077 s(percent)= 2.08 TC = k(O.390)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 7.827 min. Ra~nfall ~ntens~ty = 3. 985 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coeffic~ent = 0.846 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI ~ndex for so~l(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.500 A = 0.000 B = 0.200 C = 0.000 D = 0.800 71.20 0.500; Imperv~ous fract~on = 2.867(CFS) 0.850(Ac.) 0.500 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I 5(.., I I ~ I Process from Point/Station 43.100 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 44,000 I Top of street segment elevation = 1318.800(Ft.) End of street segment elevation = 1303.710(Ft.) Length of street segment 890.000(Ft.) Height of curb above gutter flowline = 6.0(10.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.647(CFS) Depth of flow = 0.438(Ft.), Average velocity = 3.788(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.556(Ft.) Flow velocity = 3.79(Ft/s) Travel time = 3.92 min. TC = 11.74 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.789 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.188(In/Hr) for a 100.0 year storm Subarea runoff = 10.109(CFS) for 4.020(Ac.) Total runoff = 12. 976 (CFS) Total area = 4,870(Ac.) Street flow at end of street = 12.976(CFS) Half street flow at end of street = 12.976(CFS) Depth of flow = 0.477(Ft.), Average velocity = 4. 071 (Ft/s) Flow width (from curb towards crown)= 17.496(Ft.) I I I 1 I I .1 I t I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.100 **** INITIAL AREA EVALUATION **** I I a Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1305.700(Ft.) Bottom (of initial area) elevation = 1294.210(Ft.) Difference in elevation = 11.490(Ft.) Slope = 0.02873 s(percent)= 2.87 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.714 min. Rainfall intensity = 3.757 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 I I 51 I I I l Decimal fraction soil group B 0.600 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61,20 Pervious area fraction = 0.500; Impervious fraction Initial subarea runoff = 3. 623 (CFS) Total initial stream area = l.180(Ac.) Pervious area fraction = 0.500 0.500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.100 to Point/Station 46.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation = 1294.210(Ft.) End of street segment elevation = 1285.750(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(10.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [lJ side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5. 803 (CFS) Depth of flow = 0.366(Ft.). Average velocity = 3.721(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.970(Ft.) Flow velocity = 3.72(Ft/s) Travel time = 1.70 min. TC = 10.42 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 0.800 RI index for soil(AMC 2) = 71.20 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 3.406(In/Hr) for a 100.0 year storm Subarea runoff = 4. 055 (CFS) for 1.420(Ac.) Total runoff = 7.678 (CFS) Total area = 2.600 (Ac. ) Street flow at end of street = 7. 678 (CFS) Half street flow at end of street = 7. 678 (CFS) Depth of flow = 0.395(Ft.), Average velocity = 3.977(Ft/s) Flow width (from curb towards crown)= 13.431(Ft.) 1 I I ,I J j I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.100 to Point/Station 46,000 **** CONFLUENCE OF MAIN STREAMS **** I I 5b I I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.600(Ac.) Runoff from this stream = 7. 678 (CFS) Time of concentration = 10.42 min. Rainfall intensity = 3. 406 (In/Hr) Program is now starting with Main Stream NO. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.100 to Point/Station 46.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 1293.500(Ft.) Bottom (of initial area) elevation = 1285.750(Ft,) Difference in elevation = 7.750(Ft.) Slope = 0.01582 s(percent)= 1.58 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.649 min. Rainfall intensity = 3.364(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.067(CFS) Total initial stream area = 1.470(Ac.) Pervious area fraction = 0.500 1 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.100 to Point/Station 46.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.470(Ac.) Runoff from this stream = 4.067(CFS) Time of concentration = 10.65 min. Rainfall intensity = 3.364 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (fu~~ I a 1 2 Largest ~= 7.678 10.42 4.067 10.65 stream flow has longer 7.678 + sum of ~ ~/~ 4.067 * 0,978 = 11.656 3.406 3.364 or shorter time of concentration 3.978 ~= I I ~ I I Total of 2 main streams to confluence: Flow rates before confluence point: 7.678 4.067 Area of streams before confluence: 2.600 1.470 I I I Results of confluence: Total flow rate = 11.656(CFS) Time of concentration = 10.416 min. Effective stream area after confluence = 4.070(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 47.100 .... INITIAL AREA EVALUATION .... I I I Initial area flow distance = 390.000(Ft.) Top (of initial area) elevation = 1305.400(Ft.) Bottom (of initial area) elevation = 1296.850(Ft.) Difference in elevation = 8.550(Ft.) Slope = 0.02192 s(percent)= 2.19 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.106 min. Rainfall intensity = 3. 667 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.900 Decimal fraction soil group C 0.000 Deoimal fraction soil group D = 0.100 RI index for soil(AMC 2) = 57.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.664(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.500 I I J J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.100 to Point/Station 48.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I Top of street segment elevation = 1296.850(Ft.) End of street segment elevation = 1283.230(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown = 0.0150 0.0150 I I I I I ~ I I I Estimated mean flow rate at midpoint of street = 7. 698 (CFS) Depth of flow = 0.401(Ft,), Average velocity = 3. 822 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.738(Ft.) Flow velocity = 3.82(Ft/s) Travel time = 2.97 min. TC = 12.07 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3. 140 (In/Hr) for a 100.0 year storm Subarea runoff = 7.011(CFS) for 2.730(Ac.) Total runoff = 10. 675 (CFS) Total area = 3.970(Ac.) Street flow at end of street = 10. 675 (CFS) Half street flow at end of street = 10. 675 (CFS) Depth of flow = 0.440(Ft.), Average velocity = 4. 135 (Ft/s) Flow width (from curb towards crown)= 15.668(Ft.) I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.100 to Point/Station 48.000 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.970(Ac.) Runoff from this stream = 10.675(CFS) Time of concentration = 12.07 min. Rainfall intensity = 3. 140 (In/Hr) Program is now starting with Main Stream No.2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.200 to Point/Station 48.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 1290.80Q(Ft.) Bottom (of initial area) elevation = 1283.230(Ft.) Difference in elevation = 7.570(Ft.) Slope = 0.01545 s(percent)= 1.54 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.699 min. Rainfall intensity = 3.356(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3. 752 (CFS) 'I I I I I ~ I I Total initial stream area = Pervious area fraction = 0.500 1. 410 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.200 to Point/Station 48.000 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.410(Ac.) Runoff from this stream = 3.752 (CFS) Time of concentration = 10.70 min. Rainfall intensity = 3.356(In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 10.675 12.07 3.752 10.70 stream flow has longer 10.675 + sum of Qb Ia/Ib 3.752 * 0.936 = 14.186 time of 3.140 3.356 concentration I 3.511 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 10.675 3.752 Area of streams before confluence: 3.970 1.410 I I Results of confluence: Total flow rate = 14. 186 (CFS) Time of concentration 12.071 min. Effective stream area after confluence = 5.380 (Ac. ) I, I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 49.100 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 250.000(Ft.) Top (of initial area) elevation = l32l.200(Ft.) Bottom (of initial area) elevation = 1313,390(Ft.) Difference in elevation = 7.810(Ft.) Slope = 0.03124 s(percent)= 3.12 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.101 min. Rainfall intensity = 4.204 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C 0.000 0.500 0,500 -I' I I I ~~ I I I Bottom (of initial area) elevation = 1301.000(Ft,) Difference in elevation = 20.200(Ft.) Slope = 0,03885 s(percent)= 3.88 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.112 min. Rainfall intensity = 3.666(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.518(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.500 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.100 to Point/Station 50.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 1315.600(Ft.) Bottom (of initial area) elevation = 1292.800(Ft.) Difference in elevation = 22.800(Ft,) Slope = 0.03677 s(percent)= 3.68 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.884 min. Rainfall intensity = 3.505(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.722(CFS) Total initial stream area 1.600(Ac.) Pervious area fraction = 0.500 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 51.100 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 340.000(Ft.) Top (of initial area) elevation = 1315.600(Ft.) Bottom (of initial area) elevation = 1303,940(Ft.) Difference in elevation = 11.660(Ft.) Slope = 0.03429 s(percent)= 3.43 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.882 min. Rainfall intensity = 3.970(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.848 I I I "k- I I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72 .00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3. 973 (CFS) Total initial stream area = 1.180 (Ac.) Pervious area fraction = 0.500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 51.100 to Point/Station 52.000 uu STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION u** I I Top of street segment elevation = l303.940(Ft.) End of street segment elevation = l290.730(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = l2.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7. 895 (CFS) Depth of flow = 0.392(Ft.), Average velocity = 4.179(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.276(Ft.) Flow velocity = 4. 18 (Ft/s) Travel time = 2.11 min. TC = 10.00 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.825 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.484 (In/Hr) for a 100.0 year storm Subarea runoff = 6. 692 (CFS) for 2.330(Ac.) Total runoff = 10. 665 (CFS) Total area = 3.510(Ac.) Street flow at end of street = 10. 665 (CFS) Half street flow at end of street = 10. 665 (CFS) Depth of flow = 0.427(Ft.), Average velocity = 4.492(Ft/s) Flow width (from curb towards crown)= 14.993(Ft.) I I I I I I a I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to POint/Station 54.000 **** INITIAL AREA EVALUATION **** I I ~.; I I I I Initial area flow distance = 745.000(Ft.) Top (of initial area) elevation = 1295.100(Ft.) Bottom (of initial area) elevation = 1279.060(Ft.) Difference in elevation = 16.040(Ft.) Slope = 0.02153 s(percent)= 2.15 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.839 min. Rainfall intensity = 3.174 (In/Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 year storm I A = 0.000 B = 0.000 C = 1.000 D = 0.000 69.00 0.500; Impervious fraction = 5. 943 (CFS) 2.260(Ac.) 0.500 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 1289.290(Ft.) Bottom (of initial area) elevation = 1279.070(Ft.) Difference in elevation = 10.220(Ft.) Slope = 0.03097 s(percent)= 3.10 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.948 min. Rainfall intensity = 3.952 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.810 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 A = 0.000 B = 0.900 C = 0.100 D = 0.000 57.30 0.500; Impervious fraction = 6.590(CFS) 2.060(Ac.) 0.500 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 58.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 640.000(Ft.) Top (of initial area) elevation = 1293.010(Ft.) Bottom (of initial area) elevation = 1282.260(Ft.) Difference in elevation = 10.750(Ft.) Slope = 0.01680 s(percent)= 1.68 TC = k(0.390)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.708 min. I I ~ I I I Rainfa~~ intensity 3.~93(In/Hr) for a 100,0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.797 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 58.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.413(CFS) Total initia~ stream area = l.340(Ac.) Pervious area fraction = 0.500 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66,000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 1306.000(Ft.) Bottom (of initial area) elevation = 1304.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.390).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.981 min. Rainfall intensity = 3.487(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 ~;~~~~r::~:~e::~~~=r:a O'50~:8~~!~~~:::.~raction = Ao.500 A/~~ Pervious area fraction = 0.500 'C3Y C:WI?8? of Srup( 6"6 - 70 F;;:on I I I I I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+~~t:+ Process from Point/Station 66.000 to Point/Station 67.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... I I Top of street segment elevation = 1304.000(Ft.) End of street segment elevation = 1289.650(Ft.) Length of street segment = 850.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of ha~f street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 9,OOO(Ft.) Slope from gutter to grade break (v/hz) = 0.020 S~ope from grade break to crown (v/hz) = 0.020 Street f~ow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from f~ow~ine = 2.000(In.) Manning's N in gutter = 0.0150 Manning'S N from gutter to grade break 0.0150 I I I I ~1- I I I Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.885(CFS) Depth of flow = 0.363(Ft.), Average velocity = 3.2l5(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.80l(Ft.) Flow velocity = 3.2l(Ft/s) Travel time = 4.41 min. TC = 14.39 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 63.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.851 (In/Hr) for a 100.0 year storm Subarea runoff = 4.958(CFS) for 2.l60(Ac.) Total runoff = 6. 845 (CFS) Total area = 2.840(Ac.) Street flow at end of street = 6. 845 (CFS) Half street flow at end of street = 6. 845 (CFS) Depth of flow = 0.398(Ft.), Average velocity = 3.482 (Ft/s) Flow width (from curb towards crown)= l3.56l(Ft.) I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 5l0.000(Ft.) Top (of initial area) elevation = l289.600(Ft.) Bottom (of initial area) elevation = l284.4l0(Ft.) Difference in elevation = 5.l90(Ft.) Slope = 0.01018 s(percent)= 1.02 TC = k(0.390)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.819 min. Rainfall intensity = 3.l77(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.788 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1. 728 (CFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.500 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = O,690(Ac.) Runoff from this stream = 1.728(CFS) I ~ I I Time of concentration = Rainfall intensity = Program is now starting 11.82 min. 3.177 (In/Hr) with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 69.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 995.000(Ft.) Top (of initial area) elevation = 1306.500(Ft.) Bottom (of initial area) elevation = 1284.410(Ft.) Difference in elevation = 22.090(Ft.) Slope = 0.02220 s(percent)= 2.22 TC = k(0.390).[(length^3)/(e1evation change)]^0.2 Initial area time of concentration = 13.211 min. Rainfall intensity = 2. 988 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.996(CFS) Total initial stream area = 1.280(Ac.) Pervious area fraction = 0.500 I I' I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 69.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.280(Ac.) Runoff from this stream = 2.996(CFS) Time of concentration = 13.21 min. Rainfall intensity = 2. 988 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 1. 728 11.82 2.996 13.21 stream flow has longer 2.996 + sum of Qb Ia/Ib 1.728. 0.941 = 4.621 3.177 2.988 time of concentration I 1. 626 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 1.728 2.996 Area of streams before confluence: I ,I CA I I 0.690 1. 280 I Results of confluence: Total flow rate = 4.621ICFS) Time of concentration = 13.211 min. Effective stream area after confluence = End of computations, total study area = The following figures may be used for a unit hydrograph study of the I I Area averaged pervious area fraction(Ap) = Area averaged RI index number = 63.4 I I I I I I I I I I I I I I 1.970 lAc.) 84.70 lAc.) same area. 0.514 "10 I I I I I I I I I I I I I I I I I I I " . " V. OFF-SITE FLOW ANA YSYS (100 YEAR STORM) f4 to YE-A-R SToRM \,. &: bflSTrtJ~ 'FU?W AfJ!rt..::{C;;{ ~ ;. ;. '\\ I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 I BASIN "A" OFFSITE ANALYSIS 100 YR. I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.l) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = l396.000(Ft.) Bottom (of initial area) elevation = l378.000(Ft.) Difference in elevation = l8.000(Ft.) Slope = 0.03600 s(percent)= 3.60 TC = k(0.7l0)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.580 min. Rainfall intensity = 2. 637 (In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.764 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 I I I I I "1"V- I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 1.000 3.023(CFS) 1. 500 (Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station ~. 000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... 104- Top of natural channel elevation = 1378.000(Ft.) End of natural channel elevation = 1349.000(Ft.) Length of natural channel = 1100.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.426(CFS) I I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4.62(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0264 Corrected/adjusted channel slope = 0.0264 Travel time = 3.97 min. TC = 20.55 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.750 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.343(In/Hr) for a 100.0 Subarea runoff = 23.378(CFS) for 13.300(Ac.) Total runoff = 26.401 (CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. = 0.000 year storm I I 14.800 (Ac.) 14.80 (Ac.) I I Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 74.0 I I I I I ""1'1;. I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: OS/24/00 Version 3.3 I BASIN "A" OFFSITE ANALYSIS 10 YR. I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SIN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 10.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 ***. INITIAL AREA EVALUATION **** I Initial area flow distance = 500,OOO(Ft.) Top (of initial area) elevation = 1396.000(Ft.) Bottom (of initial area) elevation = 1378.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.03600 s(percent)= 3.60 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.580 min. Rainfall intensity = 1. 785 (In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.713 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 I I I I I lit I I Initial subarea runoff = Total initial stream area Pervious area fraction = 1.000 1. 909 (CFS) 1.500 (Ac. ) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station ~.OOO *..* NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... 104- I Top of natural channel elevation = 1378.000(Ft.) End of natural channel elevation = 1349.000(Ft.) Length of natural channel = 1100.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.373(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4. 10 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0264 Corrected/adjusted channel slope = 0.0264 Travel time = 4.48 min. TC = 21.06 min. I I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.693 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.565(In/Hr) for a 10.0 Subarea runoff = 14.421 (CFS) for 13.300(Ac.) Total runoff = 16.330(CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. = 0.000 year storm I I 14.800 (Ac.) 14.80 (Ac,) I I Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 74.0 I I I I I ,-6" I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 ------------------------------------------------------------------------ I BASIN "B" OFFSITE ANALYSIS 100 YR. I ------------------------------------------------------------------------ ********* Hydrology Study Control Information .********* I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SiN 560 ------------------------------------------------------------------------ I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1432.000(Ft.) Bottom (of initial area) elevation = 1418.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02800 s(percent)= 2.80 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.435 min. Rainfall intensity = 2.565(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 I I I I I ." I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 1.000 5.466(CFS) 2.800(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1418.000(Ft.) End of natural channel elevation = 1397.000(Ft.) Length of natural channel = 990.000(Ft.) Estimated mean flow rate at midpoint of channel = 15.228 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4. 06 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0212 Corrected/adjusted channel slope = 0.0212 Travel time = 4.07 min. TC = 21.50 min. I I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.747 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.286(In/Hr) for a 100.0 year storm Subarea runoff = 17. 075 (CFS) for 10.000(Ac.) Total runoff = 22.541(CFS) Total area = 12.800(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .*** I Top of natural channel elevation = 1397.000(Ft.) End of natural channel elevation = 1358.000(Ft.) Length of natural channel = 2100.000(Ft.) Estimated mean flow rate at midpoint of channel = 58.555(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^,352) (slope^0.5) Velocity using mean channel flow = 5.52(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0186 Corrected/adjusted channel slope = 0.0186 I I \"1 I I Travel time = 6.34 mi.n. TC 27.84 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.300 RI index for soi1(AMC 2) = 75.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1. 983 (In/Hr) for a 100.0 Subarea runoff = 59. 927 (CFS) for 40.900(Ac.) Total runoff = 82.468(CFS) Total area = = 0.000 year storm I I 53.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I Top of natural channel elevation = 1358.000(Ft.) End of natural channel elevation = 1324.000(Ft.) Length of natural channel = 1800.000(Ft.) Estimated mean flow rate at midpoint of channel = 115.333 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6. 81 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0189 Corrected/adjusted channel slope = 0.0189 Travel time = 4.41 min. TC = 32.24 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.600 RI index for soi1(AMC 2) = 80.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.829(In/Hr) for a 100.0 Subarea runoff = 59. 602 (CFS) for 42.800(Ac.) Total runoff = 142. 070 (CFS) Total area = = 0.000 year storm I I I 96.500 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station ~.OOO .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... /0:' I Top of natural channel elevation = End of natural channel elevation 1324.000 (Ft.) 1293.700 (Ft.) I \a, I I Length of natural channel = l700.000(Ft.) Estimated mean flow rate at midpoint of channel 170.926 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velooity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.46(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0178 Corrected/adjusted channel slope = 0.0178 Travel time = 3.80 min. TC = 36.04 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.758 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 80.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.721 (In/Hr) for a 100.0 Subarea runoff = 51. 108 (CFS) for 39.200(Ac.) Total runoff = 193.l78(CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. = 0.000 year storm I I 135.700 (Ac. ) 135.70 (Ac.) I I Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 78.2 I I . I I I I I 1\ I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: OS/24/00 Version 3.3 ------------------------------------------------------------------------ I BASIN liB" OFFSITE ANALYSIS 10 YR. I ------------------------------------------------------------------------ ********* Hydrology Study Control Information .***..**** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 10.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ MUrrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 .... INITIAL AREA EVALUATION .... Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1432.000(Ft.) Bottom (of initial area) elevation = 1418.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02800 s(percent)= 2.80 TC = k(0.710).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.435 min. Rainfall intensity = 1.737 (In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.709 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 I I I I I I ~ I I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 1.000 3.446(CFS) 2.800(Ac.) I ++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = l4l8.000(Ft.) End of natural channel elevation = l397.000(Ft.) Length of natural channel = 990,OOO(Ft.) Estimated mean flow rate at midpoint of channel = 9.60l(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 3. 60 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0212 Corrected/adjusted channel slope = 0.0212 Travel time = 4.58 min. TC = 22.01 min. I I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.689 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.527 (In/Hr) for a 10.0 Subarea runoff = 10.52l(CFS) for 10.000(Ac.) Total runoff = 13. 967 (CFS) Total area = = 0.000 year storm I I 12.800 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203,000 to Point/Station 204.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = l397.000(Ft.) End of natural channel elevation = l358.000(Ft.) Length of natural channel = 2100.000(Ft.) Estimated mean flow rate at midpoint of channel = 36.282 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4.81(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0186 Corrected/adjusted channel slope = 0,0186 I I ~\ I I Travel time = 7.27 min. TC = 29.29 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.676 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 75.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.306(In/Hr) for a 10.0 year storm Subarea runoff = 36.096(CFS) for 40.900(Ac.) Total runoff = 50.063(CFS) Total area = 53.700(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205,000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1358.000(Ft.) End of natural channel elevation = 1324.000(Ft.) Length of natural channel = 1800.000(Ft.) Estimated mean flow rate at midpoint of channel = 70.014(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5,87(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0189 Corrected/adjusted channel slope = 0.0189 Travel time = 5.11 min. TC = 34.40 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.704 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.600 RI index for soil(AMC 2) = 80.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.195(In/Hr) for a 10.0 Subarea runoff = 35. 992 (CFS) for 42.800(Ac.) Total runoff = 86.055(CFS) Total area = = 0.000 year storm I I I 96.500 (Ac. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = End of natural channel elevation = 1324.000 (Ft.) 1293.700 (Ft.) I ~z,. I I Length of natural channel = 1700.000(Ft.) Estimated mean flow rate at midpoint of channel = 103.533(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.40(Ft/s) I I Correction to map slope used cn extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0178 Corrected/adjusted channel slope = 0.0178 Travel time = 4.42 min. TC = 38.82 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.698 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.400 Decimal fraotion soil group D = 0.500 RI index for soil(AMC 2) = 80.50 Pervious area fraction = 1.000; Impervious fraction = Rainfall intensity = 1.118(In/Hr) for a 10.0 Subarea runoff = 30. 604 (CFS) for 39.200(Ac.) Total runoff = 116. 659 (CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 0.000 I J year storm 135.700 (Ac.) 135.70 (Ac.) I I Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 78.2 I I I I I I I I ~~ I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 ------------------------------------------------------------------------ I BASIN "e" OFFSITE ANALSYS 100 YR. I ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecu1a, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1425.000(Ft.) Bottom (of initial area) elevation = 1416.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01800 s(percent)= 1.80 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.045 min. Rainfall intensity = 2.444(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.755 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 I I I I I ~~ I I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 1.000 3,137(CFS) 1. 700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1416.000(Ft.) End of natural channel elevation = 1398.000(Ft.) Length of natural channel = 800.000(Ft.) Estimated mean flow rate at midpoint of channel = 11.627 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 3. 90 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0225 Corrected/adjusted channel slope = 0.0225 Travel time = 3,42 min. TC = 22.47 min. I I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.744 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.231(In/Hr) for a 100.0 year storm Subarea runoff = 15.270(CFS) for 9.200(Ac.) Total runoff = 18.407(CFS) Total area = 10.900(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.100 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I Top of natural channel elevation = 1396.000(Ft.) End of natural channel elevation = 1347.000(Ft.) Length of natural channel 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 30.144(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.27(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0350 Corrected/adjusted channel slope = 0.0350 I I /' ~ I I Travel time = 3.72 min. TC 26.19 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2. 051 (In/Hr) for a 100.0 year storm Subarea runoff = 2l.683(CFS) for l3.900(Ac.) Total runoff = 40. 090 (CFS) Total area = 24.800(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303,100 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.800(Ac.) Runoff from this stream = 40.090(CFS) Time of concentration = 26.19 min. Rainfall intensity = 2.05l(In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = l425.000(Ft.) Bottom (of initial area) elevation = l420.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.7l0)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 21.421 min. Rainfall intensity = 2.291(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.747 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.423(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I ~ I I I Top of natural channel elevation = l420.000(Ft.) End of natural channel elevation = l387.000(Ft.) Length of natural channel = 700.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.612 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q'.352) (slope'0.5) Velocity using mean channel flow = 5.5l(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0471 Corrected/adjusted channel slope = 0.0471 Travel time = 2.12 min. TC = 23.54 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.734 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.000 RI index for soi1(AMC 2) = 73.00 Pervious area fraction = 1.000i Impervious fraction = 0.000 Rainfall intensity = 2. 175 (In/Hr) for a 100.0 year storm Subarea runoff = 13.403(CFS) for 8.400(Ac.) Total runoff = 16.826(CFS) Total area = 10.400(Ac.) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 303.100 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I Top of natural channel elevation = 1387.000(Ft.) End of natural channel elevation = 1347.000(Ft.) Length of natural channel = 1500.000(Ft.) Estimated mean flow rate at midpoint of channel = 28. 475 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q'.352) (slope'0.5) Velocity using mean channel flow = 5.39(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0267 Corrected/adjusted channel slope = 0.0267 Travel time = 4.64 min. TC = 28.18 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coe,fficient = O. 698 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.900 I I <e, '\ ----- I I I . I I I . I .i . I j I ,I I I . I Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1. 970 (In/Hr) for a 100.0 year storm Subarea runoff = 19.791(CFS) for 14.400(Ac.) Total runoff = 36. 618 (CFS) Total area = 24.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 303.100 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 24.800(Ac.) Runoff from this stream = 36. 618 (CFS) Time of concentration = 28.18 min. Rainfall intensity = 1. 970 (In/Hr) Summary of stream data: Stream No, Flow rate (CFS) Rainfall Intensity (In/Hr) TC (min) 1 2 Largest Qp= 40.090 26.19 36.618 28.18 stream flow has longer 40.090 + sum of Qa Tb/Ta 36.618. 0.929 = 74.122 2.051 1.970 or shorter time of concentration 34.031 Qp= Total of 2 main streams to confluence: Flow rates before confluence point: 40.090 36.618 Area of streams before confluence: 24.800 24.800 Results of confluence: Total flow rate = 74.122(CFS) Time of concentration = 26.187 min. Effective stream area after confluence = 49.600 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.100 to Point/Station 303.200 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... Top of natural channel elevation = 1347.000(Ft.) End of natural channel elevation = 1328.000(Ft.) Length of natural channel = 600.000(Ft.) Estimated mean flow rate at midpoint of channel = 83.910(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O,5) <8% I I Velocity using mean channel flow = 8.02(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0,0317 Corrected/adjusted channel slope = 0.0317 Travel time = 1,25 min. TC = 27.43 min, I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.747 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.300 RI index for soi1(AMC 2) = 76.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1. 999 (In/Hr) for a 100.0 Subarea runoff = 19.563(CFS) for 13.100(Ac.) Total runoff = 93. 684 (CFS) Total area = = 0.000 year storm I I ,I 62.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.200 to Point/Station 303.300 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... Top of natural channel elevation = 1328.000(Ft.) End of natural channel elevation = 1306.000(Ft.) Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 110.270 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.25(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0220 Corrected/adjusted channel slope = 0.0220 Travel time = 2.30 min. TC = 29.73 min. I t Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.734 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soi1(AMC 2) Pervious area fraction = Rainfall intensity = Subarea runoff = Total runoff = A 0.000 B = 0.500 C = 0.200 D = 0.300 75.50 1.000; Impervious fraction 1. 913 (In/Hr) for a 100.0 31. 165 (CFS) for 22.200(Ac.) 124.849(CFS) Total area = = 0,000 year storm 'I I 84.900 (Ac.) I I ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.300 to Point/Station 64.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... Top of natural channel elevation = 1306.000(Ft.) End of natural channel elevation = 1272.500(Ft.) Length of natural channel 1050.000(Ft.) Estimated mean flow rate at midpoint of channel = 148.011 (CFS) I I I Natural valley channel type used L,A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 9.55(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0319 Corrected/adjusted channel slope = 0.0319 Travel time = 1.83 min. TC = 31.57 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.737 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 76.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.851 (In/Hr) for a 100.0 Subarea runoff = 42. 962 (CFS) for 31.500(Ac.) Total runoff = 167.811(CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. = 0.000 year s term I I 116.400(Ac.) 116.40 (Ac.) I I Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 75.2 I I I I ,I I ~o I I I I Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: OS/24/00 Version 3.3 BASIN "en OFFSITE ANALYSIS 10 YR. I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SiN 560 I I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 I ,I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1425.000(Ft.) Bottom (Of initial area) elevation = 1416.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01800 s(percent)= 1.80 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.045 min. Rainfall intensity = 1.654 (In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.701 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 I l I I r:v.. I I I I Initial subarea runoff = Total initial stream area Pervious area fraction = 1.000 1.972 (CFS) 1.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I Top of natural channel elevation = l4l6.000(Ft.) End of natural channel elevation = l39B.000(Ft.) Length of natural channel = BOO.OOO(Ft.) Estimated mean flow rate at midpoint of channel = 7.309(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 3.47(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0225 Corrected/adjusted channel slope = 0.0225 Travel time = 3.85 min. TC = 22.89 min. I t I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.685 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity = Subarea runoff = Total runoff = A = 0.000 B = 0.500 C = 0.500 D = 0.000 74,00 1.000; Impervious fraction = 1.495(In/Hr) for a 10.0 9.425(CFS) for 9.200(Ac.) 11.39B(CFS) Total area = 0.000 year storm 10. 900 (Ac. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.100 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I ,I Top of natural channel elevation = l396,OOO(Ft.) End of natural channel elevation = l347.000(Ft.) Length of natural channel l400.000(Ft.) Estimated mean flow rate at midpoint of channel = lB.665(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O,5) Velocity using mean channel flow = 5.50(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0350 Corrected/adjusted channel slope = 0.0350 I I ~~ I I I I Travel time = 4.24 min. TC = 27.13 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.705 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity 1.362 (In/Hr) for a 10.0 year storm Subarea runoff = 13.347 (CFS) for 13.900(Ac.) Total runoff = 24.745(CFS) Total area = 24.800(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.100 .... CONFLUENCE OF MAIN STREAMS .... I. I " I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.800(Ac.) Runoff from this stream = 24.745(CFS) Time of concentration = 27.13 min. Rainfall intensity = 1.362 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 304,000 .... INITIAL AREA EVALUATION .... Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1425.000(Ft.) Bottom (of initial area) elevation = 1420.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.710)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 21.421 min. Rainfall intensity = 1.551(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.691 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.143(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I '\:> I I I I Top of natural channel elevation = 1420.000(Ft.) End of natural channel elevation = 1387.000(Ft.) Length of natural channel = 700.000(Ft.) Estimated mean flow rate at midpoint of channel = 6.645(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4. 90 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0,0471 Corrected/adjusted channel slope = 0.0471 Travel time = 2.38 min. TC = 23.80 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.673 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 73.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.463(In/Hr) for a 10.0 Subarea runoff = 8.274(CFS) for 8.400(Ac.) Total runoff = 10. 418 (CFS) Total area = = 0.000 year storm I' ,. I I I 10.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 303.100 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... Top of natural channel elevation = 1387.000(Ft.) End of natural channel elevation = 1347.000(Ft.) Length of natural channel = 1500.000(Ft.) Estimated mean flow rate at midpoint of channel = 17. 630 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4.73(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope 0.0267 Corrected/adjusted channel slope = 0.0267 Travel time = 5.29 min. TC = 29.09 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.627 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.900 I I C\~ I I I I Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.311(In/Hr) for a 10.0 Subarea runoff = 11.827(CFS) for 14.400(Ac.) Total runoff = 22.245(CFS) Total area = 0.000 year storm 24.800 (Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 303,100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 24.800(Ac.) Runoff from this stream = 22.245(CFS) Time of concentration = 29.09 min. Rainfall intensity = 1.311 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I ,I I 1 2 Largest Qp= 24.745 27.13 22.245 29.09 stream flow has longer 24.745 + sum of Qa Tb/Ta 22.245 * 0.933 = 45.495 1. 362 1.311 or shorter time of concentration 20.750 Qp= I' I Total of 2 main streams to confluence: Flow rates before confluence point: 24.745 22.245 Area of streams before confluence: 24.800 24.800 I i Results of confluence: Total flow rate = 45. 495 (CFS) Time of concentration 27.132 min. Effective stream area after confluence = 49.600 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.100 to Point/Station 303.200 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I Top of natural channel elevation = 1347.000(Ft.) End of natural channel elevation = 1328.000(Ft.) Length of natural channel = 600.000(Ft.) Estimated mean flow rate at midpoint of channel = 51. 503 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) I /I ~'? I I Velocity using mean channel flow = 6. 95 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0317 Corrected/adjusted channel slope = 0.0317 Travel time = 1.44 min. TC = 28.57 min. J I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.687 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.300 RI index for soi1(AMC 2) = 76.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.323(In/Hr) for a 10.0 Subarea runoff = 11.916(CFS) for 13.100(Ac,) Total runoff = 57.411 (CFS) Total area = = 0.000 year storm I I I 62.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.200 to Point/Station 303.300 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... ,. I Top of natural channel elevation = 1328.000(Ft.) End of natural channel elevation = 1306.000(Ft.) Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 67.575(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.27(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0220 Corrected/adjusted channel slope = 0.0220 Travel time = 2.66 min. TC = 31.23 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.670 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 75.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.260(In/Hr) for a 10,0 Subarea runoff = 18.744 (CFS) for 22.200(Ac.) Total runoff = 76,155(CFS) Total area = 0.000 year storm I I I 84,900 (Ac. ) I I ~lo I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.300 to Point/Station 64.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I Top of natural channel elevation = l306.000(Ft,) End of natural channel elevation = l272.500(Ft.) Length of natural channel = 1050.000(Ft.) Estimated mean flow rate at midpoint of channel = 90.282(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 8.22(Ft/s) I , I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0319 Corrected/adjusted channel slope = 0.0319 Travel time = 2.13 min. TC = 33.36 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.673 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 76.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.2l5(In/Hr) for a 10.0 Subarea runoff = 25.770(CFS) for 3l.500(Ac.) Total runoff = 101. 925 (CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. = 0.000 year storm I I I 116.400(Ac.) 116.40 (Ac.) Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 75.2 I I I I I I <t\ I I Riverside County Rational Hydrology Program I I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 ------------------------------------------------------------------------ BASIN "D" OFFSITE ANALYSIS 100 YR. I ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SiN 560 ------------------------------------------------------------------------ I I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 I I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) 1 Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance - 600.000(Ft.) Top (of initial area) elevation = 1416,OOO(Ft.) Bottom (of initial area) elevation = 1392.000(Ft.) Difference in elevation = 24.000(Ft.) Slope = 0.04000 s(percent)= 4.00 TC = k(0.710)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.463 min. Rainfall intensity = 2. 563 (In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 I I I I q~ I I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 1.000 5. 071 (CFS) 2.600 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... Top of natural channel elevation = l392.000(Ft.) End of natural channel elevation = 1348.000(Ft.) Length of natural channel = 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 14.920(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.13(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0489 Corrected/adjusted channel slope = 0.0489 Travel time = 2.45 min. TC = 19.91 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.746 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 73.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2. 385 (In/Hr) for a 100.0 year storm Subarea runoff = 17.962(CFS) for 10.100(Ac.) Total runoff = 23. 033 (CFS) Total area = 12.700(Ac.) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 406.000 **.. NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **.. I Top of natural channel elevation = 1348.000(Ft.) End of natural channel elevation = 1292.000(Ft.) Length of natural channel = 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 40.081(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.27(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0400 Corrected/adjusted channel slope = 0.0400 I I ql\ I I Travel time = 3.21 min. TC = 23.12 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.742 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.196(In/Hr) for a 100.0 Subarea runoff = 30. 630 (CFS) for 18.800(Ac.) Total runoff = 53.664 (CFS) Total area = 0.000 year storm I I 31.500 (Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 406.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3l.500(Ac.) Runoff from this stream = 53. 664 (CFS) Time of concentration = 23.12 min. Rainfall intensity = 2. 196 (In/Hr) Program is now starting with Main Stream No. 2 1 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 404.000 .... INITIAL AREA EVALUATION .... I I Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 1416.000(Ft.) Bottom (of initial area) elevation = 1372.000(Ft.) Difference in elevation = 44.000(Ft.) Slope = 0.06286 s(percent)= 6.29 TC = k(0.710).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.968 min. Rainfall intensity = 2.604(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.763 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group 0 = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 15.294(CFS) Total initial stream area = 7.700(Ac.) Pervious area fraction = 1.000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I \OJ I I Top of natural channel elevation = 1372.000(Ft.) End of natural channel elevation = 1327.000(Ft.) Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 30.488(CFS) I I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.14(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0450 Corrected/adjusted channel slope = 0.0450 Travel time = 2.34 min. TC = 19.30 min. I I I I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.735 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 71.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.426(In/Hr) for a 100.0 Subarea runoff = 27.277(CFS) for 15.300(Ac.) Total runoff = 42.571 (CFS) Total area = = 0.000 year storm 23.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1292.000(Ft.) Length of natural channel = 1500.000(Ft.) Estimated mean flow rate at midpoint of channel = 56. 082 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.11(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0233 Corrected/adjusted channel slope = 0.0233 Travel time = 4.09 min. TC = 23.39 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.748 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 I I \D\ I I Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.182 (In/Hr) for a 100.0 year storm Subarea runoff = 23.824(CFS) for 14.600(Ac.) Total runoff = 66.395(CFS) Total area = 37.600(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.600(Ac.) Runoff from this stream = 66.395(CFS) Time of concentration = 23.39 min. Rainfall intensity = 2. 182 (In/Hr) Summary of stream data: I I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I Qp= 53.664 23.12 66.395 23.39 stream flow has longer 66.395 + sum of Qb Ia/Ib 53.664. 0.994 = 119.714 2.196 2.182 time of concentration I 1 2 Largest Qp= 53.319 I Total of 2 main streams to confluence: Flow rates before confluence point: 53.664 66.395 Area of streams before confluence: 31.500 37.600 I I Results of confluence: Total flow rate = 119.714(CFS) Time of concentration = 23.394 min. Effective stream area after confluence = 69.100 (Ac. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 62.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1292.000(Ft.) End of natural channel elevation = 1260.500(Ft.) Length of natural channel = 930.000(Ft.) Estimated mean flow rate at midpoint of channel = 132.101(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) I I \~/v I I Velocity using mean channel flow = 9.50(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0339 corrected/adjusted channel slope = 0.0339 Travel time = 1.63 min. TC = 25.02 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.743 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.103(In/Hr) for a 100.0 Subarea runoff = 22.342(CFS) for 14.300(Ac.) Total runoff = 142. 056 (CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. = 0.000 year storm I I I 83.400(Ac.) 83.40 (Ac.) I Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 73.7 I I I I I I I I I I vi:> I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 ------------------------------------------------------------------------ I BASIN "D" OFFSITE ANALYSIS 10 YR. I ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 10.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Mllrrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 .... INITIAL AREA EVALUATION .... Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 1416.000(Ft.) Bottom (of initial area) elevation = 1392.000(Ft.) Difference in elevation = 24.000(Ft.) Slope = 0.04000 s(percent)= 4.00 TC = k(0.710).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.463 min. Rainfall intensity = 1. 735 (In/Hr) for a 10.0 UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.709 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = year storm I I I I A = 0.000 B = 0.500 CO.500 D = 0.000 74.00 1.000; Impervious fraction = 0.000 I I \d>'-. I I Initial subarea runoff = Total initial stream area = Pervious area fraction = 1.000 3.197 (CFS) 2. 600 (Ac. ) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1392.000(Ft.) End of natural channel elevation = 1348.000(Ft.) Length of natural channel = 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 9.406(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5.44(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0489 Corrected/adjusted channel slope = 0.0489 Travel time = 2.76 min. TC = 20.22 min. I I I I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.688 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 73.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1. 601 (In/Hr) for a 10.0 year storm Subarea runoff = 11.123(CFS) for 10.100(Ac.) Total runoff = 14.320(CFS) Total area = 12.700(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 406.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1348.000(Ft.) End of natural channel elevation = 1292.000(Ft.) Length of natural channel = 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 24.919(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.36(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfa11s (Plate D-6.2) Normal channel slope = 0.0400 Corrected/adjusted channel slope = 0.0400 I /' \O~ I I Travel time = 3.67 min. TC = 23.89 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.681 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.460(In/Hr) for a 10.0 Subarea runoff = 18.709(CFS) for 18.800(Ac.) Total runoff = 33.029(CFS) Total area = = 0.000 year storm I I 31.500 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 406.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.500(Ac.) Runoff from this stream = 33.029(CFS) Time of concentration = 23.89 min. Rainfall intensity = 1. 460 (In/Hr) Program is now starting with Main Stream No.2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 404.000 .... INITIAL AREA EVALUATION .... I Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 1416.000(Ft.) Bottom (of initial area) elevation = 1372.000(Ft.) Difference in elevation = 44.000(Ft.) Slope = 0.06286 s(percent)= 6.29 TC = k(0.710).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.968 min. Rainfall intensity = 1. 763 (In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.711 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9. 650 (CFS) Total initial stream area = 7.700(Ac.) Pervious area fraction = 1.000 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I ,riD I I Top of natural channel elevation = 1372.000(Ft.) End of natural channel elevation = 1327.000(Ft.) Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 19.238(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.29(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0450 Corrected/adjusted channel slope = 0.0450 Travel time = 2.65 min. TC = 19.62 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.674 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 71.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.627 (In/Hr) for a 10.0 year storm Subarea runoff = 16.791(CFS) for 15.300(Ac.) Total runoff = 26.442 (CFS) Total area = 23.000(Ac.) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1292.000(Ft.) Length of natural channel = 1500.000(Ft.) Estimated mean flow rate at midpoint of channel = 34.834(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5.33(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0233 Corrected/adjusted channel slope = 0.0233 Travel time = 4.69 min. TC = 24.30 min. I I Adding area flow to channel 'UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.688 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 I I \0\ I I I Decimal fraction soil group C = 0.600 Decimal fraction soil group 0 = 0.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.447(In/Hr) for a 10.0 Subarea runoff = 14.540(CFS) for 14.600(Ac.) Total runoff = 40. 982 (CFS) Total area = = 0.000 year storm I 37.600 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.600(Ac.) Runoff from this stream = 40. 982 (CFS) Time of concentration = 24.30 min. Rainfall intensity = 1.447(In/Hr) Summary of stream data: ,I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 33.029 23.89 40.982 24.30 stream flow has longer 40.982 + sum of Qb Ia/Ib 33.029. 0.991 = 73.697 time of 1. 460 1. 447 concentration I 32.715 I Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 33.029 40.982 Area of streams before confluence: 31.500 37.600 I I Results of confluence: Total flow rate = 73.697(CFS) Time of concentration = 24.305 min. Effective stream area after confluence = 69.100 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to POint/Station 62.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I Top of natural channel elevation = 1292.000(Ft.) End of natural channel elevation = 1260.500(Ft.) Length of natural channel = 930.000(Ft.) Estimated mean flow rate at midpoint of channel = 81. 323 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) I \0% I I Ve~ocity using mean channel flow = 8.21 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0339 Corrected/adjusted channel slope = 0.0339 Travel time = 1.89 min. TC = 26.19 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.682 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.388(In/Hr) for a 10.0 Subarea runoff = 13.534 (CFS) for 14.300(Ac.) Total runoff = 87.232(CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. = 0.000 year storm I I I 83.400 (Ac.) 83.40 (Ac.) I Area averaged pervious area fraction(AP) = 1.000 Area averaged RI index number = 73.7 I I I I I I I I I I \00... I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (0) 1992 Rational Hydrology Study Date: 02/10/00 Version 3.3 ------------------------------------------------------------------------ I BASIN "A" 100 YR. EXISTING CONDITION ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control , Water Conservation District 1978 hydrology manual storm event (year) = 100.00 Antecedent Moisture Condition 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco J area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1396.000(Ft.) Bottom (of initial area) elevation = 1378.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.03600 s(percent)= 3.60 TC = k(O.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.580 min. Rainfall intensity = 2.637(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.764 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 1.000 A 0.000 B 0.500 C 0.500 DO.OOO 74.00 1.000; Impervious fraction 3.023(CFS) 1.500 (Ac. ) 0.000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 501.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I Top of natural channel elevation = 1378.000(Ft.) End of natural channel elevation = 1346.000(Ft.) Length of natural channel 1200.000(Ft.) Estimated mean flow rate at midpoint of channel = 15.822(CFS) I ,'-.0 I I I Natural valley channel type used L,A. County flood control district formula for channel velocity: Velocity = (7 + B(q^.352) (slope^O.5) Velocity using mean channel flow = 4. 60 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0267 Corrected/adjusted channel slope = 0.0267 Travel time = 4.35 min. TC = 20.93 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.749 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for sOil(AMC 2) 74.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity 2.320{In/Hr) for a 100.0 year storm Subarea runoff 22.063(CFS) for 12.700(AC.) Total runoff = 25.086(CFS) Total area = l4.200(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 501.000 to Point/Station 502.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I TOp of natural channel elevation = 1346.000(Ft.) End of natural channel elevation = 1294.000(Ft.) Length of natural channel 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 37.452(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 8.57{Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0578 Corrected/adjusted channel slope = 0.0578 Travel time = 1.75 min. TC = 22.68 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.763 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.350 Decimal fraction soil group C 0.350 Decimal fraction soil group D 0.300 RI index for soil (AMC 2) 77.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity 2. 220 (In/Hr) for a 100.0 Subarea runoff = 23.714(CFS) for 14.000{Ac.) Total runoff = 48.799(CFS) Total area End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 0.000 year storm I I 28.200 lAc.) 28.20 (Ac.) I I Area averaged pervious area fraction(Ap) Area averaged RI index number: 75.5 1.000 I I ,,\\ I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (e) 1992 Rational Hydrology Study Date: 02/10/00 Version 3.3 ------------------------------------------------------------------------ I BASIN "A" 10 YR. EXISTING CONDITION ********* Hydrology Study Control Information ********** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SIN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 *... INITIAL AREA EVALUATION ..*. Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1396.000(Ft.) Bottom (of initial area) elevation = 1378.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.03600 s(percent)= 3.60 TC = k(0.710).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.580 min. Rainfall intensity = 1.78S(In/Hr} for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.713 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil (AMe 2) 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 1.909(CFS) Total initial stream area 1.500(Ac.) Pervious area fraction = 1.000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 102.000 to Point/Station 501.000 ..*. NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I I Top of natural channel elevation = 1378.000(Ft.) End of natural channel elevation = 1346.000(Ft.) Length of natural channel 1200.000(Ft.) Estimated mean flow rate at midpoint of channel = 9.991 (CFS) I ,\,,1/ I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (s!ope^O.5) Velocity using mean channel flow = 4.08(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0267 Corrected/adjusted channel slope"" 0.0267 Travel time "" 4.90 min. TC = 21.48 min. I Add1ng area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.691 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2} Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.500 C 0.500 D 0.000 74.00 1.000; Impervious fraction 1.548{In/Hr) for a 10.0 13.585(CFS) for 12.700(AC.) 15.494(CFS) Total area = 0.000 year storm I I 14.200 (Ac. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/station 502.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1346.000(Ft.) End of natural channel elevation = 1294.000(Ft.) Length of natural channel 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 23.132(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Veloci ty = (7 + 8 (q^. 352) (slope^O. 5) Velocity using mean channel flow = 7.49(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0578 Corrected/adjusted channel slope = 0.0578 Travel time = 2.00 min. TC = 23.48 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.709 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.350 Decimal fraction 90il group C 0.350 Decimal fraction soil group D 0.300 RI index for soi1(AMC 2) 77.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity 1.474 (In/Hr) for a 10.0 Subarea runoff = 14. 624 (CFS) for 14.000(Ac.) Total runoff = 30.118(CFS) Total area End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 0.000 year storm I 28.200 (AC. ) 28.20 (Ac.) I I Area averaged pervious area fraction(Ap) Area averaged RI index number = 75.5 1. 000 I I "\\"7 I I Riverside County Rational Hydrology Program I CIVILCADC/CIVILDESIGN Engineering Software, (e) 1992 Rational Hydrology study Date: 02/10/00 Version 3.3 I BASIN "B" 100 YR. EXISTING CONDITION ********* Hydrology Study Control Information *********. I RANPAC Engineering Corporation, Temecu!a, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition 2 I Standard intensity-duration curves data (Plate 0-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1432.000(Ft.) Bottom (of initial area) elevation = 1418.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02800 s(percent)= 2.80 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.435 min. Rainfall intensity = 2.565(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.761 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 1.000 A 0.000 B 0.500 C 0.500 D 0.000 74.00 1.000; Impervious fraction 5.466 (CFS) 2.800 (Ac.) 0.000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I Top of natural channel elevation = l418.000(Ft.) End of natural channel elevation = 1397.000(Ft.) Length of natural channel 990.000(Ft.) Estimated mean flow rate at midpoint of channel = 15.22B(CFS) I ~t>... I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity"" (7 + 8(q....352) (sIope^O.5) Velocity using mean channel flow"" 4.06(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0212 Corrected/adjusted channel slope = 0.0212 Travel time = 4.07 min. TC = 21.50 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.747 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity 2.2B6(In/Hr) for a 100.0 year storm Subarea runoff 17.075(CFS) for 10.000(Ac.l Total runoff = 22.541(CFS) Total area = 12.800(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1397.000(Ft.) End of natural channel elevation = 1358.000(Ft.) Length of natural channel 2100.000(Ft.) Estimated mean flow rate at midpoint of channel = 58. 555 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5.52(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0186 Corrected/adjusted channel slope = 0.0186 Travel time = 6.34 min. TC= 27.84 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.739 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.500 C 0.200 DO.300 75.50 1.000; Impervious fraction 1.983(In/Hr) for a 100.0 59. 927 (CFS) for 40.900(Ac.) 82.468(CFS) Total area = 0.000 year storm I 53.700 lAc.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I TOp of natural channel elevation = 1358.000(Ft.) End of natural channel elevation = 1324.000(Ft.) Length of natural channel IBOO.OOO(Ft.) Estimated mean flow rate at midpoint of channel = 115.333(CFS) I \\6 I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity::: (7 + 8(q".352) (slope"O.5) Velocity using mean channel flow = 6.81(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0189 Corrected/adjusted channel slope = 0.0189 Travel time = 4.41 min. TC = 32.24 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.761 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.200 Decimal fraction soil group C 0.200 Decimal fraction soil group D 0.600 RI index for soil(AMC 2) 80.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity = 1. 829 (In/Hr) for a 100.0 year storm Subarea runoff 59.602(CFS) for 42.800(AC.) Total runoff = 142.070(CFS) Total area = 96.500(AC.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pOint/Station 205.000 to pOint/Station 503.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1324.000(Ft.) End of natural channel elevation = l293.000(Ft.) Length of natural channel l8S0.000(Ft.) Estimated mean flow rate at midpoint of channel = l67.025(CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.l8(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0168 Corrected/adjusted channel slope = 0.0168 Travel time = 4.29 min. TC = 36.54 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.757 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.100 Decimal fraction soil group C 0.400 Decimal fraction soil group D 0.500 RI index for soil(AMC 2) 80.50 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity c 1.708(In/Hr) for a 100.0 year storm Subarea runoff 43.815(CFS) for 33.900CAc.) Total runoff = 185.886(CFS) Total area = l30.400(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 503.000 to POint/Station 504.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I TOp of natural channel elevation = l293.000(Ft.) End of natural channel elevation = l278.000{Ft.) Length of natural channel 800.000(Pt.) Estimated mean flow rate at midpoint of channel = 195.864 (CFS) I Natural valley channel type used I \\~ I I L.A. County flood control district formula for channel velocity: Velocity"" (7 + 8 (q". 352) (slope^O. 5) Velocity using mean channel flow = 7.98(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.01B8 Corrected/adjusted channel slope = 0.018e Travel time = 1.67 min. TC = 38.21 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.750 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for 80il (AMe 2) Pervious area fraction = Rainfall intensity = Subarea runoff Total runoff = A 0.000 B 0.200 C 0.200 D 0.600 80.00 1.000; Impervious fraction 1. 666 (In/Hr) for a 100.0 17.495(CFS) for 14.000(Ac.) 203.380(CFS) Total area = 0.000 year storm I I 144.400(AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 144.400(Ac.) Runoff from this stream 203.380(CFS) Time of concentration = 38.21 min. Rainfall intensity = 1. 666 (In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.100 to Point/Station 504.200 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1365.000(Ft.) Bottom (of initial area) elevation = 1320.000(Ft.) Difference in elevation = 45.000(Ft.) Slope = 0.08182 s(percent)= 8.18 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.616 min. Rainfall intensity = 2.827(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.743 Decimal fraction soil group A 0.000 Decimal fraction soil group B 1.000 Decimal fraction soil group C 0,000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Initial subarea runoff = 6.717(CFS) Total initial stream area 3.200(AC.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.200 to Point/Station 504.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I TOp of natural channel elevation = l320.000(Ft.) End of natural channel elevation = l278.000(Ft.) Length of natural channel 950.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.058 (CFS) I ~~ I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 5.94(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0442 Corrected/adjusted channel slope = 0.0442 Travel time = 2.66 min. TC = 17.28 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.730 Decimal fraction soil group Decimal fraction 80il group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 BLOOD C 0.000 D 0.000 69.00 1.000; Impervious fraction 2.578(In/Hr) for a 100.0 16.755{CFS) for 8.900(AC.) 23.472(CFS) Total area = 0.000 year storm I I 12.100(AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.100 to POint/Station 504.000 ***. CONFLUENCE OF MAIN STREAMS .**. I The following data inside Main stream is listed: In Main Stream number: 2 Stream flow area = 12.100(Ac.) Runoff from this stream 23. 472 (CFS) Time of concentration = 17.28 min. Rainfall intensity = 2.578(In/Hr) summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 203.380 38.21 23.472 17.28 stream flow has longer 203.380 + sum of Qb Ia/Ib 23.472. 0.646 218.552 1.666 2.578 time of concentration I 15.171 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 203.380 23.472 Area of streams before confluence: 144.400 12.100 I Results of confluence: Total flow rate = 218.552{CFS) Time of concentration 38.210 min. Effective stream area after confluence 156.500{Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 .*.* NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **.* I TOp of natural channel elevation = 1278.000(Ft.) End of natural channel elevation = 1272.000{Ft.) Length of natural channel 250.000(Ft.) I "\.\~ I I I Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity"" (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 3.60(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0212 Corrected/adjusted channel slope = 0.0212 Travel time = 4.58 min. TC = 22.01 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.689 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 R1 index for soil(AMC 2) 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity 1.527(In/Hr) for a 10.0 year storm Subarea runoff 10.521(CFS) for 10.000(AC.) Total runoff = 13. 967 (CFS) Total area = l2.800(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 u** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I Top of natural channel elevation = 1397.000(Ft.) End of natural channel elevation = 1358.000(Ft.) Length of natural channel 2100.000(Ft.) Estimated mean flow rate at midpoint of channel = 36.282(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4.8l(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0186 Corrected/adjusted channel slope = 0.0186 Travel time = 7.27 min. TC = 29.29 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.676 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.500 C 0.200 D 0.300 75.50 1.000; Impervious fraction 1. 306 (In/Hr) for a 10.0 36.096(CFS) for 40.900(Ac.) 50.063(CFS) Total area = 0.000 year storm I I 53.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 204.000 to Point/Station 205.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I Top of natural channel elevation = 1358.000(Ft.) End of natural channel elevation = 1324.000(Ft.) Length of natural channel lBOO.OOO(Ft.) Estimated mean flow rate at midpoint of channel = 70.014(CFS) I \.\0... I I Estimated mean flow rate at midpoint of channel 223.090 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) velocity using mean channel flow = 9.40(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0240 Corrected/adjusted channel slope = 0.0240 Travel time = 0.44 min. TC = 38.65 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.722 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 0.500 RI index for soil(AMC 2) 76.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1. 656 (In/Hr) for a 100.0 Subarea runoff = 7.765(CFS) for 6.500(Ac.) Total runoff = 226.317 (CFS) Total area End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 0.000 year storm I I I 163.000 (Ac.) 163.00 (Ac.) I Area averaged pervious area fraction(Ap) Area averaged RI index number = 77.5 1. 000 I I I I I I I I I I \w I I Riverside County Rational Hydrology Program I CIVILCADO!CIVILDESIGN Engineering Software, (e) 1992 Rational Hydrology Study Date: 02/10/00 Version 3.3 BASIN liB" 10 YR. EXISTING CONDITION I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SIN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual storm event (year) = 10.00 Antecedent Moisture Condition 2 I Standard intensity-duration curves data (Plate D-4.1) For the ( MUrrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = SOO.OOO(Ft.) Top (of initial area) elevation = 1432.000(Ft.) Bottom (of initial area) elevation = 1418.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02800 s(percent)= 2.80 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.435 min. Rainfall intensity = 1.737(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.709 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Initial subarea runoff = 3.446(CFS) Total initial stream area 2.800(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I Top of natural channel elevation = 1418.000(Ft.) End of natural channel elevation = 1397.000(Ft.) Length of natural channel 990.000(Ft.) Estimated mean flow rate at midpoint of channel = 9.601(CFS) I \V'- I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 5.87{Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0189 Corrected/adjusted channel slope = 0.0189 Travel time = 5.11 min. TC = 34.40 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.704 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.200 C 0.200 D 0.600 80.00 1.000; Impervious fraction 1.19S(In/Hr) for a 10.0 35.992(CFS) for 42.800(Ac.) 86. 055 (CFS) Total area = 0.000 year storm I I 96.500(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 503.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1324.000(Ft.) End of natural channel elevation = 1293.000(Ft.) Length of natural channel 1850.000(Ft.) Estimated mean flow rate at ~dpoint of channel = 101.170 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Veloci ty = (7 + 8 (q^. 352) (slope^O. 5) Velocity using mean channel flow = 6.17(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0168 Corrected/adjusted channel slope = 0.0168 Travel time = 5.00 min. TC = 39.40 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.697 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.100 Decimal fraction soil group C 0.400 Decimal fraction soil group D 0.500 RI index for soil(AMC 2) 80.50 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity = 1.109(In/Hr) for a 10.0 year storm Subarea runoff 26.205(CFS) for 33.900CAc.l Total runoff = 112.260(CFS) Total area = 130.400(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/station 504.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I TOp of natural channel elevation = 1293.000(Ft.) End of natural channel elevation = 127B.OOO(Ft.) Length of natural channel BOO.OOO(Ft.) Estimated mean flow rate at midpoint of channel = 118.286 (CFS) I Natural valley channel type used I \V' I I L.A. County flood control district formula for channel velocity: Velocity"" (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 6.84(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0188 Corrected/adjusted channel slope"" 0.0188 Travel time "" 1.95 min. TC "" 41.35 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient"" 0.688 Decimal fraction Boil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2} Pervious area fraction = Rainfall intensity = Subarea runoff Total runoff = A 0.000 B 0.200 C 0.200 DO.600 80.00 1.000; Impervious fraction 1. 080 (In/Hr) for a 10.0 lO.398(CFS) for 14.000(AC.) 122. 658 (CFS) Total area = 0.000 year storm I I 144.400(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 144.400(Ac.) Runoff from this stream 122.658(CFS) Time of concentration = 41.35 min. Rainfall intensity = 1.080(In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.100 to Point/Station 504.200 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1365.000(Ft.) Bottom (of initial area) elevation = 1320.000(Ft.) Difference in elevation = 45.000(Ft.) Slope = 0.08182 s(percent)= 8.18 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.616 min. Rainfall intensity = 1.913(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.685 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 1.000 A 0,000 B 1. 000 C 0.000 DO.OOO 69.00 1.000; Impervious fraction 4.197 (CFS) 3.200 (Ac.) 0.000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.200 to Point/Station 504.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1320.000(Ft.) End of natural channel elevation = 1278.000(Ft.) Length of natural channel 950.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.033 (CFS) I \ 1J.;> I I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity: (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 5.26(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0442 Corrected/adjusted channel slope = 0.0442 Travel time = 3.01 min. TC = 17.63 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.668 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 1. 000 C 0.000 D 0.000 69.00 1.000i Impervious fraction 1.726(In/Hr) for a 10.0 10.264(CFS) for 8.900(Ae.) 14.461(CFS) Total area = 0.000 year storm I I 12.100 (Ae. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.100 to pOint/Station 504.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.100(Ae.) Runoff from this stream 14.461(CFS) Time of concentration = 17.63 min. Ra~nfa11 intensity = 1.726(rn/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 122.658 41.35 14.461 17.63 stream flow has longer 122.658 + sum of Qb Ia/Ib 14.461 * 0.626 131.705 1. 080 1. 726 time of concentration I 9.048 Qp= I Total of 2 main streams to conf1uence: Flow rates before confluence point: 122.658 14.461 Area of streams before confluence: 144.400 12.100 I Results of confluence: Total flow rate = 131.705(CFS) Time of concentration 41.350 min. Effective stream area after confluence 156.500(AC.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1278.000(Ft.) End of natural channel elevation = 1272.000(Ft.) Length of natural channel 250.000(Ft.) I I ,,1.A. ~, I I Estimated mean flow rate at midpoint of channel 134.441 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q"'.352) (slope^O.5) Velocity using mean channel flow = 8.04(Ft/S) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate C-6.2) Normal channel slope = 0.0240 Corrected/adjusted channel slope = 0.0240 Travel time = 0.52 min. TC = 41.87 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.651 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.500 RI index for soil(AMC 2} 76.50 Pervious area fraction = 1.000i Impervious fraction Rainfall intensity = 1.073(In/Hr) for a 10.0 Subarea runoff = 4.541(CFS) for 6.500(Ac.) Total runoff = l36.246(CFS) Total area End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 0.000 year storm I I 163.000 (Ac.) 163.00 lAC.) I Area averaged pervious area fraction(Ap) Area averaged RI index number = 77.5 1.000 I I I I I I I I I I , \1,;"" I I Riverside County Rational Hydrology program I CIVILCADD!CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 02/10/00 Version 3.3 I BASIN "e" 100 YR. EXISTING CONDITION ....**..**** Hydrology study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SIN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition 2 I standard intensity-duration curves data (Plate 0-4.1) For the r Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to POint/Station 302.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 500.000(Ft.) TOp (of initial area) elevation = 1425.000(Ft.) Bottom (of initial area) elevation = 1416.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01800 s(percent)= 1.80 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.045 min. Rainfall intensity = 2.444(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.755 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 3.l37(CFS) Total initial stream area 1.700(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 * ** * NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ** ** I I TOp of natural channel elevation = l4l6.QOQ(Ft.) End of natural channel elevation = 13gB.aOO(Ft.) Length of natural channel BOO.aOO(Ft.) Estimated mean flow rate at midpoint of channel = 11.627 (CFS) I \~ I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 3.90(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0225 Corrected/adjusted channel slope = 0.0225 Travel time = 3.42 min. TC = 22.47 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.744 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.500 C 0.500 D 0.000 74.00 1.000; Impervious fraction 2.231 (In/Hr) for a 100.0 15.270(CFS) for 9.200(Ac.) 18.407 (CFS) Total area = 0.000 year storm I I 10.900 (AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.100 u** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *u* I I Top of natural channel elevation _ 1396.000(Ft.) End of natural channel elevation = 1347.000(Ft.) Length of natural channel 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 30.144 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.27(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0350 Corrected/adjusted channel slope = 0.0350 Travel time = 3.72 min. TC = 26.19 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.761 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.300 C 0.300 DO.400 78.00 1.000; Impervious fraction 2.051CIn/Hr) for a 100.0 21.683(CFS) for 13.900CAc.) 40.090(CFS) Total area = 0.000 year storm. I I 24.800 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 303.000 to Paint/Station 303.100 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.80Q(Ac.) Runoff from this stream 40.090(CFS) Time of concentration = 26.19 min. I \,1.,:\ I I Rainfall intensity = 2.051(In/Hr) Program is now starting with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to POint/Station 304.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 500.00Q(Ft.) Top (of initial area) elevation = 1425.00Q(Ft.) Bottom (of initial area) elevation = 1420.00Q(Ft.) Difference in elevation = 5.00Q(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(O.710)*[(length^3)f(elevation change)]^O.2 Initial area time of concentration = 21.421 min. Rainfall intensity = 2.291(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.747 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Initial subarea runoff = 3.423(CFS) Total initial stream area 2.000(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** ,I Top of natural channel elevation = 1420.000(Ft.) End of natural channel elevation = 1387.000(Ft.) Length of natural channel 700.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.612(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8 (q....352) (slope"'0.5) Velocity using mean channel flow = 5.51(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0471 Corrected/adjusted channel slope = 0.0471 Travel time = 2.12 min. TC = 23.54 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.734 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.600 Decimal fraction soil group C 0.400 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 73.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity 2. 175 (In/Hr) for a 100.0 year storm Subarea runoff 13.403(CFS) for 8.400(Ac.) Total runoff = 16.826(CFS) Total area = 10.400(AC.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 303.100 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I TOp of natural channel elevation = 1387.000(Ft.) End of natural channel elevation = 1347.000(Ft.) Length of natural channel ISOO.OOO(Ft.) I ,,1J> I I Estimated mean flow rate at midpoint of channel 28.475 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8 (q....352) (slope^O.5) velocity using mean channel flow = 5.39(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0267 Corrected/adjusted channel slope = 0.0267 Travel time = 4.64 min. TC c 28.18 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.698 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.900 C 0.100 D 0.000 70.00 1.000; Impervious fraction 1.970 (In/Hr) for a 100.0 19.791(CFS) for 14.400(Ac.) 36.618(CFS) Total area = 0.000 year storm I I 24.800(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 305.000 to Point/Station 303.100 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 24.800(AC.) Runoff from this stream 36.618(CFS) Time of concentration = 28.18 min. Rainfall intensity = l.970(In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 40.090 26.19 36.618 28.18 stream flow has longer 40.090 + sum of Qa Tb/Ta 36.618 * 0.929 74 .122 2.051 1.970 or shorter time of concentration 34.031 Qp= I I Total of 2 ma~n streams to confluence: Flow rates befOre confluence point: 40.090 36.618 Area of streams before confluence: 24.800 24.800 I Results of confluence: Total flow rate = 74.l22(CFS) Time of concentration 26.187 min. Effective stream area after confluence 49.600 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.100 to Point/Station 303.200 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** 1347.000 (Ft.) 1328.000 (Ft. ) I Top of natural channel elevation End of natural channel elevation I ,.", a... I I Length of natural channel 600.00Q(Ft.) Estimated mean flow rate at midpoint of channel 83. 910 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (s!ope^O.5) velocity using mean channel flow = B.02(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0317 Corrected/adjusted channel slope = 0.0317 Travel time = 1.25 min. TC = 27.43 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.747 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.400 C 0.300 D 0.300 76.50 1.000; Impervious fraction 1. 999 (In/Hr) for a 100.0 19.563(CFS) for 13.100(Ac.) 93.684 (CFS) Total area = 0.000 year storm I I 62.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.200 to Point/Station 303.300 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1328.000(Ft.) End of natural channel elevation = 1306.000(Ft.) Length of natural channel 1000.000(Ft.) Estimated mean flow rate at midpoint of channel - 110.270 (CFS) " I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.25(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0220 Corrected/adjusted channel slope = 0.0220 Travel time = 2.30 min. TC = 29.73 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.734 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity = Subarea runoff Total runoff = A 0.000 B 0.500 C 0.200 D 0.300 75.50 1.000; Impervious fraction 1. 913 (In/Hr) for a 100.0 31.165 (CFS) for 22.200(Ac.) 124.849(CFS) Total area = 0.000 year storm I I 84.900 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 303.300 to Point/Station 506.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1306.000(Ft.) End of natural channel elevation = l272.000(Ft.) Length of natural channel 900.000(Ft.) I \o/l I I Estimated mean flow rate at midpoint of channel = 144.555(CFS) I Natural valley channel type used L.A. County flood control ~strict formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = lO.32(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0378 Corrected/adjusted channel slope = 0.0378 Travel time = 1.45 min. TC = 31.19 min. I i Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.738 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity = Subarea runoff Total runoff = A 0.000 B 0.400 C 0.300 D 0.300 76.50 1.000i Impervious fraction 1.863 (In/Hr) for a 100.0 36. 839 (CFS) for 26.800(Ac.) 161. 689 (CFS) Total area = 0.000 year storm I I 111.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 506.000 to POint/Station 509.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1272.000CFt.) End of natural channel elevation = 1252.000(Ft.) Length of natural channel 800.000(Ft.) Estimated mean flow rate at midpoint of channel = 172.762 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 8.86(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0250 Corrected/adjusted channel slope = 0.0250 Travel time = 1.50 min. TC = 32.69 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.746 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.300 Decimal fraction soil group C 0.300 Decimal fraction soil group D 0.400 RI index for soil (AMC 2) 78.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity = 1.815(In/Hr) for a 100.0 year storm Subarea runoff 20.709(CFS) for 15.300(Ac.) Total runoff = 182.397 (CFS) Total area = 127.000(Ac.) I 1- I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to POint/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area 127.000(Ac.) Runoff from this stream = 182.397 (CFS) I \.~ I I Time of concentration = Rainfall intensity m Program is now starting 32.69 min. 1.815 (In/Hr) with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.100 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 1365.00Q(Ft,) Bottom (of initial area) elevation = 1320.00Q(Ft.) Difference in elevation = 45.000(Ft.) Slope = 0.06923 s(percent)= 6.92 TC = k(O.710)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 16.157 min. Rainfall intensity = 2. 675 (In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.800 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.800 Decimal fraction soil group D 0.200 RI index for soil(AMC 2) 80.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Initial subarea runoff = 7.064(CFS) Total initial stream area 3.300(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.100 to pOint/Station 508.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1320.000(Ft.) End of natural channel elevation = 1281.000(Ft.) Length of natural channel 1150.000(Ft.} Estimated mean flow rate at midpoint of channel = 19.802 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5.06(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0287 Corrected/adjusted channel slope = 0.0287 Travel time = 3.79 min. TC = 19.94 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.729 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.900 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.100 RI index for soil (AMC 2) 70.50 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity 2.383(In/Hr) for a 100.0 year storm Subarea runoff 20.675(CFS) for 11.900(Ac.) Total runoff = 27.740(CFS) Total area = 15.200(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** CONFLUENCE OF MINOR STREAMS **** I Along Main Stream number: 2 in normal stream number 1 Stream flow area = 15.200(Ac.) I \..~ 'I/" I I Runoff from this stream Time of concentration Rainfall intensity = 27.74Q(CFS) 19.94 min. 2.383 Un/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 0.508 to Point/Station 508.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** I I Rainfall intensity 2.894(InJHr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group A 0.000 Decimal fraction soil group B 1.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 USer specified values are as follows: TC = 14.00 min. Rain intensity = 2.89{In/Hr) Total area = 6.00 (AC.) Total runoff z:: 16.00 (CFS) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pOint/Station 0.508 to Point/Station 508.000 **** CONFLUENCE OF MINOR STREAMS **** I I Along Main Stream number: 2 in normal stream number 2 stream flow area = 6.000(AC.) Runoff from this stream 16.000(CFS) Time of concentration = 14.00 min. Rainfall intensity = 2.894(In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 27.740 19.94 16.000 14.00 stream flow has longer 27.740 + sum of Qb Ia/Ib 16.000 * 0.823 40.910 2.383 2.894 time of concentration I 13.170 Qp= I Total of 2 streams to confluence: Flow rates before confluence point: 27.740 16.000 Area of streams before confluence: 15.200 6.000 Results of confluence: Total flow rate = Time of concentration Effective stream area 40.9101CFSI 19.943 min. after confluence 21. 200 (AC.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 508.000 to Point/Station 509.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1287.000(Ft.) End of natural channel elevation = 1252.000(Ft.) Length of natural channel 450.000(Ft.) Estimated mean flow rate at midpoint of channel = 42. 647 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = lO.31(Ft/s) I I \,~?J I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0778 Corrected/adjusted channel slope = 0.0778 Travel time = 0.73 min. TC = 20.67 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.766 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil qroup Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.500 C 0.000 DO.500 76.50 1.000; Impervious fraction 2.336(InfHr) for a 100.0 3.220(CFS) for 1.800(Ac.) 44. 130 (CFS) Total area = 0.000 year storm I I 23.000(AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 23.000{Ac.) Runoff from this stream 44.130(CFS) Time of concentration = 20.67 min. Rainfall intensity = 2.336(In/Hr) summary of stream data: I I .1 stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 182.397 32.69 44.130 20.67 stream flow has longer 182.397 + sum of Qb Ia/Ib 44.130 * 0.777 216.693 1. 815 2.336 time of concentration 34.295 I Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 182.397 44.130 Area of streams before confluence: 127.000 23.000 I Results of confluence: Total flow rate = 216. 693 (CFS) Time of concentration = 32.692 min. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of the 150.000 (Ac.) 150.00 CAe.) I same area. I Area averaged pervious area fraction(Ap) Area averaged RI index number = 74.4 0.980 I I I \~b... I I Riverside County Rational Hydrology Program I CIVILCADO/CIVILDESIGN Engineering Software, (e) 1992 Rational Hydrology Study Date: 02/10/00 Version 3.3 I BASIN "e" 10 YR. EXISTING CONDITION ------------------------------------------------------------------------ *.******* Hydrology Study Control Information **.******* I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition 2 I I Standard intensity-duration curves data (Plate 0-4.1) For the [ Murrieta,TmC,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 301.000 to POint/Station 302.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1425.000(Ft.) Bottom (of initial area) elevation = 1416.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01800 s(percent)= 1.80 TC = k(0.710)*[(length^3l/(elevation change)]^O.2 Initial area time of concentration = 19.045 min. Rainfall intensity = 1.654(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.701 Decimal fraction 90il group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 1.000 A 0.000 B 0.500 C 0.500 D 0.000 74.00 1.000; Impervious fraction 1.972 (CFS) 1. 700(Ac.) 0.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I Top of natural channel elevation = 1416.000(Ft.) End of natural channel elevation = 1398.00Q(Ft.) Length of natural channel 800.00Q(Ft.) Estimated mean flow rate at midpoint of channel = 7.309 (CFS) I r '\~~ I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity; (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 3.47(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0225 Corrected/adjusted channel slope = 0.0225 Travel time = 3.85 min. TC = 22.89 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.685 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for sOil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.500 C 0.500 D 0.000 74.00 1.000; Impervious fraction 1. 495 (In/Hr) for a 10.0 9.425(CFS) for 9.200(Ac.) 11.398(CFS) Total area = 0.000 year storm I 10.900(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 303.000 to Point/Station 303.100 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I I TOp of natural channel elevation = 1396.000(Ft.) End of natural channel elevation = 1347.000(Ft.) Length of natural channel 1400.000(Ft.} Estimated mean flow rate at midpoint of channel = 18. 665 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Veloci ty = (7 + 8 (q^. 352) (slope^O. 5) Velocity using mean channel flow = 5.50(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0350 Corrected/adjusted channel slope = 0.0350 Travel time = 4.24 min. TC = 27.13 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.705 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.300 Decimal fraction soil group C 0.300 Decimal fraction soil group D 0.400 RI index for soil (AMC 2) 78.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity l.362(In/Hr) for a 10.0 year storm Subarea runoff l3.347(CFS) for 13.900(Ac.) Total runoff = 24.745(CFS) Total area = 24.800(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.100 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.800(Ac.) Runoff from this stream 24.745(CFS) Time of concentration = 27.13 min. I ,?/.1 I I Rainfall intensity = 1.362{In/Hr) Program is now starting with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 304.000 ***. INITIAL AREA EVALUATION **** I I Initial area flow distance = soa.aOO(Ft.) Top (of initial area) elevation = 1425.000(Ft.) Bottom (of initial area) elevation = 1420.000(Ft.} Difference in elevation = 5.QOO(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(O.710)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 21.421 min. Rainfall intensity = 1.551 (In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.691 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Initial subarea runoff = 2.143(CFS) Total initial stream area 2.000(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to POint/Station 305.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1420.000(Ft.) End of natural channel elevation = 1387.000(Ft.) Length of natural channel 700.000(Ft.) Estimated mean flow rate at midpoint of channel = 6.645 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 4. 90 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0471 Corrected/adjusted channel slope = 0.0471 Travel time = 2.38 min. TC = 23.80 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.673 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.600 C 0.400 D 0.000 73.00 1.000i Impervious fraction 1.463(In/Hr} for a 10.0 8.274(CFS) for B.400(Ac.) 10.418(CFS) Total area = 0.000 year storm I I 10.400 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 303.100 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I TOp of natural channel elevation = l387.000(Ft.) End of natural channel elevation = 1347.000(Ft.) Length of natural channel 1500.000(Ft.) I \~'\ I I Esti.m.ated mean flow rate at midpoint of channel 17.630 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 4.73(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0267 Corrected/adjusted channel slope = 0.0267 Travel time = 5.29 min. TC = 29.09 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.627 Decimal fraction soil group Decimal fraction Boil group Decimal fraction soil group Decimal fraction soil group RI index for soil (AMe 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.900 C 0.100 D 0.000 70.00 1.000i Impervious fraction 1. 311 (In/Hr) for a 10.0 11.827(CFS) for 14.400(Ac.) 22.245(CFS) Total area = 0.000 year storm I I 24.800(AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 305.000 to Point/Station 303.100 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 24.800(Ac.l Runoff from this stream 22.245(CFS) Time of concentration = 29.09 min. Rainfall intensity = 1.311 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp~ 24.745 27.13 22.245 29.09 stream flow has longer 24.745 + sum of Qa Tb/Ta 22.245. 0.933 45.495 1.362 1.311 or shorter time of concentration I 20.750 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 24.745 22.245 Area of streams before confluence: 24.800 24.800 I I Results of confluence: Total flow rate = 45.495(CFS) Time of concentration 27.132 min. Effective stream area after confluence 49.600 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 303.100 to Point/Station 303.200 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I TOp of natural channel elevation End of natural channel elevation 1347.000(Ft.) 1328.000 (Ft. ) I \~ I I Length of natural channel 600.000(Ft.) Estimated mean flow rate at midpoint of channel 51. 503 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 6. 95 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0317 Corrected/adjusted channel slope = 0.0317 Travel time = 1.44 min. TC = 28.57 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.687 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.400 C 0.300 D 0.300 76.50 1.000i Impervious fraction 1. 323 (In/Hr) for a 10.0 11.916(CFSl for 13.100(Ac.) 57.411(CFSl Total area = 0.000 year storm I I 62.700(AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.200 to Point/Station 303.300 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1328.000(Ft.) End of natural channel elevation = 1306.000(Ft.) Length of natural channel 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 67.575(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.27(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0220 Corrected/adjusted channel slope = 0.0220 Travel time = 2.66 min. TC = 31.23 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.670 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.200 Decimal fraction soil group D 0.300 RI index for soil(AHC 2) 75.50 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity 1.260(In/Hr) for a 10.0 year storm Subarea runoff 18.744(CFS) for 22.200(Ac.) Total runoff = 76.155(CFS) Total area = 84.900CAc.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.300 to Point/Station 506.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1306.000(Ft.) End of natural channel elevation = 1272.000(Ft.) Length of natural channel 900.000(Ft.) I \.'Pa.... I I Estimated mean flow rate at midpoint of channel 88.174(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = B.88{Ft/s} I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0378 Corrected/adjusted channel slope = 0.0378 Travel time = 1.69 min. TC = 32.92 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.674 Decimal fraction soil group Decimal fraction soil group Decimal fraction Boil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.400 C 0.300 D 0.300 76.50 1.000i Impervious fraction 1.224(In/Hr) for a 10.0 22.126{CFS) for 26.BOO(Ac.) 9B.2B1(CFS) Total area: 0.000 year storm I I I 111.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 509.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation: 1272.000{Ft.) End of natural channel elevation: 1252.000(Ft.) Length of natural channel BOO.OOO(Ft.) Estimated mean flow rate at midpoint of channel : 105.012 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity: (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow: 7.62(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope: 0.0250 Corrected/adjusted channel slope: 0.0250 Travel time: 1.75 min. TC: 34.67 ~n. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient: 0.684 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction : Rainfall intensity: Subarea runoff Total runoff : A 0.000 B 0.300 C 0.300 D 0.400 7B.00 1.000; Impervious fraction 1.190 (In/Hr) for a 10.0 12.449(CFS) for 15.300(Ac.) 110.730(CFS) Total area: 0.000 year storm I I 127.000 lAc.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to POint/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area 127.000(Ac.) Runoff from this stream: 110.730(CFS) I \hfJ I I Time of concentration = Rainfall intensity = Program is now starting 34.67 min. 1.190 (In/Hr) with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.100 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 650.00Q(Ft.) Top (of initial area) elevation = 1365.QOQ(Ft.) Bottom (of initial area) elevation = 1320.QOQ(Ft.) Difference in elevation = 45.00Q(Ft.) Slope = 0.06923 s(percent)= 6.92 TC = k(O.710)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 16.157 min. Rainfall intensity = I.all(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.760 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for sOil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 1.000 A 0.000 B 0.000 C 0.800 D 0.200 80.00 1.000i Impervious fraction 4.542 (CFS) 3.300 (Ac.) 0.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 507.100 to Point/Station 508.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1320.000(Ft.) End of natural channel elevation = 1287.000(Ft.) Length of natural channel 1150.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.73l(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Veloci ty = (7 + 8 (q^. 352) (slope^O. 5) Velocity using mean channel flow = 4.50(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0287 Corrected/adjusted channel slope = 0.0287 Travel time = 4.26 min. TC = 20.41 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.666 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.900 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.100 RI index for soil(AMC 2) 70.50 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity 1.592(In/Hr) for a 10.0 year storm Subarea runoff 12.629(CFS) for 11.900(Ac.) Total runoff = 17.170(CFS) Total area = 15.200(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 15.200(Ac.) I I \A,\ I I Runoff from this stream Time of concentration Rainfall intensity = 17.170{CFS} 20.41 min. 1.592 (In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 0.508 to POint/Station 508.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** I I Rainfall intensity 1. 959 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.743 Decimal fraction soil group A 0.000 Decimal fraction soil group B 1.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 RI index for sOil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 User specified values are as follows: TC = 14.00 min. Rain intensity = 1. 96 (In/Hr) Total area = 6.00(Ac.) Total runoff = 16.00(CFS) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.508 to POint/Station 508.000 **** CONFLUENCE OF MINOR STREAMS **** I I Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream 16.000(CFS) Time of concentration = 14.00 min. Rainfall intensity = 1. 959 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 17.170 20.41 16.000 14.00 stream flow has longer 17.170 + sum of Qb Ia/Ib 16.000 * 0.813 30.174 1. 592 1. 959 time of concentration I 13.003 Qp= I Total of 2 streams to confluence: Flow rates before confluence point: 17.170 16.000 Area of streams before confluence: 15.200 6.000 Results of confluence: Total flow rate = 30.174(CFS) Time of concentration 20.413 min. Effective stream area after confluence 21.200(AC.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 508.000 to POint/Station 509.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation = 1287.000(Ft.) End of natural channel elevation = 1252.00Q(Ft.) Length of natural channel 450.000(Ft.) Estimated mean flow rate at midpoint of channel = 31.455(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 9.46(Ft/s) I I \6.,,1, I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope: 0.0778 Corrected/adjusted channel slope = 0.0778 Travel time = 0.79 min. TC = 21.21 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.713 Decimal fraction 80il group A 0.000 Decimal fraction 80il group B 0.500 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.500 R1 index for sOil(AMC 2) 76.50 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity 1. 559 (In/Hr) for a 10.0 year storm Subarea runoff 2.001(CFS} for 1.800(Ac.) Total runoff = 32.174(CFS) Total area = 23.000(Ac.} I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to POint/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 23.000(Ac.) Runoff from this stream 32.174 (CFS) Time of concentration = 21.21 min. Rainfall intensity = 1.559(In/Hr) Summary of stream data: I I stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 110.730 34.67 32.174 21.21 stream flow has longer 110.730 + sum of Qb Ia/Ib 32.174 * 0.763 135.282 1.190 1. 559 time of concentration 24.551 I Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 110.730 32.174 Area of streams before confluence: 127.000 23.000 I Results of confluence: Total flow rate = 135.282 (CFS) Time of concentration = 34.670 min. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of the 150.000 (Ac.) 150.00 (Ac.) I same area. I Area averaged pervious area fraction(Ap) Area averaged RI index number = 74.4 0.980 I I I ~ I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 ------------------------------------------------------------------------ I BASIN "0" 100 YR. EXISTING CONDITION ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I storm event (year) = 100.00 Antecedent Moisture Condition 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 401.000 to Point/Station 402.000 **.* INITIAL AREA EVALUATION **.* I Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation - 14l6.000(Ft.) Bottom (of initial area) elevation = 1392.000(Ft.) Difference in elevation a 24.000(Ft.) Slope = 0.04000 s(percent)= 4.00 TC = k(0.710).((length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.463 min. Rainfall intensity = 2.563(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.761 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction a 1.000i Impervious fraction 0.000 Initial subarea runoff = 5.071 (CFS) Total initial stream area 2.600(Ac.) Pervious area fraction = 1.000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 402.000 to POint/Station 403.000 *.*. NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .*.. I Top of natural channel elevation = 1392.000(Ft.) End of natural channel elevation = l348.000(Ft.) Length of natural channel 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 14.920 (CFS) I ,'*- I I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 6. 13 (Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0489 Corrected/adjusted channel slope = 0.0489 Travel time = 2.45 min. TC = 19.91 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.746 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.600 Decimal fraction 80il group C 0.400 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 73.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity 2.385(In/Hr} for a 100.0 Subarea runoff 17. 962 (CFS) for 10.100(Ac.) Total runoff"" 23.033(CFS) Total area = 0.000 year storm I I 12.700(AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 403.000 to POint/Station 406.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I TOp of natural channel elevation ~ 1348.000(Ft.) End of natural channel elevation = 1292.000(Ft.) Length of natural channel 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 40.081 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.27(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0400 Corrected/adjusted channel slope = 0.0400 Travel time = 3.21 min. TC = 23.12 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.742 I Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B = 0.500 C 0.500 o 0.000 74.00 1.000: Impervious fraction 2.196(In/Hr) for a 100.0 30.630(CFS) for 18.800(AC.) 53.664 (CFS) Total area = 0.000 year storm I 31.500 (Ac. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 406.000 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.500(Ac.) Runoff from this stream 53. 664 (CFS) Time of concentration = 23.12 min. I r \t>? I I Rainfall intensity = 2. 196 (In/Hr) Program is now starting with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = ?Oo.aOOePt.) TOp (of initial area) elevation = 1416.00QCFt.) Bottom (of initial area) elevation = 1372.000(Ft.) Difference in elevation = 44.00Q(Ft.) Slope = 0.06286 s(percent)= 6.29 TC = k(O.710)*[(length^3)/(elevation change)J^O.2 Initial area time of concentration = 16.968 min. Rainfall intensity = 2.604 (In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.763 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 15.294 (CFS) Total initial stream area 7.700(AC.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to POint/Station 405.000 * * * * NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * * * Top of natural channel elevation = 1372.000(Ft.) End of natural channel elevation = 1327.000(Ft.) Length of natural channel 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 30.488 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow"'" 7 .14 (Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope"'" 0.0450 Corrected/adjusted channel slope = 0.0450 Travel time = 2.34 min. TC = 19.30 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.735 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.800 Decimal fraction soil group C 0.200 Decimal fraction soil group 0 0.000 RI index for soil(AMC 2) 71.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity 2. 426 (In/Hr) for a 100.0 year storm Subarea runoff 27.277(CFS) for 15.300(Ac.) Total runoff"'" 42.571(CFS) Total area = 23.000(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation"'" 1292.000(Ft.) Length of natural channel 1500.000(Ft.) I I '\~ I I Estimated mean flow rate at midpoint of channel = 56.082 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^O.5) Velocity using mean channel flow = 6.11(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope - 0.0233 Corrected/adjusted channel slope = 0.0233 Travel time = 4.09 min. TC = 23.39 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.748 Decimal fraction soil group Decimal fraction 80il group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2} Pervious area fraction = Rainfall intensity Subarea runoff Total runoff =: A 0.000 B 0.400 C 0.600 o 0.000 75.00 1.000; Impervious fraction 2.182(In/Hr) for a 100.0 23.B24(CFS) for 14.600(Ac.) 66.395(CFS) Total area = 0.000 year storm I I I 37.600 (Ac. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** CONFLUENCE OF MAIN ST~S **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.600(Ac.) Runoff from this stream 66.395(CFS) Time of concentration = 23.39 min. Rainfall intensity = 2.182 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (tn/Hr) I 1 2 Largest Qp= 53.664 23.12 66.395 23.39 stream flow has longer 66.395 + sum of Qb Ia/lb 53.664 * 0.994 119.714 2.196 2.182 time of concentration I 53.319 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 53.664 66.395 Area of streams before confluence: 31.500 37.600 I I Results of conf~uence: Total flow rate = 119.714(CFS) Time of concentration 23.394 min. Effect~ve stream area after confluence 69.100(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Paint/Station 510.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** I Top of natural channel elevation End of natural channel elevation 1292.000 (Ft.) 1260.000 (Ft.) I \ A.,'\ I I Length of natural channel 900.000CFt.) Estimated mean flow rate at midpoint of channel 132.0151CFSI I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + B(q^.352) (slope^O.5) Velocity using mean channel flow = 9.73(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0356 Corrected/adjusted channel slope = 0.0356 Travel time = 1.54 min. TC = 24.93 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient m 0.743 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.400 Decimal fraction soil group C 0.600 Decimal fraction soil group D 0.000 R1 index for sOil(AMC 2) 75.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Rainfall intensity = 2.107(In/Hr) for a 100.0 year storm Subarea runoff 22.238(CFS) for 14.200(Ac.) Total runoff = 141.952(CFS) Total area = 83.300(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 511.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1260.000(Ft.) End of natural channel elevation = 1252.000(Ft.) Length of natural channel 300.000(Ft.) Estimated mean flow rate at midpoint of channel = 146.042 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 8.69(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0267 Corrected/adjusted channel slope = 0.0267 Travel time = 0.58 min. TC = 25.51 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.749 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.300 Decimal fraction soil group C 0.700 Decimal fraction soil group D 0.000 RI index for sOil(AMC 2) 76.00 Pervious area fraction = 1.000i Impervious fraction Rainfall intensity = 2.081(In/Hr) for a 100.0 Subarea runoff = 7.476(CFS) for 4.800(Ac.) Total runoff - 149.428 (CFS) Total area End of computations, total study area = The following figures may he used for a unit hydrograph study of the same area. 0.000 year storm I I 88.100 (Ae. ) 88.10 lAc.) I Area averaged pervious area fraetion(Ap) Area averaged RI index number = 73.8 1. 000 I I \.~9!. I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 ------------------------------------------------------------------------ I BASIN "0" 10 YR. EXISTING CONDITION ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** I ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ I Rational Method Hydrology Program hased on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 10.00 Antecedent MOisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity - 0.880 (in./hr.) 100 year storm 10 minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 600.000(Ft.) TOp (of initial area) elevation = 1416.000(Ft.) Bottom (of initial area) elevation = 1392.000(Ft.) Difference in elevation = 24.000(Ft.) Slope = 0.04000 s(percent)= 4.00 TC = k(0.710)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.463 min. Rainfall intensity = 1. 735 (In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.709 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 R1 index for soil(AMC 2) 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 3.197(CFS) Total initial stream area 2.600(Ac.) Pervious area fraction = 1.000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to POint/Station 403.000 * * * * NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * * * I Top of natural channel elevation = 1392.000(Ft.) End of natural channel elevation = 134B.OOO(Ft.) Length of natural channel 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 9.406 (CFS) I ,\A.O-.... I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + B(q~.352) (slope^O.5) Velocity using mean channel flow = 5.44(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0489 Corrected/adjusted channel slope = 0.0489 Travel time = 2.76 min. TC = 20.22 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.688 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AHC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.600 C 0.400 D 0.000 73.00 1.000; Impervious fraction 1.601 (In/Hr) for a 10.0 11. 123 (CFS) for 10.100(Ac.) 14.320 (CFS) Total area = 0.000 year storm I 12.700{AC.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 403.000 to Point/Station 406.000 * * * * NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * * * I I Top of natural channel elevation = 1348.000{Ft.) End of natural channel elevation = 1292.000(Ft.) Length of natural channel 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 24.919(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + B{q^.352) (slope^0.5) Velocity using mean channel flow = 6.36{Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0400 Corrected/adjusted channel slope = 0.0400 Travel time = 3.67 min. TC = 23.B9 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.681 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity 1.460{In/Hr) for a 10.0 Subarea runoff 1B.709(CFS) for 1B.BOO(Ac.) Total runoff = 33.029(CFS) Total area = 0.000 year storm I I 31.500 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to POint/Station 406.000 **** CONFLUENCE OF MAIN STREAMS **** I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.500(Ac.) Runoff from this stream 33.029(CFS) Time of concentration = 23.89 min. I \~ I I Rainfall intensity = 1.460(In/Hr) Program is now starting with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 401.000 to POint/Station 404.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance - 700.aOO(Ft.) Top (of initial area) elevation = 1416.00Q(Ft.) Bottom (of initial area) elevation = 1372.000(Ft,) Difference in elevation = 44.000(Ft,) Slope = 0.06286 s(percent)= 6.29 TC = k(O.710)*{(length^3)/(elevation change)]^o.2 Initial area time of concentration = 16.968 min. Rainfall intensity = 1.763(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.711 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C 0.500 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 9. 650 (CFS) Total initial stream area 7.700(Ac.) Pervious area fraction = 1.000 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to POint/Station 405.000 .**. NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .... I Top of natural channel elevation = 1372.000(Ft.) End of natural channel elevation = 1327.000(Ft.) Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel _ 19.238 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + e (q".352) (slope"0.5) Velocity using mean channel flow = 6.29(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0450 Corrected/adjusted channel slope = 0.0450 Travel time = 2.65 min. TC = 19.62 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.674 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.800 Decimal fraction soil group C 0.200 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 71.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity 1. 627 (In/Hr) for a 10.0 year storm Subarea runoff 16.79l(CFS) for 15.300(Ac.) Total runoff = 26.442 (CFS) Total area = 23.000(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .**. I Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1292.000(Ft.) Length of natural channel 1500.000(Ft.) I \~\ I I Estimated mean flow rate at midpoint of channel = 34.834(CFS} I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(qA.352) {slopeAO.5} Velocity using mean channel flow = 5.33(Ft/s) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0233 Corrected/adjusted channel slope = 0.0233 Travel time = 4.69 min. TC = 24.30 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.688 Oecimal fraction 80il group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff ... A 0.000 B 0.400 C 0.600 D 0.000 75.00 1.000; Impervious fraction 1.447(In/Hr) for a 10.0 14.540(CFS) for 14.600(Ac.) 40.982 (CFS) Total area ~ 0.000 year storm I I 37.600 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 405.000 to Point/Station 406.000 *.** CONFLUENCE OF MAIN STREAMS *.*. The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.600(Ac.) Runoff from this stream 40. 982 (CFS) Time of concentration = 24.30 min. Rainfall intensity = 1.447 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp- 33.029 23.89 40.982 24.30 stream flow has longer 40.982 + sum of Qb Ia/Ib 33.029 . 0.991 = 73.697 1. 460 1.447 time of concentration 32.715 Qp~ I Total of 2 main streams to confluence: Flow rates before confluence point: 33.029 40.982 Area of streams before confluence: 31.500 37.600 I I Results of confluence: Total flow rate = 73.697(CFS) Time of concentration 24.305 min. Effective stream area after confluence 69.100 (AC. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 510.000 ................ NATURAL CHANNEL TJ:ME + SUBAREA FLOW ADDITION ................ I Top of natural channel elevation End of natural channel elevation 1292.000 (Ft.) 1260.000 (Ft.) I \'6V I I Length of natural channel 900.000 (Ft.) Estimated mean flow rate at midpoint of channel 81.270 (CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (1 + B(q^.352) (slope^O.5) Velocity using mean channel flow = 8.41(Ft/S) I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0356 Corrected/adjusted channel slope = 0.0356 Travel time = 1.78 min. TC = 26.09 min. I I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.682 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff .. A 0.000 B 0.400 C 0.600 D 0.000 75.00 1.000; Impervious fraction 1.391(In/Hr) for a 10.0 13.476(CFS) for 14.200(Ac.) 87.174 (CFS) Total area = 0.000 year storm I I 83.300(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pOint/Station 510.000 to Point/Station 511.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1260.000(Ft.) End of natural channel elevation = 1252.000(Ft.) Length of natural channel 300.000(Ft.) Estimated mean flow rate at midpoint of channel - 99.685 (CFS) I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.50(Ft/s) I I Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0267 Corrected/adjusted channel slope = 0.0267 Travel time = 0.67 min. TC = 26.75 min. I Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.689 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.300 Decimal fraction soil group C 0.700 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 76.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity 1.372(In/Hr) for a 10.0 Subarea runoff = 4.536(CFS) for 4.800(Ac.) Total runoff.. 91.710 (CFS) Total area End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 0.000 year storm I I 88.100 (Ae.) BB .10 (Ac.) I Area averaged pervious area fraction(Ap) Area averaged Rt index number = 73.8 1.000 I I \9> I " I .. . I I I VI. PIPE CONFULUENCE ANALYSIS I I I I I I I I I I I I I I ". ..f.b... I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 I LINE "All, LINE "A-i" 1 LINE "A-2" LINE "A-3", LINE "A-4" I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent MOisture Condition 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.104 to Point/Station 104.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 2.344(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.750 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction 0.000 User specified values are as follows: TC = 20.55 min. Rain intensity = 2.34(In/Hr) Total area = 14.80(Ac.) Total runoff = 26.40(CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.100 I \-sS I I I **** PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 1344.13(Ft.) Downstream point/station elevation = 1316.23(Ft.) Pipe length = 169.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26. 400 (CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 26.400(CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe = 26.61(In.) Critical Depth = 21.02(In.) Pipe flow velocity = 24.81(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 20.66 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.100' .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.800(Ac.) Runoff from this stream = 26.400(CFS) Time of concentration = 20.66 min. Rainfall intensity = 2. 336 (In/Hr) Program is now starting with Main Stream No.2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.650 to Point/Station 6.500 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 3.356(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 10.70 min. Rain intensity = 3.36(In/Hr) Total area = 1.00(Ac.) Total runoff = 2.66(CFS) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 104.100 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I I Upstream point/station elevation = 1321.03(Ft.) Downstream point/station elevation = 1316.23(Ft.) Pipe length 10.43(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2. 660 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.660(CFS) Normal flow depth in pipe = 2.38(In.) I ~ I I Flow top width inside pipe = 12.19(In.) Critical Depth = 7.41(In.) Pipe flow velocity = 19.26(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.71 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 104.100 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 2.660(CFS) Time of concentration = 10.71 min. Rainfall intensity = 3.354 (In/Hr) Summary of stream data: I I Stream No. Flow rate (C~) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest ~= 26.400 20.66 2.660 10.71 stream flow has longer 26.400 + sum of Qb Ia/Ib 2.660. 0.697 = 28.253 2.336 3.354 time of concentration I 1.853 ~= I Total of 2 main streams to confluence: Flow rates before confluence point: 26.400 2.660 Area of streams before confluence: 14.800 1.000 I I Results of confluence: Total flow rate = 28.253(CFS) Time of concentration = 20.664 min. Effective stream area after confluence = 15.800(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.100 to Point/Station 105.000 .*.* PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1316.23(Ft.) Downstream point/station elevation = 1311.90(Ft.) Pipe length = 675.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.253(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 28.253(CFS) Normal flow depth in pipe = 21.45(In.) Flow top width inside pipe = 27.09(In.) Critical Depth = 21.75(In.) Pipe f~ow velocity = 7.53(Ft/s) I I I I ~ I I Travel time through pipe = Time of concentration (TC) = 1.50 min. 22.16 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.100 to Point/Station 105.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.800(Ac.) Runoff from this stream = 28.253(CFS) Time of concentration = 22.16 min. Rainfall intensity = 2.248(In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.320 to Point/Station 32.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3.014 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.821 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 67.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 13.01 min. Rain intensity = 3.01(In/Hr) Total area = 3.62(Ac.) Total runoff = 8. 95 (CFS) I '. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 1329.43(Ft.) Downstream point/station elevation 1311.90(Ft.) Pipe length = 23.64(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8. 950 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8. 950 (CFS) Normal flow depth in pipe = 3.83(In.) Flow top width inside pipe = 14.73(In.) Critical Depth = 13.88(In.) Pipe flow velocity = 32.64(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (Te) = 13.02 min. 'I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 105.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: I 'v116 .' I In Main Stream number: 2 Stream flow area = 3.620(Ac.) Runoff from this stream = 8. 950 (CFS) Time of concentration = 13.02 min. Rainfall intensity = 3.012(In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 28.253 22.16 8.950 13.02 stream flow has longer 28.253 + sum of Qb Ia/Ib 8.950. 0.746 = 34.934 time of 2.248 3.012 concentration 6.681 I I Qp= Total of 2 main streams to confluence: Flow rates before confluence point: 28.253 8.950 Area of streams before confluence: 15.800 3.620 I Results of confluence: Total flow rate = 34.934 (CFS) Time of concentration = 22.159 min. Effective stream area after confluence = 19.420(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.100 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I I Upstream point/station elevation = 1311.90(Ft.) Downstream point/station elevation = 1311.77(Ft.) Pipe length = 26.45(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.934 (CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.241(Ft.) at the headworks or inlet Pipe friction loss = 0.192(Ft.) Minor friction loss = 1.180 (Ft.) Pipe flow velocity = 7.12(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 22.22 min. selected pipe size. the pipe invert is of the pipe (s) K-factor = 1.50 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.100 .... CONFLUENCE OF MAIN STREAMS .... . The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.420(Ac.) I ",.rtA I I Runoff from this stream = 34. 934 (CFS) Time of concentration = 22.22 min. Rainfall intensity = 2.245(In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.300 to Point/Station 3.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3. 859 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.848 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.800 RI index for soil(AMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 8.30 min. Rain intensity = 3.86(In/Hr) Total area = 4.50(Ac.) Total runoff = 15.10(CFS) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 105.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 1327.06(Ft.) Downstream point/station elevation = 1311.77(Ft.) Pipe length = 521.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.100(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 15. 100 (CFS) Normal flow depth in pipe = 12.63(In.) Flow top width inside pipe = 16.47(In.) Critical Depth = 16.89(In.) Pipe flow velocity = 11.40(Ft/s) Travel time through pipe = 0.76 min. Time of concentration (TC) = 9.06 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 105.100 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.500(Ac.) Runoff from this stream = 15. 100 (CFS) Time of concentration = 9.06 min. Rainfall intensity = 3. 677 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I \~e I I I 1 34.934 22.22 2.245 2 15.100 9.06 3.677 Largest stream flow has longer time of concentration Qp= 34.934 + sum of Qb Ia/Ib 15.100 . 0.611 = 9.220 Qp= 44.155 I I Total of 2 main streams to confluence: Flow rates before confluence point: 34.934 15.100 Area of streams before confluence: 19.420 4.500 II Results of confluence: Total flow rate = 44.155(CFS) Time of concentration = 22.221 min. Effective stream area after confluence = 23. 920 (Ac. ) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1311.77(Ft.) Downstream point/station elevation = 1310.33(Ft.) Pipe length = 287.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.155(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.770(Ft.) at the headworks or inlet Pipe friction loss = 3.325(Ft.) Minor friction loss = 1.885(Ft.) Pipe flow velocity = 9. 00 (Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 22.75 min. selected pipe size. the pipe invert is of the pipe(s) ,I K-factor = 1.50 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.100 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS ***. I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.920(Ac.) Runoff from this stream = 44.155(CFS) Time of concentration = 22.75 min. Rainfall intensity = 2.216(In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.340 to Point/Station 34.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I 3. 183 (In/Hr) for a 100.0 year storm Rainfall intensity = I \<&>\ I I I I SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.400 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 65.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 11.78 min. Rain intensity = 3.18(In/Hr) Total area = 3.61(Ac.) Total runoff = 9.40(CFS) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 106.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I ,I Upstream point/station elevation = 1319.16(Ft.) Downstream point/station elevation = 1310.33(Ft.) Pipe length = 6.34(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.400(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.400(CFS) Normal flow depth in pipe = 3.35(In.) Flow top width inside pipe = 14.02(In.) Critical Depth = 14.22(In.) Pipe flow velocity = 41. 36 (Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 11.78 min. I' I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 106.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.610(Ac.) Runoff from this stream = 9.400(CFS) Time of concentration = 11.78 min. Rainfall intensity = 3.182 (In/Hr) Summary of stream data: I, I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp= 44.155 22.75 9.400 11.78 stream flow has longer 44.155 + sum of Qb Ia/Ib 9.400. 0.696 = 50.700 2.216 3.182 time of concentration 6.546 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 44.155 9.400 I ,f;- I I J Area of streams before confluence: 23.920 3.610 I Results of confluence: Total flow rate = 50.700(CFS) Time of concentration = 22.752 min. Effective stream area after confluence = 27.530(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I Upstream point/station elevation = 1310.33(Ft.) Downstream point/station elevation = 1293.97(Ft.) Pipe length = 278.16(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 50.700(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 50.700(CFS) Normal flow depth in pipe = 15.16(In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 27.68(In.) Pipe flow velocity = 20.36(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 22.98 min. End of computations, total study area = 27.53 (Ac.) The following figures may be used for a unit hydrograph study of the same area. I J I , I Area averaged pervious area fraction(Ap) = 0.769 Area averaged RI index number = 71.1 I I I I I I I I ~ J I Riverside County Rational Hydrology Program J CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 ------------------------------------------------------------------------ I LINE "L, L-l, L-2, L-3, L-4" LINE "B, B-1, B-2" LINE lie, C-l" . ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** . ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SiN 560 ------------------------------------------------------------------------ I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ,I, Storm event (year) = 100.00 Antecedent Moisture Condition = 2 i Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) . I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 l l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.103 to Point/Station 103.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... ~~ Rainfall intensity = 1.721 (In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 36.04 min. Rain intensity = 1.72 (In/Hr) Total area = 135.70(Ac.) Total runoff = 193. 18 (CFS) l l -"': t l l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 110.000 ~~ L: \(}. I I .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 1293.70(Ft.) Downstream point/station elevation = 1291.84(Ft.) Pipe length = 165.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 193.180(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 193.180(CFS) Normal flow depth in pipe = 41.06(In.) Flow top width inside pipe = 46.10(In.) Critical Depth = 47.88(In.) Pipe flow velocity = 14. 88 (Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 36.23 min. I I I I I j ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 110.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 135.700(Ac.) Runoff from this stream = 193.180(CFS) Time of concentration = 36.23 min. Rainfall intensity = 1. 716 (In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.700 to POint/Station 7.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 2.948(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.20 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 13.54 min. Rain intensity = 2. 95 (In/Hr) Total area = 3.93(Ac.) Total runoff = 9.61(CFS) I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I I Upstream pOint/station elevation = 1298.25(Ft.) Downstream point/station elevation = 1291.84(Ft.) Pipe length = 57.61(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9. 610 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9. 610 (CFS) Normal flow depth in pipe = 6.45(In.) ~ I I I Flow top width inside pipe = 17.26(In.) Critical Depth = 14.36(In.) Pipe flow velocity = 16.91(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.60 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 110.000 .... CONFLUENCE OF MAIN STREAMS .... I I 1 I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.930(Ac.) Runoff from this stream = 9. 610 (CFS) Time of concentration = 13.60 min. Rainfall intensity = 2. 941 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.200 to Point/Station 20.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I I Rainfall intensity = 2.963(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.782 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 13.42 min. Rain intensity = 2.96(In/Hr) Total area = 1.40(Ac.) Total runoff = 3.25(CFS) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***. Upstream point/station elevation = 1298.25(Ft.) Downstream point/station elevation = 1291.84(Ft.) Pipe length = 46.76(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.250(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.250(CFS) Normal flow depth in pipe = 3.52(In.) Flow top width inside pipe = 14.28(In.) Critical Depth = 8.24(In.) Pipe flow velocity = 13.35(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.48 min. I I I - I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 110.000 ~ I I .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.400(Ac.) Runoff from this stream = 3.250(CFS) Time of concentration = 13.48 min. Rainfall intensity = 2. 955 (In/Hr) Summary of stream data: I I , ,I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Largest Qp= 193.180 36.23 9.610 13.60 3.250 13.48 stream flow has longer 193.180 + sum of Qb Ia/Ib 9.610. 0.583 = Qb Ia/Ib 3.250. 0.581 = 200.673 1. 716 2.941 2.955 time of concentration 5.606 1.887 Qp= I Total of 3 main streams to confluence: Flow rates before confluence point: 193.180 9.610 3.250 Area of streams before confluence: 135.700 3.930 1.400 I I I Results of confluence: Total flow rate = 200. 673 (CFS) Time of concentration = 36.225 min. Effective stream area after confluence = 141.030 (Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to POint/Station 109.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 1292.66(Ft.) Downstream point/station elevation = 1282.25(Ft.) Pipe length = 745.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 200. 673 (CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 200.673(CFS) Normal flow depth in pipe = 38.72(In.) Flow top width inside pipe = 48.65(In.) Critical Depth = 48.47(In.) Pipe flow velocity = 16.44(Ft/s) Travel time through pipe = 0.76 min. Time of concentration (TC) = 36.98 min. I, 1 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 109.000 I \~\. I I I .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 141.030(Ac.) Runoff from this stream = 200.673(CFS) Time of concentration = 36.98 min. Rainfall intensity = 1.696(In/Hr) Program is now starting with Main Stream No. 2 I I J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.320 to Point/Station 3.200 .... USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity = 3.524(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 65.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 9.79 min. Rain intensity = 3.52 (In/Hr) Total area = 2.78(Ac.) Total runoff = 8.07(CFS) 1 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***. Upstream point/station elevation = 1308.17(Ft.) Downstream point/station elevation = 1302.44(Ft.) Pipe length = 46.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.070(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8. 070 (CFS) Normal flow depth in pipe = 5.72(In.) Flow top width inside pipe = 16.77(In.) Critical Depth = l3.20(In.) Pipe flow velocity = 16.70(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.84 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station. 108.000 .... CONFLUENCE OF MINOR STREAMS .... I I Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.780(Ac.) Runoff from this stream = 8.070(CFS) Time of concentration 9.84 min. Rainfall intensity = 3.515(In/Hr) I I \(/6 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.500 to Point/Station 5.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity = 3. 140 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.600 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 12.07 min. Rain intensity = 3.14 (In/Hr) Total area = 2.48(Ac.) Total runoff = 6.47(CFS) I 1 J I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 108.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I Upstream point/station elevation = 1306.61(Ft.) Downstream point/station elevation = 1302.27(Ft.) Pipe length = 33.98(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.470(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.470(CFS) Normal flow depth in pipe = 5.06(In.) Flow top width inside pipe = 16.18(In.) Critical Depth = 11.80(In.) Pipe flow velocity = 15.90(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.11 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 108.000 .... CONFLUENCE OF MINOR STREAMS .... I I Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.480(Ac.) Runoff from this stream = 6. 470 (CFS) Time of concentration = 12.11 min. Rainfall intensity = 3. 135 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 8.070 9.84 6.470 12.11 stream flow has longer 8.070 + sum of Qa Tb/Ta 6.470. 0.813 = 13.327 3.515 3.135 or shorter time of concentration 5.257 I Qp= I \1; C\. I I I I Total of 2 streams to confluence: Flow rates before confluence point: 8.070 6.470 Area of streams before confluence: 2.780 2.480 Results of confluence: Total flow rate = 13.327 (CFS) Time of concentration = 9.836 min. Effective stream area after confluence = 5.260(Ac.) I 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 1302.27(Ft.) Downstream point/station elevation = 1282.29(Ft.) Pipe length = 294.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.327(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.327(CFS) Normal flow depth in pipe = 7.76(In.) Flow top width inside pipe = 22.45(In.) Critical Depth = 15.77(In.) Pipe flow velocity = 15.16(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 10.16 min. I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.260(Ac.) Runoff from this stream = 13.327(CFS) Time of concentration = 10.16 min. Rainfall intensity = 3.452 (In/Hr) Program is now starting with Main Stream No. 3 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.110 to Point/Station 11.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 3.514 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.797 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 User specified values are as follows: TC = 9.84 min. Rain intensity = 3.51 (In/Hr) I I I I \~ I I Total area = 4.74(AC.) Total runoff = 13. 99 (CFS) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 111.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1293.65(Ft.) Downstream point/station elevation = 1286.50(Ft.) Pipe length = 36.94(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13. 990 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 13. 990 (CFS) Normal flow depth in pipe = 6.79(In.) Flow top width inside pipe = 17.45(In.) Critical Depth = 16.58(In.) Pipe flow velocity = 22. 91 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.87 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 111.000 .... CONFLUENCE OF MINOR STREAMS .... I I Along Main Stream number: 3 in normal stream number 1 Stream flow area = 4.740 (Ac.) Runoff from this stream = 13. 990 (CFS) Time of concentration = 9.87 min. Rainfall intensity = 3.509(In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.130 to Point/Station 13.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3. 449 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 10.18 min. Rain intensity = 3.45(In/Hr) Total area = 3.68(Ac.) Total runoff = 10. 61 (CFS) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 111.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1298.31(Ft.) Downstream point/station elevation 1286.50(Ft.) Pipe length = 292.03(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10. 610 (CFS) I \"\\ I I Given pipe size = 24.00(In.) Calculated individual pipe flow = 10. 610 (CFS) Normal flow depth in pipe = 7.89(In.) Flow top width inside pipe = 22.55(In.) Critical Depth = 14.01(In.) Pipe flow velocity = 11.81(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (Te) = 10.59 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 111.000 .... CONFLUENCE OF MINOR STREAMS .... J I Along Main Stream number: 3 in normal stream number 2 Stream flow area = 3.680(Ac.) Runoff from this stream = 10. 610 (CFS) Time of concentration = 10.59 min. Rainfall intensity = 3.374 (In/Hr) Summary of stream data: J I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest ~= 13.990 9.87 10.610 10.59 stream flow has longer 13.990 + sum of ~ ~ft 10.610. 0.932 = 23.873 3.509 3.374 or shorter time of concentration 9.883 I ~= I I Total of 2 streams to confluence: Flow rates before confluence point: 13.990 10.610 Area of streams before confluence: 4.740 3.680 Results of confluence: Total flow rate = 23. 873 (CFS) Time of concentration = 9.867 min. Effective stream area after confluence = 8.420(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 111.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 1286.50(Ft.) Downstream point/station elevation = 1282.29(Ft.) Pipe length = 77.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.873(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 23.873(CFS) Normal flow depth in pipe = 11.32(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 20.78(In.) Pipe flow velocity = 16.36(Ft/s) I I I I ~ I t Travel time through pipe Time of concentration (TC) = 0.08 min. 9.95 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 109.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 8.420(Ac.) Runoff from this stream = 23.873(CFS) Time of concentration = 9.95 min. Rainfall intensity = 3. 493 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 3 Largest ~= 200.673 36.98 13.327 10.16 23.873 9.95 stream flow has longer 200.673 + sum of Qb Ia/Ib 13.327. 0.491 = Qb Ia/Ib 23.873. 0.486 = 218.815 time of 1.696 3.452 3.493 concentration J 6.549 I 11.594 ~= I Total of 3 main streams to confluence: Flow rates before confluence point: 200.673 13.327 23.873 Area of streams before confluence: 141.030 5.260 8.420 I I Results of confluence: Total flow rate = 218.815(CFS) Time of concentration = 36.981 min. Effective stream area after confluence = 154.7l0(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 112.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1282.25(Ft.) Downstream point/station elevation = 1277.24(Ft.) Pipe length 245.19(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 218.815(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 218. 815 (CFS) Normal flow depth in pipe = 35.81(In.) Flow top width inside pipe = 51.04(In.) Critica~ Depth = 49.74(In.) Pipe flow velocity = 19.54(Ft/s) I I I ~ ,-/ I I Travel time through pipe = Time of concentration (TC) = 0.21 min. 37.19 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 112.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 154.710(Ac.) Runoff from this stream = 218.815(CFS) Time of concentration = 37.19 min. Rainfall intensity = 1. 691 (In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.240 to Point/Station 24.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... ,I I Rainfall intensity = 3.322 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.600 RI index for soil(AMC 2) = 85.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 10.90 min. Rain intensity = 3.32(In/Hr) Total area = 2.31(Ac.) Total runoff = 6.46(CFS) ,I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 9.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I Upstream point/station elevation = 1291.10(Ft.) Downstream point/station elevation = 1289.48(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 6. 460 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.460(CFS) Normal flow depth in pipe = 6.64(In.) Flow top width inside pipe = 17.37(In.) Critical Depth = 11.80(In.) Pipe f~ow velocity = 10.92(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.95 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 9.000 .... CONFLUENCE OF MINOR STREAMS .... ~ong Main Stream number: 2 in normal stream number 1 I I .....~ I I Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 2.310(Ac.) = 6.460(CFS) 10.95 min. 3.312(In/Hr) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.900 to Point/Station 9.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 3.462 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 10.11 min. Rain intensity = 3.46(In/Hr) Total area = 3.03(Ac.) Total runoff = 8.90(CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.900 to Point/Station 9.000 .... CONFLUENCE OF MINOR STREAMS .... I ~ong Main Stream number: 2 in normal stream number 2 Stream flow area = 3.030(Ac.) Runoff from this stream = 8.900(CFS) Time of concentration = 10.11 min. Rainfall intensity = 3.462(In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 6.460 10.95 8.900 10.11 stream flow has longer 8.900 + sum of Qa Tb/Ta 6.460. 0.923 = 14.862 3.312 3.462 or shorter time of concentration 5.962 Qp= I Total of 2 streams to confluence: Flow rates before confluence point: 6.460 8.900 Area of streams before confluence: 2.310 3.030 Results of confluence: Total flow rate = 14.862(CFS) Time of concentration = 10.110 min. Effective stream area after confluence = 5.340 (Ac. ) I I I I ,t\:{ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 112.000 ***. PIPEFLOW TRAVEL TIME (User specified size) .*** I Upstream point/station elevation = 1289.80(Ft.) Downstream point/station elevation = 1277.29(Ft.) Pipe length = 55.73(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.862(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.862(CFS) Normal flow depth in pipe = 6.74(In.) Flow top width inside pipe = 17.43(In.) Critical Depth = 16.83(In.) Pipe flow velocity = 24.59(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.15 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 112.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.340(Ac.) Runoff from this stream = 14.862(CFS) Time of concentration = 10.15 min. Rainfall intensity = 3.455(In/Hr) Program is now starting with Main Stream No. 3 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 0.180 to Point/Station 18.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 3. 086 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 58.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 12.46 min. Rain intensity = 3.09(In/Hr) Total area = 4.59(Ac.) Total runoff = 11. 98 (CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 112.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I Upstream point/station elevation = 1290.40(Ft.) Downstream point/station elevation = 1277.29(Ft.) Pipe length 59.35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11. 980 (CFS) Given pipe size = 18.00(ln.) I I ~ I I I Calculated individual pipe Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 15.76(In.) Pipe flow velocity = 23.04(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.50 min. flow = 11.980(CFS) 6.04(In.) 17.00(In.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 112.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 4.590(Ac.) Runoff from this stream = 11.980(CFS) Time of concentration = 12.50 min. Rainfall intensity = 3. 080 (In/Hr) Summary of stream data: I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 3 Largest ~= 218.815 37.19 14.862 10.15 11.980 12.50 stream flow has longer 218.815 + sum of Qb Ia/Ib 14.862. 0.490 = Qb Ia/Ib 11.980. 0.549 232.668 1.691 3.455 3.080 time of concentration I I 7.275 6.578 ~= I I Total of 3 main streams to confluence: Flow rates before confluence point: 218.815 14.862 11.980 Area of streams before confluence: 154.710 5.340 4.590 I Results of confluence: Total flow rate = 232. 668 (CFS) Time of concentration = 37.190 min. Effective stream area after confluence 164.640(Ac.) I , I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 1277.29(Ft.) Downstream point/station elevation = 1273.01(Ft.) Pipe length 103.01(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 232. 668 (CFS) Given pipe size = 54.00(In.) I ~ I I flow 232. 668 (CFS) 29.53(In.) 53. 76(In.) Calculated individual pipe Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 50.54(In.) Pipe flow velocity = 26. 14 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 37.26 min. End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. I I I Area averaged pervious area fraction(Ap) = 0.919 Area averaged RI index number = 75.3 I I J I I I I I I I I I I I 164.64 (Ac.) \~ I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 RationaL Hydrology Study Date: 05/18/00 Version 3.3 I LINES "D, 0-1, D-2, D-3, 0-4" LINES "0-5, 0-6, 0-7, 0-8, 0-9" I ********* Hydrology Study Control Information ********** I RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.640 to Point/Station 64.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 1.851(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.726 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 31.57 min. Rain intensity = 1. 85 (In/Hr) TotaL area = 116.40(Ac.) Total runoff = 167.81(CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 126.000 I \~ I I **** PIPEFLOW TRAVEL TIME (User specified size) ***. Upstream point/station elevation = 1272.50(Ft.) Downstream point/station elevation = 1265.03(Ft.) Pipe length = 198.72(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 167. 810 (CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 167.810(CFS) Normal flow depth in pipe = 25.08(In.) Flow top width inside pipe = 53.86(In.) Critical Depth = 45.31(In.) Pipe flow velocity = 23.21(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 31.71 min. I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 126.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 116.400(Ac.) Runoff from this stream = 167.810(CFS) Time of concentration = 31.71 min. Rainfall intensity = 1. 846 (In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.492 to Point/Station 49.200 .... USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity = 3.828(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.700 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 59.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 8.42 min. Rain intensity = 3. 83 (In/Hr) Total area = 2.41(Ac.) Total runoff = 7.95(CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.200 to Point/Station 126.100 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1293.50(Ft.) Downstream point/station elevation = 1290.40(Ft.) Pipe length = 28.46(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7. 950 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.950(CFS) Normal f~ow depth in pipe = 5.86(In.) I I ~ I I Flow top width inside pipe = 16.87(In.) Critical Depth = 13.11(In.) Pipe flow velocity = 15.92(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.45 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.200 to Point/Station 126.100 .... CONFLUENCE OF MINOR STREAMS .... . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.410(Ac.) Runoff from this stream = 7.950(CFS) Time of concentration = 8.45 min. Rainfall intensity = 3.821 (In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.494 to Point/Station 49.400 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3.666(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.812 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.700 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 59.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 9.11 min. Rain intensity = 3. 67 (In/Hr) Total area = 1.46(Ac.) Total runoff = 4.52(CFS) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.400 to Point/Station 126.100 .... PIPEFLOW TRAVEL TIME (User specified size) .... I Upstream point/station elevation = 1293.50(Ft.) Downstream point/station elevation = l290.40(Ft.) Pipe length = 29.21(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4. 520 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.520(CFS) Normal flow depth in pipe = 4.42(In.) Flow top width inside pipe = 15.49(In.) Critical Depth = 9.80(In.) Pipe flow velocity = 13.43(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.15 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.400 to Point/Station 126.100 .... CONFLUENCE OF MINOR STREAMS .... I I * I I ~ong Main Stream number: 2 in normal stream number 2 Stream flow area = 1.460(Ac.) Runoff from this stream = 4.520(CFS) Time of concentration = 9.15 min. Rainfall intensity = 3. 658 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 7.950 8.45 4.520 9.15 stream flow has longer 7.950 + sum of Qa Tb/Ta 4.520. 0.924 = 12.126 3.821 3.658 or shorter time of concentration I 4.176 I Qp= I Total of 2 streams to confluence: Flow rates before confluence point: 7.950 4.520 Area of streams before confluence: 2.410 1.460 Results of confluence: Total flow rate = 12. 126 (CFS) Time of concentration = 8.450 min. Effective stream area after confluence = 3.870 (Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.100 to Point/Station 126.000 **** PIPE FLOW TRAVEL TIME (User specified size) .*** Upstream point/station elevation = 1290.40(Ft.) Downstream point/station elevation = 1266.88(Ft.) Pipe length = 193.56(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 12.126(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.126(CFS) Normal flow depth in pipe = 7.13(In.) Flow top width inside pipe = l7.6l(In.) Critical Depth = 15.82(In.) Pipe flow velocity = 18. 60 (Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.62 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.100 to Point/Station 126.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.870(Ac.) Runoff from this stream 12. 126 (CFS) Time of concentration = 8.62 min. Rainfall intensity = 3.778(In/Hr) I I \r{Y I I Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 167.810 31.71 12.126 8.62 stream flow has longer 167.810 + sum of Qb Ia/Ib 12.126. 0.489 = 173.734 time of 1. 846 3.778 concentration 5.924 Qp= I I Total of 2 main streams to confluenoe: Flow rates before confluence point: 167.810 12.126 Area of streams before confluence: 116.400 3.870 I Results of confluence: Total flow rate = 173.734 (CFS) Time of concentration = 31.713 min. Effective stream area after confluence = 120.270(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 120.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 1266.88(Ft.) Downstream point/station elevation = 1265.50(Ft.) Pipe length = 48.79(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 173.734(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 173.734(CFS) Normal flow depth in pipe = 27.80(In.) Flow top width inside pipe = 53.98(In.) Critical Depth = 45.94(In.) Pipe flow velocity = 21.05(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 31.75 min. I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 120.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 120.270(Ac.) Runoff from this stream = 173.734(CFS) Time of concentration = 31.75 min. Rainfall intensity = 1.845(In/Hr) Program is now starting with Main Stream No. 2 I I I \~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.500 to Point/Station 50.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I Rainfall intensity = 3.506(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 9.88 min. Rain intensity = 3. 51 (In/Hr) Total area = 1.60(Ac.) Total runoff = 4.72(CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 120.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1286.30(Ft.) Downstream point/station elevation = 1265.50(Ft.) Pipe length = 19.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.720(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.720(CFS) Normal flow depth in pipe = 2.57(In.) Flow top width inside pipe = 12.59(In.) Critica~ Depth = 10.03(In.) Pipe flow velocity = 30.53(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.89 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 120.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.60Q(Ac.) Runoff from this stream = 4. 720 (CFS) Time of concentration = 9.89 min. Rainfall intensity = 3.504(In/Hr) Summary of stream data: I I Stream No. Flow rate (C~) TC (min) Rainfall Intensity. (In/Hr) I I 1 2 Largest ~= 173.734 31.75 4.720 9.89 stream flow has longer 173.734 + sum of Qb Ia/Ib 4.720. 0.527 = 1.845 3.504 time of concentration I 2.485 I ~ I I ~= 176.220 I Total of 2 main streams to confluence: Flow rates before confluence point: 173.734 4.720 Area of streams before confluence: 120.270 1.600 I I Results of confluence: Total flow rate = 176.220(CFS) Time of concentration = 31.751 min. Effective stream area after confluence = 121.870(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 121.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 1265.50(Ft.) Downstream point/station elevation = 1259.85(Ft.) Pipe length = 200.71(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 176.220(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 176.220(CFS) Normal flow depth in pipe = 28.08(In.) Flow top width inside pipe = 53.96(In.) Critical Depth = 46.24(In.) Pipe flow velocity = 21.09(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (Te) = 31.91 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to POint/Station 121.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 121.870(Ac.) Runoff from this stream = 176.220(CFS) Time of concentration = 31.91 min. Rainfall intensity = 1. 840 (In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.520 to Point/Station 52.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity 3. 483 (In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.832 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.300 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 68.10 100.0 year storm I I ~ I I Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 10.00 min. Rain intensity = 3. 48 (In/Hr) Total area = 3.51(Ac.) Total runoff = 10. 67 (CFS) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 121.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1283.40(Ft.) Downstream point/station elevation = 1259.85(Ft.) Pipe length = 19.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10. 670 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10. 670 (CFS) Normal flow depth in pipe = 3.71(In.) Flow top width inside pipe = 14.57(In.) Critical Depth = 15.05(In.) Pipe flow velocity = 40. 60 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.01 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 121.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.510(Ac.) Runoff from this stream = 10.670(CFS) Time of concentration = 10.01 min. Rainfall intensity = 3.481 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest ~= 176.220 31.91 10.670 10.01 stream flow has longer 176.220 + sum of Qb Ia/Ib 10.670. 0.528 = 181.859 1.840 3.481 time of concentration I 5.639 I ~= I Total of 2 main streams to confluence: Flow rates before confluence point: 176.220 10.670 Area of streams before confluence: 121.870 3.510 I Results of confluence: TotaL fLow rate = 181. 859 (CFS) Time of concentration = 31.910 min. I I * I I Effective stream area after confluence 125.380(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 .... PIPE FLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1259.85(Ft.) Downstream point/station elevation = 1253.12(Ft.) Pipe length = 315.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 181.859(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 181.859(CFS) Normal flow depth in pipe = 31.17(In.) Flow top width inside pipe = 53.35(In.) Critical Depth = 46.79(In.) Pipe flow velocity = 19. 11 (Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 32.19 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 125.380(Ac.) Runoff from this stream = 181. 859 (CFS) Time of concentration = 32.19 min. Rainfall intensity = 1.831 (In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.460 to Point/Station 46.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity = 3.405(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.821 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.500 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 64.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 10.42 min. Rain intensity = 3.40(In/Hr) Total area = 4.07(Ac.) Total runoff = 11.66(CFS) I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = 1279.25(Ft.) 1253.12(Ft.) I I ~ I I I Pipe length = 31.77(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.660(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.660(CFS) Normal flow depth in pipe = 4.25(In.) Flow top width inside pipe = 15.29(In.) Critical Depth = 15.60(In.) Pipe flow velocity = 36.57(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.43 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 122.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.070(Ac.) Runoff from this stream = 11.660(CFS) Time of concentration = 10.43 min. Rainfall intensity = 3.402 (In/Hr) Summary of stream data: I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 181.859 32.19 11. 660 10.43 stream flow has longer 181.859 + sum of Qb Ia/Ib 11.660. 0.538 188.134 1.831 3.402 time of concentration 6.275 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 181.859 11.660 Area of streams before confluence: 125.380 4.070 I I Results of confluence: Total flow rate = 188.134(CFS) Time of concentration = 32.185 min. Effective stream area after confluence = 129.450 (Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1253.12(Ft.) Downstream point/station elevation = 1250.87(Ft.) Pipe length = 61.62(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 188.134(CFS) Given pipe size = 54.00(In.) I I I \r#> I I I Calculated individual pipe Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 47.38(In.) Pipe flow velocity = 23.64(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 32.23 min. flow = 188. 134 (CFS) 27.02(In.) 54.00(In.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 117.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 129.450(Ac.) Runoff from this stream = 188.134 (CFS) Time of concentration = 32.23 min. Rainfall intensity = 1. 830 (In/Hr) Program is now starting with Main Stream No. 2 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.420 to Point/Station 42.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3.359(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.819 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 64.30 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 10.68 min. Rain intensity = 3.36(In/Hr) Total area = 4.14(Ac.) Total runoff = 11.80(CFS) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TrME (User specified size) **** I I Upstream point/station elevation = 1306.50(Ft.) Downstream point/station elevation = 1289.50(Ft.) Pipe length = 19.99(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11. 800 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11. 800 (CFS) Normal flow depth in pipe = 4.24(In.) Flow top width inside pipe = 15.28(In.) Critical Depth = 15.68(In.) Pipe flow velocity = 37.13(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (Te) = 10.69 min. I I I I ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 114.000 .... CONFLUENCE OF MINOR STREAMS .... I I Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.140(Ac.) Runoff from this stream = 11. 800 (CFS) Time of concentration = 10.69 min. Rainfall intensity = 3.357(In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.440 to Point/Station 44.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3.189(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.100 RI index for soil(AMC 2) = 57.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 11.74 min. Rain intensity = 3.19(In/Hr) Total area = 4.87(Ac.) Total runoff = 12.98(CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 114.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I Upstream point/station elevation = 1307.10(Ft.) Downstream point/station elevation = 1289.50(Ft.) Pipe length 38.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12. 980 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.980(CFS) Normal flow depth in pipe = 5.22(In.) Flow top width inside pipe = 16.34(In.) Critical Depth = l6.2l(In.) Pipe flow velocity = 30.50(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.76 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station. 114.000 .... CONFLUENCE OF MINOR STREAMS .... I I Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.870(Ac.) Runoff from this stream 12. 980 (CFS) Time of concentration = 11.76 min. Rainfall intensity = 3.186(In/Hr) Summary of stream data: I I ~ I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (~n~ I I 1 2 Largest ~= 11.800 10.69 12.980 11.76 stream flow has longer 12.980 + sum of Qb Ia/Ib 11.800. 0.949 = 24.176 time of 3.357 3.186 concentration I 11.196 ~= I Total of 2 streams to confluence: Flow rates before confluence point: 11.800 12.980 Area of streams before confluence: 4.140 4.870 Results of confluence: Total flow rate = 24. 176 (CFS) Time of concentration = 11.761 min. Effective stream area after confluence = 9.010(Ac.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 1289.50(Ft.) Downstream point/station elevation = 1273.71(Ft.) Pipe length = 327.02(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.176(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 24. 176 (CFS) Normal flow depth in pipe = 11.81(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 20.87(In.) Pipe flow velocity = 15. 72 (Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 12.11 min. I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 .... CONFLUENCE OF MINOR STREAMS .... I Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.010(Ac.) Runoff from this stream = 24.176(CFS) Time of concentration = 12.11 min. Rainfall intensity = 3.135(In/Hr) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.115 to Point/Station 115.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity = 2.894 (In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) 100.0 year storm I I ~ I I I Runoff Coefficient = 0.780 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 14.00 min. Rain intensity = 2.89(In/Hr) Total area = 6.00 (Ac. ) Total runoff = 16.00 (CFS) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I Upstream point/station elevation = 1287.10(Ft.) Downstream point/station elevation = 1273.71(Ft.) Pipe length = 120.37(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16. 000 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 16. 000 (CFS) Normal flow depth in pipe = 8.54(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 17.09(In.) Pipe flow velocity = 19.38(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 14.10 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 .... CONFLUENCE OF MINOR STREAMS .... I Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream = 16.000(CFS) Time of concentration = 14.10 min. Rainfall intensity = 2. 883 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 24.176 12.11 16.000 14.10 stream flow has longer 24.176 + sum of Qa Tb/Ta 16.000. 0.859 = 37.912 3.135 2.883 or shorter time of concentration I 13.736 Qp= I Total of 2 streams to confluence: Flow rates before confluence point: 24.176 16.000 Area of streams before confluence: 9.010 6.000 I I \~ I I Results of confluence: Total flow rate = 37.912(CFS) Time of concentration = 12.108 min. Effective stream area after confluence = 15.010 (Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1273.71(Ft.) Downstream point/station elevation = 1250.87(Ft.) Pipe length = 418.55(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37. 912 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 37. 912 (CFS) Normal flow depth in pipe = 15.05(In.) Flow top width inside pipe = 23.21(In.) Critical depth could not be calculated. Pipe flow velocity = 18.30(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 12.49 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 .... CONFLUENCE OF MAIN STREAMS .... I I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 15.010(Ac.) Runoff from this stream = 37. 912 (CFS) Time of concentration = 12.49 min. Rainfall intensity = 3.082 (In/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 188.134 32.23 37.912 12.49 stream flow has longer 188.134 + sum of Qb Ia/Ib 37.912. 0.594 = 210.642 1.830 3.082 time of concentration I 22.508 I Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 188.134 37.912 Area of streams before confluence: 129.450 15.010 I Results of confluence: Total flow rate = 210.642 (CFS) Time of concentration = 32.229 min. I I \o..~ I I Effective stream area after confluence = 144.460(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1250.87(Ft.) Downstream point/station elevation = 1249.70(Ft.) Pipe length = 143.84(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 210. 642 (CFS) Given pipe size = 54.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 4.566(Ft.) at the headworks or inlet Pipe friction loss = 1.650(Ft.) Minor friction loss = 4.086(Ft.) Critical depth could not be calculated. Pipe flow velocity = 13.24(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 32.41 min. selected pipe size. the pipe invert is of the pipe(s) I K-factor = 1.50 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 144.460(Ac.) Runoff from this stream = 210.642(CFS) Time of concentration = 32.41 min. Rainfall intensity = 1.824(In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.480 to Point/Station 48.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3. 140 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 12.07 min. Rain intensity = 3. 14 (In/Hr) Total area = 5.38(Ac.) Total runoff = 14.18(CFS) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 118.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I \0#\ I I I Upstream point/station elevation = 1273.00(Ft.) Downstream point/station elevation = 1249.71(Ft.) Pipe length = 13.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14. 180 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.180(CFS) Normal flow depth in pipe = 3.93(In.) Flow top width inside pipe = 14.87(In.) Critical Depth = 16.64(In.) Pipe flow velocity = 49. 85 (Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12.07 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 118.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.380(Ac.) Runoff from this stream = 14. 180 (CFS) Time of concentration = 12.07 min. Rainfall intensity = 3.140(In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I I 1 2 Largest Qp= 210.642 32.41 14.180 12.07 stream flow has longer 210.642 + sum of Qb Ia/Ib 14.180. 0.581 = 218.880 1. 824 3.140 time of concentration I 8.238 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 210.642 14.180 Area of streams before confluence: 144.460 5.380 I I Results of confluence: Total flow rate = 218. 880 (CFS) Time of concentration = 32.410 min. Effective stream area after confluence = 149.840 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1249.71(Ft.) Downstream point/station elevation = 1249.19(Ft.) Pipe length = 59.43(Ft.) Manning's N = 0.013 I \06 I I No. of pipes = 1 Required pipe flow = Given pipe size = 54.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 4.628(Ft.) at the headworks or inlet Pipe friction loss = 0.736(Ft.) Minor friction loss = 4.412(Ft.) Pipe flow velocity = 13.76(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 32.48 min. End of computations, total study area = The following figures may be used for a unit hydrograph study of the I I I I Area averaged pervious area fraction(Ap) = Area averaged RI index number = 72.0 I I I I I I I I I I I I I 218. 880 (CFS) selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 149.84 (Ac.) same area. 0.888 ,ofq I I Riverside County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 05/18/00 Version 3.3 I LINES nE, E-l, E-2" I I ********* Hydrology Study Control Information ********** RANPAC Engineering Corporation, Temecula, CA - SiN 560 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 2 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) I I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.620 to Point/Station 62.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity = 2. 103 (In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.736 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 25.02 min. Rain intensity = 2.10(In/Hr) Total area = 83.40(Ac.) Total runoff = 142.06(CFS) I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 124.000 I \0..\ I I **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 1260.50(Ft.) Downstream point/station elevation = 1252.69(Ft.) Pipe length = 232.22(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 142. 060 (CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 142. 060 (CFS) Normal flow depth in pipe = 23.55(In.) Flow top width inside pipe = 53.56(In.) Critical Depth = 42.06 (In.) Pipe flow velocity = 21.33(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 25.20 min. I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 124.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 83.400(Ac.) Runoff from this stream = 142.060(CFS) Time of concentration = 25.20 min. Rainfall intensity = 2.095(In/Hr) Program is now starting with Main Stream No. 2 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.540 to Point/Station 54.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Rainfall intensity = 3.174(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 11.84 min. Rain intensity = 3. 17 (In/Hr) Total area = 2.26(Ac.) Total runoff = 5. 94 (CFS) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 123.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... I I Upstream point/station elevation = 1277.38(Ft.) Downstream point/station elevation = 1264.36(Ft.) Pipe length = 41.96(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.940(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5. 940 (CFS) Normal flow depth in pipe = 3.87(In.) I I \o.fb I I Flow top w~dth ~ns~de p~pe 14.79(In.) Cr~t~cal Depth = 11.29(In.) P~pe flow veloc~ty = 21.27(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.87 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 54.000 to Po~nt/Stat~on 123.000 .... CONFLUENCE OF MINOR STREAMS .... I ,I Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.260(Ac.) Runoff from th~s stream = 5.940(CFS) Time of concentration = 11.87 min. Ra~nfall ~ntens~ty = 3. 169 (In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 0.560 to Po~nt/Stat~on 56.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... I I Ra~nfall ~ntens~ty = 3. 951 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coeff~c~ent = 0.810 Decimal fraction soil group A = 0.000 Dec~mal fract~on so~l group B = 0.900 Dec~mal fract~on so~l group C = 0.100 Decimal fraction soil group D = 0.000 RI ~ndex for so~l(AMC 2) = 57.30 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 7.95 m~n. Ra~n ~ntens~ty = 3. 95 (In/Hr) Total area = 2.06(Ac.) Total runoff = 6.59(CFS) I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 56.000 to Po~nt/Stat~on 123.000 .... PIPEFLOW TRAVEL TIME (User spec~f~ed s~ze) .... I Upstream po~nt/stat~on elevat~on = 1273.38(Ft.) Downstream po~nt/stat~on elevat~on = 1264.32(Ft.) P~pe length 43.07(Ft.) Mann~ng's N = 0.013 No. of pipes = 1 Required pipe flow = 6.590(CFSl G~ven p~pe s~ze = 18.00(In.) Calculated individual pipe flow = 6.590(CFS) Normal flow depth in p~pe = 4.50(In.) Flow top w~dth ~ns~de pipe = 15.59(In.) Cr~t~cal Depth = 11.91(In.) P~pe flow veloc~ty = 19.10(Ft/s) Travel time through pipe = 0.04 min. Time of concentrat~on (TCl = 7.99 m~n. I I - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 56.000 to Po~nt/Stat~on 123.000 .... CONFLUENCE OF MINOR STREAMS .... I I \~ I I Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.060(Ac.) Runoff from th~s stream = 6.590(CFS) Time of concentration = 7.99 min. Ra~nfall ~ntens~ty = 3. 941 (In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (m~n) Ra~nfall Intens~ty (In/Hr) I 1 2 Largest Qp= 5.940 11.87 6.590 7.99 stream flow has longer 6.590 + sum of Qa Tb/Ta 5.940' 0.673 = 10.586 3.169 3.941 or shorter time of concentration I 3.996 I I Qp= I ,I Total of 2 streams to confluence: Flow rates before confluence point: 5.940 6.590 Area of streams before confluence: 2.260 2.060 Results of confluence: Total flow rate = 10.586(CFS) Time of concentration = 7.988 min. Effective stream area after confluence = 4.320 (Ac. ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 123.000 to Po~nt/Stat~on 124.000 .... PIPEFLOW TRAVEL TIME (User spec~f~ed size) .... I I Upstream po~nt/station elevat~on = 1264.69(Ft.) Downstream po~nt/stat~on elevat~on = 1252.69(Ft.) P~pe length = 55.02(Ft.) Mann~ng's N = 0.013 No. of p~pes = 1 Requ~red p~pe flow = 10.586(CFS) G~ven p~pe s~ze = 18.00(In.) Calculated ~nd~v~dual p~pe flow = 10.586(CFS) Normal flow depth ~n p~pe = 5.68(In.) Flow top w~dth ~ns~de p~pe = 16.73(In.) Cr~t~cal Depth = 15.00(In.) P~pe flow veloc~ty = 22.14(Ft/s) Travel t~me through p~pe = 0.04 min. T~me of concentrat~on (TC) = 8.03 m~n. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 123.000 to Po~nt/Stat~on 124.000 .... CONFLUENCE OF MAIN STREAMS .... I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.320(Ac.) Runoff from th~s stream = 10.586(CFS) Time of concentration = 8.03 min. Ra~nfall ~ntens~ty = 3. 930 (In/Hr) I I 1-~ I I I Summary of stream data: Stream No. Flow rate (CFS) TC (m~n) Rainfall Intensity (In/Hr) I 1 2 Largest Qp= 142.060 25.20 10.586 8.03 stream flow has longer 142.060 + sum of Qb Ia/Ib 10.586' 0.533 = 147.703 2.095 3.930 time of concentration I I 5.643 Qp= I Total of 2 main streams to confluence: Flow rates before confluence point: 142.060 10.586 Area of streams before confluence: 83.400 4.320 I Results of confluence: Total flow rate = 147.703(CFS) Time of concentration = 25.201 min. Effective stream area after confluence = 87.720(Ac.) I ,I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Po~nt/Stat~on 124.000 to Point/Stat~on 125.000 .*** PIPEFLOW TRAVEL TIME (User specified size) **** 1 Upstream po~nt/stat~on elevat~on = 1252.69(Ft.) Downstream po~nt/stat~on elevat~on = 1251.91(Ft.) P~pe length = 155.57(Ft.) Mann~ng's N = 0.013 No. of p~pes = 1 Required p~pe flow = 147.703(CFS) G~ven p~pe s~ze = 54.00(In.) Calculated ~nd~v~dual p~pe flow = 147.703(CFS) Normal flow depth ~n p~pe = 48.00(In.) Flow top w~dth ~ns~de p~pe = 33.94(In.) Cr~t~cal Depth = 42.82(In.) P~pe flow veloc~ty = 9.88(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) 25.46 min. End of computations, total study area = 87.72 (Ac.) The following figures may be used for a unit hydrograph study of the same area. I I I I t I Area averaged perv~ous area fract~on(Ap) = 0.975 Area averaged RI ~ndex number = 73.5 I I 1,.f.>\ I I I I I .. I I I .1 I I I I I I I I I . " VII. HYDRAULIC CALCULATION Lines "A, A-I, A-2, L, L-l, L-2, L-3, L-4, L-5, B, B-1, B-2, C, C-l, D, D-l, D-2, D-3, D-4, D-5, D-6, D-7, D-8, D-9, E, E-l, E-2" ~ A-~, C)-Iv ~ ~ 1,1>1;-- I I I I I I I I I I I I I I - I I I I CARD SECT cOOt NO w S P G N WATER SURFACE HE IGBT 1 BASE DIAMETER WIDTH - EDIT LISTING - Verl10n 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV Y(l) Y(2) Y(3) T(4) DROP CHN NO OF AVE PIER TYPE PIER/PIP WIDTH CD CD CD . . . 2.50 1.50 3.00 o o D 1 2 , o w S P G N WATER SURFACE PROFILE TITLE CARD LISTING HEADING LINE NO IS LINE- "A" HEADING LINE NO 2 IS HEADING LINE NO 3 IS o w S P G N ELEMENT CARD . LISTING ELEMENT NO WATER SURFACE SYSTEM OUTLET . uts DATA STATION 1347.10 . SECT 1 IS A PROFILE - . INVERT 1292.33 . ELEMENT NO 2 IS A REACH u/a DATA SECT 1 STATION INVERT 1675.141293.97 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT 1710.47 1296.80 SECT 1 ELEMENT NO IS A REACH U/S DATA STATION INVERT SECT 1874.69 1309.93 1 ELEMENT NO 5 IS A REACH U/B DATA STATION INVERT SECT 1947.45 1310.29 1 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1953.30 1310.32 1 ELEMENT NO 7 IS A JUNCTION U/B DATA STATION INVERT SECT IAT-1 IAT-2 1954.55 1310.33 1 2 0 ELEMENT NO 8 IS A JU:A.CH u/a DATA STATION INVERT SECT 2060.12 1310.85 1 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT 2106.26 1311.09 1 ELEMENT NO 10 IS A REACH U/S DATA STATION 2238.34 . INVERT SECT 1311.75 1 . ELEMENT NO 11 IS A JUNCTION O/S DATA STATION INVERT SECT IAT-1 IAT-2 2240.34 1311.77 1 2 0 o W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH 11 U/S DATA STATION INVERT SECT N 2252.75 1311.82 1 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT 2266.791311.89 1 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT IAT-1 IAT-2 N 2267.95 1311.90 1 2 0 .013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT 2288.09 1312.00 1 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT 2560.25 1313.37 1 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT 2619.86 1313.66 1 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT 2722.54 1314.17 1 ELEMENT NO 19 IS A REACH 11 U/S DATA STATION INVERT SECT 2796.90 1314.54 1 ELEMENT NO 20 IS A REACH u/s DATA STATION INVERT SECT 2846.651314.79 1 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT 2941.89 1315.27 1 ELEMENT NO 22 IS A JUNCTION U/S DATA STATION INVERT SECT IAT-1 LAT-2 N 2943.39 1315.27 1 2 0 .013 N .013 N .013 N .013 N .013 N .013 N .013 03 6.55 04 .00 Date: 5-18-2000 TIS) Yl6) T(7) iii S ELEV 1294.93 RADIUS .000 ANGLE .000 Time: 4:1755 PAGE 1 T(9) Y(9) T(10) PAGE NO PAGE NO ANG PT .000 ANG PT .000 ANG PT .000 ANG PT .000 ANC.., .000 O' .00 INVERT-3 INVERT-4 PHI 3 PHI 4 1312.75 .0045.00 .00 RADIUS ANGLE .000 .000 RADIUS ANGLE 25.643 45.000 RADIUS ANGLE .000 .000 RADIUS ANGLE 306.315 -11.150 RADIUS ANGLE 90.052 65.330 RADIUS ANGLE .000 .000 RADIUS ANGLE 90.034 31.660 RAD IUS ANGLE .000 .000 INVERT-3 INVERT-4 PHI 3 1316.23 .00 40.00 RAD IUS ANGLE .000 .000 -WARNING -WARNING THE ABCVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GlU'.ATER THAN THE PREVIOOS INVERT ELEV THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GlU'.ATER THAN THE PREVIOUS INVERT ELEV RADIUS 22.504 ANGLE 99.950 N .013 N .013 N .013 N .013 03 9.22 N .013 03 , " . .013 . .013 . .013 . .013 . .013 N .013 N .013 03 1 " RAD IUS ANGLE .000 .000 RAD IUS ANGLE 45.069 92.500 RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE 144.460 19.300 RADIUS ANGLE 197.588 39.300 . ANC .., .000 ANG PT .000 ANG PT .000 INVERT-3 INVERT-4 PHI 3 PHI 4 1312.07 .00 45.00 .00 RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 RAD IUS ANGLE 17.876 45.000 PAGE NO ANG PT .000 ANG PT .000 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .00 1313.13 .00 45.00 .00 RADIUS ANGLE .000 .000 O' .00 ANG PT .000 ANG PT .000 ANG PT .000 ANG PT .000 ANG .., .000 ANG PT .000 ANG PT .000 PHI 4 .00 2 MAN H o MAN H o MAN H 1 MAN . o MAN . o MAN H o MAN H o MAN H 1 3 MAN H o MAN H o MAN H o MAN H D MAN H 1 MAN H o MAN H o MAN H o MAN H o <z,J>? I I I I I I I I I I I I I I I I I I I o w S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 23 IS A REACN U/S DATA STATION INVERT SECT N 2957.35 1315.34 1 .013 ELEMENT NO 24 IS A REACH UIS DATA STATION INVERT SECT N 3003.23 1315.57 1 .013 ELEMENT NO 25 IS A REACH u/s DATA STATION INVERT SECT N 3007.23 1316.43 1 .013 ELEMENT NO " IS A REACH . U!S DATA STATION INVERT SECT N 3030.46 1318.50 1 .013 ELEMENT NO 27 IS A REACN lJ/s DATA STATION INVERT SECT N 3110.94 1344.13 1 .013 ELEMENT NO 2H IS A lIALI. ENTRANCE UIS DATA STATION INVERT SECT FP 3110.94 1344.13 3 .500 ELEMENT NO 2H IS A SYSTEM HEADWORKS ulS DATA STATION INVERT SECT 3110.94 1344.13 3 PAGE NO RADIUS ANGU ANG PT MAN H .000 .000 .000 0 RADIUS ANGU ANG PT MAN H 43.165 60.900 .000 0 RAn IUS ANGU ANG PT MAN H .000 .000 .000 0 RADIUS ANGU ANG PT MAN H 83.186 -16.000 .000 0 RADIUS ANGU ANG PT MAN H 88.252 -52.250 .000 0 W S ELEV 1344 .13 <uA I I I I I I I I I I I I I I I I I J I WARNING NO.2"" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOW!CDS, W. S. ELEV _ INV + DC o W S P G N - CIVILDESIGN Vers 7.1 PAGE For: RANPAC Inc., T_cula, california - SiN 560 WATER SURFACE PROFILE LISTING O~t.: 5-18-2000 Time: 4:18: **********.*******............,,***..................**.*****...............**"...................****........**......**............. I Invert I Depth I Water I Q I Vel Vel I Enerqy I Super I Critical I Flow ToplHeight/lBa"e Wtl tHo Wth Station I tlev 11FT} I nav I (CFS) I IFPS) Head I Ord.El.1 Elav I Depth I Width lOia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- J- L/Elem I Ch Slope I I I I SF Ave I HF 15E Dpth I Froude N I Norm Op I "N" I I ZR I Type Ch ..**.....1........1........1.......""1""""""""..1..............1................1..................1..............1................1................1..............1............1.....1........ I I I I I 1 I 1 I I I I I 1347.10 1292.33 2500 1294830 50.7 1033 1.656 1296.486 .00 2.309 .00 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -!- -1- -1- -1- -1- -1- 1- 328 04 .00500 .015279 5.01 2 50 .000 2 500 .013 .00 PIPE I 1 I I 167514 1293.97 5872 1299.842 50.7 10.33 1.656 1301.498 .00 2308 .00 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 10.22 .08010 .015279 .16 .00 .000 .156 .013 .00 PIPE I I I I 1685.36 1294.79 5.304 1300.093 50.7 10.33 1.656 1301.750 .00 2.308 .00 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- HYDRAULIC JUMP I I I 1695.36 129479 1.179 1295.968 50.7 22.27 7.704 1303.672 250 2308 2.50 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 25.11 .08010 .073618 1.85 2.50 4.111 1.156 .013 .00 PIPE I 1 1 I 1710.47 1296.80 1.190 1297.990 SO 7 22.01 7.524 1305 514 .00 2.308 2.50 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 8.93 .07995 .071884 .64 1.19 4.039 1.156 .013 .00 PIPE I I I I 1719.40 1297.51 1.194 1298.709 50.7 21.89 7.439 1306148 .00 2.308 2.50 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 48.90 .07995 .067065 3.28 1.19 4.005 1.156 .013 .00 PIPE I I I 1 1768.31 1301.42 1.240 1302.664 50.7 20.87 6.763 1309.427 .00 2.309 2.50 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- 1- 27.19 .07995 .059060 1.61 1.24 3.731 1.156 .013 .00 PIPE 1 1 1 I 1795.48 1303.60 1.287 1304.884 50.7 19.90 6.149 1311.032 .00 2.308 2.50 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 19.23 .07995 .052039 .95 1.29 3.473 1.156 .013 .00 PIPE I 1 1 I 1813 72 1305.05 .337 1306392 50 7 18 97 5.589 1311.981 .00 2.308 2.49 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 13 39 .07995 .045896 .61 1.34 3.230 1.156 .013 .00 PIPE o W S P G N - CIVILDESIGN Vera 7.1 PAGE 2 For: RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date; 5-19-2000 Time; 4;18; ................................................................................................................................................ 1 Invert I Depth I Water I Q I Vel Vel 1 Enerqy I SUp8r lCritical1Flow ToplHei9ht/IBaae Wtl IHo Wth Station I Elev I (FT) 1 Elev I (CFS) I IFPS) Head 1 Grd.El.J Elev I Depth I width 10ia.-FTlor I.O.J ZL IPrs/Pip -1- -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/E1em ICh Slope I I J 1 SF Avel HF ISE DpthlFroude HIHorm Dp I "H" I I ZR lType Ch ................1................1.............1..............1........"...".1"..........1..........1"........1.......1............1...........1..........1.......1.....1....... I 1 I 1 I 1 1 I 1 I I 1827.11 1306.13 1.389 1307.515 50.7 18.09 5.081 1312.596 .00 2.308 2.48 2.50 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 10.32 .07995 .040513 .42 1.39 3.001 1.156 .013 I 42 1306.95 -1- -1- 9.18 .07995 I 444 1308.395 -1- -1- I 4.6a 1313 -1- -1- .035814 1837 507 17.25 -1- I 60 1307.60 -J- -1- 6 63 .07995 I 1.5031309. -I- I .565 1309 -1- I 4.1991313.307 -1- -1- -1- .031709 .21 1845 101 -1- 507 16.44 -1- I 1852231308.13 -1- -1- 5.44 .07995 I 3.919 1313.517 -1- -1- -1- .028108 .15 '" -1- 507 15.68 -1- I 1857.67 1308.57 -1- -1- .46 .07995 I .13 1308.93 -1- -1- 365 .07995 I 630 1310.199 -1- -1- I 3.470 1313 -1- -1- .024962 50.7 14.95 -1- I 700 1310 -1- I 3.1551313 -1- -1- .022231 1862 507 14.25 -J- '" -1- 781 -1- .08 I 1865 79 1309.22 -1- -1- 2.97 .07995 I 1868.76 1309.46 -1- -1- 2.38 .07995 I 1.776 1310 -1- I 2.868 1313 -1- -1- .019864 50 7 13 59 -1- '" -1- ." -1- .06 I 1.8581311.314 -1- -1- I 2.607 1313 -1- -1- .0178a 50.7 12.96 -1- 921 -J- .0< I 1871.14 1309 -J- I 947 1311.594 -1- -1- '" -1- I 2.370 1313 -1- 507 12.36 -1- -1- 65 -J- 014 -I- ." .00 -I- .44 2 308 -1- 2.786 2.47 -I- 1.156 .00 -I- 1.50 2.308 -J- 2 582 2.45 -J- 1.156 .00 -1- 1.57 2 308 -I- 2.390 2.42 -J- 1.156 670 -J- .11 .00 -1- 1.63 2.309 -1- 2.208 2.38 -1- 1.156 .00 -1- .70 .308 -1- 2 034 2.33 -1- 1.156 .00 -J- 78 2 308 -1- 1.867 2.27 -1- 1.156 .00 -J- " 2 308 -J- 706 2.18 -J- 1.156 .00 -1- 2.308 -J- 208 -J- 2.50 -I- .013 2.50 -1- .013 2.50 -J- .013 2.S0 -J- .013 2.50 -1- .013 2.50 -1- .013 2.50 -1- .013 2 SO -J- .00 -1- .00 .00 -I- .00 .00 .00 -1- .00 -1- .00 -1- .00 .00 -J- .00 -1- .00 -J- .00 -I- .00 .00 o 1- PIPE I .0 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .00 .00 o 1- PIPE I .0 .00 o 1- .0 zPo I I I I I I I I I I I I I I I I I I I 1.81 .07995 .016080 .03 1.95 'liSP G N - CIVILDESIGN Vera 7.1 For: RANPAC Inc., T_cula, California - SIN 560 WATER SURFACE PROFILE LISTING o 1.548 1.156 .013 .00 PIPE PAGE 3 DatAl: 5-18-2000 1'i_: 4:18: ***********"...."."."********"."*,,.............,,*,,.,,*****"...........*******************".""......................."*,,............... I Invert t Depth I Water I Q I Vel Vel I Energy 1 Su~r lCriticallFlow Top[Heiqht/lBaae Wtl INo Wth Station I Elev I CFT) I Elev I (eFS) I (FPSJ Head I Grd.!:l. I Elev I Depth I Width IOia.-FTlor 1.0. r ZL IPra/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -[- -1- -1- 1- L!Elem leh Slope I I I I SF Ave] HF lSI: DpthlFroude NINorm Op I "N" I I ZR lTypC1 eh ....."...1**..."..,........1.****"...1.........1.***".*1********1*********1*******1********1********1*******1*******1*****1******* 1 1 I 1 1 1 I I I I I 1 I 1872.95 1309.79 2.047 1311.838 50.7 11.78 2.155 1313993 .00 .308 1.93 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -l- -1- -1- 1- 1.22 .07995 .014660 .02 2.05 .389 1.156 .013 .00 PIPE I I I 1 1874.17 1309.89 2.163 1312 052 50 7 11 23 1.959 1314.011 .00 2.308 1.71 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- !- .52 .07995 .013638 .01 2.16 1.217 1.156 .013 .00 PIPE I I I 1 1874.69 1309.93 2.308 1312.238 507 10.71 1.780 1314018 .11 2.308 1.33 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 7.70 .00495 .013854 .11 2.41 000 2500 .013 .00 PIPE I I 1 I 1882.39 1309.97 2.500 1312.468 50.7 10.33 1.656 1314125 2.50 2308 .00 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 65.06 .00495 .014871 .97 2.50 .000 2.500 .013 .00 PIPE I 1 1 I 1947.45 1310.29 3490 1313.780 50.7 10.33 1.656 1315.436 .00 2.308 .00 2.50 .00 .00 0 .0 -1- -1- -1- -1- -!- -1- -1- -1- -1- -1- -1- -1- -1- 1- 5.85 .00511 .015279 .09 3.49 .000 2.500 .013 .00 PIPE " , 1953 30 1310.32 3.549 1313.869 50.7 10.33 1.656 1315.526 .00 2 308 .00 2.50 .00 .00 0 .0 -1- -1- -1- -t- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .00801 l...ttJe- "A-I" .013432 .02 3.55 .000 .013 .00 PIPE 1 J I 1 1 I 1954.55 1310.33 4.248 1314.578 44.2 8.99 1.256 1315.834 .00 2.210 .00 2.50 .00 .00 0 .0 -1- -J- -1- -1- -1- -[- -[- -[- -1- -1- -1- -[- -1- [- 105 57 .00493 .011586 1.22 4.25 .000 2.500 .013 .00 PIPE I 1 1 I 2060 12 1310.85 951 1315.801 44.2 8.99 1.256 1317.057 .00 2.210 .00 2.50 .00 .00 0 .0 -[- -1- -1- -1- -[- -1- -1- -[- -[- -[- -1- -[- -1- 1- 46.14 .00520 .011586 .53 .00 .000 2.500 .013 .00 PIPE [I 1 I 2106.26 1311.09 5.359 1316.449 44.2 8.99 1.256 1317 705 .00 2.210 .00 2.50 .00 .00 0 .0 -1- -1- -[- -1- -[- -1- -[- -1- -1- -1- -1- -1- -[- 1- 132.08 .00500 .011586 1.53 .00 .000 2 500 .013 .00 PIPE o W S P G N - CIVILOESIGN Vera 7.1 PAGE For; RANPAC Inc., Ternecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-18-2000 Time: 4:18: **************.....*.*.**......................................................................................................... 1 Invert 1 Depth I Water 1 Q 1 Vel Vel 1 Energy 1 Super ICritical[Flow ToplHeiqht/1Base Wtl INo Wth Station I Uev I (FT) I Elev 1 {CFSJ I (FPS) Head 1 Grd.El.1 Elev 1 Depth I Width IOia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/E1em I Ch Slope J I I 1 SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I I ZR I Type Ch .****..**1**......,........1.........1.........1....***1********1*********1*******1********1********1*******1**.."'..1"'.***1******* , 2238341311.75 -1- -1- JUNCT STR .01001 , 2240.34 1311.77 -I- -1- 12.41 .00402 , 2252.75 1311.82 -1- -1- 1404 .00499 , 6.4561318.206 -1- -1- 1..1r-lE:, "A-?" , 7, 7.1791318.949 -I- -I- , 220 1319.039 -1- -1- , 2266 79 1311.89 7.362 1319.252 -1- -1- -1- -1- JUNCT STR .00863 WNt;. fIA-2" I 1 I 1 2267.95 1311.90 7.790 1319.690 -1- -1- -1- -1- 20.14 .00496 , 2288.09 1312.00 -1- -1- 272.16 .00503 , 2560 25 1313.37 -1- -1- 59 61 .00487 , 2619 86 1313.66 -1- -1- 102.68 .00497 , 2722.54 1314.17 -1- -1- , 7.859 1319 859 -1- -1- , .780 1321.150 -1- -1- , .834 1321.494 -1- -1- , 899 1322.069 -1- -1- 44 .2 -,- , 8.99 1.256 1319.462 -1- -1- -1- .009419 .02 , 7.12 .786 1319.736 -I- -I- -I- .007252 .09 , 7.12 .786 1319.826 -1- -1- -1- .007252 .10 , .12 .786 1320 -1- -1- .005998 34.9 -I- 34.9 -,- 34.9 -I- 28.3 -,- , 5.76 .514 1320 -1- -1- .004744 2B.3 -I- , 576 .514 1320.373 -[- -1- -1- .004744 1.29 "3 -I- , 5 76 .514 1321 -1- -1- .004744 28.3 -I- , 5.76 .514 1322 -1- -1- .004744 28.3 -I- , 5 76 .514 1322.583 -1- -1- -1- OJ, -I- .01 205 -,- .10 00' -I- .., .00 -I- 6.46 .00 -I- 7.18 .00 -,- 7.86 '" -I- ." .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -,- 2.210 -,- .000 2 007 -I- .000 2.007 -I- .000 2.007 -I- .000 .812 -,- .000 1.812 -I- .000 1.812 -I- .000 Bl2 -I- .000 Bl2 -,- .00 -,- 2.50 -,- .013 .00 -I- 2 500 2.50 -I- .013 .00 -,- 2.500 2.50 -I- .013 .00 -,- 2.50 -,- .013 .00 -,- 2.000 2.50 -,- .013 .00 -,- 1.986 2.50 -,- .013 .00 -I- 2.021 2.50 -I- .013 .00 -I- 2 000 2.50 -I- .013 .00 -,- 2.50 -I- .00 .00 -I- .00 o ,- PIPE , .0 .00 .00 -I- .00 o 1- PIPE , .0 .00 .00 -I- o ,- pm , .0 .00 .00 .00 -,- .00 o ,- PIPE , .0 .00 .00 -,- .00 o ,- PIPE , .0 .00 .00 -,- .00 o ,- PIPE , .0 .00 .00 -I- .00 o ,- pm , .0 .00 .00 -,- o ,- PIPE , .0 .00 .00 .00 -I- o ,- .0 tp1. I I I I I I I I. I I I I I I I I I I I 74.36 .00499 o .004744 .35 7.90 W S P G N - CrvlLOESIGN Vera 7.1 For: RANPAC Inc., T8lMlcula, California - SIN 560 WATER SURFACE PROFILE LISTING ,000 1.998 .013 .00 PIPE PAGE Date: 5-18-2000 Time: 4:18: ..."'..........-.."'.."''''''''''.-.-..''''''''''''.'''.'''..'''.''''''.......'''''''''."'''''''........................................................*********........ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht/tBasB Wtl tHo Wth Shtion I Elev 11FT} I &lev I (CFS) I (FPS) H.ad. I Grd.El.l Elev I Oepth I Width IOia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- -j- -1- 1- L/Elem ICh Slope I I I I SF Ave I HF 1St DpthjFrouo:te N1Norm Op I "N" I I ZR IType en .........1........1......**1.........1.........1*.*****1********1*********1*******1********1********1*******1*******1*****1******* I 2H6.90 1314.54 -1- -1- 49.75 .00502 I 2846651314.79 -1- -1- 95 24 .00504 I 7 882 1322 -1- 422 -I- I 7.929 1322.719 -1- -1- I 2941.89 1315.27 7.901 1323.171 -1- -1- -1- -1- JUNeT OTR ....00 l-Il'if 4p,.~tt' I I J I 2943.38 1315.27 8 028 1323.298 -1- -1- -1- -1- 13.97 .00501 I 2957.35 1315.34 -1- -1- 45.88 .00501 I 3003.23 1315.57 -1- -1- 4.00 .21503 I 3007.231316.43 -1- -1- 22.36 .08911 I 3029.59 1318.42 -1- -1- HYDRAULIC JUMP I 3029.59 1318 42 -1- -1- .87 .08911 o I 8.016 1323.356 -1- -1- I 8 050 1323.620 -1- -1- I 7.207 1323.637 -1- -1- I 5 343 1323.765 -1- -I- I .593 1319.015 -1- -1- For; RANPAC Inc., 283 -I- I 5 76 .514 1322 -1- -1- .004744 I 28.3 5 76 .514 1323.233 -1- -1- -1- -1- .004744 .45 28.3 -1- 26 4 -I- I .514 1323 -1- -1- .004443 5.76 685 -I- .., I .449 1323.747 -1- -1- -1- .004143 .06 sse I 26 4 5 38 .449 1323.805 -1- -1- -1- -1- .004143 .19 936 -1- .24 ... -I- ... 1.812 -1- .000 1.812 -I- .000 1.812 -I- .000 1.751 -I- .000 1.751 -I- .000 1.751 -I- .000 1.751 -1- .000 1.751 -1- 1.751 -I- 8.067 ... -I- .988 ... -1- 1.985 ... -I- 1.871 ... -I- .870 ... -I- .629 ... -I- .788 2.50 -1- .013 2.50 -I- .013 ... -1- 2.50 -I- .013 .00 .00 -I- ... .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 -I- ... .00 .00 -I- ... . 1- PIPE I .. 2.50 -I- .013 2.50 -I- .013 2.50 -I- .013 2.50 -I- .013 2.50 -1- .013 .00 .00 0 -1- 1- .00 PIPE PAGE ... . 1- PIPE I .. 26.4 -I- I 5 38 .449 1324 -1- -1- .004143 .069 -1- ..2 I 26 4 5 38 .449 1324.086 -1- -1- -1- -1- .004143 .09 ... -I- 793 ... -1- 7.90 ... -1- 8.03 ... -I- ... ... -1- 8.05 I 26.4 5.38 .449 1324.214 .00 -1- -1- -1- -1- -1- ... -I- ... 26.4 29.63 -1- ... . 1- PIPE I .. ... . 1- PIPE I .. I 13.632 1332.647 -1- -1- -1- .274136 .24 W S P G N - CIVlLOESIGN Vera 7.1 Tamecu1a, California - SIN 560 WATER SURFACE PROFILE LISTING .70 -I- 1.29 ... . 1- PIPE I .. . 1- PIPE I .. . 1- PIPE I .. .00 2.50 .00 .00 0 -1- -1- -1- 1- 2.14 -I- .570 2.17 -I- .570 2.19 -I- .570 2.22 -1- .570 2.24 -1- .570 2.26 -1- .570 2.29 -I- .570 2.31 -1- 2.50 -1- .013 2.50 -1- .013 2.50 -I- .013 2.50 -1- .013 2.50 -I- .013 2.50 -I- .013 2.50 -1- .013 2.50 -1- ... -1- .00 .00 -1- ... -I- ... -I- .00 .00 -I- .00 .00 -I- ... ... -1- ... -1- .. .. Date: 5-18-2000 Time: 4:18: 6 ********************************************************************************************************************************** I .607 1324 -I- .862 -I- 1 Invert I Depth 1 Water I Q I Vel Vel 1 Energy 1 Super ICritica11F1ow ToplHeiqht/lBase Wtl INO Wth Station t E1ev 11FT) 1 Elev I (CFS) I {FPS} Head 1 Grd.E1.[ E1ev [Depth [Width IDia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -!- -1- -1- -[- -[- -1- -1- 1- L/Elem [Ch Slope I I I , SF Ave I HF I SE Opth I Froude N I Norm Op 1 "N" 1 [ZR t Type Ch *********[********1********1*********1*********1*******1********1*********1*******1********1********1*******1*******1*****1******* 1 I 1 1 1 1 I I I I I 3030 46 1318.50 .591 1319091 264 2979 13.778 1332.869 .66 1.751 2.12 2.50 .00 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 18 07 .31846 .261812 4.73 25 8.127 .570 .013 I 304853 1324.25 -1- -1- 13.15 .31846 I 3061.681328.44 -1- -1- 8.92 .31846 I 3070.60 1331.28 -1- -1- 6.62 .31846 I 3077 22 1333.39 -1- -1- 5.19 .31846 I 3082.41 1335.05 -1- -1- 4.20 .31846 I 3086.62 1336.38 -1- -1- 348 .31846 I 3090 09 1337.49 -1- -1- 2.93 .31846 3093 I 02 1338 -I- I .6281329 -I- '69 -I- I .649 1331.932 -1- -1- I .672 1334 -1- .064 -I- I .695 1335.741 -1- -I- I .719 1337.103 -1- -1- I .744 1338.235 -1- -J- 42 -I- I .770 1339.194 -1- -1- 264 2865 -I- 264 27.32 -I- 26.4 26.04 -1- 264 24.83 -I- 26.4 23.68 -I- 26.4 22 58 -1- 264 21.52 -I- I 12.7451337.607 -1- -1- -1- .231921 3.05 I 11.5861340.655 -1- -1- -1- .202790 1.81 I 10.533 1342.465 -1- -1- -1- .177376 1.17 I 9.5751343 -1- -1- .155218 E4' -I- .01 I 8.705 1344 -1- -1- .135795 .446 -1- .57 I 7.9141345.016 -1- -1- -1- .118840 .41 I 7.1941345.429 -J- -)- -)- .104031 .30 264 20.52 -1- -1- I 6.540 1345.734 -1- -1- .62 -I- 1.23 .57 -I- 1.20 .52 -1- 1.17 .48 -1- 1.15 .44 -1- 1.14 .41 -I- 1.13 .37 -I- 1.12 .34 -I- 7Sl -I- 701 1.751 -1- 7.211 1.751 -1- 6.750 1.751 -1- 6.319 1.751 -I- 5.914 7Sl -I- S 535 7Sl -I- 5.179 1.751 -I- 2.13 -1- .788 ... . 1- PIPE I .. ... .00 . 1- PIPE I .. ... . 1- PIPE I .. ... ... . 1- PIPE I .. ... ... . 1- PIPE I .. ... . 1- PIPE I .. . 1- PIPE I .. ... ... . 1- PIPE I .. ... . 1- .. ~ I I I I I I I I I I I I I I I I I I I 2.50 .31846 o ,091089 .23 1.11 W S P G N - CrvILDESIGN Vera 7.1 For: RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING 4.845 .570 .013 .00 PIPE PAGE , Date: 5-19-2000 Time: 4:18: .............**************.*******.*******.........*.***.***.*****.....***..........********..........***........***............**.. I Invert I Depth t Water I Q I Vel Vel I Energy t Super ICriticaltFlow ToplHeiqht/18as8 Wt! IRa wth Station I Elev 1 IFTI I Uev 1 (CFS) I (FPS) Head r Grd.El.1 Elev I Depth I Width fDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -[- -1- -1- 1- L/Elem len Sloper I I I SF Avel HF ISE OpthlFroude NINorm Op I "N" 1 I ZR IType eh ...*****.1.******.1...***.*1*****....1.....****1..............1................1..................1..............1................1................1..............1..............1.........1........... 1 I I I I I I I 1 I 3095.52 1339.22 .797 1340.016 264 1957 5.946 1345.962 .31 1.751 2.33 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -J- -J- -1- -1- -1- -j- -1- -J- 1- 2 15 .31846 .079774 .17 loll .532 .570 .013 .00 PIPE I I 1 1 3097 67 1339.90 .825 1340 728 26.4 18.66 5.405 1346 133 .29 .751 2.35 2.50 .00 .00 0 .0 -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- t- 1.86 .31846 .069907 .13 1.11 238 .570 .013 .00 PIPE I I I I 3099.52 1340.49 .855 1341.349 26.4 17.79 4.914 1346263 .26 1.751 2.37 2.50 .00 .00 0 .0 -j- -1- -1- -1- -1- -1- -1- -J- -1- -J- -1- -1- -1- 1- 1.62 .31846 .061274 .10 1.12 3.963 .570 .013 .00 PIPE I I J I 3101.14 1341.01 .885 1341.895 264 1696 4.467 1346.362 .24 751 2.39 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .41 .31846 .053709 .08 .13 3 705 .570 .013 .00 PIPE I I I I 3102.55 1341.46 .917 1342.377 264 16 17 4.061 1346.438 .22 751 2.41 2.50 .00 .00 0 .0 -1- -!- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 24 .31846 .047104 .06 14 3.462 .570 .013 .00 PIPE I I I I 3103.79 1341.85 .950 1342.804 26 4 15 42 3.692 1346 496 .20 1.751 2.43 2.50 .00 .00 0 .0 -J- -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.09 .31846 .041315 .04 .15 3 235 .570 .013 .00 PIPE 1 I I I 3104.88 1342.20 .984 1343.185 26.4 14.70 3.356 1346.541 .19 .751 2.44 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- 1- .9S .31846 .036252 .03 1.17 3.022 .570 .013 .00 PIPE I I I I 3105.84 1342.50 1.020 1343 525 26 4 14.02 3.051 1346 576 .17 751 2.46 2.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -J- -1- -1- -1- -J- -1- -1- j- .84 .31846 .031824 .03 19 2 822 .570 .013 .00 PIPE 1 J I 1 310667 1342.77 1.057 1343829 26.4 13.36 2.774 1346.602 .16 .751 2.47 2.50 .00 .00 0 .0 -1- -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .73 .31846 .027947 .02 1.21 2.634 .570 .013 .00 PIPE o W S P G N - CIVILDESIGN Vers 7.1 PAGE 8 For: RANPAC Inc. Temecula, California - S/N 560 WATER SURFACE PROFILE LISTING Date: 5-18-2000 Time: 4:18: ............................................................................................................................................. I Invert I Depth I Water I Q , Vel Vel J Enerqy J Super ICritica1lFlow TopJHeiqht/lBa.se Wtt jNo Wth Station I Elev 11FT) I Elev J (CFS) I (FPS) Head j Grd.El.1 Elev 1 Depth 1 Width 10ia.-FTlor 1.0.1 ZL lPrlll/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- -1- -1- 1- L/E18l'l1 ICh Slope I I I I SF Avel HF ISE OpthlFroude NINorm Op I "N" J I ZR IType Ch ................1.............1...........1.........1.........1..........1.............1.........1.......1.............1........1.......,.........1..........1............ I 3107.41 1343.01 -1- -1- .64 .31846 I 3108 05 1343.21 -1- -1- .56 .31846 1 3108.61 1343.39 -1- -1- .48 .31846 I 3109 09 1343.54 -1- -1- .42 .31846 I 3109.51 1343.67 -1- -1- .35 .31846 I 3109.861343.79 -1- -j- .30 .31846 I 3110.16 1343.88 -J- -1- .25 .31846 I 3110.41 1343.96 -1- -J- .20 .31846 I 3110.60134402 -1- -1- I 1.0961344.101 -1- -1- I 1.137 1344.346 -1- -1- 1 1.179 1344.567 -1- -1- I 224 1344.766 -J- -1- I 1.270 1344.945 -1- -I- I .319 1345 106 -1- -I- I .371 1345 253 -1- -1- I .4251345385 -1- -1- I 1.482 1345.504 -1- -1- I 26 4 12 74 2.521 1346 -1- -1- -1- .024561 '" -I- .02 I 2.292 1346.639 -1- -1- -1- .021592 .01 26.4 12.15 -1- 1 26.4 11.58 2.084 1346 -1- -1- -1- .018994 651 -I- .01 I 264 11 05 1.8941346 -1- -1- -1- .016720 ." -I- .01 I 26 4 10.53 1.722 1346.667 -1- -1- -1- -1- .014726 .01 I 26 4 10 04 1.566 1346.672 -1- -1- -1- -1- .012986 .00 26 . -I- I 57 1.423 1346 -1- -1- .011463 ". -1- .00 26. -I- I 9.13 1.294 1346 -1- -1- .010126 '" -I- .00 1 26 4 8 70 1.176 1346.681 -!- -1- -1- -1- .n -I- 1.27 .12 -1- 1.30 .11 -1- 1.33 .10 -I- .J; .0' -1- .41 .08 -I- .45 .07 -1- 1.50 .0; -1- .14 -I- 24 .751 -I- 2457 2.48 -I- .570 2.50 -I- .013 m -1- 2.292 2.49 -I- .570 2.50 -I- .013 .751 -I- 2 137 2.50 -1- .570 2.50 -1- .013 m -I- '" 2.50 -I- .570 2.50 -I- .013 .751 -I- .853 2.50 -I- .570 2.50 -I- .013 .751 -I- . 724 2.50 -1- .570 2.50 -I- .013 .751 -1- 1.603 2.49 -I- .570 2.50 -1- .013 1.751 -I- 1.489 2.48 -I- .570 2.50 -1- .013 m -1- 2.46 -1- 2.50 -I- .00 .00 -1- .00 o 1- PIPE I .0 .00 .00 -1- .00 o 1- pm 1 .0 .00 .00 -I- .00 o 1- pm I .0 .00 .00 -1- .00 o 1- PIPE I .0 .00 .00 -1- .00 o 1- PIPE I .0 .00 .00 -I- .00 o 1- pm I .0 .00 .00 -1- .00 o 1- PIPE I .0 .00 .00 -I- .00 o 1- PIPE I .0 .00 .00 -I- o 1- .0 <vA I I I I I I I I I I I I I I I I I I I .15 .31846 .008959 .00 w S P G N - CIVILDESIGN Ven Temeeula, California - SIN WATER SURFACE PROFILE 1.55 1.380 .570 .013 .00 PIPE PAC< , o 7.1 '60 LISTING For: RANPAC Inc., Oat.: 5-18-2000 Time: 4;18: ********"".,,,..........................................................................................****......**................... 1 Invert I Depth I Water I Q I V.l V.l I Energy I Super ICritiealtFlow ToplHeiqht/IBase Wtt INo Wth Station I Elev I (FT) I El~ 1 (CFS) 1 IFPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.! 'L I Prs/Pip -I- -1- -I- -I- -I- -I- -I- -1- -I- -I- -1- -1- -I- I- L/E1em teh Slope I I I I SF Ave I HF IS' Dpth 1 Froude N I Norm Dp I "N" I I ,. IType eh ...***.**1*****.."1******..1.**......1.........1.......1**......1.......**1**.****1........1........1.**....1.......1.....1....... I I 1 3110.15 1344.01 1.543 1345 613 2E . . 30 1.069 1346.682 .0' 1.751 2.43 2.50 .00 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -I- -I- -1- -1- -I- -I- I- .11 .31846 .007939 .00 .'0 .278 .570 .013 .00 PIPE I I I I 3110 86 1344 .10 '07 1345.711 2E . " .972 1346.683 .0' m 2.40 2.50 .00 .00 0 .0 -1- -1- -I- -I- -1- -I- -1- -1- -I- -1- -I- -1- -I- 1- .0' .31846 .007047 .00 1.66 1.182 .570 .013 .00 PIPE I I 1 I 3110 " 1344 .12 67' 1345 BOO 2E . 7.54 .884 1346 '83 .05 1.751 2.35 2.50 .00 .00 0 .0 -I- -1- -I- -1- -I- -I- -I- -I- -1- -I- -1- -1- -I- I- .02 .31846 .006267 .00 1.72 1.090 .570 .013 .00 PIPE I 1 I I 3110.94 1344 .13 .751 1345.881 26.4 7.19 .802 1346 683 .04 m , " 2.50 .00 .00 0 .0 -I- -I- -1- -I- -I- -I- -I- -1- -I- -I- -I- -1- -I- 1- ,AU. ENTRANCE I I I 3110.94 1344.13 , 474 1346 60. 26.4 4.23 .278 1346.882 .01 1.659 , " 3 00 .00 .00 0 .0 -I- -I- -1- -I- -I- -I- -1- -I- -I- -1- -I- -I- -I- 1- 0 ~\,o I I I I I I I I I I I I I I I I I I I CARD CODE w S P G 101 WATER SURFACE HEIGHT 1 BlI.SE DIAMETER WIDTH - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV 'ill) Yl21 Y(3) Y(41 DROP Oate: 5-19-2000 Time: 9:32:33 PAC>: 1 Y(S) Y(6) 't(7) YISl V(91 YUO) SECT NO CHN NO OF AVE PIER TYPE PIER/PIP WIDTH CO 1 4 0 1.50 CO , , 0 .00 11.00 7.00 .00 .00 .00 0 WSPGN PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO IS LINE "A-I" HEADING LINE NO , IS HEADING LINE NO , IS b\J.S.E +=1~DI'-1 0 WSPGN l-IN E- "A" PAGE NO , WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A sYSTEM OUTLET . u/S DATA STATION INVERT SECT W S ELEV 1001.77 1312.75 1 1314.58 ELEMENT NO , IS A REACH . u/S DATA STATION INVERT SECT N RADIUS ANCLE ANG PT MAN H 1006.34 1319.16 1 .013 .000 .000 .000 0 ELEMENT NO , IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1006.34 1319.16 , .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U!S DATA STATION INVERT SECT W S ELEV 1006.34 1319.16 , 1319.16 1.,~ I I WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN KOWJ<DS, W. S. ELEV _ INV + DC o W S P G N - CIVILDESIGN Vera 7.1 PAGE For: RANPAC Inc., T81118cula, California - SIN 560 WATER SURFACE PROFILE LISTING Oat.: 5-19-2000 Time: 9:32:39 I LINE "A-l" I ."''''.......****.....**..*****..************..***.**************...**...***.****.......**.............***........................... I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht/IBase Ntl rNo Wth Station I Elev I (FT) I Elev I (CFS) f (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPr8/Pip -1- -1- -1- -1- -1- -1- -1- -l- -1- -1- -1- -1- -1- 1- L/Elem I ell. Slope I I I I SF Ave I HF I BE Opth t Froude N' Norm Op I "N" I I ZR I Type ell. .........].......*1........1*********1*********1*******1********1*********1*******1********1********1.......1....**.1.....1....... I I I 1001.77 1312.75 -1- -1- .50 1.40263 I 1002.27 1313.45 -1- -J- .48 1.40263 I 1002.75 1314.13 -1- -1- .43 1.40263 I 1003 18 1314.73 -1- -1- .38 1.40263 I 1003.56 1315.27 -1- -J- .34 1.40263 I 1003 91 1315.75 -1- -1- .301.40263 I 1004.21 1316.17 -1- -1- .271.40263 I 1004.48 1316.55 -1- -1- .24 1.40263 I 1004.73 1316.90 -1- -1- .22 1.40263 I I I I I o I I .4421313.192 -1- -1- I .4561313908 -1- -1- I .472 1314.602 -1- -f- I .488 1315.221 -1- -I- I .506 1315.774 -1- -1- I .524 1316 270 -1- -1- I .542 1316 716 -1- -I- I .562 1317.111 -1- -1- I .5821317.478 -1- -1- For: RANPAC Inc., LINE "A-I" I 9.4 21.62 7.257 1320 -1- -1- -1- .210915 ... -1- .11 .00 -I- ... .185 -1- 6 757 1.37 -1- .279 1.38 -I- .279 1.39 -1- .279 1.41 -I- .279 1.42 -1- .279 1.43 -I- .279 1.44 -I- .279 1.45 -1- .279 1.46 -I- .279 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 .00 .00 -I- .00 .00 .00 -1- .00 .00 -1- .00 .00 .00 -1- .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 .00 0 -1- f- .00 PIPE PAGE o 1- PIPE I .0 .00 o 1- PIPE I .0 I 9.4 20 68 6.641 1320.550 -J- -1- -1- -J- .185546 .09 I 9.4 19.72 6.037 1320 -f- -1- -1- .162422 I 9.4 18.80 5.488 1320 -1- -1- -1- .142280 639 -I- .07 '00 -1- .05 .00 -I- .46 185 -I- 6.350 o 1- PIPE I .0 .00 o 1- PIPE I .0 I 9.4 1793 4.989 1320.763 -1- -1- -1- -J- .124746 .04 I 9.4 17.09 4.536 1320.806 -1- -1- -1- -1- .109289 .03 I 94 16 30 4.124 1320.839 -1- -1- -1- -1- .095804 .03 I 9.4 15.54 3.749 1320 -1- -1- -1- .084046 86' -1- .02 .00 -1- .47 1.185 -1- 5.940 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 I 3.408 1320.886 -1- -1- -1- .073721 .02 w 5 P G N - CIVILOESIGN Vera 7.1 T8IlI8cu1a, California - SIN 560 WATER SURFACE PROFILE LISTING 94 1481 -1- .00 -I- ... 1.185 -1- 5.555 .00 o 1- PIPE I .0 o 1- PIPE I .0 .00 -I- .51 185 -I- S 195 .0 Date: 5-19-2000 Time: 9:32 39 2 ..........................................................................................................................*........ .00 -1- .52 1.185 -1- .857 I I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht/IBase Wtl INo Wth Station f E1ev I (FT) I Elev I (CFSI I (FPSI Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPre/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- J- L/E1em ICh Slope I J I I SF Ave I HF ISE opthlFroude NINorm Dp I "N" I 1 ZR]Type Ch .........I........I........J.........I.........I.......1........1.........1.......1....*..*1........1.......1.......1.....'....... I I 1004.94 1317.20 -1- -J- .19 1.40263 I 1005.14 1317.47 -1- -1- .17 1.40263 I 1005.31 1317.72 -1- -1- .15 1.40263 I 1005.46 1317.93 -1- -1- .14 1.40263 I 1005601318.12 -f- -1- .12 1.40263 I 1005 72 1318.30 -1- -1- .11 1.40263 I 1005 83 1318.45 -1- -1- .09 1.40263 I 1005 93 1318.58 -!- -t- .081.40263 I 1006.01 1318 70 -1- -1- I I I I I I I .603 1311 -I- I .625 1318 -I- 80. -I- 00. -I- I .648 1318.364 -1- -1- I .6721318.604 -1- -1- I .697 1318 822 -1- -1- I .723 1319 019 -1- -1- I .151 1319 197 -1- -1- I .780 1319359 -1- -1- I .810 1319 506 -1- -1- I 3.098 1320.902 -1- -1- -1- .064702 .01 9.4 14.13 -I- I 2.816 1320.914 -1- -1- -1- .056816 .01 9 4 13.47 -I- 9.4 1284 -I- I 2.5601320.924 -1- -1- -1- .049916 .01 I 4 12.24 2.328 1320 -1- -1- -1- .043874 I 4 11.67 2.116 1320 -1- -1- -1- .038581 ." -1- .01 ." -I- .00 I 9 4 11 13 1.924 1320.942 -1- -1- -1- -1- .033958 .00 I 94 1061 1.749 1320 -1- -J- -J- .029919 I 9.4 10 12 1.590 1320 -f- -1- -1- .026370 .46 -1- .00 ". -1- .00 I 9 4 9.65 1.445 1320.951 -1- -1- -1- -1- .00 -I- .54 .185 -I- .539 .00 -1- .56 1.185 -1- 242 .00 -I- .58 185 -I- 3.963 .00 -I- .60 185 -1- 3 701 .00 -I- ..3 1.185 -I- 3.455 .00 -I- .65 1.185 -I- 3 224 .00 -1- .67 .185 -I- 3 008 .00 -1- .70 1.185 -1- 2.804 .00 -I- .72 1.185 -1- 2.613 .00 -I- .7S 1.185 -1- 2.434 .00 -I- .78 1.185 -1- 2.265 .00 -I- 1.185 -I- 1.47 -1- .279 1.48 -I- .279 1.49 -1- .279 1.49 -I- .279 1.50 -1- .279 1.50 -I- .279 1.50 -1- .279 1.50 -1- .279 1.50 -I- 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 .SO -I- .00 .00 -I- .00 .00 .00 -I- .00 .00 -1- .00 .00 -1- .00 .00 .00 -1- .00 .00 -I- .00 .00 -1- .00 .00 -1- .00 .00 -I- o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- .0 -z.\~ I I I .0' 1.40263 .023262 .00 ." 2.106 .279 .013 .00 PIPE 0 WSPGN - CIVILDESIGN VerB U PAGE 3 For: RANPAC Inc. , Temecula, California - sl. 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 9:32 " LINE "A-I" **************'**************......****..******.**..****..*******.********************.***...*****........*.........**............****. I Invert I Depth I Water I Q I vol Vol I Enerqy I Super ICriticall Flow Top!Height/ I Bue loft I tHo Wth Stati.on I Elev I (FT) I Elev I (CFSI I (FPS) Head I Grd.E1.1 Elev I Depth I Width IOia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -!- -!- -1- -1- -1- -1- -1- -1- -1- -!- -I- I- L/El... leh Slope I I I I SF Ave! HF '"' OpthlFroucie NINonn Dp I "N" I I ZR I Type Ch ....**...1........1...*****1.**.**..*1.....**.*1*****.*I........I.........,....**.I******.*l********I..*****1***...*1*****1******* I I I I I I I 1006.08 1318.80 .842 1319.639 ... 9.20 1.314 1320.953 .00 1.185 1.49 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- -I- I- .06 1.40263 .020549 .00 .84 1.957 .279 .013 .00 PIPE I I I I 1006 14 1318.88 .876 1319 "0 . . , " 1.194 1320.954 .00 1.18S 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -!- -1- -1- -!- -1- -1- -1- -1- -I- 1- .05 1.40263 .018169 .00 .BB 1.815 .279 .013 .00 PIPE I I I I 1006 20 1318.96 .911 1319 '59 ... 8.36 1.086 1320.955 .00 1.185 1.46 1.50 .00 .00 0 .0 -1- -1- -1- -1- -I- -I- -1- -!- -1- -1- -1- -1- -I- I- .04 1.40263 .016086 .00 .., 1.682 .279 .013 .00 PIPE I I I I 1006.24 1319.02 .949 1319. .59 ... 7.97 .9B7 1320.956 .00 1.185 1.45 1.50 .00 .00 0 .0 -1- -!- -!- -1- -1- -1- -1- -1- -1- -1- -I- -1- -I- 1- .0' 1.40263 .014270 .00 .95 556 .279 .013 .00 PIPE I I I I 1006.28 1319.07 .989 1320 059 . . , 60 .897 1320 ." .00 185 1.42 1.50 .00 .00 0 .0 -1- -1- -1- -1- -!- -1- -1- -1- -1- -1- -1- -1- -I- I- .03 1.40263 .012684 .00 ... .437 .279 .013 .00 PIPE I I I I 1006 30 1319.11 1.032 1320. 141 . . 7.25 .B16 1320 '" .00 .185 1.39 1.50 .00 .00 0 .0 -1- -I- -1- -1- -1- -1- -1- -1- -1- -1- -I- -I- -I- I- .02 1.40263 .011303 .00 03 322 .279 .013 .00 PIPE I I I I 1006 32 1319.14 .078 1320 2IS . . 6 9I .742 1320 '" .00 1.185 1.35 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- .01 1.40263 .010105 .00 1.08 1.213 .279 .013 .00 PIPE I I I I 1006.34 1319.15 128 1320 283 ... 59 .674 1320 957 .00 1.185 1.30 1.50 .00 .00 0 .0 -!- -1- -1- -1- -1- -1- -1- -1- -1- -I- -1- -1- -I- I- .00 1.40263 .009073 .00 1.13 1.107 .279 .013 .00 PIPE I I I I 1006 34 1319.16 1.185 1320 345 . . 6.28 .612 1320.957 .00 .185 1.22 1.50 .00 .00 0 .0 -I- -1- -!- -1- -1- -1- -1- -1- -!- -1- -1- -!- -I- I- WALL ENTRANCE 0 W S P G . - CIVILDESIGN Vera U PAGE For: RANPAC Inc:. Temec:ula, California - sl. 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 9:32 39 LINE "A-I" I I I I I I I I ********************************************************************************************************************************** I 1 Invert 1 Oepth I Water 1 Q 1 Vel Vel 1 Energy 1 Super ICritic:allFlow ToplHeiqht/lBase Wtl IHo Wth Station 1 Elev 1 (FT) 1 Elev 1 (CFS) 1 (FPSI Head 1 Grd.E1.1 Elev J Oepth 1 Width 10ia.-FTlor 1.0.1 ZL rPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- -1- 1- L/Elem 1 Ch Slope 1 1 J 1 SF Ave 1 HF J SE Dpth 1 Froude N 1 Norm Dp 1 "N" 1 1 ZR r Type Ch *********I********I********I*********J*********I*******1********1*********1*******1********1********1*******1*******1*****1******* 1 1 1 1 1 1 I 1 1 1006 34 1319 16 2 231 1321 391 9 4 .60 .006 1321.397 .00 .383 00 11.00 7.00 .00 0 .0 -1- -)- -1- -1- -1- -1- -J- -f- -1- -1- -1- -1- -1- 1- I o I I I I I I 1,.\~ I I I I I I I I I I I I I I I I I I I CAAC CODE SECT CRN NO OF AVE PIER NO TYPE PIER/PIP WIDTH WSPGN WATER SURFACE HEIGHT 1 B1>.SE DIAMETER WIOTH _ EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV 'ill) Y(2) 'i(3) Y(4) DROP Date: 5-21-2000 Time: 5:45 32 PAGE 1 Y(5) YIS} Y(7) YjBl '{(g) 'i(IOl CD 1 4 D 1.50 CD 2 3 0 .00 10.00 7.00 .00 .00 .00 0 W S P G N WATER SURF"'" PROFILE - TITLE CARD LISTING HEADING L1NE NO 1 15 LINE "A-2" HEADING LINE NO 2 15 HEADING LINE NO 3 IS 0 WSPGN WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET . . U/S DAtA STATION INVERT SECT 1001.72 1313.13 1 ELEMENT NO 2 IS A REACH u/a DATA STATION INVERT SECT N 1023.64 1329.34 1 .013 ELEMENT NO 3 ISA NALL ENTRANCE U!S DATA STATION INVERT SECT FP 1023.64 1329.34 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS u/a DATA STATION INVERT SECT 1023.64 1329.34 2 PAGE NO - LDO""" \.J S. C. T ~ , , L-1'-lE "A" PAGE NO 2 ANG PT .000 MAN H o RADIUS ANGLE .000 .000 W S ELEV 1329.34 1,\"'- I I I I I I I I I I I I I I I I I I I WARNING NO. 2 ** _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWJ<DS, W. S. ELEV ... IN\' + DC o W 5 P G N - CIVILDESIGN VerI 7.1 PAGE For: RANPAC Inc" T_cula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-21-2000 Time: 5:45 36 LINE "A-2" ....***.....**..****....**......**.......***..****.****....****......**........**....**.......**....****........**.................. j Invert I Depth I water r Q I Vel Vel 1 Energy! Super ICriticaljFlow TopIHaight/!Base Wtl INo Wth Station I tlev I (FT) I Elev I ICFS) I (FPS) Head I Grd.El. I tlev I Depth I width IOia.-FTlor 1.0. I ZL IPrs/Pip _1_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Op I "N" I I ZR IType Ch ...**....1.**.....1................1..................1..................1..............1................1..................1..............1................1................1..............1..............1..........1.............. 1 I I I I I I I ! 1001.72 1313.13 560 1319.690 8.9 504 .394 1320.084 .00 1.154 .00 1.50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -)- -1- -1- 1- 3.29 .73950 .007179 .02 6.56 .000 .318 .013 .00 PIPE 1 I I I 1005.01 1315 56 152 1319 712 8.9 5 04 .394 1320.106 .00 1.154 .00 .50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- HYDRAULIC JUMP I I I 1005 01 1315 56 .365 1315 925 9 26 75 11 114 1327 038 .00 1.154 1.29 50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 259 .73950 .398543 1.03 ,37 9.274 .318 .013 .00 PIPE I I 1 I 1007.60 1317.48 .377 1317.854 8.9 25.51 10.102 1327.956 .00 154 1.30 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2.31 .73950 .348345 .81 .38 8 681 .318 .013 .00 PIPE 1 I 1 \ 1009 91 1319.19 .390 1319 578 8.9 24 32 9.184 1328 762 .00 1.154 1.32 1.50 .00 .00 0 .0 _1_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 89 .73950 .304858 .58 .39 8 127 .318 .013 .00 PIPE I I I I 1011 80 1320.58 .404 1320 989 8 9 23.19 8.349 1329 338 .00 1.154 1.33 1.50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.58 .73950 .266862 .42 .40 7.609 .318 .013 .00 PIPE I I I I 1013.38 1321.75 .418 1322.169 8.9 22.11 7.590 1329759 .00 1.154 1.35 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.34 .73950 .233426 .31 .42 7.122 .318 .013 .00 PIPE I 1 I ) 1014.71 1322.74 .432 1323.170 8 9 21.08 6.900 1330 070 .00 1.154 1.36 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- 1- 1.14 .73950 .204196 .23 .43 6 664 .318 .013 .00 PIPE I I I I 1015 86 1323.58 .447 1324.031 9 20.10 6.273 1330 304 .00 1.154 1.37 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .99 .73950 .178799 .18 .45 235 .318 .013 .00 PIPE o W S P G N - CIVILDESIGN Vers 7.1 PAGE 2 For: RANPAC Inc. Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-21-2000 Time: 5:45 36 LINE "A-2" ........................................**................**......*****.******..................**..**........................***....**........................*********........************..**....*............* I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICritieallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFSI I (FPSI Head I Grd.E!.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -!- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope) I I I SF Avel HF ISE OpthlFroude NINorm Op I "N" I I ZR IType Ch ****""***1 *****...... 1"""*****1 *............**!*****..*....\..***** *1..**..........1....*******1**..........1............**1******.*1*******1**..........1*........1..***** I I I 1 I I I I 1016.84 1324.32 .463 1324778 8.9 19.16 5.702 1330.481 .00 .154 -j- -1- -1- -1- -1- -1- -1- -\- -1- -1- .B6 .73950 .156581 .13 .46 5 834 I 1017.71 1324.95 -1- -1- .75 .73950 1018 I 46 1325.51 -1- -1- .66 .73950 1019 I 121326.00 -1- -1- .59 .73950 I 71 1326.43 -1- -1- .52 .73950 I 1020.23 1326.82 -1- -1- .46 .73950 1019 1020 I 69 1327.16 -1- -1- .41 .73950 I 1021.091327.46 -1- -1- .36 .73950 I .451327.72 -1- -1- 1021 I .479 1325.432 -1- -1- , .496 1326.006 -1- -I- I .514 1326 -I- 51. -I- I .532 1326 -I- 9" -I- I .551 1327 -I- 367 -1- I .571 1327 -I- .726 -I- I .591 1328 -I- 048 -1- I .613 1328 -I- m -I- 1.39 -I- .31B 1.50 -1- .013 I 5.184 1330.615 -1- -1- -1- .137122 .10 1.40 -I- .318 1.50 -I- .013 .00 -I- .48 154 -I- 5.456 89 18.27 -1- I 4.713 1330 -1- -1- .120177 1.154 -I- 5 103 1.41 -I- .318 1.50 -1- .013 719 -I- .08 .00 -1- .50 8 9 17 42 -I- I 4.284 1330.799 -1- -1- -1- .105330 .06 .154 -I- .772 1.42 -I- .318 1.50 -1- .013 .00 -I- .51 9 16.61 -I- 89 1584 -1- I 3.895 1330 -1- -1- .092310 .00 -1- .53 154 -I- 460 1.44 -I- .318 1.50 -1- .013 860 -I- .os I 3.541 1330 -1- -1- .080954 .154 -I- .169 1.45 -1- .318 1.50 -I- .013 908 -1- .04 .00 -I- .55 9 1510 -I- I 3.219 1330.945 -1- -1- -1- .070994 .03 1.46 -I- .318 1.50 -I- .013 .00 -I- .57 1.154 -1- 3.895 8 9 14 40 -I- I 2.9261330 -1- -1- .062290 1.154 -I- 3.638 1.47 -I- .318 1.50 -1- .013 974 -1- .02 .00 -1- .59 9 1373 -I- 9 13.09 -1- -1- I 2 660 1330.997 -1- -1- .154 -I- 47 -I- .50 -I- .00 -1- .00 .00 -I- .00 o 1- PIPE I .0 .00 -I- o 1- 'IPE I .0 .00 .00 .00 -I- .00 .00 o 1- PIPE I .0 .00 -I- .00 .00 o 1- PIPE I .0 .00 -I- .00 .00 o 1- PIPE I .0 .00 -I- .0 .00 o 1- PlPE I .00 .00 -I- o 1- PIPE I .0 .00 .00 .00 -I- .00 .00 o 1- PlPE I .0 .00 -1- o 1- .0 .00 ~~ I I .32 .73950 o I I I I 1022.06 1328.17 -1- -1- .25 .73950 I I 31 1328.36 -1- -1- .22 .73950 1022 1022 I 53 1328.52 -1- -J- .20 .73950 I 1022 I 73 1328.67 -1- -1- .17 .73950 I I 901328.79 -1- -1- .15 .73950 1022 1023 I OS 1328.90 -1- -f- .13 .73950 I I 18 1329.00 -1- -1- .11 .73950 I 1023.291329.08 -1- -1- .09 .73950 1023 I o I .054689 .02 .61 W 5 P G N - CIVILOESIGN Vers 7.1 For: RANPAC Inc., Temecula, California - 5/N 560 WATER SURFACE PROFILE LISTING LINE "A-2" I .6591328 -I- I .683 1329 -I- 8" -1- 040 -I- I .709 13251.230 -1- -1- I .736 1329 -1- 401 -I- I .764 1329.557 -1- -1- I .7931329 -I- I .824 1329 -I- I .857 1329 -1- LINE "A-2" '" -1- 82. -I- 939 -1- For; RANPAC Inc. 8 9 11.90 -I- 8.9 11 35 -I- 8.9 10.82 -I- 8.9 10.31 -1- 8.' -I- 8.' -I- 8.' -I- I 2.1991331 -1- -1- .042215 "8 -I- .01 I 1.999 1331.039 -1- -1- -1- .037113 .01 I 1.817 1331.047 -[- -1- -1- .032662 .01 I 1.652 1331.053 -J- -1- -1- .028756 .00 . 83 I 1.502 1331.058 -1- -1- -1- .025327 .00 I 1.3651331 -1- -1- .022327 . 38 062 -I- .00 8.94 I 1.241 1331.065 -1- -1- -1- .019710 .00 I 1.128 1331 067 -1- -1- -1- .017416 .00 W S P G N - CIVILDESIGN Vera Temecu1a, California - SIN WATER SURFACE PROFILE . -1- 52 .00 -I- .66 .00 -I- ." .00 -I- . 71 .00 -I- . 74 .00 -I- .76 .00 -1- .19 .00 -I- .82 .00 -I- .86 7.1 560 LISTING 3.397 .154' -1- 2 959 1.154 -1- 2.759 1.154 -I- 2.572 154 -I- 2 396 1.154 -I- 2.231 1.154 -I- 2.075 1.154 -I- 1.929 1.154 -1- 1.791 .318 .013 .00 PIPE p^", 3 Date: 5-21-2000 Time: 5:45 36 1.49 -I- .318 1.49 -1- .318 1.50 -1- .318 1.50 -I- .318 1.50 -1- .318 1.50 -I- .318 1.49 -I- .318 1.48 -I- .318 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 Date: 5-21-2000 .00 -I- .00 -I- .00 -I- .00 -I- .00 -I- .00 .00 -I- .00 -1- .00 -1- .00 o 1- PIPE I .0 *****"''''************'''''''''***********************'''************"'*"'''''''*'''**''''******''''''*'''''''''**",..''''''''''''''**********''*''*'''******"*""''''*******''*''''''*'' I Invert I Depth I Water I Q I Vel Vel I Energy I S~per ICriticallFlow ToplHeiqht/IBaae Wtl INo Wth Station 1 Elev I (FT) I E1ev I (CFS) I IFPS) Head I Grd.El.1 Elev I Depth I Width 10ia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slopel I I I SF Avel HF ISE OpthlFroudll NINorm Op I "N" I 1 ZR IType Ch ,,********1****"''''**1**.****'''1****....*1****.....1*****..1********1*.....***1*******1..******1*****"**1"'******1**"**"'*1*****1**"**.* I I I I 1 I I 1 I I ! 1 1021.77 1327.96 .635 1328596 9 12.48 2.418 1331014 .00 154 1.48 1.50 .00 .00 _1_ -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- .28 .73950 .046035 .01 .64 3 171 .316 .013 .00 .00 o 1- PIPE I .0 .00 .0 .00 o 1- PIPE I .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .0 o 1- PIPE I .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 0 1- .00 PIPE p^", .0 Time: 5:45:36 "'**.****.**.******....************"''''''''''''''''''''''*'''*************"'*"'''''''*'''****************************''*'''**.'''*********"''''''''''****************** I Invert I Depth I Water 1 Q I Vel Vel I Energy I Super I Critical I Flow ToplHeiqht/IBaae Wtl INo Wth Station I Elev 11FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width 10ia.-FTlor 1.0.\ ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/E1em ICh Slope 1 I 1 I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I I ZR IType Ch .*.******1********1********1*********1******.**1*******I********\**...****I*******I********I********!*******1*******\*****1******* I I \ I 1023 39 1329.15 .891 1330 043 9 13 1.026 1331.069 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- .OB .73950 .015409 .00 .89 I I I 1023.46 1329.21 -1- -1- .06 .73950 I I 53 1329.26 -1- -1- .05 .73950 I 58 1329.29 -1- -1- .04 .73950 1023 1023 I I 61 1329.32 -1- -1- .02 .73950 I 1023.63 1329.33 -1- -]- .01 .73950 1023 I I 64 1329.34 -1- -1- ENTRANCE I 641329.34 -1- -1- 1023 I WALL 1023 o I I I .928 1330.137 -1- -1- I .967 1330 -I- 223 -1- I .008 1330.301 -1- -1- I 1.052 1330 -1- I 100 1330 -I- 371 -I- .35 -I- I .154 1330.494 -1- -1- I 2.122 1331 -I- .462 -I- 8 . -I- 8 . -I- 8 . -I- 8 , -1- 8 . -1- . -I- I .932 1331 -1- -1- .013660 75 I .848 1331 -1- -1- .012127 .3' 7.04 I .771 1331 -1- -1- .010788 I .701 1331 -1- -1- .009626 , 72 I .6371331 -1- -1- .008619 6.40 '10 -I- I .5781331 -1- . -1- I .0061331 -I- .GO -I- 070 -I- .00 .071 -1- .00 .071 -1- .00 072 -I- .00 .072 -1- .00 072 -1- .468 -1- .00 -I- ..3 .00 -I- .97 .00 -1- .01 .00 -I- 05 .00 -1- .10 .00 -I- .00 -I- .154 -I- '" 154 -I- 538 154 -I- 1.421 .154 -I- .311 .154 -1- 205 .154 -1- .103 154 -I- .369 -I- 1.47 -I- .318 1.46 -I- .318 1.44 -I- .318 1.41 -I- .318 1.37 -1-. .318 1.33 -I- .318 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 " -1- .50 -1- 7.00 10 00 -1- -1- .00 -1- .00 .00 -I- .00 -1- .00 -I- .00 .00 -I- .00 -I- .00 -1- 700 -I- .00 .0 o 1- pm I .00 .00 o 1- pm I .0 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- pm I .0 .00 .00 .00 o 1- PIPE I .0 .00 o 1- .0 .00 o 1- .0 1>~ I I I I I I I I I I I I I I I I I I I CA1U> CODE w S P G N WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH Date: 5-19-2000 Time: 3:42:23 PAGE I YeS) Y (6) Y (7) Y Ie) Y (9) Y (lO) - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV YIlI '1(21 '1(3) '1(4) DROP SECT NO CHN NO OF AVE PIER TYPE PIER/PIP WIDTH CD I . 0 1.50 CD 2 3 0 .00 6.50 28.00 .00 .00 .00 0 WSPGN PAGE NO WATER SURFACE PROFILE - TITLE CAP.O LISTING HEADING LINE NO " LINE "A-3" HEADING LINE NO 2 IS HEADING LINE NO 3 IS ()!,S,c. Aa::>1-'1 (,INE- '/"\" 0 W5PGN PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1002.83 1312.07 I ELEMENT NO 2 IS A REACH U!S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1011.22 1312.31 I .013 .000 .000 .000 0 ELEMENT NO 3 IS A ReACH !J/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1066.30 1313.89 I .013 89.910 35.100 .000 0 ELEMENT NO IS A REACH . u/s DATA STATION INVERT StCT N RADIUS ANGLE ANG PT MAN H 1470.51 1325.51 I .013 302.344 -76.600 .000 I ELEMENT NO 5 IS A REACH u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1521.66 1328.56 I .013 45.018 65.100 .000 0 ELEMENT NO 6 IS' WALL ENTRANCE u/s DATA STATION INVERT SECT FP 1521.66 1328.56 2 .500 ELEMENT NO 7 IS A SYSTEM HEADWORKS u/s DATA STATION INVERT SECT W S ELEV 1521.66 1328.56 2 1327.06 1-\1.. I I I I I I I I I I I I I I I I I I I U WARNING NO. 2 U - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDW!(DS, W S. ELEV _ INV + DC o W S P G N - CIVILDESIGN Veri 7.1 PAGE For: RANPAC Inc., Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 3:42 28 LINE "A-3" ************...*...*****......********.*******..**.....***.*****************.**.****.*************..***....."...*****...**.******* I Invert I Depth I Water I 0 I Vol Vol I Enerw I Super ICriticallFlow TopIHeight/1Bas. Wtl tNo Wth Station I El~ I (FTI I El~ I (eFS) I (FPS) Head I Grd.El.l Elev I Depth I Width 10ia.-FTlor 1.0.1 ZL lPn/Pip -I- -1- -1- -1- -1- -I- -I- -1- -I- -I- -1- -I- -I- I- L/Elem lCh Slope I I I I SF Ave I HF ISE DpthlFroude MINarm Dp I "N" I I ZR I Type en ....*****1***..****1*******.1..*****."1....*****1***.***1********1*********1*..*.*.'********1********1*******1*******1*****1******* I I I I 1002 " 1312.0'7 6.880 1318 950 15.1 8.54 1.134 1320 084 .00 1.408 .00 1.50 .00 .00 0 .0 -I- -I- -I- -I- -1- -1- -I- -I- -I- -I- -1- -I- -I- I- s " .02862 .020664 .17 6.88 .000 .062 .013 .00 PIPE I I I I 1011.22 1312.31 . S13 1319.123 15.1 8.54 1.134 1320.257 .00 1.408 .00 1.50 .00 .00 0 .0 -1- -I- -I- -I- -I- -I- -1- -1- -1- -I- -1- -I- -I- 1- 55.08 .02868 .020664 1.14 .00 .000 1.061 .013 .00 PIPE I I I I 1066.30 1313.89 6.513 1320.403 15.1 S 54 1.134 1321.53'7 .00 1.408 .00 1.50 .00 .00 0 .0 -1- -1- -1- -1- -I- -I- -1- -I- -1- -1- -I- -I- -I- I- 404.21 .028'75 .020664 8.35 .00 .000 060 .013 .00 PIPE I I I I 1470.51 1325.51 3.512 1329 022 15. 1 8.54 1.134 1330.155 .00 1.408 .00 1.50 .00 .00 0 .0 -1- -I- -1- -1- -I- -I- -1- -1- -I- -1- -I- -I- -I- I- 51.15 .05963 .020664 1.06 .00 .000 .828 .013 .00 PIPE I I I I 1521 .S' 1328.56 1.711 1330 m 15.1 54 1.134 1331.405 .00 1.408 .00 50 .00 .00 0 .0 -I- -I- -I- -I- -I- -1- -I- -I- -I- -1- -I- -I- -I- 1- HALL ENTRANCE I I I 1521.66 1328.56 , 412 1331.9'72 15.1 .16 .000 1331 972 .00 .208 28.00 . 50 2B 00 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -1- -I- 1- 0 v~ I I I I I I I I I I I I I I I I I I I CARD SECT CODE NO W 5 P G N WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH Dat.: 5-19-2000 Time: 9:45:50 PAGE 1 'tIS) Y{51 Y(7) TIB) Y{91 T(lO) - EDIT LISTING - VerBion 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR UN Y(l) y(2) ye3l 'f(4) DROP CHN NO OF AVE PIER TYPE PIER/PIP WIDTH CD I 4 0 .50 CD 2 , 0 .00 .00 7.00 .00 .00 .00 0 WSPGN PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEAD IHG LINE NO IS LINE ".1'.-4" HEADING LINE NO 2 IS HEADING LINE NO , IS (N.5. t. 820tl1 0 w S P G N L,-tNe "A" PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . uts DATA STATION INVERT SECT 1001.95 1316.23 I ELEMENT NO 2 IS A REACH u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT NAN H 1010.43 1321.03 1 ,013 .000 .000 .000 0 ELEMENT NO , IS A NAU. ENTRANCE U/S DATA STATION INVERT SECT FP 1010.43 1321.03 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS uts DATA STATION INVERT SECT W S EUV 1010.43 1321.03 2 1321.03 'Z}ct I I I I I I I I I I I I I I I I I I I WARNING NO.2 ** - WATER SURFACE ELEVATION GlVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWl<DS, W S.ELEV _ INV + DC o W S P G H - CIVILDESIGN Vera 7. 1 PAGE For: RANPAC Inc., Temecub., California - SIN 560 WATER SURFACE PROFILE LISTING Oat.: 5-19-2000 Time: 9:45 55 LINE "A-4" **************,*..",.*****",.".****************"."*....*,,,..***fI""*****......"'................*.............****...***..**************** I Invert I Depth I Water I 0 I Vol Vol I Enarqy I Super ICriticallFlow ToplHaiqht/lBasa Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) H..d I Gt"d.El.1 Elav I Depth I Width IOia.-FTlor 1.0. f ZL IPrs/Pip -I- -I- -1- -I- -I- -I- -1- -I- -1- -1- -I- -1- -I- I- L/El&lll ICh Slope I I I I SF Avel HF IS' Dpth I Froude N I Norm Dp I "N" I I ZR f Type Ch *********t**...*..I........I***.....*I.**.....**I***...*I*"***"**I..**...**I..*****I********I********!*******1*******1*****1******* I I I I 1001.95 1316.23 7 070 1323.300 2 7 53 .036 1323.336 .00 .623 .00 1.50 .00 .00 0 .0 -1- -1- -1- -1- -I- -I- -1- -I- -I- -1- -I- -I- -I- 1- 8.48 .56604 .000661 .01 7.07 .000 .190 .013 .00 PIPZ I I I I 1010.43 1321.03 2 276 1323.306 2.7 53 .036 1323.342 .00 .623 .00 50 .00 .00 0 .0 -1- -1- -1- -1- -I- -I- -I- -1- -1- -I- -I- -I- -I- 1- WALL ENTRANCE I I I 1010 43 1321 .03 2 .330 1323 360 2.7 .17 .000 1323.360 .00 .167 7.00 00 00 .00 0 .0 -I- -I- -1- -I- -1- -1- -1- -I- -I- -1- -I- -1- -I- 1- 0 t'lP I I WSPGN WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH - EDIT LISTING - V.reion 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV TIl) TI21 Yl31 Y14) DRD' CARD SECT CODE NO CHN NO OF AVE PIER TYPE PIER/PIP WIDTH I , 2 3 4 4 4 4.50 1.50 2.00 CD CD CD o WSPGN TITLE CARD LISTING WATER SURFACE PROFILE I HEADING LINE NO IS LINE "L" HEADING LINE NO 2 IS HEADING LINE NO 3 IS I o Ii S P G N PROFILE - ELEMENT CARD LISTING . INVERT SECT 1267.78 1 ELEMENT NO WATER SURFACE IS A SYSTEM OUTLET U/S DATA STATION 1350.00 I ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1680,18 1272.57 1 ELEMENT NO 3 IS A REACH . U/S DATA STATION INVERT SECT 1726.77 1272.80 1 ELEMENT NO 4 IS A REACH U/S DATA SECT , I STATION 1770.00 . INVERT 1273.02 . ELEMENT NO 5 IS A REACH uls DATA STATION 1829.39 . INVERT 1275.47 . SECT , ELEMENT NO IS IS A REACH u/s DATA STATION INVERT SECT 1873.61 1277.30 1 I ELEMENT NO IS A JUNCTION UIS DATA STATION INVERT SECT LAT-l LAT-2 1882.08 1277.65 1 2 2 I ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1913.84 1278.96 1 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1919.34 1279.18 1 .013 10 IS A REACH . U/S DATA STATION INVERT SECT N 2118.34 1282.28 1 .013 11 IS A JUNCTION . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 2120.98 1282.33 1 3 3 .013 I ELEMENT NO ELEMENT NO I o W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING I ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT 2396.96 1286.63 1 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT 2863.87 1291.84 1 I ELEMENT NO 14 IS A JUNCTION u/s DATA STATION INVERT SECT IAT-1 LAT-2 N 2866.48 1291.87 1 2 2 .013 I ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT 2884.47 1292.06 1 I ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT 3029.42 1293.69 1 ELEMENT NO 17 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT 3029.42 1293.69 1 ELEMENT NO 18 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 3029.42 1293.69 1 I I I I N .013 N .013 N .013 N .013 N .013 N .013 03 728 N .013 03 6.55 N .013 N .013 03 5 60 N .013 N .013 ., .500 04 11.60 04 1.89 Date: 5-19-2000 Timel: 6:24:12 PAGE 1 y(5) Y(6) Y(7) y(8) Y(9) yno) W S ELEV 1272.28 RADIUS ANGLE .000 .000 RADIUS ANGLE 90.488 29.500 RADIUS ANGLE 90.069 -27.500 RADIUS ANGLE .000 .000 RADIUS ANGLE 89.212 -28.400 04 6.58 PAGE NO PAGE NO ANG PT .000 ANG PT .000 ANG PT .000 ANG PT .000 ANG PT .000 INVERT-3 INVERT-4 PHI 3 PHI 4 1277.88 1280.17 40.00 14.00 RADIUS ANGLE 346.638 -1.400 RADIUS ANGLE 76.781 -23.700 RADIUS ANGLE .000 .000 RADIUS ANGLE 1583.593 7.200 ANG PT .000 ANG PT .000 ANO ,., .000 INVERT-3 INVERT-4 PHI 3 PHI 4 1283.73 1283.65 40.00 40 00 RADIUS ANGLE 1512.547 .100 RADIUS ANGLE 1597.221 9.900 RADIUS ANGLE 1601.915 16.700 PAGE NO ANG PT .000 ANG PT .000 INVERT-3 INVERT-4 PHI 3 PHI 4 1293.63 1293.76 40.70 34.30 RADIUS ANGLE .000 .000 RADIUS ANGLE 1392.906 .740 RADIUS ANGLE .000 .000 W S ELEV 1293.69 ANG PT .000 ANG 1>T .000 2 MAN N D MAN " D MAN " D MAN " D MAN N D MAN N o MAN " , MAN " D 3 MAN " 1 MAN " D MAN " D MAN " D # I I I I I I I I I I I I I I I I I I I .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWI<DS, W.S.ELEV '"' INV .;. DC o W S P G N - CIVILDESIGN Ven 7.1 PAGE Fo:r: RANPAC Inc., Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Oat.: 5-19-2000 Time: 6:24:18 LINE "L" ........********..........********.............*********.............**.........****.***************....."'*....................... I Invert I Oepth I Water I Q t Vel Vel I Energy I Super tCriticaltFlow ToplHeiqht/IBaBe Wtl tHo Wth Station I Elev 11FT) I Elev I (eFS) I IFPSJ Head I Grd.El.1 Elev I Depth I Width jDia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/El8lll I Ch Sl~ I I I I SF Ave I HF t BE Dpth I Frauds N I Norm Dp I "N" I I ZR I Type Ch ........*1........1.....**.1*********1*********1*******1********1*********1*******1********1********1*****"*1".*****1*.***1***"*** 1 1 1 1 I I 1 1 I 1350 00 1267.78 3.525 1271.306 232 7 17.41 4.705 1276.010 .00 .211 3.71 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 80 81 .01451 .015511 1.25 3 53 .615 3.619 .013 .00 PIPE I I I 1 1430.81 1268.95 3 477 1272.429 232 7 17.64 4.833 1277.262 .00 .211 3.77 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 153 68 .01451 .016623 2.55 3.48 1.663 3.619 .013 .00 PIPE I 1 I ! 1584.50 1271.18 3.319 1274.501 232 7 18 50 5.316 1279.817 .00 4.211 3.96 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 95.68 .01451 .018547 1.77 332 1.830 3.619 .013 .00 PIPE I I I I 168018 1272.57 3174 1275744 2327 19.41 5.847 1281.591 .53 4.211 4.10 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1824 .00494 .020315 .37 3.70 2.000 4.500 .013 .00 PIPE ! 1 1 I 1698 42 1272.66 3 087 1275 747 232 7 20.00 6.211 1281.958 .57 4.211 4.18 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- r- 28.35 .00494 .022355 .63 3.66 2.112 4.500 .013 .00 PIPE I I I I 1726.77 1272.80 2.960 1275.760 232.7 20.98 6.833 1282.592 .65. 4.211 4.27 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 15.46 .00509 .024451 .38 3.61 2.294 4.500 .013 .00 PIPE I I I I 1742.23 1272.88 2.893 1275772 232.7 2153 7.197 1282969 .69 4.211 4.31 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 27.77 .00509 .026852 .75 3.58 2.396 4.500 .013 .00 PIPE I I I I 1770.00 1273.02 2 778 1275 798 232.7 22.58 7.917 1283.714 .00 4.211 4.37 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 24 45 .04125 .027554 .67 2 78 2.593 2.467 .013 .00 PIPE I 1 1 1 179445 1274.03 2.839 1276.868 232.7 22.00 7.516 1284.383 .00 4.211 4.34 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 34.94 .04125 .025153 .88 2 84 2.484 2.467 .013 .00 PIPE o W S P G N - CIVILDESIGN Vera 7.1 PAGE 2 For: RANPAC Inc. T_cula, Ca1H'ornia - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 6:24:18 LINE "L" ***************************************************************************************'****.*...***************.****************** I Invert 1 Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht/lBaae Wtl INo Wth Station I Uev I (FT) I Uev I (CFS) I (FPS) Head I Grd.E!.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL Ipra/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp 1 "N" I I ZR IType Ch *********1********1********1*******.*1*******.*1*.....*.1.*..*...1....*..*.1*****.*1.*.*****1********1*******1*******1*****1******* , 1829.39 1275.47 -1- -1- 23 95 .04139 , 185334 1276.46 -!- -1- 20 27 .04139 , 1873 61 1277 .30 -1- -1- JUNCT STR .04132 , 1882.08 1277.65 -1- -1- 3 44 .04124 , 1885 52 1277.79 -1- -1- 1592 .04124 , 1901431278.45 -1- -1- 12 41 .04124 , 1913 84 1278.96 -1- -I- S 50 .04002 , 1919.34 1279.18 -1- -1- 66 35 .01558 , 1985 69 1280 21 -1- -\- , 29601278430 -1- -1- , 232 7 20 98 6.832 1285.262 -1- -1- -1- -1- .022456 .54 , 3 076 1279.537 -1- -1- , 6.2611285.798 -1- -1- -1- .020107 .41 232.7 20.08 -I- , 1280.514 232.7 19.14 -,- "L-2... , , 5.6911286.206 -1- -1- -1- .019170 .16 , 5.6761286.369 -1- -1- -1- .019170 .07 3.214 -1- -1- L-I>J~ " L.-I', it 3.043 1280.693 218.8 19.12 -1- -1- -1- , 3 067 1280 859 -1- -1- , 218 8 18 95 5.577 1286 -1- -1- -1- .017937 , 3 203 1281.651 -1- -1- , 2188 1807 5.070 1286.721 -1- -1- -1- -1- .016026 .20 , 218 8 17.23 4.609 1286 -1- -1- -1- .014736 , 3.351 1282.311 -1- -1- , 3 432 1282.612 -1- -1- , 218 8 16 81 4.389 1287 -1- -1- -1- .014020 001 -,- ." , 3 502 1283.716 2188 1648 -1- -1- -1- -1- , .2151287931 -1- -!- .os -,- 3.61 4.211 -I- 2.294 4.27 -I- 2.464 ." -1- 3.66 .211 -,- 2 127 4.19 -I- 2.464 .13 -,- 3.35 4.211 -,- .951 4.07 -I- .62 -I- 367 .147 -,- .044 4.21 -I- 2.376 435 -,- ." .61 -,- 3" .147 -,- 2.012 4.19 -,- 2.376 .54 -I- 3.74 147 -,- '" 4.08 -,- 2.376 ,,, -,- .0' .00 -,- 3.35 147 -I- 1.688 3.92 -,- 2.398 .02 -,- 3.45 4.147 -I- 1.607 3.83 -I- 3.311 .02 -,- 4.147 -I- 3.74 -,- 4.50 -,- .013 .00 .00 -,- 4.50 -I- .013 .00 .00 -I- 4.50 -I- .013 .00 .00 -I- .00 4.50 -,- .013 .00 .00 -,- 4.50 -,- .013 .00 .00 -I- 4.50 -,- .013 .00 .00 -,- 4.50 -I- .013 .00 .00 -,- 4.50 -,- .013 .00 .00 -,- 50 -,- .00 .00 -,- .00 1 ,- PIPE , .0 .00 1 ,- PIPE , .0 1 ,- PIPE , .0 .00 1 ,- PIPE , .0 .00 1 ,- PIPE , .0 .00 1 ,- PIPE , .0 .00 1 ,- PIPE , .0 .00 1 ,- PIPE , .0 1 ,- .0 ~~ I I I I I I I I I I I I I I I I I I I 81.17 .01558 .013063 1.06 3.52 W S P G N - CrvILDESIGN Vera 7.1 For: RANPAC Inc., TlIIllI8cula, California - SIN 560 WATER SURFACE PROFILE LISTING o LINE "L" 1.540 3.311 .013 .00 PIPE PAGE , Date: 5-19-2000 Time: 6:24:18 ...."'................................---"..........-.........**.....*****......................."............**.......................- I Invert 1 Depth I Water I Q I Vel Vel I Energy I Super ICritieallFlow ToplHei9ht/lBase Ntl INo Nth Sbtion I Elev I IFTI I Elev I (CFS) I (FPSl Head J Grd.El.l Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- J- L/Elem I eh Slope I I I I SF Ave I HF I BE Dpth I Froude N I Norm Op J "N" I I ZR 1 Type eh .**...***1*........1......**.1...***...1.......**1*".....*1..."'''''''''''''1'''''''''''''''''''''''''''1'''''''''''''''''''''1''''''''''''''''''''''''1''''''''''''''''''''''''1'''''''''''''''''''''1"'''''''''''''''''''1'''''''''''''''1''''''''''''''''''''' 1 I I I 1 1 I I I I 1 I I 2066.86 1281.48 3 681 1285.159 218 8 15 11 3.832 1288 991 .02 4.141 3.41 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 38.45 .01558 .011902 .46 3.10 1.382 3.311 .013 .00 PIPE I 1 I I 2105.32 1282.08 3 888 1285.965 218 8 14.98 3.483 1289.449 .01 4.141 3.08 4.50 .00 .00 1 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 13.02 .01558 .011065 .14 3.90 1.213 3.311 .013 .00 PIPE I I I I 2118.34 1282.28 4.141 1286.421 218.8 14.28 3.166 1289593 .01 4.147 2 42 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .01891 LINE: *8". .c....' .010577 .03 4.16 1.000 .013 .00 PIPE I I! I I 2120.98 1282.33 5217 1287547 200.1 12.62 2.412 1290019 .00 4.040 .00 4.50 .00 .00 1 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 84.88 .01558 .010413 .88 .00 .000 3094 .013 .00 PIPE I I I I 2205.861283.65 .874 1288.526 200.7 12.62 24721290998 .00 .040 .00 .50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- HYDRAULIC JUMP I I I 2205.86 1283.65 3.196 1286.849 200.7 16.61 4.285 1291.134 .02 4.040 4.08 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 53.32 .01558 .014061 .75 3.22 1.102 3.094 .013 .00 PIPE I 1 I I 2259.18 1284.48 3.240 1281.123 2007 16.37 4.159 1291.883 .02 4.040 4.04 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 91 40 .01558 .013096 1.20 3.26 .656 3.094 .013 .00 PIPE I 1 1 1 235058 1285.91 3391 1289.298 2007 15.60 3.781 1293.080 .02 .040 3.88 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 46.38 .01558 .011768 .55 3.41 510 3.094 .013 .00 PIPE 1 1 I I 2396.96 1286.63 3558 1290.188 200.1 14.88 3.431 1293.625 .02 4.040 3.66 4.50 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 38.86 .01116 .011158 .43 3.57 1.366 3.558 .013 .00 PIPE o W S 51 G N - ctvU.DESIGN Ver" 7.1 PAGE For: RANPAC Inc., T8IIl8cula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 6:24:18 LINE "L" *****"''''*'''''''''*****************''''''''''''*'''**************'''*''''''''''''"',."'*******************,.*..,.,."',.,.,.,...,...,."',."'........................"'...."'''''''..............................'''.. I Invert I Depth 1 Water I Q I Vel Vel I Energy I Super ICritica11Flow TopIHeiqht/IBa". Wtl INo Wth Station I Elev I (FT) I Elev I (CFSI I (FPSI Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL lPn/Pip _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elfllll ICh Slopel I 1 I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" 1 I ZR 1'1'ype Ch ......"'''''''..''''''1*...........1'''.''''''''''''...1'''.....'''.....,'''....'''.'''.1..''''''.'''..1................1..........1.......1........,...1"'...."'''''''...1....''''''..''''''1"'''''''..''1...'''.1''''''''''''''''''' I I I I 2435 82 1287.06 3.558 1290.622 200.7 14.88 3.437 1294.059 -1- -1- -1- -1- -1- -1- -1- -1- 266 43 .01116 .010995 2.93 I 270224 1290.04 -1- -I- 135.60 .01116 I 2837.84 1291.55 -1- -1- 26.03 .01116 I 2863.871291.84 -1- -1- JUNCT STR .01151 I 2866481291.87 -1- -1- 17.99 .01056 I 2884.47 1292.06 -1- -1- 119.30 .01124 I 3003.77 1293.40 -1- -1- 25 65 .01124 WALL ENTRANCE I 302942129369 -1- -1- I 1293 -1- I 3.342 1296.988 -I- -I- -1- .010356 1.40 3 610 '" -I- 2007 14.67 -1- I 3.0381298.393 -1- -1- -)- .009533 .25 I 38051295 -1- m -1- 200.7 13.99 -1- I 4.040 1295.880 200.7 13.33 2.761 1298.641 -1- -1- -1- -1- -1- LINE. .. L-~" ~ VL-4" .00941' 1 I 1 I 4.665 1296.535 193.2 12.15 2.291 1298 -1- -1- -1- -1- -1- .009650 I 2.291 1299 -1- -1- .009589 I 690 1296.750 -1- -1- 1932 12.15 -I- 041 -1- 1.14 I 2.291 1300.192 -1- -(- -1- .009132 .23 I .5001297 -I- go, -1- 1932 12 15 -1- I 4.431 1298 -I- 12l -I- 193 2 12 19 -1- -1- I 2 306 1300.427 -1- -1- o .02 -1- 3.57 .0' -1- 3.63 .0' -I- 3.82 -I- .02 .00 -I- 4.05 '" -I- .n .00 -I- .00 .00 -1- 4.69 .00 -1- 4.50 .00 -I- 4.040 -I- '" .040 -1- 1.323 4.040 -I- 1.174 4.040 -1- 1.000 3 988 -I- .000 3 988 -I- .000 3 988 -I- .000 3 988 -I- 3.66 -1- 3.558 3.58 -I- 3.558 3.25 -1- 3.558 273 -1- .00 -I- 3 521 .00 -1- 3 422 .00 -1- 3 422 4.50 -1- .013 4.50 -1- .013 4.50 -I- .013 4.50 -1- .013 4.50 -I- .013 4.50 -1- .013 4.50 -1- .013 11 -I- .50 -1- .00 -I- .00 .00 -1- .00 -I- .00 -I- .00 -1- .00 .00 -1- .00 .00 -1- .00 -I- .00 , 1- PIPE I .0 .00 .0 .00 , 1- PIPE I .00 , 1- PIPE I .0 .00 .00 .00 ] 1- PIPE I .0 .00 .0 ] 1- PIPE I .00 .00 , 1- PIPE I .0 .00 ] 1- PIPE .0 .00 o 1- .0 1-';" I I I I I I I I I I I I I I I I I I I CARD CODE SECT .0 W 5 P G N WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH - EOIT LISTING - Ver.ion 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR IN\' Y{1) Y(2) Y13) Y(4) OROP Oat.: 5-19-2000 Time: 3:11:19 PAGE 1 yeS) 'f(6) Y(7) Y{S) Y(9) 't(IO) eRN NO OF AVE PIER TYPE PIER/PIP WIDTH CO , , 0 1.50 CO 2 , 0 .00 7.00 7.00 .00 .00 .00 0 w S P G N PAGE NO WATER 'URFACE PROFILE - TITLE CARD LISTING HE.ADING LINE NO' " LINE "L-l" HEADING LINE .02 IS HEADING LINE NO' IS W.>.c- Fr2or-j 0 w S P G N L-I tJE- uL-!' PAGE NO 2 WATER SURFACE. PROFILE - ELEMENT CARD LISTING ELEMENT NO , IS A SYSTEM OUTLET U/S OATA STATION INVERT SECT 1003.22 1278.77 , ELEMENT NO 2 IS A REAC' uta DATA STATION INVERT SECT . RADIUS ANGLE ANG PT MAN . 1021.42 1283.69 , .013 .000 .000 .000 0 ELEMENT NO , IS A REACH UjS DATA STATION INVERT SECT . RADIUS ANGLE ANG PT MAN H 1055.73 1289.40 , .013 26.673 -73.100 .000 0 ELEMENT NO ISA WALL ENTRANCE uta DATA STATION INVERT SECT FP 1055.73 1289.40 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS u/s DATA STATION INVERT SECT W S ELEV 1055.73 1289.40 2 1289.40 7P I I I I I I I I I I I I I I I I I I I u WARNING NO.2 '** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV .. INV + DC o W S P G N - CIVILDESIGN Vera 7.1 PAGE For: RANPAC Inc., T_eula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Ti_: 3: 11: 24 LINE ilL_I" **************.............***..**.........**..*****.......................***.**.**********........*****........................... I Invert I Oepth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht!IBase Wtl INo Wth Station I nav I (FT) J Elev I ICFSI I IFPS) Head I G1"d.El.l Elev I Depth I Width 10i..-FTlo1" 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -J- -J- -1- -1- -1- -1- 1- L/Elem I Ch Slope I I I I SF Ave J HF I BE Dpth, Froude N I Norm Op I "N" J I ZR J Type Ch ******.**1*******.1........1.........1..*******)*******1********1*********1*******1********1********1*******1*******1*****1******* I 1003.22 1278.77 -1- -1- 6.06 .27033 I 1009.28 1280.41 -1- -1- 4,96 .27033 I 1014.241281.75 -1- -1- 3.95 .27033 I 1018.20 1282.82 -1- -1- 3.22 .27033 I 1021.421283.69 -1- -1- 3.43 .16643 I 1024.85 1284.26 -1- -1- 5.87 .16643 I 1030.72 1285.24 -1- -1- .62 .16643 I 1035 34 1286.01 -1- -1- 3.74 .16643 I 1039.08 1286.63 -1- -1- 3.08 .16643 o I .616 1279.386 -1- -1- I .636 1281.044 -1- -1- I .6601282.409 -1- -I- I .684 1283502 -1- -I- I .111 1284.401 -1- -I- I .723 1284.984 -t- -1- I .751 1285 989 -1- -I- I .780 1286.786 -1- -I- I .8101287.439 -1- -1- For: RANPAC Inc. LINE "L-l" I 15.4 22.52 7.877 1287.264 -1- -1- -1- -1- .162058 .98 I 15.4 21 55 7.211 1288.255 -1- -1- -1- -1- .143022 .71 I 15 4 20 55 6.556 1288 -1- -1- -1- .125689 '" -1- .50 .58 -I- 1.30 .53 -I- 1.28 ... -1- 1.26 ..3 -I- 1.25 .00 -I- .62 1.414 -I- 5.832 1.48 -1- .545 1.48 -1- .545 1.49 -I- .545 1.49 -1- .545 1.50 -1- .622 1.50 -1- .622 1.50 -I- .622 1.50 -1- .622 1.50 -1- .622 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 .00 .00 -1- .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 .00 -1- .00 .00 .00 -I- .00 .00 -1- .00 .00 0 -1- 1- .00 PIPE ,AGE .00 o 1- "'" I .0 .00 o 1- PIPE I .0 I 15 4 19.59 5.960 1289.462 -1- -1- -1- -1- .110524 .36 I 15.4 18 68 5.418 1289 -1- -1- -1- .100215 818 -I- .3' .00 -1- .64 1.414 -1- 5.470 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 I 15.4 18 24 5.164 1290.148 -1- -1- -1- -1- .091166 .53 I 15 4 17.39 4.694 1290.683 -1- -1- -1- -1- .080322 .37 I 15.4 16.58 4.268 1291 -1- -1- -1- .070793 .054 -I- .26 .00 -I- ." 1.414 -I- 5104 o 1- PIPE I .0 o 1- "'" I .0 I 3.880 1291.319 -1- -1- -1- .062449 .19 W 5 P G N - CIVILDESIGN Vers 7.1 Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING 15.4 15.81 -1- .00 -I- ." 41. -I- 4.760 .00 o 1- "'" I .0 .00 o 1- "'" I .0 .61 -1- .32 1.414 -I- 4,437 .0 Date: 5-19-2000 Tim&: 3:11:24 2 ********************************************************************************************************************************** I Invert 1 Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht/IBase Wtl INo Nth Station I Elev I (F'I') I Elev I (CFS) I (FPS) Heild I Gro.EI.1 Elev I Depth I Width rOia.-FTlor 1.0.1 ZL lPn/Pip -t- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/EIUl 1 Ch Slope I I I I SF Ave I HF I SE Dpth I Froud8 N I Norm Op I "N" 1 I ZR 1 Type Ch *********1********1********1*********1*********1*******1********1*********1*******1********1********1*******1*******1*'"***1******* 1 I 1 I I I 1042.171287.14 .8421287.985 15.4 15.07 3.5271291.512 -1- -1- -1- -1- -1- -1- -1- -1- 2.58 .16643 .055166 .14 I 1044.74 1287.57 -1- -1- 2.18 .16643 I 1046.92 1287.93 -1- -1- 84 .16643 I 761288.24 -1- -1- 57 .16643 1048 I 1050.33 1288.50 -1- -1- 1.33 .16643 I 1051.66 1288.72 -1- -1- 1.13 .16643 I 1052.79 1288.91 -1- -j- .94 .16643 I 1053.73 1289.07 -1- -1- .77 .16643 1054 I .501289. -1- I .8761288.447 -1- -1- I .911 1288,845 -1- -1- I .949 1289 -I- 190 -I- I .9891289.491 -1- -1- I .032 1289 -1- m -I- I 1.078 1289.988 -1- -r- I .128 1290.195 -1- -1- 19 -1- I .1631290 -1- m -1- I 3.206 1291.654 -1- -j- -j- .048777 .11 15.4 14.37 -I- I 2.9151291.760 -1- -1- -1- .043186 .08 15,4 13,70 -I- I 2.650 1291 -1- -1- .038310 15 4 13 06 -I- .840 -I- .06 I 2.4091291.900 -)- -1- -1- .034052 .05 15.4 1246 -1- I 2.1901291 -1- -1- .030345 15 4 11 88 -1- ..5 -I- .03 I 1.9911291.979 -1- -1- -1- .027129 .03 15.4 11.32 -1- I 1.810 1292 -1- -1- .024367 15.4 10 80 -I- oos -I- .02 154 10.29 -1- -1- I 1.6451292.023 -1- -1- .3' -I- 1.24 .30 -I- 1.23 .32 -I- 1.23 .29 -1- 1.24 .26 -1- 1.25 .23 -I- 1.26 .20 -I- 1.28 .18 -1- 1.30 1.414 -1- 4.282 1.414 -I- 3.988 1.414 -1- 3.711 1.414 -1- 3.451 1.414 -1- 3.206 1.414 -I- 2.975 1.414 -I- 2.756 1.414 -I- 2.550 1.414 -1- 2 354 1.414 -I- 2167 .414 -I- .987 1.414 -1- .813 .>5 -1- 1.414 -1- 1.49 -1- .622 1.48 -1- .622 1.46 -I- .622 1.45 -I- .622 1.42 -1- .622 1.39 -1- .622 1.35 -I- .622 1.30 -I- .622 1.22 -I- 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 .00 -1- .00 -I- .00 -I- .00 -I- .00 .00 -I- 50 -1- .00 .00 -1- .00 o 1- "'" I .0 .00 .00 o 1- "'" I .0 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .0 .00 o 1- "'" I .00 .00 o 1- "'" I .0 .00 o 1- "'" I .0 .00 .00 o 1- PIPE I .0 o 1- .0 1,.'/JP I I I I I I I I I I I I I I I I I I I .60 .16643 o .022047 .01 1.33 'If S P G N - CIVILDESIGN Ven 7.1 For: RANPAC Inc., Temeeula, C.lifornia - SIN 560 WATER SURFACE PROFILE LISTING LINE "L-l" 1.641 .622 .013 .00 PIPE PAGE 3 Date: 5-19-2000 Time: 3:11:24 *****...,,*******************************************************.**...........********************.**..****.*******.************** I Invert I Depth I Water I Q I Vel Vel I Energy f Super ICriticallFlow ToplHeiqht/lBase Wtt tNo Wth Station I Elev I (FT) I Elev I ICFS) I IFPS) Hllild t Grd.El.1 Elev I Depth I Width IDia.-Ftlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/.tl81'11 teh Slope I 1 I I SF Avtll HF ISE DpthlFroude NINorm. Dp I "N" I I ZR IType en ....**...1...*****1*****...1**..*****1*****.***1.****.*liriririririririrliririririririririrliriririr***I**ir*****I********I*******1**ir*irir*I*****)***irir** II! 1 1 1 1 1 I) I 1055.10 1289.29 .246 1290.541 15.4 9.81 1.496 1292.037 .13 1.414 1.12 1.50 .00 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- .44 .16643 .020176 .01 1.37 1.465 .622 .013 I 1055.54 1289.37 -1- -1- .19 .16643 I 1055 73 1289.40 -1- -1- WALL ENTRANCE I 1055731289.40 -1- -1- o I 1.3181290.686 -1- -I- I 1.414 1290.814 -1- -1- I 38191293219 -1- -1- I 15.4 9.36 1.360 1292.045 .10 1.414 ." 1.50 .00 .00 -I- -I- -1- -1- -I- -I- -I- -I- -1- .018966 .00 1.42 1.272 .622 .013 .00 I 15.4 8.92 1.235 1292.049 .06 1.414 .70 1.50 .00 .00 -1- -1- -I- -I- -1- -1- -I- -1- -1- 15 . -1- I .0051293224 -1- -1- 7.00 .00 -I- .58 -I- .00 -I- .532 -I- 7 00 -I- 7.00 -I- .00 o 1- PIPE I .0 0 .0 1- PIPE I 0 .0 1- o 1- .0 -z,;,"\ I I I I I I I I I I I I I I I I I I I CARD SECT CODE NO WSPGN WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH Date: 5-19-2000 Tilll&' 2:55:16 PAGE 1 YIS) Y(6) YI') Yla) y{p) 'tIIOI - EDIT LISTING - Verllion 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV YlII 't(2) Y(3) Y(4) DROP CHN NO OF AVE PIER TYPE PIER/PIP WIDTH CD 1 4 0 1 .50 CD 2 2 0 .00 7 00 7.00 .00 0 1'1' S P G N PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE 00 I IS LINE "L-2" HEADING LINE 002 IS HEAD IHG LINE 003 IS LN . S .r;. !--RoM 0 WSPGN L--INf> ut-:' PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LIS1'!NG ELEMENT NO IS A SYSTEM OUTLET u/s DATA STATION INVERT SECT 1008.86 1280.17 1 ELEMENT NO 2 IS A REACO U/S DATA STATION INVERT SECT 0 RADIUS ANGLE ANG 1"T MAN 0 1057.20 1290.40 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WAU. ENTRANCE U/s DATA STATION INVERT SECT FP 1057.20 1290.40 2 .500 ELEMENT NO 4 IS A SYSTEM KEAOWORKS ulS DATA STATION INVERT SECT 1'1' S ELEV 1057.20 1290.40 2 1290.40 1.:(,'& I I I I I I I I I I I I I I I I I I I .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV _ UN + DC o W S P G N - CIVlLOESIGN VerI 7.1 PAGE For: R.l>.NP,l,C Inc., T_cu1a, Calif'ornia - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 2:5521 LINE "L-2" ***.**...................***..***.**...............**********.....***...**.......*...........***.........***....*****."'**............. I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TopIHeiqht/IBalll. Wtj IHo Wth Station I tlev 11FT} I tlev I (CFSI I IFPS) Head I Grd.El.t tlev I Depth I Width ICia.-FTlar 1.0.' ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/E18lll I Ch Slope 1 I I I SF Ave I NF I SE Opth I Froud_ HI Horm Op I "N" I I ZR, Type Ch ***......I..**....I..******I*********J*********I*******1********1*********1*******1********1********1*******1*******1*****1******* I I I I! I 1 I I I I I I 1008.86 1280.17 .541 1280.711 12.0 20.89 6.779 1287.490 .00 1.314 1.44 1.50 .00 .00 0 .0 -J- -1- -1- -1- -1- -1- -1- -1- -1- -J- -1- -1_ _1_ 1_ .04 .21163 .168239 .01 .54 5.832 .509 .013 .00 PIPE 1 1 I t 1008.90 1280.18 .541 1280.720 12.0 2087 6.766 1287.486 .00 1.314 1.44 1.50 .00 .00 0 .0 -1- -J- -1- -1- -1- -f- -f- -1- -1- -1- -1- -1- -1- 1_ 11.03 .21163 .157596 1.74 .54 5.824 .509 .013 .00 PIPE 1 I I 1 1019.94 1282.51 .560 1283.074 12 0 19 90 6.151 1289.225 .00 1.314 1.45 1.50 .00 .00 0 .0 -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- _1_ -1_ 1_ 7.33 .21163 .138247 1.01 .56 5.441 .509 .013 .00 PIPE I 1 1 1 1021.27 1284.07 .581 1284.647 12.0 18.98 5.592 1290.239 .00 1.314 1.46 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- _1_ -1- 1_ 5.40 .21163 .121358 .66 .58 5.084 .509 .013 .00 PIPE I 1 I I 1032.67 1285.21 .602 1285.811 12 0 18 09 5.084 1290 894 .00 1.314 1.47 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 4.19 .21163 .106514 .45 .60 4 748 .509 .013 .00 PIPE I I t 1 1036.86 1286.09 .624 1286 719 12 0 17.25 4.621 1291.340 .00 314 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1_ 1_ 3.31 .21163 .093481 .32 .62 4 433 .509 .013 .00 PIPE I 1 I 1 1040 23 1286.81 .646 1287.454 12.0 16.45 4.201 1291 655 .00 1.314 1.49 1.50 .00 .00 0 .0 -1- -1- -1- -f- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1_ 2 76 .21163 .082078 .23 .65 4.136 .509 .013 .00 PIPE I I 1 I 1042.99 1287.39 .670 1288.063 12 0 15.68 3.819 1291.882 .00 1.314 1.49 1.50 .00 .00 0 .0 -1- -1- -f- -1- -J- -1- -1- -1- -1- -J- -1- -1- -1- f- 2.31 .21163 .072148 .17 .67 3 859 .509 .013 .00 PIPE I 1 I I 1045 30 1287.88 .695 1288.576 12.0 14.95 3.472 1292 049 .00 314 1.50 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 95 .21163 .063481 .12 .70 3.598 .509 .013 .00 PIPE o W S P G N - CIVILDESIGN Vera 7.1 PAGE 2 For: RANPIIC Inc., Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 2:55:21 LINE "L-2" ***""*****"*"*""""",,***..*......*................................,,..,,........,,.."""""""""...................."".."".."""*..................*....******....""..",,""......*..""""""".."",,*....* I Invert I Depth I Water I 0 I Vel Vel 1 Energy 1 Super ICriticallFlow ToplHeivht/IBaae Ntl INo Wth Station' Elev I (FT) J Elev I ICFSI I IFPSI Head 1 Grd.El.1 Elev 1 Depth 1 Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -!- -1- -1- -1- -1- -1- -1- -1- -1- -1- -f- -1- -1- 1- L/Elem ICh Slope I I I I SF Ava I HF ISE DptnlFrouda NINorm Dp 1 "Nil I 1 ZR IType en """""""""1"""""*** 1**""""""1 ,,*..***....* I..................J..*..*** *1....******1"*****......1*......"""1""***"....1............""1......"..**1**........"1..........1..........*" I 1047.25 1288.29 -1- -1- 67 .21163 1 1048921288.65 -1- -1- 1.43 .21163 I 1050.35 1288.95 -1- -1- 1.23 .21163 I 1051581289.21 -1- -1- 1.06 .21163 1 1052.64 1289.43 -1- -1- .92 .21163 I 1053 55 1289.63 -1- -I- .79 .21163 1 1054.34 1289.79 -1- -1- .67 .21163 1 1055 01 1289.94 -1- -1- .57 .21163 I 1055.58 1290 06 -1- -1- I .722 1289.016 -1- -1- I .7491289396 -1- -1- 1 .778 1289.727 -1- -1- I .808 1290 018 -1- -1- 1 .840 1290274 -1- -1- 1 .873 1290.501 -1- -1- I .908 1290 703 -1- -1- I .9461290882 -1- -1- I .9861291043 -1- -1- I 12.0 14.26 3.157 1292 -1- -1- -1- .055883 172 -1- .09 I 2.870 1292.266 -1- -1- -1- .049208 .07 12 0 13 59 -I- 1 2.6091292 -1- -1- .043373 12.0 12.96 -I- 336 -I- .05 1 2.372 1292 -1- -1- .038262 120 1236 -1- '" -1- .0' I 2.156 1292 -1- -1- .033785 12.0 11.78 -1- 430 -I- .03 I 12.0 11.23 1.960 1292.461 -1- -1- -1- -1- .029857 .02 1 12.0 10.71 1.782 1292.484 -1- -1- -1- -1- .026436 .02 I 12.0 10 21 1.620 1292 -1- -1- -1- .023453 50' -1- .0' 1 12 0 9 74 473 1292.515 -1- -1- -1- -1- .00 -I- .n 314 -1- 3 353 .00 -I- ." 1.314 -1- 3.123 .00 -I- . " 1.314 -1- 2 906 .00 -1- .81 1.314 -1- 2 703 .00 -1- .84 31. -1- 2.511 .00 -1- .B7 1.314 -I- 2.330 .00 -I- .Ol 1.314 -1- 2 160 .00 -I- . " .314 -I- 1.998 .00 -1- 1.314 -I- 1.50 -I- .509 1.50 -I- .509 1.50 -I- .509 1.50 -1- .509 1.49 -1- .509 1.48 -I- .509 1.47 -1- .509 1.45 -1- .509 1.42 -1- 1.50 -I- .013 .00 .00 -1- .00 o 1- P,PE I .0 1.50 -I- .013 .00 .00 -1- .00 o 1- PIPE I .0 1.50 -1- .013 .00 .00 -1- .00 o 1- P,PE I .0 1.50 -1- .013 .00 .00 -I- .00 o 1- PIPE I .0 1.50 -1- .013 .00 .00 -1- .00 o 1- PIPE I .0 1.50 -1- .013 .00 .00 -1- .00 o 1- PIPE I .0 1.50 -1- .013 .00 .00 -1- .00 o 1- PIPE I .0 1.50 -1- .013 .00 .00 -1- .00 o 1- PIPE I .0 1.50 -I- .00 .00 -1- o 1- .0 7P\ I I I I I I I I I I I I I I I I I I I .48 .21163 .020846 .01 ." 1.845 .S09 .013 .00 PIPE 0 W , P G W - CIVILDESIGN Vera 7.1 PAGE , For: "'PA<: Inc., T8IfI8cula, California - SiN SSO WATER SURFACE PROFILE LISTING Date: 5-19-2000 Ti.me: 2:55 21 LINE "L-2" ..................................................................................................**............................... I Invert I Depth I Water I 0 I V.l V.l I Emilr<1)" I Super ICriticallFlow TopjHeiqht!IBue Wtl IHo Wth Station I tlev I (FT' I tlev I (CiS) , {FPSJ Head ( Grd.El.l tlev I Depth I Width IDia.-FTlor 1.D.1 2L lPn/Pip -(- -I- -I- -1- -1- -1- -(- -I- -I- -I- -1- -1- -I- I- L/Ellllll (Ch Slopel I I I SF Ave I NF ISE DpthjFroude NINorm Dp I UN" I I ER I Type Ch ......***1........1........1.........1.........1.......1.....***I********.l"......I......**I........I.......1......"1*****1........ I I I I I I I I 1056.06 1290.16 029 1291.187 12.0 9.28 1.339 1292 52' .00 .314 1.39 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -I- -1- -1- -I- -1- -1- -I- I- ." .21163 .018577 .01 1.03 .698 .509 .013 .00 PIPE I I I I 1056.45 1290.24 1.075 1291.316 12 .0 8.85 1.217 1292.533 .00 .314 1.35 1.50 .00 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -1- -I- -1- -I- -I- -I- I- .32 .21163 .016601 .01 1.08 1,558 .509 .013 .00 PIPE I I I ( 1056.76 1290.31 1.124 1291.432 12.0 8.44 1.106 1292.538 .00 1.314 1.30 1.50 .00 .00 0 .0 -I- -I- -1- -I- -I- -I- -1- -(- -I- -1- -I- -I- -I- I- .23 .21163 .014902 .00 1.12 422 .509 .013 .00 PIPE I I I I 1057 00 1290.36 1.179 1291 '" 12 0 , 05 1.006 1292.541 .00 .314 1.23 1.50 .00 .00 0 .0 -I- -1- -1- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- 1- .15 .21163 .013476 .00 1.18 2" .509 .013 .00 PIPE I I I I 1057.14 1290.39 1.241 1291 "9 12.0 7.67 .914 1292.543 .00 31. 1.13 1.50 .00 .00 0 .0 -I- -,- -I- -I- -I- -,- -I- -1- -(- -(- -I- -,- -I- 1- .06 .21163 .012316 .00 1.24 151 .509 .013 .00 PIPE I I I I 1057 20 1290.40 1.314 1291.714 12.0 7.31 .830 1292.544 .00 1.314 ." 1.50 .00 .00 0 .0 -I- -I- -1- -1- -1- -1- -1- -I- -I- -1- -I- -I- -I- I- WALL ENTRANCE I I I 1057 20 1290 40 2 .851 1293.251 12 0 .60 .006 1293.257 .00 .450 7.00 7.00 00 .00 0 .0 -1- -1- -1- -1- -1- -(- -(- -(- -(- -(- -I- -I- -I- I- e 1? I I I I I I I I I I I I I I I I I I I CARD SECT eRN NO OF AVE PIER CODE NO TYPE PIER/PIP WIDTH CD 1 . 0 CD 2 3 0 0 HEADING LINE NO 1 " HEADING LINE NO 2 " HEADING LINE NO 3 ,. 0 .00 WSPGN WATER SURFACE HEIGHT 1 BASE OIAMETER WIDTH - EDIT LISTING - Versi.on 7.0 PROFILE - CHANNEL DEFINITION ZL ZR IHY Y(l) Y(2) OROP 1.50 6.00 1.00 .00 .00 .00 WSPGN TITLE CARD LISTING WATER SURFACE PROFILE - LINE "L-3" ELEMENT NO WATER SURFACE IS A SYSTEM OUTLET '* 'J/s DATA STATION 1003.45 ELEMENT NO 2 IS A REACH u/s DATA STATION 1057.61 ELEMENT NO 3 IS A WALL ENTRANCE UIB DATA STATION 1057.61 ELEMENT NO IS A SYSTEM HEADWORKS u/s DATA STATION 1057.61 W S P G N PROFILE - ELEMENT CARD LISTING INVERT SECT 1293.63 1 INVERT SECT N 1298.25 1 .013 INVERT SECT FP 1298.25 2 .500 INVERT SECT 1298.25 2 Date: 5-19-2000 LISTING Y(3) Y(4) Y(5) Y(6) Y(7) RADIUS ANGLE .000 .000 W S ELEV 1298.25 Tilfllt: 2:36:17 PAGE 1 Y(8) Y(9) Y(101 PAGE NO PAGE NO 2 ANG PT ,ODD MAN N o 1,-"'1. I I I I I I I I I I I I I I I I I I I WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W. S. ELEV .. UN + DC o W S P G N - CIVILDESIGN Ven 7.1 PAGE For: RANPAC Inc., T_cula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 TirMl: 2:36 23 LINE "L-3" **************.........**...........................................".""............................-...........-................."'.... I Invert I Capth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TopIHeight/IBa.. Wtl 'No Wth Station I Elev I (FT) 1 Elev I CCFS) I IFPS) Head I Grd.El.1 Uev I Depth I Width IOia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem leh Slope I I I I SF Ave I HF ISE DpthlFroud8 NINorm Op I "N" I I ZR IType eh ********.1*****...1******..,.........1.........1.......1...........1.........1.......1........1............1.............1"""""""1.."""1""""""" I 1003.45 1293.63 -1- -1- 9.91 .08530 I 1013.421294 -1- HYDRAULIC ..:ruMP I 1013 42 1294 -I- '55 .48 -1- 48 -1- .08530 I 1019.91 1295.04 -1- -1- 8.83 .08530 I 1028.19 1295.19 -1- -1- 6.14 .08530 I 1034.93 1296.32 -1- -1- .61 .08530 I 103954 1296.11 -1- -1- 3 60 .08530 I 1043.14 1291.02 -1- -1- 2.91 .08530 I 1046.05 1291.26 -1- -1- 2.36 .08530 o I 2.9101296540 -1- -I- I 2.122 1296.602 -1- -1- I .561 1295 048 -1- -1- I .511 1295.616 -1- -I- I .591 1296 389 -1- -1- I .619 1296.935 -1- -I- I .642 1291351 -1- -I- I .6661291.682 -1- -1- I .6901291.954 -1- -1- For: RANPAC Inc., LINE "L-3" I 8.3 4.10 .343 1296 -1- -1- -1- .006243 883 -1- .0' I 8.3 4.10 .343 1296.945 .00 -1- -1- -1- -1- -1- .00 -1- 2.91 I 8.3 13 56 2.854 1291 -1- -1- -1- .065501 '01 -1- .43 7.1 560 LISTING 1.116 -I- .000 11' -I- .00 -I- .57 116 -I- 3 683 .00 -I- .533 .. -I- .533 1.46 -I- .533 1.41 -1- .533 1.48 -1- .533 1.48 -1- .533 1.49 -I- .533 1.50 -I- .533 1.50 -1- .013 .00 -1- .50 -1- .00 .00 -1- .00 .00 -I- .00 .00 -1- .00 .00 .00 -1- .00 .00 -1- .00 .00 .00 -I- .00 .00 -I- .00 .00 .00 -I- .00 .00 0 -1- 1- .00 PIPE PAGE .00 o 1- PIPE I .0 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 o 1- .0 I 8.3 13.25 2.125 1298.341 -1- -1- -1- -1- .059510 .53 I 8 3 12 63 2.411 1298.866 -1- -1- -1- -1- .052203 .32 I 3 12 04 2.252 1299 -1- -1- -1- .045850 187 -I- .21 .00 -I- ... 1.116 -I- 3.563 o 1- PIPE I .0 .00 o 1- PIPE I .0 I 8 3 11.48 2.041 1299.398 -1- -1- -1- -1- .040290 .15 I 8.3 10.95 1.861 1299.543 -1- -1- -1- -1- .035400 .10 I 1.6921299646 -1- -1- -1- .031116 .07 W S P G N - CIVILDESIGN Vera Temecula, California - SiN WATER SURFACE PROFILE 8.3 10.44 -I- .00 -1- .'0 1.116 -1- 3.327 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 -I- .62 1.116 -1- 3.107 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 -I- .64 116 -1- 2 900 .0 Date: 5-19-2000 Time: 2:3623 2 .............................................................................................................................................................................................................................................. .00 -I- .67 1.116 -1- 2.705 1 Invert I Depth 1 Water I Q I Yel Yel I Enerqy I Super ICriticallFlow TopIHeiqht/IBa,. Wtl IHo Wth Station I Elev I (FT) 1 Elev I ICFS) 1 IFPB) Head I Grd.El.l Elev I Depth 1 Width IOia.-FTlor 1.0.1 ZL lPn/pip -1- -1- -1- -1- -1- -1- -1- -t- -1- -1- -1- -1- -1- 1- L/Elem I Ch Slope I I I I SF Ave t HF 1 BE Opth I Froude HI Horm Dp I "H" I J ZR I Type Ch ..................I...............t................I................. I""""""""" I"""""" ..1................1..............,............1................,................1..............1..............1..........1............ I 1 I 1 I 1 1 1 1 1048.41 1297.47 .716 1298181 8.3 9.95 1.538 1299.720 .00 1.116 -1- -1- -1- -1- -1- -1- -1- -1- -t- -t- 1.93 .08530 .027393 .05 .72 2.351 I 1050.34 1297.63 -1- -1- 1.62 .08530 I 1051.96 1297.77 -1- -1- 34 .08530 I 1053 30 1291.88 -t- -1- 1.11 .08530 I 1054.41 1297.98 -1- -1- .91 .08530 I 1055.32 1298.05 -1- -1- .73 .08530 I 1056.05 1298.12 -1- -1- .51 .08530 I 1056.62 1298.17 -1- -1- .44 .08530 I 1057.06 1298.20 -1- -1- I .744 1298 -I- 374 -I- I .772 1298.540 -1- -1- I .8021298.684 -1- -1- I .833 1298.810 -1- -1- I .8661298 -1- 921 -1- I .901 1299.018 -1- -t- I .939 1299 -1- '" -1- I .9781299 -1- 181 -1- . 3 -I- I 1.3981299 -1- -1- .024127 772 -I- ." " '.3 -I- I 1.211 1299.812 -1- -1- -1- .021256 .03 9.05 . 3 -1- I 1.1561299 -1- -1- .018745 ." -I- .02 8.63 . 3 -I- I 1.0511299 -1- -1- .016545 861 -I- .02 23 '.3 -I- I .9551299.876 -[- -[- -t- .014623 .01 7.84 '.3 -1- I .8681299.887 -t- -1- -t- .012949 .01 7.48 . 3 -I- I .789 1299 -t- -t- .011484 ." -1- .01 7 " '.3 -I- I .118 1299 -I- '" -I- 6.80 -I- .00 -I- ." 1.116 -1- 2.523 .00 -I- ." 1.116 -I- 2.190 .00 -I- .77 1.116 -I- 2.039 .00 -I- .80 1.116 -I- 1.896 .00 -I- .83 .116 -I- .762 .00 -I- .87 1.116 -I- 1.635 .00 -1- .90 .116 -1- .516 .00 -I- ." .116 -1- .403 .00 -1- .116 -1- 1.50 -I- .533 1.50 -I- .533 1.50 -I- .533 1.50 -1- .533 1.49 -I- .533 1.48 -I- .533 1.47 -1- .533 1.45 -I- .533 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 .43 -1- 1.50 -1- .00 .00 -I- .00 .00 -I- .00 -1- .00 -1- .00 -1- .00 -I- .00 -I- .00 .00 -1- .00 -1- o 1- PIPE I .0 .00 .00 o ,- PIPE I .0 .00 .00 o ,- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE 1 .0 .00 o ,- .0 ~'J}-' I I I I I I I I I' I I I I I I I I I I .31 ,08530 .01019a .00 .98 W S P G N - CIVILDESIGN Vera 7.1 For: RANPAC Inc., Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING 1.296 .533 ,013 .00 PIPE PAGE 3 o Oat.: 5-19-2000 Time: 2:36 23 LINE "L-3" *************....,,*****"'.........,,****...................***....""...,,**..............**................**....,,****.....*****................ 1 Invert I Depth I Waur I Q I Vol Vol I Ener\JY I Super ICriticallFlow ToplHeiqht/IBue Wtl INo Nth Station I Elev I eFT) I Ellilv I (CFS) 1 (FPS) Head I Grcl.El.l Elev I Oepth I Width fDia.-FTlor I.D.l ZL IPrsjPip -1- -1- -1- -1- -I- -I- -I- -1- -1- -I- -1- -I- -I- I- L/Elmn leh Slope I I I I SF Avel HF IS' Opth I Froude N I Norm Op I "N" I I ZR 'Type Ch *"......**1"...****1*"....**1*********1*********1.**...*1........1...."**..1....***1******..,.....**.1.......!.......I.....,....... I I I 1057.37 1298.23 1.020 1299 250 8.3 6.48 .652 1299.902 .00 .116 1.40 1.50 .00 .00 0 .0 -I- -1- -I- -I- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- .19 .08530 .009080 .00 1.02 .194 .533 .013 .00 PIPZ I I I I 1057 56 1298.25 065 1299 311 8 3 6. 18 .593 1299.904 .00 .116 1.36 1.50 .00 .00 0 .0 -1- -I- -1- -I- -1- -1- -I- -1- -I- -I- -1- -1- -I- 1- .05 .08530 .008105 .00 07 0" .533 .013 .00 PIPE I I I 1 1057 61 1298.25 1.116 1299.366 '.3 5.89 .538 1299.904 .00 1.116 31 .50 .00 .00 0 .0 -I- -1- -I- -I- -1- -1- -I- -1- -1- -I- -1- -1- -I- I- WALL ENTRANCE I I I 1057.61 1298.25 .996 1300.246 8.3 .59 .005 1300.251 .00 .352 7.00 6.00 7.00 .00 0 .0 -1- -1- -1- -I- -1- -1- -I- -I- -1- -I- -1- -1- -I- I- 0 ~~9;) I I I I I I I I I I I I I I I I I I I w S P G N - EDIT LISTING - Version 1.0 Data: 5-19-2000 Time: 2:45 56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CRN NO OF AVE PIER HEIGHT 1 BASE ZL Z. INY T(l) Y(2) Y(3) Y(4) TIS) Y(Sl Y(7) Y(S) Ylg) '((lO) COOE NO TYPE PIER/PIP WIDTH DIAMETER WIOTH OROP CD 1 4 0 1.50 CO 2 3 0 .00 7.00 7.00 .00 .00 .00 0 WSPGN PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE PO IS LINE "L-4" HEADING LINE PO 2 IS HEADING LINE PO 3 IS W-5.t;.. FRoM 0 w 5 P G N LfNt.. .ft.-If PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . u/s DATA STATION INVERT SECT 1003.99 1293.76 I ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT P RADIUS ANGLE ANG PT ..... H 1046.76 129B.25 1 .013 ,000 .000 .000 0 ELEMENT NO 3 IS A NAU. ENTRANCE u/s DATA STATION INVERT SECT PP 1046.76 1298.25 2 .500 ELEMENT NO IS A SYSTEM HEADWORKS uta DATA STATION INVERT SECT W S ELEV 1046.76 1298.25 2 1298.25 -z,~ I I I I I I I I I I I I I I I 'I I I I WARNING NO.2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELeVATION IN HOWKDS, W S.ELEV - IN\! + DC o W S P G N - CIVILDESIGN Ven 7.1 PAGE For: llANPAC Inc., T_cula, Calit'ornia - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 2:46: LINE "L-4" .**.....**.................******.**..*..*******.........-...........--...............".........................".......-.......-- I Invert I Depth I water I a I Vel Vel J Energy I Super ICriticallFlow TopIHeight/lBa.. Wtl INo Wth Station I Elev 11FT) I Elev J (CFS) 1 IFPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL lPn/Pip -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slopel I I I SF Avet HF ISE DpthlFroude NINorm Op I "M" I I ZR I~ Ch .......**1........1........1.........1.........1.......1........1.........1.......1........1........1.......1.......1.....1....... 1 I 1 I I I I I I I j I 1003 99 1293.76 2 780 1296.540 3.3 87 .054 1296 594 .00 .692 .00 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- !- 12 31 .10498 .000976 .01 78 .000 .315 .013 .00 PIPE 1 1 I I 1016.30 1295.05 1.500 1296 552 3.3 87 .054 1296.606 .00 .692 .00 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.28 .10498 .000914 .00 1.50 .000 .315 .013 .00 PIPE 1 I I I 1017 .58 1295.19 .360 1296 547 3.3 1.96 .060 1296.607 .00 .692 .87 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -j- -j- -1- -1- -1- -1- -1- -1- 1- .45 .10498 .000893 .00 1.36 .248 .315 .013 .00 PIPE 1 I I I 1018 03 1295 23 .280 1296.514 3 3 2.05 .066 1296 579 .00 .692 06 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- HYDRAULIC JUMP I I I 1018.03 1295.23 .322 1295.556 3.3 11.85 2.180 1297.736 .00 .692 1.23 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2.32 .10498 .090395 .21 .32 4.392 .315 .013 .00 PIPE I I I I 1020.35 1295.48 .333 1295.BI0 3.3 1129 1.979 1297.789 .00 .692 1.25 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 6.47 .10498 .07BBBl .51 .33 4.109 .315 .013 .00 PIPE I I I j 1026 82 1296.16 .344 1296.501 3.3 10 76 1.799 129B.300 .00 .692 1.26 1.50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 21 .10498 .06B948 .29 .34 3 848 .315 .013 .00 PIPE I I I 1 1031.03 1296.60 .356 1296.954 3 3 10 26 1.636 1298.590 .00 .692 1.28 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- [- 3.06 .10498 .060290 .18 .36 3.604 .315 .013 .00 PIPE I I I 1 1034.08 1296.92 .368 1297.287 3 3 79 1.487 1298.774 .00 .692 1.29 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2.34 .10498 .052729 .12 .37 3 374 .315 .013 .00 PIPE o w S P G N - CIVILOESIGN Vera 7.1 PAGE For: RANPAC Inc. Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 2:46: LINE "L-4" ...................................................."".".."..................................................."""".............".. 1 Invert I Depth I Water I Q I Vel Vel I Energy I S~per ICritica11F1ow ToplHeiqht/1Base Wtl tNo wth Station! nev I (FT) I nev I (CFS) I (FPS) Head I erd.n.1 nev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -(- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/E1&1l1 I Ch Slope I I I I SF Ave I HF I SE Dpth I Fro~de N I Norm Dp I "1'1" I I ZR I Type Ch .........1........1........1.........1.........1.......1........1.........1.......1....."".1........1.......j...."."[.....,....... 1 I I I I I I I I 1 I I 1036.42 1297.16 .3Bl 1297 546 3 3 9 33 1.352 1298 898 .00 .692 1.31 1.50 .00 .00 -[- -1- -1- -1- -1- -1- -1- -1- -1- -1- -[- -1- -1- 1.B7 .1049B .046130 .09 .38 3.160 .315 .013 I 29 1297.36 -1- -1- 51 .10498 I 1039.80 1297.52 -1- -1- 1.26 .10498 1038 I 1041.06 1297.65 -1- -1- 1.06 .10498 I 1042.121297.76 -1- -1- .87 .10498 I 991297.85 -1- -1- .75 .10498 I 1043.74 1297.93 -1- -1- .62 .10498 1042 I 1044.36 1298.00 -1- -1- .53 .10498 1044 I 891298.05 -1- -1- I .394 1297 -I- I 1.229 129B -1- -1- .040362 ... -I- .06 755 -I- 3 3 -1- 8.90 I .4081297 -1- I 1.117 1299.045 -1- -1- -1- .035324 .04 .928 -I- 3 3 -I- 8.48 I .4221298.074 -1- -1- I 1.0161299 -1- -1- .030892 089 -I- ." 3 3 -1- 8.09 I .436 1298.199 -1- -1- I .923 1299. -1- -1- .027039 122 -I- .02 3 3 -I- .71 I .4521298 -I- I .8391299. -1- -1- .023674 306 -1- 3 3 -1- .35 '" -I- .02 I .4671298 -1- I .7631299. -1- -1- .020725 163 -1- .01 "0 -I- 3 3 -I- 7 01 I .4B41298 -I- I .694 1299.176 -1- -1- -1- .018161 .01 '" -I- 3 3 -1- 6.68 I .501 1298.555 -1- -1- I .631 1299.186 -1- -1- 3.3 -I- 6.37 -1- .00 -I- .39 .692 -I- 2 95B .00 -I- .U .692 -I- 2.769 .00 -I- .<2 .692 -I- 2.591 .00 -I- ... .692 -I- .424 .00 -I- ... .692 -I- 2.269 .00 -I- .n .692 -I- 2 122 .00 -I- ... .692 -I- 1.985 .00 -I- .692 -I- 1.32 -I- .315 1.34 -I- .315 1.35 -1- .315 1.36 -I- .315 1.38 -I- .315 1.39 -I- .315 1.40 -I- .315 1.41 -I- 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .00 -I- .00 -I- .00 -1- .00 .00 -I- .00 .00 .00 -1- .00 .00 -I- .00 .00 -I- .00 -I- .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- PIPE I .0 .00 .0 .00 o 1- PIPE I .00 o 1- PIPE I .0 .00 o 1- .0 J,:~ I I ,I I I I I I I t I I I I I I ,I I I .44 .1049B .015913 .01 .50 1.956 .315 .013 .00 PIPE C . 5 P G . - CIVILDESIGN Verll 7.1 PAGE 3 For: """PAC Inc. , TBIlI&cu!a, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 2:46: LINE "L-4" **.........****......*******....**..*****.........**.....****....................................**............................... I Invert I Depth I Water I Q I V.l V.l I Enerqy I Super ICriticallFlow ToplHeioht/1Balle Ntl INo Wth Station I Elev I (FT) I Elev I (eFSI I (FPS) Mead I Grd.El.1 Elev I Depth I Width IDJ.a.-FTlor 1.0.1 'L lPn/Pip -I- -1- -I- -I- -1- -I- -I- -1- -1- -I- -1- -1- -I- 1- L/Elem leh Slopel I I I SF Ave' NF ISE OpthlFl:oude NINarm Op I "N" I I '" l'type Ch .***......I**......j....***.,..**..***I**...**..I**....*1**......1.....**..1.......1........1.......*1"......1...*...1....*1....... I I I I 1045.34 1299.10 .519 1299 "0 3 3 6.09 .573 1299.193 .00 .692 1.43 1.50 .00 .00 0 .0 -I- -1- -1- -I- -I- -1- -1- -I- -1- -1- -I- -I- -I- I- .37 .10499 .013944 .01 .52 .736 .315 .013 .00 PIPE I I I I 1045 71 1299.14 .537 1299.677 3 3 5.79 .521 1299 19. .00 .692 1.44 1.50 .00 .00 0 .0 -I- -1- -I- -1- -1- -I- -I- -I- -1- -I- -1- -1- -I- I- .30 .10499 .012226 .00 .54 1.622 .315 .013 .00 PIPE I I I I 1046 01 12518.17 .557 12519.729 3 3 5.52 .474 1299.202 .00 .692 1.45 1.50 .00 .00 0 .0 -1- -1- -I- -1- -I- -1- -1- -I- -I- -I- -1- -1- -I- I- .24 .104519 .010729 .00 .56 1.516 .315 .013 .00 PIPE I I I I 1046.25 1298.20 .577 12518.774 3.3 5.27 .431 125151.204 .00 .6512 1.46 1.50 .00 .00 0 .0 -I- -I- -1- -I- -1- -I- -1- -I- -I- -I- -I- -I- -I- I- . " .10499 .009412 .00 .58 1.417 .315 .013 .00 PIPE I I I I 1046.44 1298.22 .598 1298.815 3.3 5.02 .392 1299.206 .00 .692 1.47 1.50 .00 .00 0 .0 -1- -1- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- 1- .15 .10498 .008257 .00 .'0 323 .315 .013 .00 PIPE I I I I 1046 59 1298.23 .619 1298.851 3.3 4.79 .356 1299.207 .00 .692 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -I- -I- -1- -1- -1- -I- -1- -I- -I- -I- I- .10 .10498 .007247 .00 ." 1.235 .315 .013 .00 PIPE I I I I 1046.69 1298.24 .642 1298 ... 3.3 4.57 .324 1299.208 .00 .692 1.48 1.50 .00 .00 0 .0 -I- -1- -I- -I- -1- -1- -1- -I- -I- -I- -1- -I- -I- 1- .05 .10498 .006368 .00 ... 1.153 .315 .013 .00 PIPE I I I I 1046.74 1298.25 .666 1298 ,,, 3.3 4.35 .294 1299 20. .00 .692 1.49 1.50 .00 .00 0 .0 -I- -I- -1- -I- -I- -1- -I- -I- -I- -I- -1- -1- -I- I- .02 .10498 .005585 .00 .67 .076 .315 .013 .00 PIPE I 1 I I 1046.76 1298.25 .692 1298 ,., 3 3 " .266 1299.208 .00 .692 1.50 50 .00 .00 0 .0 -1- -I- -1- -I- -I- -1- -1- -1- -1- -1- -1- -1- -I- I- WALL ENTRANCE 0 W , P G N - CIVILDESIGN Vel'S 7.1 PAC' For: """PAC Inc. T8I1IfIcula, california - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 2:46: LINE nL_4" ................................................................................................................................................................................... 1 Invert 1 Depth I Water 1 Q I Vel Vel 1 Enerqy 1 Super ICriticallFlow TopIH8ight/l~se Wtl INo Wth Station 1 Elev 1 IFTl t Elev 1 (eFS) 1 IFPS) Head 1 Grd.El.1 Elev 1 Depth 1 Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I 1 1 I SF Ave I HF ISE DpthlFroude NINorm Dp 1 "N" I 1 ZR!Type Ch ............1.........1............1.........1.........1........,........1.........1.......,........,........1........1........1.....'....... 1 I 1 1 J 1 I 1 1 1046.76 1298.25 .077 1299327 3.3 .44 .003 1299.330 .00 .190 7.00 700 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- o ?,;'I/e I I I I I I, I I I i I I I I I I I I I w S P G N - EDIT LISTING - Verllion 7.0 Data: 5-19-2000 Time: 3:16 52 WATER SURi'ACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 """" SECT CRN NO OF AVE PIER HEIGHT 1 .....E ZL ZR INV "ill} '1(2) Y(3) Y(4) Y(S) Y(6) Y171 "fIS) Y(9) "ifIO) COOE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 D 1.50 CD 2 1 3.00 0 W S P G N PAGE NO WATER SURFACE PROFILE TITLE CARD LISTING HEAPING LINE NO IS LINE "L-S" HEAOING LINE NO 2 IS tJ.$.E- FRoM HEADING LINE NO 3 IS 0 MSPGN Uf,JE "(.: 1-' PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET U/s DATA STATION INVERT SECT 1000.00 1289,50 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANa PT MAN N 1036.00 1291.09 1 .013 .000 .000 .000 0 ELEMENT NO 3IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1036.00 1291.09 Z .500 ELEMENT NO , IS A SYSTEM HEADWORKS 0/5 DATA STATION INVERT SECT W 5 ELEV 1036.00 1291.09 2 1291.09 '2,? 1. I I I I I ,I I I I I I I I I I I I I I WARNING NO.2'" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - INV DC o W S P G N - CIVlLOESIGN Vers 7.1 PAGE For: RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 3:16:56 LINE "L-S" ......****.....**.****....******.......**..***********..*********************************************..******...***.***********.*. I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICritieallFlow ToplHeight/lBase Wtl IHo Wth Station I Uev 11FT) I nev I (CFS) I (FPS) Head I Grd.EI.1 tlev I Depth I Width IOh..-FTlor 1.0.1 ZL lPn/Pip _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- 1- L/Uem ICh Slopel I I I SF Avel KF ISE OpthlFroude NINorm Dp I "N" I I ZR I~ Ch *********1.*******1***+++++1+++++++++1+++++++++1+++++++1++++++++1+++++++++1+++++++1++++++++1++++++++1*******!*******I*****!******* lit 1 I I t 1 1 1000 00 1289.50 3 720 1293.220 6.5 3.68 .210 1293.430 .00 .986 .00 1.50 .00 .00 0 .0 -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- 1- 3600 .04417 .003829 .14 3.72 .000 .558 .013 .00 PIPE 1 I 1 1 1036 00 1291.09 2.268 1293.358 6.5 3.68 .210 1293.568 .00 .986 .00 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -!- -1- -1- -1- -1- 1- WALL ENTRANCE I I I 1036.00 1291 09 2 563 1293 653 65 1.01 .016 1293 669 .00 .801 2.12 3.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- o 7,~ .' I I I I I I I I I I I I I I r I I I WSPGN - EDIT LISTING - Version 7.0 Date: 5-19-2000 Time: 10:37 27 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE EL ZR INV Y(l) Y{2) 'i(3} '((4) Y(51 Y(6) YPI Y(B) y(g) "({lO) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 4 0 2.00 D W S P G N PAGE NO WATER SURFACE PROFILE TITLE CARD LISTING HEADING LINE NOI IS LINE "S" HEADING LINE N02 IS HEADING LINE NO 3 IS W.S".C- Fr('o('1 D w S P G N l..-Il\l'6 tiLt! PAGE: NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1003.50 1283.73 I ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1025.45 1285.13 I .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH fJ/5 DATA STATION INVERT SECT H RADIUS ANGLE ANG PT MAN H 1100.00 1289.92 I .013 ge.803 -48.100 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1234.17 1298.53 1 .013 85.009 90.430 ,000 0 ELEMENT NO , IS A REACH ujs DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1269.63 1300.81 I .013 .000 .000 .000 0 ELEMENT NO , IS A REACH ujs DATA STATION INVERT SECT N RADIUS ANGLE ANG "., MAN H 1294.36 1302.39 I .013 26.938 52.600 .000 0 ELEMENT NO IS A SYSTEM HEADWORKS UjS DATA STATION INVERT SECT W S ELEV 1294.36 1302.39 I 1302.39 7,. ,?o... I I I, I I ,I I I I I I I I I I I I I I U WARNING NO.2'" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDNKDS, W S.ELEV .. INV + DC o W S 51 G N - CIVIlDESIGN Vel''' 7.1 PAGE For: RANPAC Inc., T_cula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:lO:37:31 LINE "B" "'...."''''**...............................................'''..,,*................****.....***........**.............*...."'.*******..............** I Invert I Depth I Water 1 Q I Vel Vel I Enerqy I Super ICritieallFlow ToplHeight/IBaae Wtl INo Wth Station I Uev I (FT) I Elev I (CFS) I (FPS) Head I Grd..El.l Uev I Oepth I Width JOia.-FTJor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -J- -1- -1- -1- -1- -1- -1- -(- -1- j- L/E-1em I Ch Slope I I I I SF Ave J HF I BE Dpth I Froude N I Norm Dp I "N" I I ZR I Type Ch ........*1........1........1.........1.........,.......1........I.........I.......I........I........r.......r.......I.....I....... 1 I I 1 1 r I 1003.50 1283.73 3.820 1287.550 14.5 .62 .331 1287.881 .00 372 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 20.36 .06378 .004108 .08 3.82 .000 .687 .013 .00 PIPE 1 1 I I 1023.86 1285.03 2.605 1287.633 14.5 4.62 .331 1287 964 .00 .372 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- HYORAIJLIC JUMP I I I 1023.86 1285 03 .686 1285 715 14.5 15 21 3.593 1269.307 .00 1.372 90 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.59 .06378 .064134 .10 .69 3.783 .667 .013 .00 PIPE t 1 I 1 1025 45 1285.13 .686 1285 816 14.5 15 21 3.593 1289 409 .15 1.372 1.90 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 74.55 .06425 .064134 4.78 .84 3.783 .686 .013 .00 PIPE I 1 1 1 1100.00 1289.92 .686 1290.606 14.5 15.21 3.593 1294.199 .16 1.372 1.90 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 29.16 .06417 .064134 1.87 .85 3.783 .686 .013 .00 PIPE I I I I 1129.16 1291.79 .686 1292.477 14.5 15.21 3.593 1296.070 .16 .372 1.90 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 74.99 .06417 .061286 4.60 .85 3 783 .686 .013 .00 PIPE 1 I 1 I 1204.15 1296.60 .703 1297.307 14.5 14 71 3.359 1300.666 .15 1.372 1.91 2.00 .00 .00 0 .0 -1- -1- -1- -1- -!- -1- -!- -1- -1- -1- -1- -1- -1- 1- 30.02 .06417 .054835 1.155 .85 3 608 .686 .013 .00 PIPE I I I I 1234.17 1298.53 .728 1299.258 14.5 14.02 3.054 1302.312 .00 .372 1.92 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 00 .06430 .049962 .35 .73 3 372 .15815 .013 .00 PIPE 1 I I I 1241 17 1298.98 .738 1299 718 14.5 13 77 2.943 1302.661 .00 .372 1.93 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 12.98 .06430 .045689 .59 .74 3285 .686 .013 .00 PIPE [J W S P G N - CIVILDESIGN Verll 7.1 PAGE 2 For: RANPAC Inc., Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:l0:3731 LINE "B" .................................................................................................................................. 1 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht/IBase Wtl IHo Wth Station! Elev I (FT) I Elev I ICFSI I (FPSI Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrll/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem I Ch Slope I 1 I I SF Ave I HF ISE Dpth I Froud. HI Horm Dp I "N" I I ZR I Type Ch .........1........1........1.........1.........1.......1........1.........1.......1........1........1.......!.......I.....I....... I I I I 1 1254.15 1299.81 .764 1300.579 14.5 13.13 2.676 1303.254 -1- -1- -1- -1- -1- -1- -r- -1- 8 89 .06430 .040075 .36 I 1263 03 1300.39 -1- -t- 6.60 .06430 I 1269.63 1300.81 -1- -1- 1.91 .06389 1271 I .54 1300.93 -1- -!- .76 .06389 I 291301.24 -1- -1- 3 84 .06389 1276 I 1280.14 1301.48 -1- -1- 3.08 .06389 I 22 1301.68 -1- -1- 2 S3 .06389 1283 I 751301.84 -1- -1- 2 09 .06389 1285 1287 I 85 1301. -1- I .792 1301.178 -1- -1- I 2.433 1303 -1- -1- .035179 14.5 12.52 -I- I .821 1301.631 -1- -I- I .831 1301 -I- I 2.211 1303.843 -1- -1- -1- .032157 .06 14.5 11.93 -I- 14.5 11 74 -I- I 2.139 1303 -l- -1- .029515 763 -I- I .862 1302.098 -1- -1- I 1.9451304 -1- -1- .025925 14.5 11 19 -I- .043 -1- ,10 I .893 1302 -1- I 1.7681304.142 -1- -1- -1- .022784 .07 374 -I- 14.5 1067 -1- I .927 1302 -I- I .962 1302 -1- I 1.607 1304 -1- -1- .020045 605 -I- 14.5 10.17 -I- .213 -I- ." I 1.4611304.263 -1- -1- -1- .017638 .04 '" -1- H , -I- 9.70 97 -1- I .998 1302 -I- .300 -I- I 1.328 1304 -1- 972 -1- 14.5 -1- 9.25 -1- m -I- ,23 902 -I- ,H ," -I- 1.14 ,31 -I- 1.14 ," -I- LlS ,24 -I- 1.17 ,00 -I- ," 1.372 -I- 3.0159 ,00 -1- ," 1.372 -I- 2.866 1.372 -I- 2.676 1.372 -1- 2.1513 .372 -I- 2 438 ,26 -1- 15 372 -I- 2.275 1.372 -I- 2.121 .22 -I- 15 1.372 -I- '" .20 -I- 1.372 -I- 1.94 -I- .686 1.96 -1- .686 1.97 -I- .687 1.97 -I- .687 1.98 -I- .687 1.99 -1- .687 1.99 -I- .687 2.00 -1- .687 2.00 -I- 2.00 -1- .013 2.00 -I- .013 2.00 -I- .013 2.00 -1- .013 2.00 -1- .013 2.00 -1- .013 2.00 -I- .013 2.00 -I- .013 2 00 -1- .00 -1- ,00 .00 .00 -I- ,00 -I- ,00 ,00 -I- ,00 -1- ,00 -1- ,00 -1- ,00 -I- .00 -1- ,00 o 1- pm I ,0 ,00 o 1- PIPE I .0 ,00 o 1- pm I ,0 ,00 ,00 o 1- PIPE I .0 ,00 ,00 o 1- PIPE I .0 ,00 .00 o 1- PIPE I .0 ,00 .00 o 1- PIPE I ,0 ,00 .00 o 1- PIPE I ,0 .00 o 1- .0 7,.AP I I I I I I I I I I I 1 I I I I I I I U WARNING NO.2'" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWI<DS, W. S. ELEV .. UN + DC o W S P G N - CIVILDESIGN Veu 7.1 PAGE For: RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:lO:48 30 LINE "8-1" ........***...........**********************.**********......******.*..************.........***........*****...**.************....****"'**. I Invert I Depth I water I Q I Vel Vel I Energy I Super ICritieallFlow ToplHeioht/lBase Wtl INo Wth Station I E1ev 11FT) I tlev I (CFS) I IFPS) Head I Grd.El.1 tlev I Depth I Width IDia.-Frlor 1.0.1 ZL IFrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I I SF Aver HF 1st OpthlFroude NINonn Op I "N" t I ZR IType Ch ...........1...******1********'*********1*********1*******1********1*********1*******1********1********1*******1*******1*****1******* I I I I I I I 1002.92 1302.74 .504 1303244 B.l 1553 3.745 1306.989 .00 1.102 1.42 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -)- -1- 1- 6.75 .12437 .096570 .65 .50 .511 .476 .013 .00 PIPE I I 1 I 1009 67 1303.58 .514 1304.093 B.l 15.11 3.547 1307.640 .00 102 1.42 1.50 .00 .00 0 .0 -1- -1- -1- -j- -1- -1- -1- -1- -j- -1- -1- -1- -1- 1- 818 .12437 .087156 .71 .51 4.341 .476 .013 .00 PIPE 1 I I 1 101785 1304.60 .532 1305.129 8.1 14.41 3.224 1308.353 .00 1.102 1.44 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- I- S 71 .12437 .076383 .44 .53 .058 .476 .013 .00 PIPE I I I I 1023 56 1305.31 .551 1305 858 8.1 13 74 2.931 1308 789 .00 1.102 1.45 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- 1- .29 .12437 .066986 .29 .55 3.792 .476 .013 .00 PIPE I I I I 102786 1305.84 .571 1306412 8.1 1310 2.665 1309077 .00 102 1.46 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 3 37 .12437 .058781 .20 .57 3 543 .476 .013 .00 PIPE I 1 I 1 1031.23 1306.26 .592 1306 853 8.1 12 49 2.422 1309275 .00 102 1.47 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .74 .12437 .051579 .14 .59 3.310 .476 .013 .00 PIPE I I I I 1033 97 1306.60 .613 1307 214 1 11.91 2.202 1309.416 .00 1.102 1.47 1.50 .00 .00 0 .0 -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- 1- 224 .12437 .045279 .10 .61 3.090 .476 .013 .00 PIPE I I 1 I 103621 1306.88 .636 1307.516 1 11.35 2.002 1309.518 .00 1.102 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 88 .12437 .039774 .07 .64 2.885 .476 .013 .00 PIPE I I 1 I 1038 08 1307.11 .659 1307 773 8.1 10 83 1.820 1309593 .00 1.102 1.49 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 57 .12437 .034951 .05 .66 2.691 .476 .013 .00 PIPE o w 5 P G N - CIVIlDESIGN V..r. 7.1 PAGE For: RANPAC Inc., Temecu1a, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:10:48:30 LINE "8-1" ****************..........****..........*..****.*******...................**..****..****......*........................*....*..........***........................................................ 1 Invert I Depth I Wiater I Q I Vel Vel I Enerqy I Super ICriticdlFlow ToplHeiqht/IBalle Wtl IHo Wth Station I Elev I (FT) 1 Elev I (CFS) I (ns) Head I Grd.EI.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrlll/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Op' "N" I I ZR IType Ch .............1......*...1....*......,................1............1.......1.............1......",,,,,,,,,,1,,,..,,,,,,,,,,,,,,,1,,,,,,,,,,,,,,,,,,..,,,1,,,.,,,,,,,,,,,,,,,,,,,..............1....",..*'..........1............. I I 1 I I I I I , 1039 66 1307.31 .684 1307.993 8.1 10.32 1.654 1309.647 .00 1.102 1.49 1.50 .00 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- .34 .12437 .030729 .04 .68 2 510 .476 .013 I 1040.991307.48 -1- -1- 1.13 .12437 I 1042.12 1307.62 -1- -1- .96 .12437 I 08 1307.73 -1- -1- .81 .12437 1043 1043 I 891307.84 -1- -1- .68 .12437 1044 , 57 1307.92 -1- -1- .56 .12437 1045 I 13 1307.99 -1- -1- .45 .12437 1045 I 58 1308.05 -j- -1- .37 .12437 1045 I 95 1308 -I- I .709 1308 -I- I 1.504 1309 -1- -1- .027027 .102 -1- 2 340 1.50 -I- .476 1.50 -I- .013 .00 -I- , 84 '" -I- .OJ .00 -1- .71 184 -1- '.1 -I- I .736 1308 -I- I .764 1308 -I- I 1.367 1309 -1- -1- .023795 .00 -I- ... 719 -I- ..2 ... -I- . " .102 -I- 2.180 1.50 -I- .476 1.50 -1- .013 ,so -I- '.1 -I- 9.38 I 1.2431309 -1- -1- .020957 1.50 -I- .013 .00 .00 -I- 742 -I- .'2 ... -I- .76 .102 -1- 2029 1.50 -1- .476 '.1 -I- ." '" -I- I .793 1308 -I- I 1.1301309.759 -1- -1- -1- .018474 .01 .102 -I- ." 1.50 -I- .476 1.50 -1- .013 .00 -I- .00 .00 -,- .79 '.1 -I- .53 '" -I- I .824 1308.744 -1- -1- I 1.0271309 -1- -1- .016309 102 -I- 7S5 1.49 -1- .476 1.50 -I- .013 .00 -1- .00 771 -1- .01 .00 -I- .., '.1 -I- 8.13 I .857 1308.847 -1- -1- I .934 1309 -1- -1- .014418 .00 -I- ... 1.102 -I- 1.629 1.50 -,- .013 .00 .00 -I- .00 1.48 -1- .476 781 -1- .01 ., -1- 7.76 I .892 1308 -I- I .849 1309.787 -1- -1- -1- .012757 .00 1.50 -1- .013 .00 -I- .00 .00 -I- ... 1.102 -I- 511 1.47 -I- .476 ". -I- '.1 -I- 7.39 09 -I- I .928 1309.020 -1- -1- I .772 1309.792 -1- -1- 1.46 -1- .50 -1- .00 -1- .00 -1- 102 -I- 1 -I- 7.05 -I- .00 o 1- PIPE I .0 .00 .00 . 1- PIPE I .0 .00 o 1- PIPE I .. .00 . 1- PIPE I .0 .00 .0 o 1- PIPE I .00 o 1- PIPE I .. o 1- PIPE I .0 .00 .0 o 1- PIPE , .00 .0 . 1- 7,6...\ I I I j I I I I I I I 1 t I' I I I I I CARD CODE w S P G N WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH Y(S) Y(61 'tPI - EDIT LISTING - Version 7.0 PROFILE - CIfANNEL DEFINITION LISTING ZL ZR INV 'tll) Y(2) Y(3) Y(4) DROP Date: 5-19-2000 SECT CHN NO OF AVE PIER NO TYPE PIER/PIP WIDTH CD 1 4 0 1 50 CD 2 , 0 .00 11 00 14.00 .00 .00 .00 0 HSPGN WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS LINE "B-1" HEADING LINE NDE IS HEAD rNG LINE NO' IS 0 W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UjS DATA STATION INVERT SECT 1002,92 1302.74 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1046.58 1308.17 1 .013 ELEMENT NO , IS A WALL ENTRANCE u/s DATA STATION INVERT SECT FP 1046.58 1308.17 2 .500 ELEMENT NO IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1046.59 130B.17 2 W.5.c H2.'01-'l (....INt:- "(3" RADIUS ANGLE .000 .000 W S ELEV 1308.11 Timoa:lO:48 25 PAGE 1 yeS) y(g) 'tIlDI PAGE NO PAGE NO 2 ANG PT .000 MAN N o 'lAy I I I I I I I I I I I I I I I I I I I 1.71 .06389 .015527 .OJ 1.20 1.841 .687 .013 .00 PIPE 0 W , P G N - CIVILDESIGN Vers 7.1 PAG' 3 For: RANPAC Inc. , Temecul a , California - "N 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:l0:37 31 WOE "B" **********...****.***..***.**************.........................................****..*****..*********...............****....**....... I Invert I Depth I Water I 0 I V.1 V.l I Enerqy I Super lCritieallFlow ToplHeight/lBall& Wtj tNo Wth Station I Elev I 1FT) I Elev I (CFS) I {FPSl Head I lOrd.El.t Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -I- -1- -I- -1- -1- -1- -1- -I- -1- -1- -1- -1- -I- 1- L/Elern IeI'! Slope I I I I SF Avel HF 1st DpthlFroude HIHorm Dp I "N" I I ZR I Type eh .**......1..****.*1******...1***......1***....**1.**...*1...."...I....****.*I.....'''''I.......*I****....j......*1.......1.....1....... I I I I I 1289 " 1302.08 1.036 1303.119 14 5 B "' 1.207 1304.327 .1H 372 2.00 2.00 .00 .00 0 .0 -1- -1- -1- -I- -I- -I- -1- -I- -I- -1- -I- -I- -I- I- .39 .06389 .013682 .02 1.22 713 .687 .013 .00 PIPE I I I I 1290.95 1302.17 1.076 1303 24B 14 .5 8.41 1.098 1304.346 .16 372 1.99 2.00 .00 .00 0 .0 -I- -I- -I- -I- -1- -1- -I- -1- -1- -I- -1- -I- -I- 1- 1.10 .06389 .012072 .01 1.24 .593 .687 .013 .00 PIPE I I I I 1292 O. 1302.24 1.119 1303 361 14 5 8.02 .998 1304.359 .15 .372 1.99 2.00 .00 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -1- -I- -I- -I- -I- -I- I- .HH .06389 .010661 .01 1.27 480 .687 .013 .00 PIPE I I I I 1292.92 1302.30 163 1303 '61 14.5 7.64 .907 1304.368 .13 372 1.97 2.00 .00 .00 0 .0 -I- -I- -1- -1- -I- -1- -1- -I- -I- -1- -I- -I- -I- I- .65 .06389 .009423 .01 .30 314 .687 .013 .00 PIPE I I I I 1293.57 1302.34 1.210 1303 SSO 14 5 7.29 .825 1304.375 .12 372 1.96 2.00 .00 .00 0 .0 -I- -1- -1- -I- -1- -I- -1- -I- -1- -1- -I- -1- -I- I- .45 .06389 .008342 .00 1.33 1.273 .687 .013 .00 PIPE I I I I 1294.02 1302.37 1.260 1303. '" 14 .5 , " .750 1304.378 .11 1.372 1.93 2.00 .00 .00 0 .0 -I- -I- -I- -I- -1- -I- -I- -I- -1- -I- -I- -1- -I- 1- .25 .06389 .007401 .00 .37 .178 .687 .013 .00 PIPE I I I I 1294 .27 1302.38 .314 1303.698 14 5 6.63 .682 1304 360 .10 372 1.90 2.00 .00 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -1- -I- -1- -1- -I- -I- 1- .09 .06389 .006573 .00 1.41 1.088 .687 .013 .00 PIPE I I I I 1294 36 1302 .39 1.372 1303 762 14.5 6.31 .619 1304 .381 .09 1.372 "' 2 .00 .00 .00 0 .0 -I- -I- -1- -1- -I- -I- -I- -1- -I- -I- -I- -I- -I- 1- D 1,A~ I I I I I J I I I I I 1 I I I I I I I .20 .12437 .011303 .00 .93 1.399 .476 .013 .00 PIPE Q W S P G W - CIVILDESIGN Ven 7.1 PAG' 3 For: RANPAC Inc. , Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:l0:48 30 LINE "B-1" ******..."'******..................................************...**.........**........**********.**********.........*"'............. 1 InveJ;'t I Depth I Water I 0 I V.l V., I Enerqy I Super ICriticall Flo.... Top I Heiqht/ IBase Wt I tNo Wth Station I Elev I 1FT) I tlev I ICFSI I IFPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 'L I Prs/Pip -I- -I- -I- -I- -1- -I- -1- -1- -I- -I- -1- -I- -I- I- L/El8111 leh Slope I I I I SF Ave I NF ISE OpthlFroude NINorm Dp I "N" I I Z. l'ryptl Ch .........)**....."'1.******.1***....."'1*.........1"'.........1****....1.........1*....**...1*......"1......**1.....**1***....1"'''''''''''''1''''''''''''''''''''' I I I 1046 23 1308.13 .967 1309 ", . 1 6 72 .702 1309 795 .00 .102 1.44 1.50 .00 .00 0 .0 -I- -1- -1- -1- -I- -1- -I- -1- -I- -I- -1- -1- -I- I- .20 .12437 .010035 .00 .97 2" .476 .013 .00 PIPE I I I I 1046 43 1308.15 008 1309 159 1 6 " .638 1309.797 .00 1.102 1.41 1.50 .00 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -I- -1- -1- -I- -I- -I- I- .11 .12437 .008930 .00 1.01 .192 .476 .013 .00 PIPE I I I I 1046.54 1308.16 .053 1309 218 '.1 6.11 .580 1309.798 .00 102 1.37 1.50 .00 .00 0 .0 -1- -1- -1- -1- -I- -I- -I- -I- -I- -I- -1- -I- -I- 1- .04 .12437 .007964 .00 1.05 096 .476 .013 .00 PIPE I I I I 1046 .. 1308.17 102 1309 272 '.1 5.82 .526 1309.7518 .00 1.102 32 1.50 .00 .00 0 .0 -1- -1- -1- -1- -I- -I- -I- -1- -I- -I- -I- -1- -I- 1- WALL ENTRANCE I I I 1046 .. 1308 .17 1.5163 1310 '" '.1 .29 .001 1310. 134 .00 .218 14 .00 11 00 14 .00 .00 0 .0 -I- -1- -I- -1- -1- -I- -I- -1- -I- -1- -I- -I- -I- I- 0 '],}A I I I I I I I I I I I I I I I I I I I CARD CODE w S P G N WATER SURFACE HEIGHT 1 BASE OIAMETER WIDTH - EorT LISTING - Version 7.0 PROFILE - CKANNEL DEFINITION LISTING ZL ZR IN\' 'tll) '((2) Y(3) Y{4) DROP D~te' 5-19-2000 Time'lO:52 41 PAGE 1 't(s) '((6) '((7) Hel Y(5I) YUOl SECT NO eRN NO OF AVE PIER TYPE PIER/PIP WIOTH CD 1 4 D 1.50 CD , 3 0 .00 10.80 14.00 .00 .00 .00 0 w S P G N WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO " LINE "B-2" HEADING LINE NO 2 IS HEAD IHG LINE NO 3 IS W5.E l. IfJ E- FI'?o!-'1 /'f f3> t/ o WSPGN PROFILE - ELEMENT CARD LISTING . ELEMENT NO WATER SURFACE IS A SYSTEM OUTLET U/S DATA STATION 1003.67 INVERT SECT 1302.85 1 PAGE NO PAGE NO , ELEMENT NO 2 15 A REACH U/s DATA STATION INVERT SECT N ANGLE ANG PT MAN " 1033.98 1306.61 1 .013 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE u/a DATA STATION INVERT SECT FP 1033.98 1306.61 , .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/5 DATA STATION INVERT SECT W S EUV 1033.98 1306.61 2 1306.21 ?,.Ar~ I I I I I I I I I I I I I I I I I I I WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWl<DS, W S.ELEV _ tHY + DC o W 5 P G N - CIVILDESIGN Ven 7.1 PAGE For: RANPAe rnc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 10: 52: 45 ....****............****.........******.....****.................................**.........**.**..****.......**-..................... LINE "B-2" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeiqht/IBase Wtl INo Wth Station I Elev I (FT) I Elev t (CFS) I (FPSI a.ad I Grd.El.l nav I Depth I Width IDia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1_ -1- 1_ L/Elem ICh SlOPf'I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR 1'rypB Ch *********1********1********1*********1*********1*******1********1*********1*******1********1********1*******1*******1*****1....... I I I J J I 1003 67 1302.85 .463 1303 313 5 13 99 3.041 1306.354 .00 .986 1.39 1.50 .00 .00 0 .0 -1- -1- -J- -1- -1- -1- -1- -1- -1- _1_ _1_ _1_ _1_ 1_ 3 14 .12405 .086533 .27 .46 .260 .426 .013 .00 PIPE I I I I 1006.81 1303.24 .470 1303.709 65 13 70 2.916 1306.625 .00 .986 1.39 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- I- S 48 .12405 .078798 .43 .47 .137 .426 .013 .00 PIPE I I I I 1012.29 1303.92 .487 1304406 6.5 13.07 2.651 1307.057 .00 .986 1.40 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- -1- -1- _1_ !_ 4 07 .12405 .069040 .28 .49 3.870 .426 .013 .00 PIPE I 1 I I 1016 36 1304.42 .504 1304.928 6 5 12.46 2.410 1307 339 .00 .986 1.42 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- _1_ _1_ _1_ 1_ 3.16 .12405 .060487 .19 .50 3.618 .426 .013 .00 PIPE 1 I I I 1019.53 1304.82 .522 1305.339 6.5 11 88 2.191 1307.530 .00 .986 1.43 1.50 .00 .00 0 .0 -1- -1- -1- -J- -)- -1- -j- -1- -1- -1- _1_ _1_ _1_ 1_ 2.55 .12405 .052996 .14 .52 3.383 .426 .013 .00 PIPE I I I 1 1022.08 1305.13 .540 1305.673 6.5 11.33 1.992 1307.665 .00 .986 1.44 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- _1_ _1_ 1_ 2.08 .12405 .046461 .10 .54 3.162 .426 .013 .00 PIPE I I I I 102415 1305.39 .560 1305951 6.5 1080 1.811 1307.761 .00 .986 1.45 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- _1_ _1_ _1_ _1_ _1_ 1_ 1.74 .12405 .040762 .07 .56 2955 .426 .013 .00 PIPE I I 1 1 1025.89 1305.61 .580 1306.186 6.5 10.30 1.646 1307.832 .00 .986 1.46 1.50 .00 .00 0 .0 -1- -1- -]- -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- 1_ 1.46 .12405 .035757 .05 .58 2.760 .426 .013 .00 PIPE 1 1 I I 1027.35 1305.79 .601 1306388 6.5 982 1.497 1307.884 .00 .986 1.47 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.23 .12405 .031385 .04 .60 2.578 .426 .013 .00 PIPE o W S P G N - CIVILDESIGN Vera 7.1 PAGE For: RANPAC Inc. Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:10:5245 ..**.............*.*.............****.........*****.........****......*****.......****.......***.......***.*......******.......... LINE "B-2" I Invert 1 Depth I Water I 0 1 Vel Vel I Enerqy 1 Super ICritieallFlow ToplHeight/IBaae Wtl INo Wth Station J Elev 1 eFT) I Elev 1 (CFS) 1 (FPS) Head I Grd.El.1 E1ev I Depth 1 Width 10ia.-FTlor I.O.J ZL IPrs/Pip -!- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- J- L/Elern ICh Slope I I I I SF Ave I HF ISE OpthlFroude NINorm Dp I "N" I I ZR IType Ch .........1........1........1*.*......1...*****.1.......I*****...J...******I...****I........,........I.......,.......1.....1....... I I I I I 1028 58 1305.94 .623 1306 563 5 9 36 1.360 1307.923 .00 .986 1.48 1.50 .00 .00 -1- -1- -J- -1- -1- -1- -1- _1_ -1_ _1_ _1_ _1_ _1_ .04 .12405 .027561 .03 .62 2.407 .426 .013 I 62 1306.07 -1- -1- .89 .12405 I 1030.51 1306.18 -1- -1- .75 .12405 1029 1031 I 261306.27 -1- -1- .64 .12405 I 89 1306.35 -1- -1- .53 .12405 I 1032.43 1306.42 -1- -1- .44 .12405 1031 1032 I 86 1306.47 -1- -1- .36 .12405 1033 I 22 1306.52 -1- -J- .29 .12405 1033 I 51 1306 -I- 55 -1- I .646 1306. -1- .00 o 1- PIPE I .0 I 1.237 1307. -1- -1- .024216 715 -I- 5 -I- 8.92 '" -I- .02 .00 -I- .65 .986 -I- 2.246 1.49 -I- .426 1.50 -I- .013 .00 -I- .00 .00 o 1- PIPE I .0 I .670 1306 -1- I 1.124 1307.973 -1- -1- -1- .021286 .02 '" -I- , 5 -I- 8.51 .00 -I- .67 .986 -1- 2.095 1.49 -I- .426 1.50 -I- .013 .00 -1- .00 .00 o 1- PIPE I .0 I .695 1306.967 -1- -I- I .721 1307 -1- I 1.022 1307 -1- -1- .018719 '.5 -I- , 11 '" -1- .01 .00 -I- . 70 .986 -1- '" 1.50 -I- .426 1.50 -1- .013 .00 -I- .00 .00 o 1- plpE I .0 I .929 1308 -1- -1- .016468 072 -1- '.5 -1- , 74 001 -1- .01 .00 -I- .72 .986 -I- 821 1.50 -1- .426 1.50 -I- .013 .00 .00 -1- .00 o 1- PIPE I .0 I .7481307 -1- I .8451308.010 -1- -1- -1- .014502 .01 165 -1- '.5 -1- '" .00 -1- .75 .986 -I- 1.696 1.50 -1- .426 1.50 -I- .013 .00 -1- .00 .00 o 1- PIPE 1 .0 1 .777 1307 -1- I .7681308.016 -1- -1- -1- .012782 .00 '" -I- , 5 -I- 03 .00 -I- .7B .986 -I- .578 1.50 -1- .426 1.50 -1- .013 .00 -1- .00 .00 o 1- PIPE I .0 I .807 1307 -I- I .698 1308 -1- -1- .011271 .323 -I- '.5 -I- 6.71 '" -1- .00 .00 -I- ." .986 -I- '" 1.50 -1- .426 1.50 -I- .013 .00 -1- .00 .00 o 1- PlpE I .0 1 .838 1307.390 -1- -1- 1 .635 1308 -1- , 5 -I- 6.39 -I- 024 -1- .00 -I- .986 -1- ." -I- 1.50 -1- .00 -1- .00 o 1- .0 ?-~ I I I I I I I I I I I I I I I I I I I .21 .12405 .009952 ,00 .84 W 5 P G N - CIVILOESIGN Vera 7.1 For: RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-151-2000 Time:l0:S24S LINE "8-2" 1.364 .426 .013 .00 PIPE PAGE 3 .******.*******...********.*****************.********..**....*****...***....**...**.***.......**...***....**................*..._-- I Invert I Depth I Water I Q I V.1 V.1 Energy I Super ICriticallF!ow ToplReight/lBase Wtl INo Wth Station I Elev I IFTI I E!ev I (CFS) I IFPS) Head I GrcS.il.1 Elev I Depth I Width IOia.-FTlor 1.0.1 ZL lPn/Pip -I- -1- -1- -1- -I- -1- -I- -I- -I- -I- -I- -1- -I- 1- L/Eltllll leh Slopel I I I SF Ave I HF IS' Dpth I Froude N I Norm Dp I "N" I I ZR I Type Ch *....****1**..."."1******.*1..*******1..*******1***...*1.**.***.1.****....1*******1..**..**1.....***1"......J.......I.....J....... I I I 1033 72 1306.58 .872 1307.449 '.5 . 10 .577 1308 ". .00 .986 1.48 1.50 .00 .00 0 .0 -I- -I- -1- -I- -I- -1- -1- -1- -I- -I- -I- -I- -I- I- .15 .12405 .008800 .00 .87 1.266 .426 .013 .00 PIPE I I I I 1033 87 1306.60 .~07 1307 .503 . 5 5 81 .525 1308 028 .00 .~86 1.47 1. SO .00 .00 0 .0 -I- -I- -1- -I- -I- -I- -I- -I- -1- -1- -I- -1- -I- I- .0' .12405 .0077~2 .00 .91 1.173 .426 .013 .00 PIPE I I I I 1033.95 1306.61 .945 1307 551 . 5 5.54 .477 1308.028 .00 .986 1.45 1.50 .00 .00 0 .0 -1- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .03 .12405 .006903 .00 .os 1.085 .426 .013 .00 PIPE I I I I 1033.98 1306.61 .986 1307.596 . 5 5.28 .432 1308.028 .00 .986 .42 1.50 .00 .00 0 .0 -1- -I- -I- -1- -1- -I- -1- -I- -I- -1- -1- -1- -I- 1- WALL ENTRANCE I I I 1033.98 1306 61 m 1308 '61 . 5 .20 .001 1308 '62 .00 .18~ 14 .00 10 .0 14 .00 .00 0 .0 -I- -I- -I- -1- -1- -I- -1- -1- -I- -1- -1- -1- -I- 1- D 1,.DJ\ I I I I I I I I I I I I I I I I I I I CARD CODE W 5 P G N WATER SURFACE HEIGHT 1 BASE OIAMETER WIDTH - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR IN\' YO) 't{21 Y(3) Y(4) OROP Date: 5-19-2000 Time:l1:11: 8 PAGE 1 't(S) YlEi) Y(71 YfS) Y(51) Y{IOI SECT NO eRN NO OF AVE PIER TYPE PIER/PIP WIDTH CD , 4 D 2 DD CD 2 . D , .50 CD J J D .00 S 00 21.00 .DD .00 .00 0 WSPGN WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO IS LINE tiC" HEADING LINE NO IS HEADING LINE NO J IS e w S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM otnLET . . U/S DATA STATION INVERT SECT 1003.50 1283.65 , ELEMENT NO 2 15 A REACH . u/a DATA STATION INVERT SECT N 1050.64 1295.64 1 .013 ELEMENT NO 3 IS A REACH Ujs DATA STATION INVERT SECT N 1070.39 1296.4B , .013 ELEMENT NO . IS A JUNCTION U/S DATA STATION INVERT SECT IAT-l IA'I'-2 N OJ 1072.79 1286.56 , 2 0 .013 " '0 ELEMENT NO 5 IS A REACN U/S DATA STATION INVERT SECT N 1092.70 1287.37 , .013 ELEMENT NO 6 IS A REACN U/S DATA STATION INVERT SECT N 1233.97 1292.93 , .013 ELEMENT NO 7 IS A REACH u/s DATA STATION INVERT SECT N 1254.71 1293.74 1 .013 ELEMENT NO IS A REACH . U/S DATA STATION INVERT SECT N 1321.72 1296.38 , .013 ELEMENT NO 9 IS A REACH U!S DATA STATION INVERT SECT N 1370.72 1298.31 , .013 ELEMENT NO 10 ISA NALL ENTRANCE U/S DATA STATION INVERT SECT FP 1370.72 1298.31 J .500 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1370.72 129S.31 J PAGE NO W,), E- FPoM [...(f\\E "t:' PAGE NO RADIUS ANGLE ANG PT MAN " .000 .000 .000 0 RADIUS ANGLE ANG PT MAN " 22.497 50.300 .000 0 O' INVERT-3 INVERT-4 PHI 3 .-I . .00 1287.05 .00 -45.00 .00 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN " .000 .000 .000 0 RADIUS ANCLE ANG PT MAN " 999.281 -8.100 .000 D RADIUS ANGLE ANG PT MAN N .000 .000 .000 0 RADIUS ANGLE ANG PT MAN N 391.775 9.800 .000 0 RADIUS ANGLE ANG PT MAN " 48.911 -57.400 .000 0 W S ELEV 1299.18 ~Afb I I I I I I I I I I I I I I I I I I I o For: RANPAC Inc., w S P G N - CIVILOESIGN Vera Teme=la, California - SIN WATER SURFACE PROFILE u '" LISTING Date: 5-19-2000 PAGE Tima:ll:1713 ..........................**.**............*".**..***............***....."'............................***..........**.......**......... LINE "C" I Invert I Depth I Water I Q I Vel Vel I Enerqy 1 Super lCriticallFlow ToplHeiqht/IBaae Wtl [No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev, Depth I Width [Dia.-FTlar 1.0.1 ZL IPr./Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- _1_ _1_ _1_ 1_ L/Ellllll leh SlopEd j I I SF Ave I HF ISE DpthlFroude NINo:rm Dp I "N"! I ZR [Type eh .........,........,.**.....1..**....*,.....****).****..,**.**...)****..***,....**.I........I........!........1.......1.....1............. I I I I I 1 1 1 I I I 1003.50 1283.65 3 900 1287.550 24.7 7 86 .960 1268 510 .00 .754 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1_ _1_ 1- 47.14 .04221 .011921 .56 3.90 .000 1.037 .013 .00 PIPE I I r I 1050.64 1285.64 2.472 1286.112 24.7 7 86 .960 1289072 .00 1.754 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1_ -1- 1_ 19.75 .04253 .011921 .24 .00 .000 035 .013 .00 PIPE I I I I 1070.39 1286.48 2.011 1288 491 24.7 7.86 .960 1289 451 .00 1.754 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- _1_ _1_ _1_ _1_ _1_ _1_ _1_ 1_ JUNCT STR .03337 .007059 .02 2.01 .000 .013 .00 PIPE 1 I I I 1072.79 1286.56 2.729 1289288 106 3.37 .177 1289464 .00 1.167 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- j_ 18.91 .04068 .002175 .04 2.73 .000 .656 .013 .00 PIPE I I I I 1091 70 1287.33 2 000 1269.329 10.6 3.37 .177 1289 506 .00 1.167 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .00 .04068 .002059 .00 2.00 .000 .656 .013 .00 PIPE I I I I 1092 70 1287.37 959 1289.329 10.6 3 39 .179 1289 506 .00 1.167 .57 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- _1_ -!- _1_ 1_ .26 .03936 .001964 .00 1.96 .254 .661 .013 .00 PIPE I I I I 1092.96 1287.39 1.959 1299.339 10.6 3.39 .179 1289.519 .00 1.167 .57 2.00 .00 .00 0 .0 -j- -1- -J- -1- -1- -1- -1- -1- -1- -j- -1- -1- _1_ 1_ HYDRAULIC JUMP I I I 1092 96 1297.38 .661 1268 041 10.6 11.70 2.125 1290 167 .01 .167 .88 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- _1_ _1_ _1_ _1_ _1_ _1_ 1_ 47 26 .03936 .039464 1.97 .67 2.971 .661 .013 .00 PIPE I! I I 114022 1289.24 .661 1269.901 10.6 11.70 2.125 1292.027 .01 1.167 1.88 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- _1_ _1_ _1_ _1_ _1_ _1_ 1_ 93.7S .03936 .039063 3.66 .67 2.971 .661 .013 .00 PIPE o w S P G N - CIVILDESIGN Vora 7.1 PAGE 2 For: AANPAC Inc., TCIIlIecula, California _ SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:11:17:13 LINE "C" ............................................................................................................................................................................... I Invert I Depth I water 1 Q I Vel Vel I Energy I Super ICriticallFlow ToplHoiqht/IBaso wtl INo Nth Station I Elev 11FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Dopth I Width IDb.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -l- -1- -1- -1- -1- -1- -1- -1- -1- -1- _1_ 1_ L/Elem ICh Slope I I I I SF AvO I HF lSE OpthlFroude NjNonn Op I "N" I I ZR IType Ch .............I..........J.........I.............I..............j........ !.......... 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I I I I I I I 1 I 1233 97 1292.93 .665 1293 595 10.6 11.61 2.094 1295 669 .00 1.167 1.88 2.00 .00 .00 -1- -1- -1- -1- -1- -1- -1- _1_ _1_ _1_ _1_ _1_ _1_ 20 74 .03905 .038547 .80 .66 2.940 .663 .013 .00 I 1254 71 1293.74 -1- -1- 40.53 .03940 I 1295.241295.34 -1- -1- 26.48 .03940 I .72 1296.38 -1- -)- 11 62 .03939 1321 I 34 1296.84 -1- -1- 96S .03939 1333 I 1343.02 1297.22 -1- -1- 6.S3 .03939 I 1349.851297.49 -1- -1- 5.10 .03939 I 1354 95 1297.69 -1- -1- 3.94 .03939 I S91297.84 -J- -)- 3 06 .03939 1358 I .6661294.406 -1- -1- I 2.085 1296 -1- -1- .0370S0 106 11.59 -I- 401 -I- 1.50 I .6781296.015 -1- -1- I 1.9791297.994 -1- -1- -1- .033526 .99 10 6 11.29 -1- I .7031297.082 -1- -)- I 1.7991298 -j- -j- .029742 10 6 10 76 -1- '" -I- .35 I .722 1297 -1- I 1.666 1299.226 -J- -1- -1- .026429 .26 560 -1- 10.6 10 36 -1- I .7481297 -1- I 1.5151299 -1- -1- .023180 .967 -I- 10.6 -I- 88 482 -I- .16 I .775 1298.263 -1- -1- I 1.377 1299 -1- -1- .020337 10.6 -I- 42 640 -1- .10 I .8031298.492 -1- -1- I 1.252 1299 -1- -1- .017846 10.6 -I- 8.98 744 -1- .87 I .832 1298 -I- I 1.138 1299 -J- -1- .015671 676 -I- 10' -1- '56 814 -1- .os .02 -I- ." 1.167 -1- 2.932 .02 -I- .70 1.167 -I- 825 .14 -I- .84 167 -1- 2.641 .13 -I- .85 167 -1- 2 501 .12 -I- .87 1.167 -I- 2.337 .11 -1- .88 1.167 -I- 2184 .10 -I- .80 167 -1- 2.039 ." -I- .92 1.167 -I- 1.904 1.88 -1- .661 1.S9 -1- .661 1.91 -1- .661 1.92 -1- .661 1.94 -1- .661 1.95 -1- .661 1.96 -I- .661 1.97 -1- .661 2.00 -I- .013 .00 -1- 2.00 -1- .013 .00 -I- 2.00 -1- .013 .00 .00 -1- 2.00 -1- .013 .00 -I- 2.00 -1- .013 .00 -I- 2.00 -I- .013 .00 -I- 2.00 -1- .013 .00 -1- 2.00 -I- .013 .00 -1- o 1- PIPE I .0 .00 .00 o 1- PIPE 1 .0 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE 1 .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE .0 ,.A1J.. I I . I .' I . I . . I r . I I I . . . . o w S P G N - CIVILDESIGN Vera Temecula, California - SIN WATER SURFACE PROFILE 7.1 560 LISTING PAGE 3 For: RANPAC Inc., Oat.: 5-19-2000 Time:ll:!7"l3 LINE "en ...............***...*..*****..............................**.......******.....******...............**.***.......**.........****...... I lnvert I Depth I Water I Q I V.l V.l I Energy I Super ICriticalj Flow Top I Height/ 18ase Wtl INo Wth Station I Elev I 1FT) I Elev I (eFS) I (FPS) a.ad I Gro.El.1 Elev I Depth I Width IDia.-FTlor 1.0. , ZL IPrs/Pip -I- -1- -1- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- 1- L/Elem ICh Slope I I I I SF Avel RF ISE Opth I Froude N I Norm Op I "N" I I ER I Type Ch .........,......**).........1....***..,.........,.......,..."....,...****..,.....**1....****1........,***....,..***..,.....1.....*_ I I I I I I 1361 .. 1297.96 .863 1298.827 10.6 16 1.035 1299.862 .08 ,. 167 1.98 2.00 .00 .00 0 .0 -1- -1- -1- -1- -I- -1- -1- -I- -I- -1- -1- -I- -I- 1- 2 42 .03939 .013771 .03 .OS 777 .661 .013 .00 PIPE I I I I 1364.37 1298.06 .895 1298.955 10.6 " .941 1299 'OS .08 1.167 1.99 2.00 .00 .00 0 .0 -I- -I- -I- -1- -1- -I- -1- -I- -I- -I- -1- -1- -I- I- 1.92 .03939 .012103 .02 .07 1.657 .661 .013 .00 PIPE I I I I 1366.29 1298.14 .928 1299.064 10 , 42 .855 1299.919 .07 1.167 1.99 2.00 .00 .00 0 .0 -I- -1- -I- -1- -1- -I- -I- -I- -1- -1- -1- -1- -I- I- 1.49 .03939 .010643 .02 1.00 1.545 .661 .013 .00 PIPE I I I I 1367 " 1298.19 .963 1299.157 10.6 08 .777 1299 '" .DO 1.167 2.00 2.00 .00 .00 0 .0 -I- -1- -I- -1- -1- -I- -I- -1- -1- -1- -1- -1- -I- 1- .12 .03939 .009368 .01 .03 440 .661 .013 .00 PIPE I I I I 1368.90 1298.24 1.000 1299 238 10 , , 75 .707 1299 945 .DO 1.167 2.00 2.00 .00 .00 0 .0 -1- -1- -I- -I- -1- -I- -1- -I- -1- -1- -1- -I- -I- I- ... .03939 .008250 .01 1.06 1.341 .661 .013 .00 PIPE I I I I 1369.74 1298.27 .038 1299.310 10.6 , 43 .642 1299 '" .05 1.167 2.00 2.00 .00 .00 0 .0 -1- -I- -1- -I- -I- -I- -1- -I- -I- -I- -I- -1- -I- I- .57 .03939 .007270 .00 1.09 .248 .661 .013 .00 PIPE I I I I 1370.31 1298.29 .078 1299.372 10 , 6.13 .584 1299 '" .05 167 1.99 2.00 .00 .00 0 .0 -I- -1- -I- -I- -1- -I- -I- -I- -I- -I- -1- -I- -I- I- .31 .03939 .006414 .00 1.13 161 .661 .013 .00 PIPE I I I I 1370.62 1298.31 1.121 1299 427 10.6 5 as .531 1299.958 .04 1.167 1.99 2.00 .00 .00 0 .0 -I- -I- -1- -1- -I- -I- -1- -1- -I- -1- -1- -1- -I- I- .10 .03939 .005659 .00 1.16 1.078 .661 .013 .00 PIPE I I I I 1370.72 1298.31 167 1299 477 10.6 5.57 .482 1299.959 .04 .167 1.97 2 00 .00 .00 0 .0 -I- -1- -I- -I- -1- -I- -1- -I- -I- -1- -I- -I- -I- I- WALL ENTRANCE 0 WSPGN - CIVILDESIGN Verll 7.1 PAGE For; RANPAC Inc., Temecula, California - SIR 560 WATER SURFACE PROFILE LISTING Date; 5-19-2000 Time,U,17,13 LIRE "C" .............................................................................................................................................................................................................. 1 Invert 1 Depth I Water 1 0 1 Vel Vel 1 Energy 1 Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I E.lev 1 (FT) 1 Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Oepth I Width IOia.-FTlor 1.0.) ZL IPrs/Pip -1- -1- -1- -1- -1- -j- -1- -1- -1- _1_ _1_ _1_ _1_ 1_ L/Elem I Ch Slope 1 1 1 I SF Ave 1 HF 1 SE Opth 1 Froude N 1 Norm Op 1 "N" 1 1 ZR! Type Ch ................1..........1.........1.........1..............1..........1............1..........1.......1...........,........1.......,........1.......1........ 1 f 1 1 1 1 1 1 1 1 1 1370 72 1298 31 885 1300.195 10.6 .27 .001 1300 196 .00 .199 21.00 5 00 21.00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- o ~ I I I I I I I I I I I I I I I I I I I CARD SECT CODE NO eRN NO OF AVE PIER T'iPE PIER/PIP WIDTH WSPGN WATER SU1U'ACE HEIGHT 1 BASE DIAMETER WIDTH - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR tIN Y(l) 'i(2) Y(3) Y(41 DROP Date: 5-22-2000 Time: !iI: 6 43 PAGE 1 Y{S) YIS} T(7) Y(B) Y(!iI) 'tllO) CD . 0 1 50 CD , 0 .00 7 00 28.00 .00 .00 .00 0 W S P G N WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO IS LINE "e-I" HEADING LINE NO IS HEADING LINE NO , IS 0 W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . 0/5 DATA STATION INVERT SECT 1002.83 1287.05 1 ELEMENT NO 2 IS A REACH u/s DATA STATION INVERT SECT N 1023.19 1288.19 1 ,013 ELEMENT NO , IS A REACH u/s DATA STATION INVERT SECT N 1036.94 1293.65 1 .013 ELEMENT NO . IS . WALL ENTRANCE vIS DATA STATION INVERT SECT FP 1036.94 1293.65 2 .500 ELEMENT NO 5 IS A SYSTEM Hr.A!IWOilXS uls DATA STATION INVERT SECT 1036.514 1293.65 2 W.S.Eo l..-fl\lE: W S ELtV 1293.65 FRoM H . C RAD IUS ANGLE .000 .000 RADIUS ANGLE .000 .000 PAGE NO PAGE NO 2 ANG PT .000 MAN H o ANG PT .000 MAN H o 1,.-5\ I I I I I I I I I I I I I I I I I I I ... WAltNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, V.S.ELEV - IN\' + OC o W S P G N - CIVIlDESIGN Ven 7.1 PAGE For: RANPAC Inc., T_eula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-22-2000 Ti/fle: 9: 6 48 LINE "C-l" ******........**....**................**............"'..*****......************..*****.**....**........."..................--.......... 1 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICritieallFlow ToplHeiqht!IBase lItl !No Wth Station 1 tlev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IOia.-FTlor 1.0. I ZL lPr8/P~p -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- !- L/Elem leh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Op I "N" I I ZR 1Type eh *******..,........1........1.........1.........1.......1........1.........1.......1........1........1.......1.......1.....1....... I 1002 83 1287.05 -1- -1- 3 36 .05599 I 1006.19 1287.24 -1- -1- 9.12 .05599 I 1015.31 1287.75 -1- -1- 7 88 .05599 I 1023.191299.19 -1- -j- 1.14 .39710 I 1024.331299.64 -1- -1- .93 .39710 I 1026.17 1299.37 -1- -1- .57 .39710 I 1027 74 1290.00 -1- -1- .36 .39710 I 1029.10 1290.54 -1- -1- .19 .39710 I 1030291291.01 -1- -j- 1.03 .39710 I .694 1287.734 -1- -1- I .6761297.915 -)- -1- I .6521299.401 -1- -1- I .6301288820 -1- -j- I .6421299.286 -1- -1- I .665 1290 039 -1- -1- I .6901290.688 -1- -1- I .716 1291 255 -1- -1- I .743 1291.753 -1- -1- For: RANPAC Inc. LINt "C-l" I 14.1 1796 5.007 1292.741 -1- -1- -1- -1- .100949 .34 I 14.1 19.22 5.153 1293 -1- -1- -1- .109952 I 14 1 19 11 5.668 1294 -1- -1- -1- .125091 I 14.1 20 04 6.235 1295 -1- -1- -1- .128630 I 14.1 19.52 5.916 1295.202 -1- -1- -1- -1- .116453 .21 I 14.1 18 61 5.378 1295 -1- -1- -1- .102312 I 14.1 17 74 4.999 1295 -1- -1- -1- .099997 I 14.1 1692 4.4451295 -1- -1- -1- .079179 I 4.041 1295 793 -1- -1- -1- .069734 .07 W S P G N - CIVILDESIGN V.r.ll T_cu1a, California - SIN WATER SURFACE PROFILE 14.1 1613 -1- 067 -1- 1.00 .069 -1- .99 055 -I- .15 416 -I- .16 577 -I- .12 700 -I- .09 7.1 560 LISTING .00 -I- ." .384 -I- 365 1.49 -1- .809 1.49 -1- .909 1.49 -I- .909 1.48 -I- .470 1.48 -I- .470 1.49 -I- .470 1.50 -1- .470 1.50 -1- .470 1.50 -I- .470 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 .00 .00 -1- .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 -1- .00 .00 -1- .00 .00 -1- .00 .00 0 -1- 1- .00 PIPE '''"' .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 -I- ." 38. -1- 4.459 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 -I- .65 ,.. -I- .780 .00 o 1- '''' I .0 .00 o 1- PIPE I .0 .00 -I- .63 1.384 -I- 5.122 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 -I- .64 1.384 -I- 4.931 .0 Date: 5-22-2000 Time: 9: 6 4B .................................................................................................................................. I Invert I Depth I Water I Q I Vel Vel 1 Energy I Super I Critical I Flow ToplHeiqht/IBa.lle Wtl jNo Wth Station I Elev I IFTl I Elev 1 (CFS) I (FPS) Head I Grd.E1.1 E1ev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -!- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- J- L/E1em ICh Slope I I ! 1 SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I I ZR!'I'ype Ch .........1........1........1.........1.........1.......1........1.........1.......1........1........\.......1.......1.....1....... I I I I 1031.32 1291.42 .772 1292.192 14.1 15.38 3.673 1295.865 -1- -J- -1- -1- -1- -1- -1- -1- .91 .39710 .061442 .06 I 1032.231291.78 -1- -I- .79 .39710 1033 1 021292.10 -1- -I- .70 .39710 I 72 1292.37 -1- -1- .61 .39710 I .33 1292.61 -1- -1- .53 .39710 1033 1034 1034 I B61292.B2 -1- -1- .46 .39710 1035 I 32 1293.01 -1- -1- .40 .39710 I 721293.16 -1- -1- .34 .39710 1035 1036 1 061293 -1- I .801 1292 -1- 582 -I- I .B331292.92B -1- -I- I .8661293 -I- 23B -I- I .9011293 -1- 514 -I- 1 .938 1293 -I- 762 -1- I .977 1293 -I- '" -1- I .0201294 -1- .185 -I- 30 -I- I 1.0651294 -1- .365 -I- I 3.339 1295 -1- -1- .054190 141 14.66 -I- 1 3.036 1295.964 -1- -J- -1- .047849 .03 14 1 13 99 -I- I 2.7601295 -1- -1- .042291 14.1 13 33 -1- I 2.5091296 -1- -1- .037432 14.1 12 71 -I- 14.1 12.12 -I- 1 2.2B1 1296 -1- -1- .033178 I 2.073 1296 -1- -1- .029478 14.1 11 56 -1- I 1.BB51296 -1- -1- .026259 14 1 11 02 -I- 14.1 1051 -1- -1- 1 1.714 1296 -1- '" -1- .04 '" -1- .OJ 023 -1- .02 043 -1- .02 058 -1- .01 070 -1- .01 079 -1- .00 -1- 1.02 .00 -I- .67 1.394 -I- .600 .00 -I- ." 1.384 -1- .299 .00 -I- .72 .3B4 -I- 3.999 .00 -I- .74 1.384 -I- 3 724 .00 -I- .77 1.394 -I- 3466 .00 -1- .eo .384 -1- 3.224 .00 -I- ." 1.384 -1- 2.996 .00 -1- .87 1.384 -1- 2.781 .00 -I- .90 1.384 -1- 2.579 .00 -1- .04 1.384 -I- 2.396 .00 -1- .9B '" -1- 2204 '" -I- OJO .00 -I- '" -1- 1.50 -1- .470 1.50 -1- .470 1.49 -!- .470 1.48 -!- .470 1.47 -1-- .470 1.45 -1- .470 1.43 -1- .470 1.40 -I- .470 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- .013 1.50 -1- .013 .36 -1- 1.50 -I- .00 -I- .00 -1- .00 .00 -1- .00 -1- .00 .00 -1- .00 -I- .00 .00 -I- .00 -I- .00 -I- .00 .0 .00 o !- PIPE I .00 .0 .00 o 1- PIPE I .00 o 1- PIPE I .0 .00 .00 o 1- PIPE ! .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .00 o !- PIPE I .0 .00 .00 o 1- '''' I .0 .00 .0 o 1- 1,--5"'" I I I I I I I I I I I I I I I I I I I .29 .39710 .023454 .01 1.07 1.864 .470 .013 .00 PIPE 0 W S P G N - CIVILDESIGN Verll '.1 PAGE 3 For: RANPAC Inc. , Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-22-2000 Tune: " 6 48 LINE "e-l" ...*******..........***..,,,.....****.........******.............................................................."................. 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I Type Ch ..........1......**1.........,***.......1..........1........1........1.........1.......1........1.......*,.......1...****1*****1******* I I I 1036.34 1293.41 .114 1294 528 14. 1 10 02 1.558 1296.086 .00 1.384 1.31 1.50 .00 .00 0 .0 -I- -I- -1- -1- -I- -1- -I- -1- -I- -1- -1- -1- -I- I- .23 .39710 .021043 .00 .11 1.704 .470 .013 .00 mz I I I I 1036.58 1293.51 1.168 1294 .674 14.1 9.55 1.416 1296 091 .00 1.384 1.25 1.50 .00 .00 0 .0 -1- -I- -1- -I- -1- -I- -1- -I- -1- -I- -I- -1- -I- 1- .IS .39710 .018986 .00 17 1.546 .470 .013 .00 PIPE I I I I 1036 76 1293.58 227 1294.807 14 .1 9.11 1.287 1296.094 .00 .384 1.16 1.50 .00 .00 0 .0 -1- -1- -I- -1- -I- -1- -I- -1- -I- -1- -I- -I- -I- 1- .12 .39710 .017303 .00 1.23 .387 .470 .013 .00 PIPE I I I I 1036 " 1293.63 .297 1294 .926 14 .1 " 1.170 1296 0" .00 1.384 1.03 1.50 .00 .00 0 .0 -I- -I- -1- -I- -I- -I- -1- -I- -1- -1- -I- -I- -I- I- .05 .39710 .016094 .00 .30 1.216 .470 .013 .00 PIPE I I I I 1036 " 1293.65 .384 1295 034 14.1 8.27 063 1296 '" .00 384 .80 1.50 .00 .00 0 .0 -I- -I- -1- -1- -I- -1- -I- -I- -1- -I- -I- -1- -I- 1- WALL ENTRANCE I I I 1036.94 1293.65 3.436 1297.086 14.1 .15 .000 1297.086 .00 .199 28 00 7.00 28 00 .00 0 .0 -1- -I- -1- -I- -I- -1- -I- -1- -1- -I- -I- -1- -I- I- e 1-~ I I I I I I I I I I I I I I I I I I I CARD CODE SECT CHN NO OF AVE PIER NO TYPE PIER/PIP WIDTH WSPGN WATER SURFACE HEIGHT 1 B1>.SE DIAMETER WIDTH _ EDIT LISTING - Version 1.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV Y(1) Y(2) Y(3) Y(4) DROP CD 1 CD 2 CD 3 CD . CD 5 o o o o o o .00 3 00 15.00 4.50 1.50 2.00 .00 7.00 4.50 2.00 2.00 .00 WATER SURFACE PROFILE - 2.00 2.00 .00 WSPGN TITLE CARD LISTING HEADING LINE NO 1 IS LINE "0" HEADING LINE NO 2 IS HEADING LINE NO 3 IS o WSPGN WATER SURFACE PROFILE - ELEMENT CARD LISTING IS A SYSTEM OUTLET u/s DATA STATION INVERT SECT 935.00 1248.68 1 ELEMENT NO ELEMENT NO 2 IS A REACH U/B DATA STATION INVERT SECT 1000.00 1249.19 1 ELEMENT NO 3 IS A WALL EXIT !J/s DATA STATION INVERT SECT 1000.00 1249.19 2 ELEMENT NO 4 IS A REACH .. U!S DATA STATION INVERT SECT 1059.43 1249.65 2 ELEMENT NO 5 IS A REACH .. U/B DATA STATION INVERT SECT 1072.65 1249.76 2 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT IAT-l IAT-2 N 1072.65 1249.76 2 3 0 .013 " .050 " .013 " .013 03 8.24 Date: 5-22-2000 Y(5) Yl61 Y(7) W S ELEV 1248.68 RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 RAD IUS ANGLE 453.562 -1.670 Time: 4:46:54 PAGE 1 Y(8) Y(91 Y(10) PAGE NO PAGE NO 2 ANG PT MAN H .000 0 ANG PT .000 ANG PT .000 INVERT-3 INVERT-4 PHI 3 PHI 4 1250.53 .00 90.00 .00 RADIUS ANGLE .000 .000 -WARNING -WARNING O' .00 THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1093.02 1249.92 2 INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV RADIUS ANGLE 457.692 -2.550 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1216.49 1250.88 2 .013 9 IS A JUNCTION t- U/S DATA STATION INVERT SECT lAT-l lAT-2 N 1220.38 1250.91 2 4 0 .013 ELEMENT NO o W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING 10 IS A REACH t- U/S DATA STATION INVERT SECT N 1229.97 1250.98 2 .013 11 IS A REACH U/S DATA STATION INVERT SECT N 1278.11 1251.36 2 .013 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-l LAT-2 N 1280.20 1251.37 2 3 0 .013 ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1294.65 1251.49 2 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT 1454.70 1255.94 2 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT 1593.61 1259.85 2 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-l LAT-2 N 1595.86 1259.91 2 3 0 .013 ELEMENT NO 17 IS A REACH U/S DATA STATtON INVERT SECT 1711.89 1263.03 2 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT 1782.58 1265.17 2 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT 1794.321265.50 SECT 2 o W S P G N ELEMENT CARD LISTING ELEMENT NO WATER SURFACE PROFILE 20 IS A JUNCTION U/S DATA STATION INVERT 1796.571265.57 SECT LAT-1 LAT-2 N 2 3 0 .013 " .013 03 22.51 03 , " " .013 " .013 03 5.64 " .013 " .013 " .013 03 , " RADtUS ANGLE .000 .000 O' .00 ANG PT .000 ANG PT .000 INVERT-3 INVERT-4 PHI 3 PHI 4 1252.45 .00 -30 00 .00 RAD IUS ANGLE .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE 44.995 61.300 PAGE NO ANG PT .000 ANG PT .000 O' .00 tNVERT-3 INVERT-4 PHI 3 PHI 4 1254.64 .00 -45.00 .00 RADIUS ANGLE .000 .000 RADIUS ANGLE 39.238 21.100 RADIUS ANGLE 331.054 27.700 RADIUS ANGLE .000 .000 ANG PT .000 ANG PT .000 ANG pT .000 04 INVERT-3 INVERT-4 PHI 3 PHt 4 .00 1263.19 .00 45 00 .00 RAD IUS ANGLE .000 .000 RADtOS ANGLE .000 .000 RADIUS ANGLE 45.003 -90.000 RADIUS ANGLE .000 .000 04 .00 ANG PT .000 ANG PT .000 ANG PT .000 PAGE NO INVERT-3 INVERT-4 PHI 3 PHI 4 1268.71 .00 -45 00 .00 RADIUS ANGLE .000 .000 MM" o MM" o MM" o MM" o 3 MM " o MM " o MM " 1 MM " o MM" o MM" 1 MM" o MM" o . 1--~ I I I I I I I I I I I I I I I I I I I ELEMENT NO " IS A REACH uts DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1818.30 1266.18 2 .013 .000 .000 .000 0 ELEMENT NO 22 IS A REACH . UIS OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1843.11 1266.88 2 .013 45.127 31.500 .000 0 ELEMENT NO 23 IS A JUNCTION uls DATA STATION INVERT SECT LAT-l LAT-2 N Q' Q' INVERT-3 INV'ERf-4 PHI 3 PHI . 1845.22 1266,94 2 , 0 .013 5.92 .00 1268.32 .00 -37 SO .00 RADIUS ANGLE 46.497 2.600 ELEMENT NO " IS A REACH u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1888.99 1268.17 2 .013 43.016 58.300 .000 0 ELEMENT NO 2S IS A REACH uls DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN N 1991.77 1271.06 2 .013 .000 .000 ,000 0 ELEMENT NO 26 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2000.01 12'71.30 2 .013 90.'7!i12 -5.200 .000 0 ELEMENT NO 27 IS A REACH u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2040.99 1272.45 2 .013 .000 ,000 .000 0 ELEMENT NO 28 IS A WALL ENTRANCE uls DATA STATION INVERT SECT FP 2040.!l!l 1272.45 5 .500 ELEMENT NO 29 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2040.!l!l 1272.45 5 .00 0 W S P G N PAGE NO 5 WATER SURFACE PROFILE ELEMENT CARD LISTING ~ I I I I I I I I I I I I I I I I I I I *. WARNING NO.2.. ERROR MESSAG&: NO. 2 o WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION W S P G N - CIVILDESIGN Vers 7.1 For: RANPAC Inc., Temecula, Cali.fornia - SiN 560 WATER SURFACE PROFILE LISTING IN HDWKOS, W S. ELEV - IN\' OC IN OTLTllS I W S. EUV - IN\' DC PAGE Date: 5-22-2000 Time: 4:46551 LINE "0" .**..................*"'.......*****..........***.**.*************"'..******..****...*******....********...***'*.............***....** I Invert I Depth I Water 0 I Vel Vel I Enerqy I Super ICriticallFlow ToplHeiqht/lBase Wt! INo Wth Station I Elev I (FT) I Elev (CFSl I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia,-FTlor 1.0.1 ZL lprs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -!- -1- -!- 1- L/Elem ICh Slope I I 1 I SF Ave I HF ISE OpthlFroude NINorm Op I "N" I I ZR IType Ch .....'.....1........1........,.........1.........1.......1........1.........,.......1........1........1.......,.......1.....1....... I I 1 I I I 1 I 1 1 1 I I 935.00 1248.68 1.731 1250411 218.9 6.85 .728 1251.140 .00 1.731 21.92 3.00 15.00 2.00 0 .0 -1- -1- -1- -!- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .19 .00784 .031533 .01 1.73 1.000 2.610 .050 2 00 TRAP I 1 I I ! 935.19 1248.68 1.802 1250.483 218 9 6.53 .662 1251.146 .00 1.731 22.21 3.00 15 00 2.00 0 .0 -1- _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .66 .00784 .027406 .02 80 .937 2.610 .050 2 00 TRAP I I 1 1 1 935.85 1248.69 875 1250 562 218 9 23 .602 1251.164 .00 731 22.50 3.00 15 00 2 00 0 .0 -1- -1- -1- -\- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 31 .00784 .023829 .03 .87 .978 2.610 .050 2 00 TRAP I 1 I I j 93717 1248.70 1.951 1250648 2189 594 .547 1251.195 .00 731 22.80 3.00 1500 2.00 0 .0 _j_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2 22 .00784 .020726 .05 1.95 .823 2.610 .050 2 00 TRAP I I I I I 939 39 1248.71 2 029 1250.744 218.9 5.66 .499 1251 241 .00 731 23.12 3.00 15 00 2.00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 3.52 .00794 .019034 .06 2.03 .771 2.610 .050 2 00 TRAP I 1 1 1 I 94291 1248.14 2110 1250.852 219.9 5.40 .452 1251304 .00 .731 23.44 3.00 1500 200 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- I- S 44 .00784 .015699 .09 2.11 .723 2.610 .050 2.00 TRAP 1 1 I ! I 948.35 1248.78 2194 1250.979 218.9 515 .411 1251390 .00 731 23.78 3.00 1500 200 0 .0 -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 8.46 .00184 .013669 .12 2 19 .678 2.610 .050 2.00 TRAP I I I I I 956.81 1248.85 2 281 1251.132 219 9 .91 .374 1251.506 .00 .731 24.12 3.00 15 00 2.00 0 .0 _j_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -!- -1- -1- I- n 69 .00784 .011907 .16 2 28 .636 2.610 .050 2.00 TRAP 1 j I I I 970 50 1248.96 2.310 1251.329 218.9 68 .340 1251.669 .00 1.731 24.48 3.00 15.00 2 00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- 1- 20.61 .00784 .010502 .22 37 .596 2.610 .050 2.00 TRAP o W S P G N - CIVILDESIIJN Vera 7.1 PAGE 2 For: RANPAC Inc. T81lI8cula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-22-2000 Time: 4:4659 .................................................................................................................................. LINE "0" 1 Invert I Depth 1 Water 1 Q 1 Vel Vel 1 Enerqy 1 Super ICriticallFlow ToplHei9ht/IBaae Wtl IHo Wth Station I Elev 1 (FT) 1 Elev 1 (CFS) I (FPS) Head 1 Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.\ ZL jPr,/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- 1- L/Uem ICh Slope 1 I I I SF Ave I HF ISE DpthlFrouda NINorm Dp I "N" I I ZR IType Ch .........I........I........I.........j.........I.......1........1.........1.......1........1........1.......1.......1.....1....... 1 I I 1 \ I I I I 991.11 1249.12 2 445 1251.565 218 9 .50 .315 1251.880 .00 731 24.78 00 15 00 2.00 0 _1_ -1- -1- -1- -1- -!- -1- -1- -1- -1- -1- -1- -1- 1- HYDRAULIC .ruMP I 991.11 1249.12 -1- -1- .12 .00784 I 991.231249.12 -1- -1- .99 .00784 I 992.21 1249.13 -1- -j- .97 .00784 '93 I 191249.14 -1- -1- .95 .00794 I 994.14 1249.14 -1- -1- .93 .00784 I 07 1249.15 -1- -1- .90 .00784 '" '" I 971249.16 -1- -1- .87 .00184 996.94 I 1249.17 .0 I 1.1581250.278 -1- -1- I 1.652 1252.130 -1- -1- -1- .137314 .02 I 15.00 2.00 -I- 2.00 I 00 2.00 -I- 200 I 15.00200 -1- 2 00 I 00 2.00 -I- 200 I 00 2 00 -I- 2 00 I 00 2 00 -1- 200 I 00 2 00 -1- 2.00 I 15 00 2.00 .0 o 1- TRAP I .0 19.63 -I- 2.610 300 -I- .050 .00 -I- 1.16 1. 131 -I- 1.904 218.9 1092 -1- I 1.1521250 -I- I 105 1250 -I- I 1.872 1252 -1- -1- .149199 .00 -I- LlS o 1- TRAP I .0 1.731 -I- .919 19.61 -1- 2.610 3.00 15 -I- .050 145 -I- .15 273 -I- 218.9 1098 -1- I 2.0591252.292 -1- -1- -1- .172465 .17 .731 -1- 2051 3.00 -I- .050 o 1- TRAP I .0 19.42 -I- 2.610 .00 -1- 1.10 233 -1- 218.9 11.51 -I- I .0591250 -I- I 2.265 1252 -1- -1- .199436 460 -1- .19 o 1- TRAP I .0 19.24 -1- 2.610 3.00 15 -1- .050 .00 -1- 1.06 .731 -1- 2.192 '" -I- 2189 1208 -1- I 015 1250 -1- I 2.491 1252 -1- -1- .230712 .00 -I- 01 o 1- TRAP I .0 1.731 -1- 2344 19.06 -I- 2.610 3.00 15 -1- .050 650 -I- .21 159 -I- 218.9 1267 -1- I .972 1250.124 -1- -1- I 2.740 1252 -\- -1- .266993 .00 -I- .97 o 1- TRAP 1 .0 .731 -1- 2 507 18.89 -1- 2.610 3.00 15 -1- .050 '" -1- .24 218 9 13 28 -1- I .932 1250 -1- I 3.014 1253 -1- -1- .309094 .00 -I- .93 o 1- TRAP I .0 1.731 -1- .681 18.73 -I- 2.610 3.00 15 -1- .050 104 -I- .27 090 -I- 218.9 1393 -1- .992 1 1250.057 I 1253.373 .00 1.731 o 18.51 3.00 3.316 218.9 14.61 ~4> I I I I I I I I I I I I I I I I I I I -1- .84 -1- .00784 -1- -1- D For: RANPAC Inc., LINE "0" -1- -1- -1- .357967 .30 W S P G N - CIVIlDESIGN Vera T_cul., Cali.fornia - SIN WATER SURFACE PROFILE -1- -I- ." 1.1 560 LISTING -I- 2.867 -1- -1- 2.610 ,050 Date: 5-22-2000 -1- (- 200 TRJ>.P PAGE , TimEl,4:4659 ....*****....***.*"...........****...****."*,,..**.......**......**.....*****....*********......***"....,,*.......***.........**..... I Invert I Depth I Water I Q I Vel Vel I Enerqy! Super ICriticallFlov ToplHeiqht!IBase Wtt tNo Wth Station I Uev I (FT) I Elev I (CFS) I IFPS) Head. I Grd.E1.1 Elev I Depth I Width IOia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/E11IIrtI I eh Slope I I I I SF Aver HF I SE Opeh I Frou~ N I Norm Op I "N" I I ZR I Type en ****.....t**"..."*I..flflflflflfllflflflflflflflflfllf1f1f1f1f1f1f1f1f1jflflflflflflfllfIfIfIfIfIfIfIfI 1 fIfIfIfIfIfIfIfIfI 1 fIfIfIfIfIfIfI 1 fIfIfIfIfIfIfIfI 1 flfIfIfIfIfIfIfI!fIfIfIfIfIfIfI IfIfIfIfIfIfIfI 1 fI"""" I""""""" I I 1 1 I 1 1 I 1 II! 997.6B 1249.17 .955 1250.026 21B,9 15.33 3.647 1253674 .00 1.731 IB.42 3.00 1500 200 0 .0 _1_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- j- .Bl .007B4 .414717 .33 .B5 3 067 2.610 .050 2 00 TRAP I 1 I 1 I 99B 4B 1249.1B .B19 1249.996 219.9 16.07 4.012 1254.00B .00 731 IB.27 3.00 15 00 2.00 0 .0 _1_ -1- -[- -1- -1- -1- -1- -1- -1- -1- -!- -1- -1- 1- .77 .007B4 .490636 .37 .82 3.291 2.610 .050 2.00 TRAP I I 1 1 1 999.26 1249.18 .7B4 1249.969 2199 1696 4.413 1254.3Bl .00 1.731 IB.13 3.00 15.00 200 0 .0 _1_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -[- I- .74 .00784 .557231 .41 .7B 3.511 2.610 .050 2 00 TRAP I I I 1 I 1000.00 1249.19 .750 1249.940 218.9 17.68 .854 1254.795 .00 .731 1800 3.00 IS 00 200 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- WALL EXIT I I I 1000.00 1249.19 .147 1253.337 218.9 14.28 3.168 1256.505 .00 4.147 2.42 4.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 35.34 .00774 .011322 .40 4.15 1.000 4.500 .013 .00 PIPE I 1 1 I 1035.34 1249.46 4.500 1253.964 2189 13.76 2.941 1256905 .00 4.147 .00 4.50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 24.09 .00774 .012143 .29 4.50 '.000 4.500 .013 .00 PIPE I I I ! 105943 1249.65 612 1254.262 2189 13.76 2.941 1257203 .00 4.147 .00 4.50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -]- -]- -1- -1- -1- -1- ]- 13.22 .00832 .012390 .16 .00 .000 4.500 .013 .00 PIPE I 1 I I 1072.65 1249.76 4.746 1254.506 2189 1376 2.941 1257447 .00 4.147 .00 4.50 .00 .00 0 .0 -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -[- -J- -1- 1- JUNCT STR .00000 LINE. "D- '\ fl .011932 .00 .00 .000 .013 .00 PIPE I I I \ I 107265 1249.76 5.180 1254.940 210.6 13.24 2.724 1257664 .00 .102 .00 4.50 .00 .00 0 .0 _1_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 20.37 .00786 .011475 .23 .00 .000 4.500 .013 .00 PIPE o W S P G N - CIVILDESIGN Vers 7.1 PAGE For: RANPAC Inc. Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-22-2000 Time: 4:46 59 LINE "0" ...................................................flflflflflflfI..fI....,..,.fI.......................................................................................................................fI...................... I Invert I Oepth I Water I Q I Vel Vel I Enerqy I Super ICriticallFlow TopJHeiqht/lBase Wtl INo Wth Station I Uev 1 (FT) I E18V I (CFS) I (FPS) Head I Grd.El.l Elev I Oepth r Width lDia.-FTlor 1.0.1 ZL lPn/Pip -1- -!- -1- -1- -1- -1- -1- -]- -]- -1- -1- -1- -1- 1- L/Uem ICh Slopel I 1 I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I I ZR IType Ch ..................1................1...........1..................(..................1............lflflfI......I...flflfI....I.......I.,.......I............I.flflflfI....1..............1.....1.......... I 1093.02 1249.92 -1- -1- 123.47 .00777 I 5 346 1255.266 -1- -1- I I 1216.49 1250.88 5.B03 1256 6B3 -1- -1- -1- -1- JUNCTSTR .00772 ("'INE.. "l>-I" I I I 1220.38 1250.91 6 642 1257.552 -1- -1- -1- -1- 9.59 .00729 I 1229971250.98 -1- -1- 4814 .00789 I 1278.11 1251.36 -1- -1- JUNCT 8Ta .00479 I 1280.20 1251.37 -1- -1- 14.45 .00830 I 1294.651251.49 -1- -1- 84.89 .02780 I 1379 54 1253 85 -1- -1- H'lDRAULIC J1JMP I 1379.54 1253 85 I 6601257640 -1- -I- I 7.079 1258.439 -1- -1- Li~c 'P-7" I I 7 .342 1258.712 -1- -1- I .644 1259.134 -1- -(- I 6.1281259978 -1- -1- I 2.431 1256281 2106 1324 -1- I 2.724 1257.990 -1- -1- -1- .011475 1.42 I 2.724 1259.407 -1- -1- -1- .010314 .04 210 6 13.24 -I- I 189 1 11.83 2.173 1259 -1- -1- -1- .009153 '" -I- .co I 188 1 11 83 2.173 1259.813 -1- -1- -1- -1- .009153 .44 I 188 1 11.83 2.173 1260.612 -1- -1- -1- -1- .008853 .02 I 181 9 11.43 2.030 1260 -1- -1- -1- .008552 '" -I- .12 I 181 9 11.43 2.030 1261 -1- -1- -1- .008552 .164 -I- ." I 181 9 11 43 2.030 1262 008 -1- -1- -1- -1- 1819 20.75 I 6 686 1262.967 .00 -1- 5.35 .00 -I- 5.80 .00 -1- , 64 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 -I- .00 .00 -I- 102 -I- .000 4.102 -I- .000 3 951 -I- .000 3.951 -1- .000 3 951 -1- .000 3 901 -I- .000 3 901 -1- .000 3.901 -1- .1B 3.901 .00 -1- .500 .00 -I- 4.500 .00 -I- .500 .00 -I- 3 752 .00 -I- 2 394 4.49 4.50 -I- .013 .00 -I- 4.50 -I- .013 4.50 -I- .013 4.50 -I- .013 .00 -I- 4.50 -I- .013 4.50 -I- .013 4.50 -I- .013 .00 -I- 4.50 -1- 4.50 .00 .00 -1- .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 -1- .00 .00 -I- .00 .00 -I- .00 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIP>: I .0 .00 o 1- PIP>: I .0 o 1- .0 o .0 '2.--51. I I I I I I I I I I I I I I I I I I I -1- -1- 75.16 .02780 o -1- -1- For: RANPAC Inc., LINE "0" -1- -1- -1- -1- -1- -1- .026132 1.96 2.61 2.616 W S P G N - CIVILDESIGN Ven 7.1 T_cula, California - SIN 560 WATER SURFACE PROFILE LISTING -1- -1- -1- 1- 2.394 .013 .00 PIPE PAGE Data: 5-22-2000 Time: 4:46:59 ***..............***..........****.......**..............****......**.......***.***..........................****".....***................. I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriti~llFlow ToplHeight/lBaS8 Wtl INo Wth Station I Elev I eFT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Oepth I Width IDia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem leh Sloped I f I SF Avel HF ISE DpthlFroude NjNonn Op I "N" I I ZR ITypG eh *."."****1********1********1*********1*********1*******1********1*********1*******1*****.**1***...*.1.......1.......1.....1....... I 1 I I I I I I 1 I 1 I 1454.70 1255.94 2.448 1258 388 181.9 20 56 6.566 1264.954 .00 3.901 4.48 4.50 .00 .00 _1_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 19 89 .02815 .025655 .51 2.45 2 580 2.385 .013 1474 , .59 1256.50 -1- -1- 02 .02815 "' , 1593 61 1259.85 -1- -1- JUNCT STR .02669 , 1595.86 1259.91 -1- -1- 116.03 .02689 , 1711.89 1263.03 -1- -1- 11.40 .03027 , 1723.29 1263.38 -1- -1- 59 251 .03027 , 1782 58 1265.17 -1- -1- 11.74 .02811 , 1794.32 1265.50 -1- -1- JUNCT STR .03109 , 1796.571265.57 -1- -1- 21.73 .02808 o , 2.457 1258.957 -1- -1- , 2.5551262.405 -1- -1- LI~F "(>-4;" 2.405 1262.315 -1- -1- , 2.4441265.474 -1- -1- , 2457 1265 -I- '" -I- 181.9 20.47 -I- 181.9 19 51 -I- 176.2 20 37 -I- 1762 1997 -I- 176.2 15183 -,- 176.2 18.91 -,- 1762 1873 -,- , 6.504 1265 -!- -1- .024002 '50 -,- 2.86 , 5.9121268 -1- -1- .024108 317 -I- .05 .00 -I- 246 .00 -I- 2.55 .00 -I- 2.41 1.23 -,- 3.68 1.22 -,- , " .00 -I- 255 .00 -I- 2.57 , 5.652 1273.729 -1- -1- -1- .021381 .46 W S P G N - CIVILDESIGN Vera 7.1 T8llI8cu1a, california - SIN 560 WATER SURFACE PROFILE LISTING 173.7 19.08 -,- , 6.445 1268.760 -1- -1- -1- .025047 2.91 , 6.1931271.667 -1- -1- -1- .024170 .28 , 6.109 1271 -1- -1- .022549 .941 -I- 1.34 .00 -,- 2.51 3 5101 -I- 2561 3 901 -I- '" 3.852 -,- 2.587 3.852 -I- 2.509 3 852 -I- 2 482 3 852 -I- 2.305 3 852 -I- 2271 3 830 -I- 2.356 4.48 -I- 2.385 4.49 -I- 2.372 4.48 -I- 2.290 4.48 -I- 2.290 4.46 -,- 2.341 4.47 -,- 2.322 4.50 -I- .013 46 -I- 4.50 -,- .013 .00 -,- .00 -,- .00 -,- .00 -,- .00 .00 -,- .00 .00 -I- .00 -,- .00 -I- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 ,- .00 PIPE PAGE TUlle: 4:4659 o ,- PIPE , .0 , 25551267 -I- 72' -,- , 5.553 1273.278 -1- -1- -1- .020893 .25 , 5.450 1273.524 -1- -1- -1- .021232 .05 4.50 -I- .013 4.50 -,- .013 4.50 -,- .013 4.50 -I- .013 .45 -,- 4.50 -I- .013 o ,- PIPE , .0 , 2.574 1268074 -1- -1- /"(/I!p .p-,'; 2.507 1268.077 -1- -1- For: RANPAC Inc. LINE "0" 4.50 -I- .013 Date: 5-22-2000 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 .0 , *.....*****.....***.................***........................................................................................... I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICritioallFlow TopIHeig-ht/IBue Wtl INo Wth Station 1 Elev I (FT) 1 Elev I (CFS) I (FPS) Head 1 Grd.E1.1 E1ev I Depth I Width IDia.-FTlor 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp i "N" I I ZR tType Ch .........1........1.....*..1.........1.........1.......1..........1.......**1*......,........1........,..........1.......1.....'....... I I I I I I 1 1818.30 1266.18 2.540 1268 720 173 7 18 78 5.474 1274.194 1.08 3.830 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- 24.81 .02821 .020337 .50 3.62 .298 , 1843.11 1266.88 -1- -1- JUNCT STR .02841 , 1845.221266.94 -1- -1- 43.77 .02810 , 1888.991268.17 -1- -1- 11.00 .02812 , 185151.991268.48 -1- -1- 41.48 .02812 , 1941.461269.65 -1- -1- 29 00 .02812 , 46 1270.46 -1- -1- 21.31 .02812 1970 1991 , 77 1271.06 -1- -1- 24 .02912 2000 01 , 1271.30 , 2.5871269.467 -1- -1- LIN,t. "p-f' 2.430 1269.370 -1- -1- , 24921270 -I- '" -I- , 2 512 1270.991 -1- -1- , 2.612 1272.258 -1- -1- , 2 718 1273. -,- m -,- , 2 830 1273.891 -1- -1- 2891 , 1274.191 113.1 18.36 -I- 161.8 19.15 -,- 161.8 18.56 -,- 167 8 18 38 -,- 1678 1152 -,- 161.8 16.71 -I- 167 B 1593 -I- 167.8 , 5.232 1274.699 -1- -1- -1- .021132 .04 , 5.695 1275 -1- -1- .021638 , 5.350 1276 -1- -1- .020483 , 5.2441276 -1- -1- .019035 , 4.767 1277.025 -1- -1- -1- .016829 .49 , 4.334 1277 .513 -1- -1- -1- .014900 .32 , 3.9401277 -1- -1- .013583 1554 3.752 , 1277 .943 1.00 -I- 3.59 0" -,- .95 1.19 -,- '" 013 -I- ." .00 -I- 249 235 -,- . " .00 -,- 2 " .00 -I- 2.61 .00 -I- 2.72 830 -,- .ll ." -I- , 21 3 830 -I- 2 218 3.776 -,- 2.415 4.46 -,- 2.319 4.45 -I- 4.49 -,- 2.274 3.776 4.47 -1- -1- 2.301 2.274 3 776 -I- 2 266 3.776 -I- 2.103 3 776 -I- 1.949 3.776 -I- 1.B03 .00 3.776 4.47 -,- 2.274 4.44 -I- 2.274 4.40 -,- 2.274 4.35 -,- 2.250 4.31 4.50 -I- .013 4.50 -I- .013 4.50 -I- .013 4.50 -,- .013 4.50 -,- .013 4.50 -I- .013 4.50 -I- .013 4.50 -I- .013 4.50 .00 .00 -,- .00 -I- .00 .00 -,- .00 .00 -I- .00 .00 .00 -,- .00 -,- .00 -I- .00 -,- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o ,- PIPE , .0 o .0 7,.-1C I I I I I I I I I I I I I I I I I I I -I- -1- -1- -1- -I- -I- -I- -I- -1- -1- -1- -I- -I- I- n .62 .02806 .012557 .15 2 " .732 2.275 .013 .00 PIPE D W S P G N - CIVILDESIGN Vel's 7.1 PAGE 7 For: RANPAC Inc. , Temecula, California - SiN '" WATER SURFACE PROFILE LISTING Date: 5-22-2000 Time: 4:46 " LINE "0" "t"""*.**.*....__................."........,,............-*t"...._....*..._............."......._........"."....****...***********,,*** I Invert I Depth I Water I Q I V.I V.I I Energy I Super ICriticallFlow ToplHeight/IBue Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Oepth I Width ICia.-FTlor 1.0.1 2L IPrs/Pip -I- -I- -I- -I- -1- -1- -1- -1- -1- -I- -I- -I- -I- I- L/E-lern leh Slopel I I I SF Ave I NF IS' OpthlFroude NINorm Op I "N" I I .. I Type Ch ****...**1**.......1".****..1.**..****1*******.*1***.**'*1****...*I***"...**l****...'*****...'********I*..**".1**....*1".***1....*** I I I I 2011.63 1271.63 2 '" 1274 .616 167 . 14.95 3.470 1278 086 .00 3.776 4.25 4.50 .00 .00 0 .0 -I- -1- -I- -I- -1- -1- -1- -I- -I- -I- -1- -1- -I- 1- 11.00 .02806 .011294 .12 2 " 1.621 2.275 .013 .00 PIPE I I I I 2022.63 1271.93 3.121 1275.056 167.8 14.25 3.155 1278.211 .00 3 776 4.15 4.50 .00 .00 0 .0 -1- -1- -I- -I- -I- -1- -1- -1- -I- -I- -I- -1- -I- 1- 16 .02806 .010071 .08 3. 12 491 2.275 .013 .00 PIPE I I I I 2030 " 1272.16 3 '61 1275 425 167 .. 13.59 2.868 1278 283 .00 3.776 4.02 4.50 .00 .00 0 .0 -I- -1- -1- -I- -1- -1- -I- -1- -I- -I- -1- -1- -I- 1- 5.60 .02806 .009012 .05 3 26 1.367 2.275 .013 .00 PIPE I I I I 2036 " 1272.32 3 415 1275 736 167 . 12 " 2.607 1278.343 .00 3 776 3.85 4.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -I- -1- -1- -1- -1- -1- -1- -I- I- 3 41 .02806 .008106 .03 3 42 .245 2.275 .013 .00 PIPE I I I I 2039 80 1272.42 3.584 1276 OOI 167.8 12.36 2.370 1278 371 .00 3.776 3.62 4.50 .00 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -1- -I- -I- -I- -I- -I- I- 1.19 .02806 .007343 .OI 3.58 1.125 2.275 .013 .00 PIPE I I I I 2040 " 1272.45 3 776 1276.226 167 . 11 78 2.154 1278.380 .00 3.776 3.31 .50 .00 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -1- -I- -I- -I- -I- -I- 1- WALL ENTRANCE I I I I 2040 " 1272 " 7 628 1280 078 167 . 11 .019 1280 097 .00 2.465 " 01 7 00 .50 2 .00 0 .0 -I- -1- -I- -1- -I- -I- -1- -1- -I- -1- -1- -I- -I- 1- 0 1ffi I I I I I I I I I I I I I I I I I I I WSPGN - EDIT LISTING - Version 7.0 Date: 5-19-2000 Time: 11:58 " WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE , C>.RD SECT CRR NO OF AVE PIER HEIGHT 1 BASE ZL ZR IHV 'ill) Y(21 Y(3) Y(41 Y(S) Y(6J Tn) Y(S) Y(P) Y(lO) CODE NO TYPE PIER/>'!p WIOTH DIAMETER WIDTH OROP CO , 0 , .00 CO , 0 , .50 w 5 P G N PAGE NO WATER SURFACE PROFILE TITLE CARD LISTING HEADING LINE NO IS LINE "0-1" HEADING LINE NO , IS LJ.5,E H?o fL1 HEADING L>HE NO 3 IS f;' /, 0 WSPGN LAN E \/ PAGE NO , WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET u/s DATA STATION INVERT SECT 1004.50 1252.38 1 ELEMENT NO , IS A REACH . UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1042.39 1254.59 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/5 DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1082.89 1256.96 1 .013 42.422 -54.100 .000 1 ELEMENT NO IS A REACH . u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1223.76 1263.93 1 .013 331.061 24.380 .000 0 ELEMENT NO 5 IS A REACH . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1413.23 1273.31 1 .013 .000 .000 .000 0 ELEMENT NO , IS A JUNCTION . U/S DATA STATION INVERT SECT tJ>.T-l tJ>.T-2 N 03 O' INVERT-3 INVERT-4 PHI 3 PHI . 1415.23 1273.41 1 , 0 .013 16 00 .00 1273.851 .00 -45 00 .00 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1740.25 1289.50 1 .013 354.036 52.600 .000 0 ELEMENT NO , IS A SYSTEM HEADWORKS U/S OATA STATION INVERT SECT W S ELEV 1740.25 1289.50 1 1289.50 1#> I I I I I I I I I I I I I I I I I I I .. WARNING NO.2 H - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - IN\' .. DC n W 5 P G N - CIVILDESIGN Vera 7.1 PAGE For: RANPAC Inc., Tamecula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:l1:58 56 LINt "0-1" ......*.**************..*...........******************.***...******..************....**................"'.**......................"................ I InV8rt I Depth I Water I Q I Vel Vel I Enerqy I Super ICriticallFlow ToplHeiqht/Jease Wtl tHo Wth Station I Elev I eFT) I Elev t (CFS) I (FPSJ Head I Grd.El.l Elev I Depth I Width IDia.-FTlor 1,0.1 ZL IPrll/Pip -1- -1- -1- -!- -1- -1- -1- -1- -1- -!- -1- -1- -1- 1- L/Elem I Ch Slope I I I I SF Ave I HF 15E Dpth I Froude N I Norm Dp I "H" I I ZR I Type Ch .........!........I........I.........I.........I.......1........1.........1.......1........1........1.......1.......1.....1....... t I 1 1 1 I I I lit 1 1004.50 1252.38 5 030 1257.410 40.2 12.80 2.543 1259.953 .00 1.953 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- ]- 37.89 .05833 .031577 1.20 5 03 .000 1.275 .013 .00 PIPE 1 I I I 1042.39 1254.59 4.017 1258.606 40.2 12 80 2.543 1261.149 .00 953 .00 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -J- -1- -J- -1- -1- -1- -1- 1- 40.50 .05852 .031577 1.28 .00 .000 1.274 .013 .00 PIPE I I J I 1082.89 1256.96 3 449 1260.409 40.2 12.80 2.543 1262.951 .00 953 .00 2.00 .00 .00 0 .0 -J- -1- -1- -1- -1- -[- -1- -1- -1- -1- -j- -1- -1- 1- 2.46 .04948 .031577 .08 .00 .000 1.352 .013 .00 PIPE I I I I 1085.35 1257 08 3 410 1260 492 40.2 12.80 2 543 1263 034 .00 .953 .00 2 00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- -1- [- HYDRAULIC JUMP I I I 1085.35 1257 08 .352 1258 434 40 2 17 79 .913 1263 347 .06 953 1.87 2 00 .00 .00 0 .0 -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -J- 1- 138.41 .04948 .048681 6.74 1.41 2 853 1.352 .013 .00 PIPE I 1 j J 1223.76 1263.93 1.368 1265.298 40.2 17.56 4.786 1270.084 .00 .953 1.86 2.00 .00 .00 0 .0 -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 6605 .04951 .046554 3.07 1.37 2.788 1.351 .013 .00 PIPE I I I I 128981 1267.20 1.398 1268.598 40.2 17.14 4.561 1273.159 .00 1.953 1.83 2.00 .00 .00 0 .0 -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 52 38 .04951 .042794 2.24 1.40 2.671 1.351 .013 .00 PIPE I! 1 I 1342.20 1269.79 .461 1271 254 40.2 16.34 4.147 1275.401 .00 1.953 1.77 2.00 .00 .00 0 .0 -1- -1- -1- -J- -]- -j- -1- -[- -1- -1- -1- -1- -1- ]- 27.52 .04951 .038316 1.05 1.46 2 446 1.351 .013 .00 PIPE I I 1 1 1369.71 1271.16 1.530 1272.686 40.2 15.58 3.770 1276.455 .00 .953 1.70 2.00 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 17.70 .04951 .034498 .61 1.53 2.226 1.351 .013 .00 PIPE o W S P G N - CIVILDESIGN Ver.. 7.1 PAGE 2 For: RANPAC Inc. T81T18cula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 TillMl: 11: 58 :56 LINE "0-1" **********************.*************.***.*.*........*.*.......***.***********.*.......**.******************.****.**..**..********* I Invert! Depth t Water I Q I Vel Vel I Energy 1 Super ICritical]Flow ToplHeight/IBase Wtl INo Wth Station I Uev 11FT) I E1ev I (CFS) j (FPSl Head I Grd.El.J E1ev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem JCh Slope I I 1 I SF A~I HF ISE OpthlFroude NINorm Dp I "N" I I ZR JType Ch *********J****..**I***.....I*********I*********I*******1********1*********1*******1********1********1****.**1*******1*...*1...*... J I I I I I I 1387.42 1272.03 1.607 1273 639 40 2 14.86 3.427 1277.066 .00 -(- -1- -1- -1- -1- -1- -1- -1- -1- 12.34 .04951 .031315 .39 1.61 I 76 1272.64 -1- -1- 867 .04951 I .694 1274.337 -1- -1- I 3.115 1277 -1- -1- .028838 1399 402 1416 -I- I 1408.43 1273.07 -1- -1- 4.80 .04951 I 1413.23 1273.31 -J- -1- JUNCT STR .04999 I 1415.23 1273.41 -1- -1- 2714 .04950 I 1442371274.75 -1- -!- HYDRAULIC JUMp I 1442.37 1274.75 -1- -1- 53.99 .04950 I 1496.36 1277 .43 -1- -1- 110.46 .04950 I .7981274.870 -1- -1- I 2.832 1277 -1- -1- .027942 40.2 1351 -I- .703 -I- .13 I 1.953 1275 263 -1- -1- L-INE "D-B" I I 4 .160 1277 .570 -J- -I- I 3.154 1277 -I- I 2.574 1277 -1- -1- .019764 40.2 12.87 -I- I .921 1278 -1- -1- .011443 24.2 -I- 770 7.70 -1- I .9211278 -I- '" -I- '" -1- I .977 1275.731 -1- -1- I 3 911 1279 -1- -J- .049556 24.2 15.87 -I- '" -I- 2.68 I .977 1278 -I- I 3.911 1282.315 -1- -[- -1- .048017 5.30 0" -1- 24.2 15.87 -1- I 1606.82 1282 -1- I .995 1283.889 -1- -1- I 3 729 1287 -1- " -1- 24.2 15 50 -1- -J- '" -1- 453 -I- .20 .00 -1- 1.69 .00 -I- 1.80 837 -1- .04 '" -I- .J> '" -I- .00 -1- 1.02 .00 -I- 1.02 .00 -I- .96 .00 -I- .00 .00 -1- .04 -I- 1.953 -I- 2.006 953 -1- 1.778 .953 -I- .514 .953 -1- .999 741 -I- .000 741 -I- 741 -I- 3.203 1.741 -1- 3 203 .741 -I- 1.59 -I- 1.351 1.44 -I- 1.351 1.21 -I- .351 .00 -I- .977 2.00 -1- .977 2.00 -I- .977 , 00 -1- 2.00 -I- .013 2.00 -1- .013 2.00 -I- .013 .61 -I- 2.00 -I- .013 2.00 -1- .013 .00 -1- 2.00 -1- 2.00 -1- .013 2.00 -I- .013 '00 -I- .00 -I- .00 .00 -1- .00 .00 -1- .00 -1- .00 -I- .00 -I- .00 -I- .00 -I- .00 -I- .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 o 1- .0 .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 o 1- .0 1f'\ I I I I I I I I I I I I I I I I I I I 51.94 .04950 o .043710 2.27 1.04 W S P G N - CIVILOESIGN Vera 7.1 For: RANPAC Inc., Temeeula, Calif"ornia - SIN 560 WATER SURFACE PROFILE LISTING LINE "0-1" 3.090 .977 .013 .00 PIPE ""' Date: 5-19-2000 Time:ll:58:S6 .**..**.***.......................***..............................**.***.***............................***...........****........... I Invert I Depth I Water I Q I Vel Vel I Enerqy I Super lCritieallFlo~ ToplHeiqht/lBalle Wtt tHo Nth Station t nev I In) I tlev I ICFS) I (FPS) Head I Grd.El. I Elev I Depth I Width I Oia. -FT lor I. D. I ZL I Pre/PIp -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- -j- -1- 1- LJElern ICh Slope I I I I SF Avtlj HE ISE DpthlFroude NINorm Dp I "N" I I ZR IType Ch *...*........t***.*....I....****!***......I.....~...l*******I********!*********I *******1 ********1******** I *******1******* I ***** I ******* I 1658.76 1285.47 -1- -1- 24.41 .04950 I 1683 16 1286.67 -1- -1- 1533 .04950 I 1698 50 1287.43 -1- -1- 10 75 .04950 I 1709.251287.97 -1- -1- 8.03 .04950 I 1717 28 1288.36 -1- -1- 621 .04950 I 1723 49 1288.67 -1- -1- 4.82 .04950 I 1728.31 1288.91 -1- -1- 3 77 .04950 I 1732.08 1289.10 -1- -1- 297 .04950 I 1735 05 1289.24 -1- -1- 2 24 .04950 o I .033 1286 499 -1- -!- I 1.0731287747 -1- -1- I .115 1288 548 -1- -1- I 1601289125 -1- -1- I .207 1289 570 -1- -1- I 1.256 1289 926 -1- -1- I .3091290.218 -1- -1- I 1.366 1290 462 -1- -1- I 1.4261290669 -1- -1- For: RANPAC Inc. LINE "0-1" I 24.2 14.78 3.390 1289.888 -1- -1- -1- -1- .038518 .94 I 24.2 14.09 3.082 1290.829 -1- -1- -1- -1- .033974 .52 I 24.2 13.43 2.802 1291.350 -1- -1- -1- -1- .030003 .32 I 24.2 1281 2.5471291 -1- -1- -1- .026531 I 24.2 12.21 2.315 1291 -1- -1- -1- .023481 I 24.2 11.64 2.105 1292.031 -1- -1-' -1- -1- .020816 .10 I 24.2 11.10 1.913 1292.131 -1- -1- -1- -1- .018499 .07 I 24.2 1058 1.740 1292 -1- -1- -1- .016477 201 -1- .0' .04 -1- 1.07 .03 -I- 1.11 .03 -I- LlS 672 -1- .21 .03 -1- 1.19 .741 -I- 2.876 .741 -I- 2 675 1.741 -1- 2 486 '" -I- 2 307 . 741 -I- 2.138 1.741 -I- 1.979 .02 -1- .33 1.741 -I- 1.827 2.00 -I- .977 1.99 -1- .977 1.99 -I- .977 1.97 -I- .977 1.96 -1- .977 1.93 -1- .977 1.90 -I- .977 1.86 -1- .977 1.81 -I- .977 2.00 -I- .013 2.00 -1- .013 2.00 -1- .013 2.00 -I- .013 2.00 -1- .013 2.00 -1- .013 2.00 -1- .013 2.00 -1- .013 2.00 -1- .013 .00 .00 -1- .00 .00 -1- .00 .00 -1- .00 .00 -1- .00 .00 -I- .00 .00 .00 -I- .00 .00 .00 -1- .00 .00 .00 -1- .00 .00 0 -1- !- .00 PIPE PAm .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 I 1.5811292250 -1- -1- -1- .014720 .03 w SlOG N - CIVILDESIGN Vere 7.1 TtIlll8cula, California - SIN 560 WATER SURFACE PROFILE LISTING 24.2 10.09 -I- '" -1- .15 .03 -I- 1.23 741 -I- 683 .02 -1- .44 1.741 -I- 1.545 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .02 -I- 1.28 .02 -I- 1.38 o 1- PIPE I .0 o 1- PIPE I .0 o 1- PIPE I .0 .00 o 1- PIPE I .0 .0 Date: 5-19-2000 Time:11:5856 ......*.............**.......*..*******************.*******.............................................*......................... I Invert 1 Depth I Water I Q I Vel Vel I Energy 1 Super ICriticallFlow ToplHeiqht/IBaee Wtl INo Wth Station I Elev 1 (FT) I Elev 1 (eFS) I (FPS) Head I Grd.E1.1 E.lev I Oepth I Width 10ia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/E1em lCh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Op I "N" I I ZR IType Ch .........1........1........1......*..1.........1.......1........1.........1.......1........1........1.......1......*1.....1....... 1 I I I I I I 1737 29 1289.35 1.492 1290.845 24.2 9.62 1.438 1292.283 .01 -1- -1- -1- -1- -1- -1- -1- -1- -1- 59 .04950 .013215 .02 1.51 I 1738 88 1289.43 -1- -1- 1.01 .04950 I 881289.48 -1- -1- .37 .04950 I 1740.251289.50 -1- -j- 1739 o I 565 1290 -1- '" -1- I 1.6461291 -I- .128 -1- I 1. 741 1291 -1- 241 -1- 24.2 -I- I 1.307 1292 -1- -1- .011939 3D' -I- .01 9.17 24.2 -I- I 1.1881292 -1- -1- .010893 316 -I- .00 .75 24.2 -1- I .0791292 -1- 320 -1- 3. -1- .01 -1- 1.58 .01 -1- 1.66 .01 -1- '" -1- .411 . 741 -1- '" '" -I- 1.145 .741 -1- 1.74 -I- .977 1.65 -I- .977 1.53 -1- .977 1.34 -1- 2.00 -1- .013 2.00 -1- .013 2.00 -I- .013 2 00 -1- .00 -I- .00 -I- .00 .00 -I- .00 -I- .00 .00 o 1- PIPE I .0 .00 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- .0 ~ I I I I I I I I I I I I I I I I I I I CAAD COD' If S P G H WATER SURFACE HEIGHT 1 BM;i: OlAHETER WIDTH - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV Till T(2) Yl31 Yl41 DROP SECT eRN NO OF AVE PIER NO TYPE PIER/PIP WIDTH CD 1 4 0 1 .50 CD 2 3 0 .00 7 DO 21.00 .00 .00 .00 C If S P G N WATER SURF""" PROFILE - TITLE CARD LISTING HEADING LINE .01 IS LINE "0-2" HEADING LINE .02 IS HEAOING LINE .03 IS 0 W 5 P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . . U/S DATA STATION INVERT SECT 1002.93 1290.00 1 ELEMENT NO 2 IS A REACH u/s DATA STATION INVERT SECT . 1019.99 1296.53 1 .013 ELEMENT NO , ISA WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1019.99 1296.53 2 .500 ELEMENT NO IS A SYSTEM HEADWORKS ulS DATA STATION INVERT SECT 1019.99 1296.53 2 W.5.c L-1r\JS W S ELEV 1296.53 Oat.: 5-19-2000 yeS) Y(6) Tn) r 120M ('/p'f RADIUS ANGLE .000 .000 Tiroe"12:10 13 PAGE 1 Yl81 'f191 T(lO) PAGE NO PAGE NO ANG PT .000 MAN . o 2-(,& I I I I I I I I I I I I I I I I I I I WARNING NO.2 "* - WATER SURFACE. ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV .. INV + DC Ci W S P G N - CIVILDESIGN Verll 7.1 PAGE For: RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:12:10 20 LINE "D-2" .**....***................********...........********..********.......****.**.*........***...........**......**...................... I Invert I Depth I Water I Q I Vel Vel I Energy I SU~r ICriticallFlow TopIHei9ht/IBa,. Wtl INo Nth Station I Uev t 1FT) I Elev I (CFS) I (FPS) H.ad. J Grd.El.l Elev I Oepth I Width ICia.-FTlar 1.0.1 ZL lPn/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1_ L/Elem lCh Slope I I I I SF Avel HF tSE DpthlFrou~ NjNonn Op I "N" I I ZR tType Ch .........1.........1.**.....1.........1.........,.......1........1.........1.......1........1........1*******1*******1*.*.*1******* I I I 1 1 1 I 1 1 I 1 I 1 1002.93 1290.00 .540 1290 540 11.8 20 59 6.584 1297.125 .00 1.306 1.44 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2.36 .38277 .154111 .36 .54 5 753 .433 .013 .00 PIPE 1 1 I 1 1005 29 1290.90 .558 1291 462 11.8 19.67 6.006 1297.468 .00 306 1.45 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 213 .38277 .135413 .29 .56 5388 .433 .013 .00 PIPE I I I 1 100742 1291.72 .578 1292.296 11.8 1875 5.460 1297.756 .00 1.306 1.46 1.50 .00 .00 0 .0 -1- -J- -1- -1- -1- -1- -1- -J- -J- -1- -1- -1- -1- 1_ 80 .38277 .118795 .21 .58 5.034 .433 .013 .00 PIPE I I 1 I 1009.22 1292.41 .599 1293.006 11.8 17.88 4.964 1297.970 .00 1.306 1.47 1.50 .00 .00 0 .0 -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 54 .38277 .104276 .16 .60 4.701 .433 .013 .00 PIPE I I 1 I 1010 76 1293.00 .621 1293.618 11 8 17.05 4.513 1298.130 .00 1.306 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -f- -1- -1- J- 33 .38277 .091580 .12 .62 4.389 .433 .013 .00 PIPE I I I 1 1012.09 1293.51 .644 1294.150 11.8 16.25 4.102 1298252 .00 1.306 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -J- -J- -1- -1- -1- -1- -1- -J- I- LLS .38277 .080469 .09 .64 4.097 .433 .013 .00 PIPE I 1 I I 1013 24 1293.95 .668 1294.616 11.8 15 50 3.729 1298.345 .00 1.306 1.49 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -J- -J- -1- -1- -f- -1_ 1_ .01 .38277 .070738 .07 .67 3 822 .433 .013 .00 PIPE I] J I 1014.25 1294.33 .693 1295 026 11.8 14 78 3.390 1298.416 .00 .306 1.50 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .88 .38277 .062211 .05 .69 3 564 .433 .013 .00 PIPE I I I I 1015.13 1294.67 .719 1295389 11.8 14.09 3.082 1298471 .00 306 1.50 1.50 .00 .00 0 .0 -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1_ .77 .38277 .054734 .04 .72 3.321 .433 .013 .00 PIPE o W S P G N - CIVILOESIGN Vera 7.1 PAGE 2 For; RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date; 5-19-2000 Time:12:10;20 LINE "0-2" ******************************.**"*"**"*"*"**"**************..******.*.*.*...............................****.................********** I Invert I Depth 1 Water I Q I Vel Vel I Enerqy 1 Super JCritical]Flow ToplHeight/lBase Wtl INo Wth Station I E1ev I (FT) 1 Elev I (CFS) I (FPSJ Head I Grd.El.1 Elev 1 Depth 1 Width IDia.-FTlor 1.0.1 ZL IPre/Pip -1- -1- -1- -1- -1- -1- -1- -1- -t- -1- -1- -1- -1- 1_ L/Elem ICh Slope 1 I I 1 SF Ave! HF ISE DpthlFroude NINorm Op 1 "N" I 1 ZR lType Ch *********1..******1********1*********1*********1*******1********1*********1*******1********1********1*******1*******1*****'******* I 1015.90 1294.97 -1- -1- .67 .38277 I 1016.58 1295.22 -1- -1- .59 .38277 I 1017.171295.45 -!- -1- .52 .38277 I 1017 69 1295.65 -1- -t- .45 .38277 I 1018.14 1295.82 -1- -1- .39 .38277 I 1018.53 1295.97 -1- -t- .34 .38277 I 1018.871296.10 -1- -1- .29 .38277 I 1019.161296.21 -1- -1- .24 .38277 I 1019 40 129631 -1- -1- I .7461295.711 -1- -1- I .775 1295.999 -1- -1- I .805 1296.255 -j- -1- I .8361296.485 -1- -I- I .870 1296 692 -1- -1- I .905 1296 877 -1- -1- I .942 1297 044 -1- -1- I .9821297194 -1- -1- I .024 1297.330 -1- -1- I 11.8 13 43 2.802 1298 -1- -1- -1- .048201 513 -I- .03 I 11.8 12 81 2.547 1298 -1- -1- -1- .042488 ". -I- .03 I 2.316 1298.571 -1- -1- -J- .037466 .02 11.8 12.21 -I- 11.8 11.64 -1- I 2.1051298.591 -1- -1- -1- .033082 .01 I 1.914 1298.605 -1- -1- -1- .029254 .01 11.8 11.10 -I- I 11 8 10.59 1.740 1298 -1- -t- -1- .025891 617 -1- .01 I 11 8 10 09 1.582 1298 -1- -1- -1- .022958 '" -1- .01 I 11.8 9 62 1.438 1298 -1- -1- -1- .020398 m -1- .00 11.8 9.17 -1- -1- I 1.307 1298 -I- m -I- .00 -I- .75 1.306 -1- 3.093 .00 -I- .78 .00 -I- .01 1.306 -1- 2 879 1.306 -1- 2.678 .00 -1- .84 1.306 -1- 2.488 .00 -I- .87 1.306 -1- 2 309 .00 -I- .91 .306 -1- 2.140 .00 -I- .94 .306 -1- .981 .00 -1- .9B 1.306 -I- 1.829 .00 -I- .306 -1- 1.50 -I- .433 1.50 -1- .013 .00 .00 -I- .00 1.50 -I- .433 1.50 -I- .433 1.50 -1- .013 .00 .00 -I- 1.50 -I- .013 .00 .00 -I- 1.49 -I- .433 1.50 -1- .013 .00 .00 -I- 1.48 -I- .433 1.50 -I- .013 .00 .00 -I- 1.47 -I- .433 1.50 -1- .013 .00 .00 -1- 1.45 -I- .433 1.50 -1- .013 .00 .00 -1- 1.43 -1- .433 1.50 -1- .013 .00 .00 -1- .00 .40 -I- .50 -1- .00 .00 -I- o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- pm I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- PIPE I .0 o 1- .0 -zf/\ I I I I I I I I I I I I I I I I I I I .20 .38277 .018169 .00 1.02 1.685 .433 .013 .00 PIPE 0 W S P G W - CIVILDESIGN Ven 7.1 PAG' J For: RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Ti./IIe:12;lO 20 LINE "0-2" ..********............................................................................................***.......................... I Invert I Depth I Water I Q I V.l v.l I Enerqy I Super ICritieallFlow ToplHeiqht/IBase Wtl INo Wth Station I Elev I (n) I tlev I (eFS) I (FPSI Head I Grd.El.1 tlev I Depth I Width IOia.-FTlar 1.0.1 'L lPrs/Pip -I- -1- -1- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- I- L/E18lll leh Slope I I I I SF Ave I WF ISE OpthlFroude NINorm Dp I "N" I I '" I Type eh ..*******1******..1........1.........,......***,*****.*1***.....1.........1......*1*.***...1........,.......1...****1.....1....... I I I I I I I I 1019.60 1296.38 070 1297.453 11.8 8 75 1.188 1298 641 .00 .306 1.36 1.50 .00 .00 0 .0 -I- -I- -1- -1- -I- -I- -1- -1- -1- -I- -1- -I- -I- I- .16 .38277 .016237 .00 1.07 546 .433 .013 .00 PIPE I I I I 1019.77 1296.44 .119 1297.563 11.8 8.34 1.080 1298.644 .00 1.306 1.31 1.50 .00 .00 0 .0 -I- -I- -I- -1- -I- -I- -I- -1- -I- -I- -1- -I- -I- 1- .12 .38277 .014568 .00 1.12 .412 .433 .013 .00 PIPE I I I I 1019.89 1296.49 l7J 1297 '" 11.8 7.95 .982 1298 645 .00 .306 1.24 1.50 .00 .00 0 .0 -I- -1- -1- -I- -I- -I- -1- -1- -I- -1- -I- -I- -I- I- .08 .38277 .013158 .00 1.17 1.280 .433 .013 .00 PIPE I I I I 1019.96 1296.52 .234 1297 754 11 8 58 .893 1298.646 .00 1.306 1.15 1.50 .00 .00 0 .0 -1- -I- -I- -I- -I- -I- -1- -I- -I- -1- -I- -I- -I- 1- .OJ .38277 .012008 .00 1.23 1.147 .433 .013 .00 P1PE I I I I 1019 " 1296.S3 .306 1297 .836 11.8 .2J .811 1298 647 .00 .306 .01 50 .00 .00 0 .0 -I- -I- -1- -I- -I- -1- -I- -I- -I- -I- -1- -I- -I- 1- WALL ENTRANCE I I I 1019. " 1296 53 2 810 1299.340 11 , .20 .001 1299.341 .00 .214 21 00 .00 21.00 .00 0 .0 -I- -1- -1- -1- -1- -I- -1- -I- -1- -1- -I- -1- -I- 1- 0 ~ I I I I I I I I I I I I I I I I I I I = CODE SECT ND eRN NO OF AVE PIER TYPE PIER/PIP WIDTH CD 4 CD 3 0 HEADING L1NE ND 18 HEADING LINE ND 2 ,. HEADING L1NE NO 3 18 0 o o WSPGN WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV 'till TI21 Y13) Y(4) DROP 'lIS) ,({Ei) Y(7) Date: 5-19-2000 1.50 .00 7 00 28.00 .00 .00 .00 W S P G N TITLE CARD LISTING LINE "0_3" WATER SURFACE PROFILE - ELEMENT NO WATER SURFACE IS A SYSTEM OUTLET UIB OATA STATION 1002.83 ELEMENT NO 2 IS A REACH 0/8 DATA STATION 1038.80 ELEMENT NO 3 IS A WALL ENTRANCE u/s DATA STATION 1038.80 ELEMENT NO 4 IS A SYSTEM HI'.ADWORKS ula DATA STATION 1038.80 WSPGN PROFILE - ELEMENT CARD LISTING . INVERT SECT 12510.00 1 INVERT SECT N 12516.513 1 .013 INVERT SECT FP 1296.513 2 .500 INVERT SECT 12516.513 2 WS.E. L-Il\\c 1=1<014 11\)" RAD IUS ANGLE .000 .000 W S ELEV 12516.513 Time 12:13 36 PAGE 1 Y(S1) '(IlO) 'lIB) PAGE NO PAGE NO 2 ANa FT .000 MAN H o ~r,r. I I I I I I I I I I I I I I I I I I I .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKOS, W.S.ELEV - INV .. DC o W S P G N - CIVIlDESIGN VerB 7.1 PAGE For: RANPAC Inc" Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time; 12; 13 42 LINE "0-3" ****..**...............***......................**....................***.**.............."...**********..........**.......**........**.......... I Invert I Depth I Water I Q t Vel Vel I Energy I Super I Critical 1 Flow ToplHeiqht/IBa8e wtl INo Wth Station I Uev I (FT) I Uev I (eES) I (EPS) Head I Grd.El.l Uev I Depth I Width IOia.-FTler 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Op I "N" I I ZR I Type Ch ..........I.....***I***.....I...******t*********I*******1********1*********1*******1********1********1*******1*******1*****1******* 1 I 1 1 1002.83 1290.00 .608 1290.609 13 0 19 33 5.802 1296 411 .00 351 1.47 1.50 .00 .00 0 .0 -1- -!- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .12 .19266 .126852 .14 .61 5 042 .545 .013 .00 PIPE 1 1 1 I 1003.95 1290.22 .611 1290 828 13.0 19.19 5.719 1296.547 .00 351 1.47 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- t- 6 65 .19266 .117943 .78 .61 4.989 .545 .013 .00 PIPE I 1 1 1 1010 60 1291.50 .634 1292.132 13.0 18.30 5.199 1297 331 .00 351 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 5.05 .19266 .103609 .52 .63 657 .545 .013 .00 PIPE I! 1 I 1015 65 1292.47 .657 1293 128 13.0 17 45 4.727 1297 854 .00 351 1.49 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- 1- 3 99 .19266 .090999 .36 .66 4.346 .545 .013 .00 PIPE 1 1 1 1 1019.64 1293.24 .681 1293921 13.0 1664 4.297 1298.217 .00 351 1.49 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 3.24 .19266 .080007 .26 .68 053 .545 .013 .00 PIPE 1 1 1 1 1022 88 1293.86 .707 1294.570 13.0 15.86 3.906 1298.476 .00 1.351 1.50 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 268 .19266 .070416 .19 .71 3.778 .545 .013 .00 PIPE 1 1 1 1 1025.56 1294.38 .734 1295.114 130 15.12 3.551 1298.665 .00 1.351 1.50 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 26 .19266 .061999 .14 .73 3.520 .545 .013 .00 PIPE 1 I 1 I 102782 1294.81 .762 1295577 130 14.42 3.228 1298.805 .00 1.351 1.50 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- 1- 92 .19266 .054608 .10 .76 3.277 .545 .013 .00 PIPE 1 I I j 1029.74 1295.18 .791 1295975 13.0 13.75 2.935 1298.910 .00 1.351 1.50 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.63 .19266 .048141 .08 .79 3.049 .545 .013 .00 PIPE o W S P G N - CIVILDEBIGN Vera 7.1 PAGE 2 For: RANPAC Inc. Ternacula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:12:13:42 LINE "0-3" ********************************************************************************************************************************** I Invert I Depth 1 Water 1 Q I Vel Vel I Enerqy I Super ICritica11Flow ToplHeiqht/IBaae Wtl INo Wth Station I Elev 11FT) 1 Elev 1 ICFSI 1 IFPSI Head 1 Grd.El.l Elev 1 Depth 1 Width 10ia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/.Elem ICh Slope 1 1 I I SF A.vel HF ISE DpthlFroude NIN01"11l Dp I "N" 1 I ZR IType Ch *********1********1********1*********1*********1*******1********1*********1*******1********1********1*******1*******1*****1******* I 1031.37 1295.50 -1- -1- .40 .19266 I 1032 77 1295.77 -1- -1- .20 .19266 1 1033.97 1296.00 -1- -1- 1.03 .19266 I 1035.00 1296.20 -1- -1- .88 .19266 I 1035 88 1296.37 -1- -1- .74 .19266 I 103662 1296.51 -1- -1- .63 .19266 I 1037.25 1296.63 -1- -1- .52 .19266 I 1037.78 1296.73 -1- -1- .42 .19266 I 1038.19129681 -1- -1- I .8221296.320 -1- -1- I .854 1296622 -1- -1- I .8891296.888 -1- -1- I .9251297.122 -1- -1- I .963 1297.331 -1- -1- I .005 1297.516 -1- -1- I 1.0491297681 -1- -1- I .0961297.829 -1- -1- I .1481297961 -1- -1- I 13 0 13 11 2.668 1298 -1- -1- -1- .042480 9" -1- .06 I 2.4261299.048 -1- -1- -1- .037534 .04 13 0 12.50 -I- 1 2.205 1299.093 -1- -1- -1- .033213 .03 13.0 11.92 -I- I 13.0 11.36 2.005 1299 -1- -1- -1- .029415 127 -1- .03 I 13.0 10.83 1.822 1299.153 -1- -1- -1- -1- .026114 .02 I 13.0 10.33 1.657 1299.172 -1- -1- -1- -1- .023242 .01 1 13.0 9.85 1.506 1299.187 -1- -1- -1- -1- .020731 .01 I 13 0 9 39 1.369 1299.198 -1- -1- -1- -1- .018561 .01 I 13.0 8 95 245 1299.206 -1- -1- -1- -1- .00 -1- 1.01 .00 -1- .82 1.351 -1- 2.834 .00 -I- .85 1.351 -I- 2.632 .00 -I- ." 1.351 -I- 2.441 .00 -1- .9) 1.351 -I- 2.261 .00 -1- .96 1.351 -1- 2 090 3Sl -I- 1.927 .00 -I- ." 1.351 -I- 1. 772 .00 -I- .10 .351 -I- .622 .00 -I- 1.351 -I- 1.49 -1- .545 1.49 -I- .545 1.47 -I- .545 1.46 -I- .545 1.44 -1- .545 1.41 -1- .545 1.38 -I- .545 1.33 -I- .545 1.27 -1- 1.50 -I- .013 .00 .00 -I- 1.50 -1- .013 .00 .00 -1- 1.50 -I- .013 .00 .00 -I- 1.50 -I- .013 .00 .00 -1- 1.50 -1- .013 .00 .00 -1- 1.50 -I- .013 .00 .00 -I- .00 1.50 -1- .013 .00 .00 -1- 1.50 -I- .013 .00 .00 -I- .SO -1- .00 .00 -1- .00 o 1- PIPE I .0 .00 o 1- PIPE 1 .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- .0 ZJR 1, I I I I I I I I I I I I I I I I I I I .31 .19266 .016716 .01 1.15 W S 51 G N - CIVILOESIGN Vera 7.1 For; RANPAC Inc., Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING l.476 .545 .013 .00 PIPE PAGE , Q Date: 5-19-2000 Ti~,12:13 42 LINE "0-3" ...........------.....................---------..............------............-...................----.................--.......... I Invert I Depth I Water I Q I V.l V.l I Enerqy I Super I Cri tical I Flow Top r Haiqhtj I Base WtI tHo Nth Station I tlev I 1FT) I t1av I (CFS) I (FPSJ Neild I Grd.El.l tlev I Depth I Width IOia.-FTlor 1 0.1 ZL !Prs/Pip -I- -1- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- I- L/Elem ICh SlopGl I I I SF Aver HF ISE DpthlFroude NINo~ Dp I "N" I I ZR [Type eh .....***.1........1.******.1"........1.........1*.......*1"'.......1...........1........1........1..."**..1..***..1".....*1.....1....... I I I I I I I 1039..50 1296.97 .206 1298.079 13 0 " 1.132 1299.211 .00 1.3.51 1.19 1..50 .00 .00 0 .0 -I- -I- -I- -I- -1- -I- -1- -1- -1- -I- -1- -I- -I- I- .21 .19266 .01.5174 .00 1.21 .330 ..54.5 .013 .00 PIPE I I I I 1039.72 1296.91 1.271 1299 IH5 13.0 8. 14 1.029 1299.214 .00 .3.51 1.09 1..50 .00 .00 0 .0 -I- -1- -I- -I- -1- -I- -I- -I- -1- -I- -1- -I- -I- I- .OH .19266 .013976 .00 1.27 1.179 .545 .013 .00 PIPE I I I I 1038.90 1296.93 351 1298 281 13.0 7.76 .934 1299 215 .00 .351 .00 .50 .00 .00 0 .0 -1- -I- -I- -1- -I- -1- -I- -I- -1- -I- -I- -1- -I- 1- WALL ENTRANCE I I I 1038 80 1296.93 , 126 1300 056 13.0 .15 .000 1300 OS< .00 .189 28.00 7 00 29.00 .00 0 .0 -1- -I- -I- -I- -I- -1- -I- -1- -I- -1- -I- -1- -I- I- 0 '},.~ I I I I I I I I I I I I I I I I I I I --o~~ CARD SECT CODE NO w S P G N WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH T(S) Y(6) T(7) - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR IN\' YIlI Y(2) Y(3) V(4) 0'"" Date: 5-19-2000 Tim.:12:42: 'AGE 1 Y(SI Y(9) Y(101 CHN NO OF AVE PIER TYPE PIER/PIP WIDTH co 1 4 0 1 .50 CO 2 3 0 .00 S 00 21.00 .00 .00 .00 0 W S P G N PAGE NO WATER "J'''= PROFILE - TITLE CARD LISTING HEADING LINE NO " LINE "0-4" HEADING LINE NO 2 IS u).S. \:: fRoM HEADING LINE NO 3 IS f( {~ C WSPGN L-INE: 0 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT W S ELEV 1000.00 1260.97 1 1262.41 ELEMENT NO 2 IS A REACH U!S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN N 1019.80 1283.35 1 .013 .000 .000 .000 0 ELEMENT NO 3 ISA WALL ENTRANCE uls DATA STATION INVERT SECT F' 1019.S0 1283.35 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS uls DATA STATION INVERT SECT W S EI.EV 1019.80 1283.35 2 1283.35 "j;c'i\ I I I I I I I I I I I I I I I I I I I J WARNING NO. 2. U - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQU.U.S INVERT ELEVATION IN HDWKOS, W.S.ELEV .. INV + DC o W S P G N - CIVILOESIGN Vera 1.1 PAGE For: RANPAC Inc., T_=la, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:12:42:11 LINE "D-4" ......................*................"'''''''........................................................................................ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TopIHeiqht/IBa.. '1ft I IHo Wth Station 1 Elev I (F'l') t Elev I (CFS) I (FPS) Head I Grd.El.l UIiIV I Depth I Width IDia.-FTlor 1.0.1 ZL lPn/Pip -J- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I 1 1 SF Ave I HF ISE DpthlFroude NIHorm Op I "N" I I ZR IType Ch ....*****1**......1........1........*1*********,*******1********1*********1*******1********1********1*******1*******1*****1******* I I I 1 I I I I I I ) I 1000.00 1260.97 .358 1261.328 10.7 33.09 17.007 1278.335 .00 1.256 1.28 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -)- -1- -1- -1- -]- -1- 1- .01 1.13030 .654031 .66 .36 11.598 .314 .013 .00 PIPE I I I 1 100101 1262.11 .361 1262.474 10.7 3265 16.559 1279.032 .00 1.256 1.28 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2.82 1.13030 .601159 1.70 .36 11.385 .314 .013 .00 PIPE I I [ I 1003.83 1265.30 .373 1265 675 10 7 31.14 15.053 1280.728 .00 .256 1.30 1.50 .00 .00 0 .0 -[- -[- -1- -[- -[- -[- -1- -1- -1- -[- -1- -[- -1- 1- 2 24 1.13030 .525610 1.18 .37 10 659 .314 .013 .00 PIPE [, [ [ 1006 07 1267.84 .386 1268.222 10 7 29 69 13.684 1281 906 .00 1.256 1.31 1.50 .00 .00 0 .0 -[- -1- -1- -]- -J- -1- -[- -J- -1- -J- -1- -1- -I. [- 84 1.13030 .459702 .94 .39 9.980 .314 .013 .00 PIPE I [I I 1007 91 1269.91 .399 1270.310 107 28.30 12.440 1282.750 .00 1.256 1.33 1.50 .00 .00 0 .0 -1- -[- -[- -[- -[- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.53 1.13030 .402110 .62 .40 9.341 .314 .013 .00 PIPE 1 I I I 100944 1271.64 .413 1272.058 107 2699 11.309 1283367 .00 1.256 1.34 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -J- -J- -1- -1- -1- -J- 1- .30 1.13030 .351821 .46 .41 8.744 .314 .013 .00 PIPE I I I I 101075 1273.12 .427 1273 544 101 25.73 10.281 1283.825 .00 1.256 1.35 1.50 .00 .00 0 .0 -1- -J- -1- -1- -1- -1- -1- -[- -1- -1- -1- -1- -1- 1- 1.12 1.13030 .301844 .34 .43 8.182 .314 .013 .00 PIPE I I 1 I 1011.86 1214.38 .442 1214.823 10.1 24.53 9.341 1284.110 .00 1.256 1.37 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -I. -1- -1- -1- -1- -1- -1- 1- .91 1.13030 .269623 .26 .44 1 651 .314 .013 .00 PIPE I I I I 1012 83 1215.48 .458 1215 934 10 1 23 39 8.491 1284.431 .00 256 1.38 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- 1- .85 1.13030 .236116 .20 .46 165 .314 .013 .00 PIPE o w s P G N - CIVILDESIGN Vers 1.1 P.l>.QE 2 For: RANpAC Inc., Ternecu1a, California - SIN 560 WATER SURFACE pROFILE LISTING Date: 5-19-2000 Time:12:42:11 LINE "0_4" *******************.*....***************************...*......................**..***********.........................*..***..*... I Invert I Depth I Water I Q I Vel Val I Enargy I Super ICriticallFlow ToplHeight/]Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPSI Head I Grd.El.1 E1ev I Depth I Width IDia.-FTlor 1.0.1 ZL Iprs/Pip -1- -1- -1- -I. -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem. 1 Ch Slope I I I I SF Ava I HF I SE Opth I Froude N I Norm Op I "N" 1 I ZR I Type Ch .........1........1........1.........1.........1.......1........1...*.....1.......1........1.***..**1.......[.......1.....1....... I 1013.68 1216.43 -1- -J- .14 1.13030 I 1014.42 1277.27 -1- -1- .651.13030 I 1015.08 1218.01 -1- -1- .58 1.13030 I 1015661278.66 -1- -I. .51 1.13030 I 1016.111219.24 -1- -1- .461.13030 I 1016.63 1279.16 -1- -1- .411.13030 I 1017 03 1280.22 .1- -1- .36 1.13030 I 1011.39 1280.63 -1- -1- .32 1.13030 I 1011.12 1280.99 -1- -]- I .414 1276 -1- go, -I- I .491 1277 -I- 762 -I- I .508 1218 -I- 519 -I- I .5261219.191 .1. -1- I .545 1279.190 -1- -1- I .564 1280 325 -1- -1- I .585 1280805 -1- -I- I .6061281.235 -1- -1- I .628 1281 622 -1- -1- I 101 22.30 1.124 1284 -j- -1- -1- .206973 631 -I- .15 I 10 1 21 27 7.022 1284 -1- -1- -1- .181222 .784 -I- .12 I 10.7 20.28 6.384 1284 -1- -1- -1- .158743 .903 -1.,- .09 I 10 7 19 33 5.804 1284.995 -1- -1- -1- -]- .139155 .07 I 10.7 18.43 5.276 1295 -1- -1- -1- .121986 066 -I- .06 I 10.7 17.57 4.796 1285.122 -1- -1- -1- -1- .106992 .04 I 10 7 16 76 4.360 1285. -1- -1- -1- .093908 165 -I- .03 I 10.7 1598 3.964 1285 -1- -1- -1- .082410 19. -I- .03 I 10 7 15 23 3 604 1285.226 -1- -1- -1- -1- .00 -I- .47 1.256 -1- 6702 .00 -I- .49 .256 -I- 6 269 .00 -I- .51 1.256 -1- 5.861 .00 -I- .53 1.256 -1- 5.419 .00 -1- .SS 1.256 -1- 5.121 .00 -1- .56 1.256 -1- .785 .00 -I- .59 1.256 -1- .470 .00 -I- .61 '56 -1- 4.175 .00 -1- 1.256 -I- 1.39 -I- .314 1.41 -I- .314 1.42 -I- .314 1.43 -I- .314 1.44 -1- .314 1.45 -I- .314 1.46 -I- .314 1.47 -1- .314 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 .. -I- 1.50 -1- .00 .00 -1- .00 o 1- pIpE I .0 .00 .00 -I- .00 o 1- PIPE I .0 .00 .00 -1- .00 o 1- PIPE I .0 .00 .00 -I- .00 o 1- PIPE I .0 .00 .00 -I- .00 o 1- PIpE I .0 .00 .00 -1- .00 o 1- PIPE I .0 .00 .00 -I- .00 o 1- PIPE I .0 .00 .00 -I- .00 o 1- PIPE I .0 .00 .00 -I- o 1- .0 '1,"'P I I I I I I I I I I I I I I I I I I I .29 1.13030 o .072358 .02 .63 W S P G N - CIVlLOESIGN Vera 7.1 For; RANPAC Inc., Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING LINE "0-4" 3.897 .3l4 ,013 .00 PIPE PAGE 3 Date, 5-19-2000 Time: 12 :42 11 .......................******..................................................................*******....****........****........ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICritieallFlow ToplHeiqht/lBas8 Wtl INa Wth Station 1 Elev I (FT) I Elev I (CFSl I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Eltlm leh Slope I I I I SF Ave' HF ISE OpthlFroudci NINorm Op I "N" I J ZR IType eh .........,...***..1......**1.........1**.......1*.....*1...........1..................1..............1................1................1..............1..............1..........1.............. 1 I 1018.00 1281.32 -1- -1- .26 1.13030 I 1018.261281.61 -1- -]- .23 1.13030 I 1018.49 1281.87 -1- -1- .20 1.13030 1 1018.69 1282.10 -1- -1- .18 1.13030 I 1018 87 1282.30 -1- -J- .16 1.13030 I 1019 03 1282.48 -1- -1- .14 1.13030 I 1019171282.64 -1- -1- .12 1.13030 I 1019.30 1282.78 -1- -1- .11 1.13030 I 1019.401282.90 -1- -1- .091.13030 o 1 .651 1281 971 -1- -1- I .6751282285 -1- -I- I .701 1282568 -1- -1- 1 .727 1282.824 -,- -1- I .755 1283.056 -1- -1- I .784 1283.265 -1- -1- 1 .814 1283 455 -1- -1- 1 .846 1283.627 -1- -1- I .880 1283.782 -1- -1- For: RANPAC Inc. LINE "0-4" I I 10.7 14.52 3.276 1285.246 -1- -1- -1- -1- .063565 .02 I 10 7 13 85 2.978 1285.263 -1- -1- -1- -1- .055897 .01 I 10 7 13 20 2.707 1285 -1- -1- -1- .049179 276 -1- .01 I 10.7 12.59 2.461 1285.286 -1- -1- -1- -1- .043281 .01 I 10 7 12.00 2.238 1285 -1- -1- -1- .038129 203 -1- .01 I 10 7 11.45 2.034 1285 -1- -1- -1- .033602 299 -1- .00 I 10 7 10.91 1.849 1285.304 -1- -1- -1- -1- .029639 .00 1 10.7 10.40 1.681 1285.308 -1- -1- -1- -1- .026180 .00 10.7 -I- I 1.528 1285.311 -1- -1- -1- .023157 .00 W S P G N - CIVILDESIGN Vers 7.1 Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING 9.92 .00 -1- .65 1.256 -1- 3.637 1.49 -I- .314 1.49 -1- .314 1.50 -I- .314 1.50 -1- .314 1.50 -I- .314 1.50 -1- .314 1.49 -1- .314 1.49 -1- .314 1.48 -1- .314 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -1- .013 1.50 -I- .013 .00 .00 -I- .00 .00 -I- .00 .00 -1- .00 .00 -1- .00 .00 -I- .00 .00 .00 -I- .00 .00 -I- .00 .00 -I- .00 .00 .00 0 -1- 1- .00 PIPE ,AGE .00 o 1- PIPE I .0 .00 , 1- PIPE I .0 .00 -I- .68 1.256 -I- 3 392 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 -1- .70 256 -1- 3 163 o 1- PIPE I .0 .00 o 1- PlpE I .0 .00 -I- .73 1.256 -1- 2.947 .00 o 1- PIPE I .0 o 1- PIPE 1 .0 .00 -1- .76 1.256 -I- 2.744 .0 Date; 5-19-2000 Time:12:42;11 ................................................................................................................................................................................................................................................................... .00 -1- .78 1.256 -1- 2.554 1 Invert I Depth I Water I Q I Vel Vel I Enerqy I Super ICritieallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) 1 Elev I (CFSI J IFPS) Head I Grd.El.J Elev I Depth I Width 10ia.-FTlor 1.0. I ZL IPrs/Pip -1- -1- -1- -1- -J- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I f J I SF Avel HF ISE DpthJFroude N!Nonn Op I "N" I I ZR IType Cn .................. I................J................ 1"""""""""1"""""""""'"'''''''''' ..,................1..................1..............,................,................1..............1..............1.........1............. I 1019 50 1283.01 -1- -1- .081.13030 I 1019.58 1283.10 -1- -1- .071.13030 I 1019.64 1283.17 -1- -1- .05 1.13030 I 1019701283.23 -1- -1- .04 1.13030 I 1019 74 1283.28 -1- -J- .03 1.13030 I 1019.77 1283.32 -1- -1- .02 1.13030 I 1019.791283.34 -1- -1- .01 1.13030 I 1019 80 1283.35 -1- -1- WALL ENTRANCE I 1019.80 1283.35 -1- -1- I .916 1283 923 -1- -I- I .954 1284.051 -1- -1- I .9941284.167 -1- -I- I 1.0381284.273 -1- -1- I .084 1284368 -1- -1- I 1.1351284.455 -1- -1- I 1.191 1284.534 -1- -1- I 1.2561284.606 -1- -1- I 2 539 1285 889 -1- -1- 10.7 -I- 107 -1- 10.7 -I- 10.7 -I- 10.7 -I- 10.7 -I- 10 7 -1- 10 7 -1- 10.7 -1- 1 946 1.389 1285 -1- -1- .020512 313 -I- .00 I 02 1.263 1285 -1- -1- .018195 314 -1- .00 I 8.60 1.148 1285.316 -1- -1- -1- .016179 .00 I 8.20 1.044 1285 -1- -1- .014425 317 -I- .00 I 82 .949 1285.317 -1- -1- -1- .012903 .00 I 7 45 .863 1285.318 -1- -1- -1- .011601 .00 I 7.11 .784 1285 -1- -1- .010502 31. -I- .00 I 6.77 .712 1285.318 -1- -1- -1- I .20 .001 1285.890 -J- -1- -1- .00 -1- 1.08 .00 -1- 1.14 .00 -1- 1.19 .00 -I- ." 1.256 -I- 2.374 .00 -I- .as 1.256 -I- 2.205 .00 -I- .88 1.256 -I- 2.046 .00 -I- ." 1.256 -I- 1.896 .00 -1- .OS .00 -1- .99 1.256 -I- 1.753 1.256 -I- 1.618 .00 -1- 04 256 -I- 1.488 1.256 -1- 365 ". -1- 1.244 1.256 -1- 1.124 .00 -I- .256 -1- .00 -1- .201 -I- 1.46 -1- .314 1.44 -I- .314 1.42 -I- .314 1.38 -1- .314 1.34 -1- .314 1.29 -1- .314 1.21 -1- .314 1.11 -1- 21.00 -I- 1.50 -I- .013 .00 .00 -1- .00 1.50 .00 .00 -1- -1- .013 .00 1.50 .00 .00 -1- -1- .013 .00 1.50 .00 .00 -1- -1- .013 .00 1.50 -I- .013 1.50 -1- .013 1.50 -1- .013 .00 .00 -I- .00 .00 .00 -1- .00 .00 -1- 50 .00 .00 -1- -1- 8 00 21.00 .00 -1- -1- o 1- PIPE 1 .0 o 1- PIPE I .0 o 1- PIPE 1 .0 o 1- PIP< 1 .0 o 1- PIPE I .0 .00 o 1- PIPE 1 .0 .00 o 1- PIPE I .0 o 1- .0 o 1- .0 .-z.'\.\. I I I I I I I I I I I I I I I I I I I CARD SECT CODE NO W 5 P G N WATER SURFACE HEIGHT 1 BASE DIAMETER WIDTH - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR IHY 't{ll Y{2) Y(3) YC4J DROP Date: 5-19-2000 Time 12: 52 40 PAGE 1 Y(5) Y(6) Y(7) Yle) Y(51) Y(lO} eRN NO OF AVE PIER TYPE PIER/PIP WIDTH co 1 4 0 1.50 co 2 3 0 .00 7.00 28.00 .00 .00 .00 0 w S P G N WATER SURFACE PROFILE - TITLE CARD LISTING HEADING L1NE NO IS LINE "0-5" HEADING LINE NO 2 IS HEADING LINE NO 3 1S D WSPGN WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . U/5 DATA STATION INVERT SECT 1000.00 1266.70 1 ELEMENT NO 2 IS A REACH U/s DATA STATION INVERT SECT N 1019,80 1286.30 1 .013 ELEMENT NO 3 IS A NALL ENTRANCE 0/5 DATA STATION INVERT SECT FP 1019.80 1286.30 2 .500 ELEMENT NO IS A SYSTEM HEADWORKS U/s DATA STATION INVERT SECT 1019.80 1286.30 2 Lv.).E FRoM l.-r".!'E "D" RAe IUS ANGLE .000 .000 W S ELEV 1286.30 PAGE: NO PAGE NO 2 AND PT .000 MAN H o -z..1'V' I I I I I I I I I I I I I I I I I I I .. WARNING NO.2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDIiKDS, W.S.ELtV _ tHY + DC o W S P G N - CIVILDESIGN Vera 7.1 PAGE For; RANPAC Inc., TlIIIlI&cula, California - SiN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:12:S2 50 LINE "D-5" .................***.........***.............................******.........***................**.**.***...........**.................... I Invert I Depth I Water I 0 I Vel Vel I Energy I Super ICriticallFlow ToplHeioht/IBase Wtt INo wth Station I nev t (FT) I nev I (eFS) I (FPS) Head I Grd.El.l Ellilv I Depth I Width IOia.-FTlor I.D.I ZL IPu/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem leh Slope I I t I SF Avel Hr ISE DpthjFroude NINorm Dp I "N" I I ZR ITypcil eh ........**1**......1.....**.1.........1..,.,..,.,.,.,.1,..,....*1........1...,.,.,.,...1.......,........,.......,.1,.,.,.****1**.".**1*.*.*1.*""*"* I 1 I I I 1 J 1000 00 1266.70 .229 1266.929 7 27 60 11.828 1278 757 .00 .833 1.08 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- J- .00 .98990 .775185 .78 .23 12 241 .217 .013 .00 PIPE I I 1 I 1001.00 1267.69 .230 1267.920 4.7 27.23 11.518 1279.438 .00 .833 1.08 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1_ -1- 1- 3.73 .98990 .711684 2.66 .23 12.013 .217 .013 .00 PIPE 1 I I 1 1004.73 1271.39 .238 1271.625 .7 25 97 10.471 1282.096 .00 .833 1.10 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2 56 .98990 .621764 1.59 .24 11.262 .217 .013 .00 PIPE I 1 I J 1007.30 1273.93 .246 1274.171 4.7 24.76 9.519 1283.690 .00 .833 1.11 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.92 .98990 .542812 1.04 .25 10.555 .217 .013 .00 PIPE I I I I 1009.22 1275.82 .254 1276 078 7 23 61 8.653 1284 731 .00 .833 1.13 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1_ 1.51 .98990 .474163 .71 .25 890 .217 .013 .00 PIPE I I I I 1010.72 1277.32 .263 1277.579 .7 2251 7.867 1285446 .00 .833 1.14 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1.23 .98990 .414501 .51 .26 9.272 .217 .013 .00 PIPE I 1 I I 1011.95 1278.53 .272 1278.803 4.7 21.46 7.152 12B5 954 .00 .833 1.16 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .02 .98990 .362074 .37 .27 8 689 .217 .013 .00 PIPE I I I 1 1012.97 1279.54 .281 1279.823 4.7 20.46 6.501 1286.324 .00 .833 1.17 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- _1_ 1_ .86 .98990 .316422 .27 .28 8.141 .217 .013 .00 PIPE I 1 I I 1013.84 1280.40 .291 1280687 4.7 19.51 5.910 1286.597 .00 .833 1.19 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1_ .74 .9B990 .276381 .20 .29 7.630 .217 .013 .00 PIPE o W S P G N - CIVILDESIGN Verll 7.1 PAGE For: RANPAC Inc., Temecu1a, Calit"ernia - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time: 12 :52' 50 LINE "0-5" *************************************.,..****,.****************.*.***...**************.**.***********..,.,.,.,.************....,.****.*** I Invert I Depth 1 Water I Q I Vel Vel I tnerqy I Super ICriticallFlew TeplHei9ht/IBalle Wtl INo Nth Station I Elev 11FT) 1 Elev I (CFS) 1 (FPS) Head I Grd.El. I Elev I Depth 1 Width 10ia.-FTler 1.0.1 ZL IPrs/Pip -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1_ L/Elen1 ICh Slopel I 1 1 SF Avel HF 1St OpthlFroude NINerm Dp 1 "N" I I ZR 1'1'ype Ch *********1**...*.*1****.**.1.***.****1*********1*******1********1*********1*******1********1****.***1*****"*1***".**1*****1""*"""" I 1014.5B 12B1.13 -1- -1- .64 .98990 I 1015 21 1281.76 -1- -1- .56 .98990 I 1015.77 1282.31 -1- -1- .49 .98990 I 1016.26 1282.79 -1- -1- .43 .98990 I 1016 69 1283.22 -1- -1- .3B .9B990 I 1017.07 1283.59 -1- -1- .34 .98990 I 1017.401283.93 -1- -1- .30 .9B990 I 1017701284.22 -1- -1- .27 .9B990 I 1017.97 1284 48 -1- -1- I .300 1281 429 -1- -I- I .311 12B2071 -1- -I- I .321 1282.633 -1- -1- I .332 1283.127 -1- -I- I .343 1283.563 -1- -1- I .355 1283 950 -1- -1- I .367 1284.294 -1- -1- I .380 1284.602 -1- -1- I .3931284.878 -1- -1- I .7 18.60 5.373 1286 -1- -1- -1- .241456 '02 -I- .15 4.7 1774 -1- I 4.BBS 12B6.956 -1- -1- -1- .211099 .12 I .7 16.91 4.441 1287 -1- -1- -1- .184389 I 7 16.12 4.037 12B7 -1- -1- -1- .161139 073 -1- .09 163 -1- .07 I 4.7 15 37 3.670 1287.233 -1- -1- -1- -1- .140858 .05 I 4.7 1466 3.336 1287 -1- -1- -1- .123177 I 4 7 13 9B 3.033 1287 -1- -1- -1- .107736 '" -I- ." m -1- .03 I .7 13 33 2.757 1287.359 -1- -1- -1- -1- .094259 .03 I .7 12.71 2 507 1287.384 -1- -1- -1- -1- .00 -I- .30 .833 -1- 144 .00 -I- .31 .B33 -I- 6.696 .00 -1- .32 .833 -1- 6271 .00 -1- .33 .B33 -1- 5.874 .00 -1- .34 .833 -I- S 500 .00 -I- .36 .833 -1- 5151 .00 -1- .37 .B33 -1- .823 .00 -I- .3' .833 -I- .517 .00 -1- .833 -I- 1.20 -1- .217 1.22 -I- .217 1.23 -1- .217 1.25 -1- .217 1.26 -1- .217 1.28 -I- .217 1.29 -1- .217 1.30 -I- .217 1.32 -I- 1.50 -1- .013 .00 .00 -1- 1.50 -I- .013 .00 .00 -1- 1.50 -1- .013 .00 .00 -I- 1.50 -1- .013 .00 .00 -1- .00 1.50 -1- .013 .00 .00 -1- 1.50 -1- .013 .00 .00 -1- 1.50 -1- .013 .00 .00 -1- 1.50 -I- .013 .00 .00 -I- .00 1.50 -1- .00 .00 -I- .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 .00 o 1- PIPE I .0 o 1- PIPE I .0 o 1- .0 -z. ,.~ I I I I I I I I I I I I I I I I I I I ." .98990 o For; RANPAC Inc., .082478 .02 W S P G N - CIVILDESIGN Vera Temecula, California - SIN WATER SURFACE PROFILE .39 4.228 .217 .013 .00 PIPE PAGE 3 7.1 560 LISTING LINE "0_5" Date: 5-19-2000 Time:12:52 50 *.***"'*****..*******".,,***"'**....*"'**********"'.."'***"'......"fI..........................................................*******....**... I Invert I Depth I Water I Q I Vel Vel I Enerqy I Super ICriticallFlow TopIHeiqht/IBa"8 Wtl INo Wth Statiotl I Elev I (FT) j Elev I (CFSI I (FPS) Head. I Grd.El.1 Elev I Depth I Width IOia.-FTlar 1.0.1 ZL lPn/Pip -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem I Ch Slope I I I I SF Ave' HF I BE Dpth I Froud. N I Norm Dp I "N" I I ZR I Type Ch .........1.***....1"'.......,"'........1.........1......*1"."...**1*********1*******1********1********1*******1*******1*****1******* I I I I I I 1 I I I I I 1018.20 1284.72 .407 1285125 7 1211 2.279 1287404 .00 .833 1.33 1.50 .00 .00 0 .0 -1- -1- -!- -1- -1- -1- -j- -1- -1- -1- -1- -1- -j- 1- .21 .98990 .072186 .02 .41 3.959 .217 .013 .00 PIPE I 1 1 I 1018.41 1284.93 .421 1285.348 4.7 11.55 2.072 1287.419 .00 .833 1.35 1.50 .00 .00 0 .0 -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -j- -1- -1- 1- .19 .9851510 .063183 .01 .42 3 705 .217 .013 .00 PIPE I I I 1 1018.60 1285.11 .436 1285 548 .7 11.01 1.883 1287 431 .00 .833 1.36 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- (- .17 .98990 .055312 .01 .44 3.467 .217 .013 .00 PIPE j I I I 1018.77 1285.28 .451 1285728 .7 1050 1.712 1287440 .00 .833 1.38 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- 1- .15 .98990 .048423 .01 .45 3.244 .217 .013 .00 PIPE I I 1 I 1018 91 1285.42 .467 1285.891 7 10 01 1.556 1287 447 .00 .833 1.39 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- j- .13 .98990 .042398 .01 .47 3 035 .217 .013 .00 PIPE I I I 1 1019.05 1285.55 .483 1286.038 4.7 55 1.415 1287 453 .00 .833 1.40 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- 1- .12 .98990 .037122 .00 .48 2.838 .217 .013 .00 PIPE 1 I I I 1019.16 1285.67 .500 1286.171 .7 9.10 1.286 1287.457 .00 .833 1.41 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .10 .98990 .032529 .00 .50 2.654 .217 .013 .00 PIPE 1 1 1 I 1019.27 1285.77 .518 1286291 7 8.68 1.169 1287.461 .00 .833 1.43 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- j- .09 .98990 .028505 .00 .52 2.482 .217 .013 .00 PIPE I I I j 1019.36 1285.86 .536 1286.400 4.7 8.27 1.063 1287.463 .00 .833 1.44 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .08 .518990 .024978 .00 .54 2.320 .217 .013 .00 PIPE o W S P G N - CIYILOESIGN Vera 7.1 PAGE For: RANPAC Inc., T8lIIecula, california - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-19-2000 Time:12:52:50 LINE "0-5" ********************************************************************************************************************************** I Invert 1 Depth I Water I Q 1 Yel Yel j Enerqy 1 Super jCriticallFlow ToplHeiqht/IBase Wtj INo Wth Station I Elev 1 (FT) I Elev 1 (CFS) j (FPS) Head I Grd.El.1 Elev I Depth 1 Width 10ia.-FTlor 1.0.1 ZL IPrs/Pip -1- -j- -1- -j- -1- -!- -1- -1- -1- -1- -j- -1- -1- 1- L/Elem ICh Slopej I j 1 SF Avel HF ISE OpthlFroude NINorm Dp j "N" I 1 ZR IType Ch *......*....*..1......*****1********1*********1*********1*******f********I*********I*******I********f********!*"****"1*******1*****1******* , 101944 1285.94 -1- -1- .07 .98990 , 1019511286.01 -1- -f- .06 .98990 , 1019.57 1286.07 -1- -f- .05 .98990 , 1019.621286.12 -1- -1- .04 .98990 , 1019671286.17 -1- -1- .04 .98990 , 1019701286.21 -1- -1- .03 .98990 , 101973 1286.24 -f- -1- .02 .98990 , 1019 76 1286.26 -f- -1- .02 .98990 , 1019 78 1286 28 -1- -1- , .5551286499 -1- -1- , 7 89 .966 1287 -1- -1- .021901 .7 -,- .os -,- .00 , .575 1286 588 -f- -1- , .52 .8791287 -1- -1- .019216 '.7 -I- .467 -I- .00 , .5961286669 -1- -I- I .618 1286.743 -1- -j- , .641 1286 809 -1- -1- 7 -I- , 7.17 .7991287.468 -1- -1- -j- .016869 .00 , 6 84 .726 1287.469 -1- -1- -1- .014817 .00 '.7 -I- , 6 52 .660 1287 -1- -1- .013013 .7 -,- 469 -,- .00 , .664 1286870 -1- -1- '.7 -,- , 622 .600 1287.470 -1- -1- -1- .011433 .00 , 5 93 .545 1287.470 -1- -1- -j- .010056 .00 , 5.65 .496 1287.471 -1- -1- -1- .008849 .00 , 5 39 .451 1287 471 -1- -1- -f- I .6891286925 -1- -1- 7 -I- , .715 1286 975 -1- -)- .7 -I- , .7421287020 -1- -1- .7 -I- .00 -I- .56 .833 -I- .168 .00 -I- .58 .833 -,- 2025 .00 -I- .60 .833 -I- 1.892 .00 -I- .62 .833 -I- .766 .00 -I- .64 .833 -I- 1.649 .00 -I- .66 .833 -I- 1.538 .00 -I- ." .833 -I- 1.434 .00 -I- .72 .833 -,- 331 .00 -I- .833 -I- 1.45 -,- .217 1.46 -I- .217 1.47 -I- .217 1.48 -I- .217 1.48 -I- .217 1.49 -I- .217 1.50 -I- .217 1.50 -I- .217 1.50 -,- 1.50 -,- .013 .00 .00 -I- .00 o ,- PIPE , .0 1.50 -I- .013 .00 .00 -I- .00 o ,- pm , .0 1.50 -I- .013 .00 .00 -I- .00 o ,- PIPE , .0 1.50 -,- .013 .00 .00 -,- .00 o ,- PIPE , .0 1.50 -,- .013 .00 .00 -,- .00 o ,- PIPE , .0 1.50 -,- .013 .00 .00 -I- .00 o ,- pm , .0 1.50 -,- .013 .00 .00 -,- .00 o ,- PIPE , .0 1.50 -I- .013 .00 .00 -I- .00 o ,- pm , .0 .50 -I- .00 .00 -I- o ,- .0 z.,1A. I I I I I I I I I I I I I I I I I I I .01 .98990 .007789 .00 .74 Ii S P G N - CIVILDESIGN Vera 7.1 For: RANPAC Inc., T&mecula, California - SIN 560 WATER SURFACE PROFILE LISTING 1.245 .217 .013 ,DO PIPE 'AGE 5 o Date: 5-19-2000 Time:12:S2 SO LINE "0-5" ...............*...***.....***.************.....................***"fl.........................................................................._.*".... I Invert I Depth I Water I 0 I V.l V.l I El'lergy I Super I Critical I Flow Top IHeight/ I Balle Wt I fNo Wth Station I Elev I (FT) I Elev I (CFS) I {FPSI Head. I Grd.El.1 Elev I Oepth I Width ICia.-FTlor 1.0.1 ZL IPrs/Pip -1- -I- -1- -I- -1- -I- -1- -1- -I- -I- -I- -1- -I- I- L/Elem ICh Slopel I I I SF Ave! HF 1St Dpth J Frol.lde N I Norm Dp I "N" I I ZR I Type Ch .........,****....."1..**...**1...******1**....**.1.******1"...".**1...******'*****..'******..1******'*"1"......1***..**.1.....1....... I I I 1019.79 1286.29 .770 1287 .061 '.7 5. U .410 1287 471 .00 .833 1.50 1.50 .00 .00 0 .0 -1- -I- -I- -1- -I- -1- -I- -1- -1- -1- -1- -1- -I- 1- .01 .98990 .006863 .00 .77 1.159 .217 .013 .00 PIPE I I I I 1019.80 1286.30 .800 1287.098 '.7 4.90 .373 1287.471 .00 .833 1.50 1.50 .00 .00 0 .0 -1- -I- -1- -1- -1- -I- -I- -1- -1- -1- -I- -1- -I- I- .00 .98990 .006044 .00 .80 1.078 .217 .013 .00 PIPE I I I I 1019.80 1286.30 .833 1287.133 '.7 . " .338 1287 471 .00 .833 1.49 .50 .00 .00 0 .0 -1- -1- -I- -I- -I- -1- -1- -1- -I- -I- -I- -1- -I- 1- WALL ENTRANCE I I I 1019 80 1286.30 .335 1287.635 7 .13 .000 1287.635 .00 .096 28 00 7.00 28 00 .00 0 .0 -I- -1- -I- -I- -I- -I- -I- -I- -1- -I- -1- -I- -I- 1- 0 .",....< I I I I I I I I I I I I I I I I I I I CARD CODE CHN NO OF AVE PIER TYPE PIER/PIP WIDTH w S P G N WATER SURFACE HEIGHT 1 MSE DIAMETER WIDTH - EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION LISTING ZL ZR IHY Y(1) Y12) Y(3) Y14) DROP Date: 5-21-2000 Time.ll:33: 7 PAGE 1 TIS) Y(6) Y(?) TIS) Y(9) T(IO) SECT NO CD 1 . 0 1 50 CO 2 , 0 .00 10 00 14.00 .00 .00 .00 0 W 5 P G N WATER SURFACE PROFILE - TITLE CARD LISTING HEAD ING LINE NO 1 IS LINE "0_6" HEADING LINE NO 2 IS HEADING LINE NO , IS 0 W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO ISA SYSTEM OUTLET U!S DATA STATION INVERT SECT 1003.57 1268.32 I ELEMENT NO 2 IS I>. REACH U/S DATA STATION INVERT SECT N 1051.37 1274.06 1 .013 ELEMENT NO , IS A REACH . U/S OATA STATION INVERT SECT N 1061.98 1275.23 1 .013 ELEMENT NO . IS A REACH . . U/S DATA STATION INVERT SECT N 1130.08 1282.77 1 .013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 11!P.13 1290.18 1 .013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LA.T-l LAT-2 N Q3 1199.09 1290.50 1 1 0 .013 7 95 ELEMENT NO 7 IS A REACH uts DATA STATION INVERT SECT N 1229.59 1291.77 1 .013 ELEMENT NO , IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1229.59 1291.77 2 .500 ELEMENT NO , IS A SYSTEM HEADWORKS uts DATA STATlON INVERT SECT 1229.59 1291.77 2 PAGE NO LJ.). E-. H(oM erNE- "pl' PAGE NO 2 RADIUS ANGLE ANG 1'T MAN " .000 .000 .000 0 RADIUS ANGLE ANG 1'T MAN H 89.927 6.760 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE MG 1'T MAN H 89.969 -42.700 .000 0 Q' INVERT-3 INVERT-4 PHI 3 PHI . .00 1290.70 .00 45 00 .00 RADIUS ANOLE .000 .000 RADIUS ANGLE ANG 1'T MAN H .000 .000 .000 0 W S ELEV 1293.77 -z,,c, I I I I I I I I I I I I I I I I I I I o For: RANPAC Inc., w s P G N - ClVILDESIGN Vera T_cula, California - SIN WATER SURFACE PROFILE 7.1 560 LISTING Date: 5-21-2000 PAC' Time:1l:33.12 .............**....***...."*,,.*****...**.....**....**....."......**...**.......**...****....***...****...........*...."'................. I Invert I Depth I Water I Q I Vel Vel I Energy! Super lCriticallFlow ToplHeight/lBase Wtl tNo Wth Station I &lev I (FT) I Uav I (CFS) I InS) Head I Grd.El. I Elev I Depth I Width 10ia. -FT lor 1.0. I ZL I Prll!Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Op I "N" I I ZR IType Ch ....****.1**......,.....**.,............,..........,.***..*,.....***,.........,***....,***...."1"....***,........,....***.1.....1....... I I 1 1 1 I I I I I 1003.51 1268.32 .601 1268.921 12 4 18 51 5.353 1214.280 .00 1.332 1.41 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 41.80 . 1200Sl .114134 5.46 .61 4.849 .605 .013 .00 PIPE 1 t I 1 1051.31 1214.06 .620 1274.680 12.4 18.05 5.062 1279.742 .17 332 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 1061 .11027 .109689 1.16 .79 .657 .619 .013 .00 PIPE I I I I 1061 98 1275.23 .620 1275.850 12.4 18.05 5.056 1280.906 .00 1.332 1.48 1.50 .00 .00 0 .0 -1- _1_ _j_ -1- -1- -1- -1- -1- -1- -1- -!- -1- -1- 1- 15.38 .11072 .109358 1.68 .62 4.653 .61Sl .013 .00 PIPE I I I I 1077 36 1276.93 .621 1277 554 12 4 18.01 5.039 1282.593 .00 1.332 1.48 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 52 72 .11072 .102462 5.40 .62 4.642 .619 .013 .00 PIPE I 1 I I 1130.08 1282.77 .644 1283414 124 1718 4.581 1287995 .15 1.332 1.48 1.50 .00 .00 0 .0 _1_ _1_ _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 8.55 .11051 .093642 .80 .80 4.332 .619 .013 .00 PIPE I I I I 1138.63 1283.71 .652 1284367 12.4 16.89 4.428 1288.795 .15 1.332 1.451 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 15.39 .11051 .085Sl1Sl 1.32 .80 4.226 .619 .013 .00 PIPE I I I 1 1154.02 1285.42 .676 1286.092 12.4 16.10 4.025 12Sl0.117 .13 1.332 1.4Sl 1.50 .00 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 74 .11051 .075510 .74 .81 3.942 .619 .013 .00 PIPE I 1 1 I 1163.76 1286.4Sl .701 1287.1Sl3 12.4 15.35 3.659 12Sl0.852 .12 1.332 1.50 1.50 .00 .00 0 .0 -t- _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 6 93 .11051 .066428 .46 .82 3.675 .619 .013 .00 PIPE I I I I 11706Sl 1287.26 .728 1287.986 124 14.64 3.326 1291.313 .11 1.332 1.50 1.50 .00 .00 0 .0 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- I- S 251 .11051 .058466 .31 .84 3.424 .619 .013 .00 PIPE G W S P G N _ CIVILOESIGN Vers 7.1 PAGE 2 For: RANPAC Inc., T_cul.., Californi.. - SIN 560 WATER SURFACE PROFILE LISTING Date: 5-21-2000 Time:ll:33:12 LINE "0-6" LINE "0-6" .................................................................................................................................. I Invert I Depth I W..ter I Q I Vel Vel I Energy I Super ICritical1Flow ToplHeiqht/lS..se Wtl tNo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) He..d I Grd.El.1 Elev I Depth I Width IDiiI..-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem I Ch Slope I I I I SF Ave I HF ISE Dpth I Froude N I Norm Dp I "N" 1 I ZR I Type Ch .........!........I........I.........l.........1.......1........1.........1.......1........1........,.......1.......1.....1....... 1 1 1 1 1 1 117598 1287.84 .755 1288.598 12.4 1396 3.024 1291 -1- -1- -1- -1- -1- -1- -1- 4.17 .11051 .051475 I 151288.30 -1- -1- 3 36 .11051 1180. I 1183.51 1288.67 -1- -1- 2.77 .11051 I 1186.28 1288.98 -1- -1- .30 .11051 I 1188 57 1289.23 -1- -1- 1.92 .11051 I 1190 49 1289.45 -1- -1- 1.60 .11051 I 1192.09 1289.62 -1- -1- .34 .11051 I 1193 43 1289.7i -1- -1- 1.09 .11051 1194 I 53 1289.89 -1- -j- .SlO .11051 622 -1- .21 I .784 1289 -1- I 2.7491291.837 -1- -1- -1- .045387 .15 087 -1- 12.4 1331 -1- I .815 1289. -I- I 2.499 1291. -1- -1- .040056 '" -I- .11 "0 -I- 12.4 12.69 -1- I .8471289.828 -1- -1- I 2.272 1292.100 -1- -1- -1- .035381 .08 12.4 12.10 -1- I .88112Sl0 -1- I 2.0651292 -1- -1- .031295 181 -I- .06 "' -1- 12 4 11 53 -1- I .917 1290.363 -1- -1- I 1.8781292 -1- -1- .027720 '" -I- .04 12 4 11.00 -1- I .9551290 -1- I 1.7071292 -1- -1- .024588 ". -I- .03 .05 -1- 1.01 .79 -I- 12 4 10.48 -I- I .519512Sl0 -1- I 1.552 1292.318 -1- -1- -1- .021864 .02 .05 -I- 1.04 '" -I- 124 10.00 -I- I .039 1290. -1- I 1.411 1292.342 -1- -j- -1- .019493 .02 .04 -I- 1.08 932 -I- 12. -I- 53 .10 -I- .B6 1.332 -I- 3.189 .09 -I- ... .332 -1- 2967 .OB -I- .90 332 -I- 2 759 .OB -1- .92 332 -I- .563 .07 -I- .95 332 -1- 2 377 .06 -I- .98 1.332 -1- 2202 .332 -I- 2037 332 -I- 1.880 332 -I- 1.729 1.50 -I- .619 1.50 -I- .619 1.49 -I- .619 1.49 -I- .619 1.48 -I- .619 1.46 -1- .619 1.44 -I- .619 1.42 -1- .619 1.38 -I- .619 1.50 -1- .013 1.50 -I- .013 1.50 -I- .013 1.50 -1- .013 1.50 -I- :013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 1.50 -I- .013 .00 -I- .00 -1- .00 .00 -I- .00 -1- .00 -I- .00 -I- .00 .00 -I- .00 -I- .00 .00 -I- .00 .0 .00 o 1- pm I .00 .0 o 1- PIPE I .00 .00 o 1- PIPE I .0 .00 .0 .00 o 1- PIPE I .00 o 1- PIPE I .0 .00 .00 .0 o 1- PIPE I .00 .0 .00 o 1- PIPE I .00 .0 o 1- PIPE I .00 o 1- PIPE .0 .00 z,.""