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Home My WebLink AboutHydrology Sept.23, 2003 . RECEIVED APR 2 9 2004 CITY OF TEMECULA "'NGINEERING DEPARTMENT Hydrology and Hydraulic Calculations For Tract No. 25004 City of Temecula Prepared for: CRV Temecula Estates, L.P. 200 E. Washington Ave. Suite 100 Escondido, California 92025 . '\ " Prepared by: Michael A. Medofer, PE Medofer Engineering Inc. 28610 Midsummer Lane Menifee, California 92584 (909) 816-5830 -. Michael A. Medofer RCE 47604, expires 12/31/0 \ Table of Contents . Discussion Hydrology Calculations - Existing Condition Hydrology Calculations - Proposed Condition 10yr. Hydrology Calculations - Proposed Condition 100 yr. Hydraulic Calculations Catch Basin and Brow Ditch Calculations Hydrology Maps . . Section 1 Section 2 Section 3 Section 4 Section 5 Section 6 Section 7 z... . . . Discussion I. INTRODUCTION 1. Project Description The subject of this report, Tract No. 25004, is located in Temecula, Califomia. The project site is located on the easterly side of Seraphina Road, south of Murrieta Hot Springs Road, and north of Nicholas Road. (see vicinity map). The site is approximately 33.4 acres, with 79 single-family lots, and 2 open space lots proposed. The Metropolitan Water District 48" and 54" water transmission pipelines traverse the site. A major Southern California Edison overhead utility transmission line also traverses the site. The site remains undisturbed except for dirt roads that criss-cross the site, to provide access to the above-mentioned MWD and SCE facilities. An existing residential subdivision ies to the south, and residential subdivisions to the east and west are in the construction process as of September 21, 2003. Murrieta Hot Springs Road lies along the northerly boundary. The site generally consists of very steep terrain with brush vegetation. At present, the existing drainage conditions of the. project consist of two major drainage courses that convey runoff in a westerly direction. A third natural drainage ties into a concrete drainage ditch that was constructed as part of Tract No. 25004-1, the existing subdivision to the south. This site lies within the Santa Gertrudis sub-basin of the Santa Margarita watershed. 2. Existing Drainage Courses and Facilities Historically; runoff passed through this site from a large upstream drainage basin, ultimately draining into Santa Gertrudis Creek. As development progressed into the eastem area of Temecula, underground drainage culverts were constructed to convey the runoff directly into Santa Gertrudis Creek. Specifically, a large diameter storm drain system was built in Murrieta Hot Springs Road, intercepting runoff from this large upstream area, and decreasing the amount of offsite runoff flowing into this site. Also, Tract 29570, a residential development situated downstream of and adjacent to this subdivision, will construct a major storm drain system to convey upstream runoff, including runoff from this site. Tract 29570 will construct a 48-inch storm drain system, and a 36-inch storm drain system, making provisions for the connection of the storm drain system from Tract 25004. The Tract 29570 storm drain system drains into the Murrieta Hot Springs Road system, discharging into Santa Gertrudis Creek. 4. Summary & Conclusion The purpose of this report is to analyze the drainage for the existing and developed condition, and justify the design of the storm drain system for the subdivision. Our calculations show that the developed condition does not adversely affect the downstream drainage condition; because the downstream' development accounts for this subdivision.Also, our calculations show the runoff within this subdivision stays within the curb for 1 O-year flows and within the right-of-way for 100-year flows. We have also verified the flows to be in accordance with standard engineering practice for acceptable pipe pressure analysis. 17 5. Description of Analysis/Methodology . Hvdroloav The 10- and 100-year storm rational method was prepared using CivilCADD/Civil Design Software, @ 1989-1998, Version 5.1. The hydrology study control information (i.e., 2-year- 1-hour precipitation, 100-year - 24-hour precipitation, slope intensity duration curve, and hydrologic soils map for Moreno Valley) were obtained from the Riverside County Flood Control and Water Conservation District (RCFC & WCD) Manual; relevant parts are included in Section IV of this report. Hvdraulics Peak flows from the hydrology studies were used to analyze the proposed storm drain utilizing the Water Surface Profile Program Package, Version 12.91. Input data (.EDT files) and output files (.OUT files) are incorporated in Section VI of this report. Charts from the Bureau of Reclamation and the Federal Higway Administration have been utilized to determine the capacity availability and the headwater depths for all risers and type 'X' inlets located within the site. Catch Basin Calculations City of Los Angeles Department of Public Works formulas from Design Charts LL-14 and LL-15 were used to design catch basin openings. These charts and calculations are included in Section V of this report. . . A. I I I. oil - N I . ~ JI ~ i VlClNffY MAP NO SCALE . ~Acr~. Z500t Jemectlk) CA /p . . . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 version 6.4 Rational Hydrology Study Date: 02/15/03 File:25004exist.out *******~* Hydrology Study Control Information ****~~~*** English (in-lb) Units used in input data file TRACT 25004, CITY OF TEMECULA EXISTING lOO-YEAR CONDITION Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Stann event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(10.) 1.200(10.) Stonn event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 576.000(Ft.) Tap (of initial area) elevation = l348.000(Ft.) Bottom (of initial area) elevation = l336.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02083 s(percent)= 2.08 TC = k(O.390)*[(lenqth^3)/(elevation changelj^O.2 Initial area time of concentration = 10.752 min. Rainfall intensity = 3.089{In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A 0.000 Decima~ 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 = 8.7ll(CFS) Total initial stream area = 3.510CAc.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 2.000 to Point/Station 3.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** TOp of natural channel elevation = 1336.000(Ft.l End of natural channel elevation = 1306.000(Ft.l Length of natural channel 956.000{Ft.) Estimated mean flow rate at midpoint of channel = 27.633(CFS) Natural valley channel type used L.A. County flood control district Velocity (ft/s) = (7 + 8(q(Engli5h velocity using mean channel flow = formula for channel velocity: Unit5)^.352) (slope^0.5) 5.BO(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0314 Corrected/adjusted channel slope = 0.0314 Travel time = 2.75 min. TC = 13.50 rodn. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.832 Oecimal fraction soil group A 0.000 ~ (e (,e (e *U* NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *u* Top of natural channel elevation - 1265.000(Ft.) End of natural channel elevation = 1216.000(Ft.1 Length of natural channel 1385.000(Ft.) Estimated mean flow rate at midpoint of channel = l05.440(CFS) Natural valley channel type used L.A. County f~ood control district velocity(ft/s) = (7 + 8(q(English Velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^O.5) 9.07(Ft/S) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0354 Corrected/adjusted channel slope = 0.0354 Travel time = 2.54 min. TC = 19.19 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 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 = 0.000 C 0.000 D 1. 000 75.00 0.500: Impervious fraction 2.246IIn/Hr) for a 100.0 21.l45(CFSI for ll.400(Ac.) 114.208(CFS) Total area = 0.500 year storm 54.260IAc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 54.260(Ac.) Runoff from this stream 114.208(CFS) Time of concentration 19.19 min. Rainfall intensity - 2.246(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION **** Initial area flow distance m 784.000(Ft.) Top (of initial area) elevation = 1340.000(Ft.) Bottom (of initial area) elevation = 1280.000IFt.) Difference in elevation = 60.000(Ft.) Slope = 0.07653 s(percent)= 7.65 TC = k(0.390)*[(length~3l/(elevation changel]^0.2 Initial area time of concentration E 9.376 min. Rainfall intensity = 3.33lIIn/Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.842 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Oecimal 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 A 0.000 B 0.000 C 0.300 D D.700 73.20 0.500: Impervious fraction = B.699ICFS) 3.100 (AC.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.500 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1280.000(Ft.) End of natural channel elevation - 1256.000(Ft.) Length of natural channel 50S.000(Ft.) Estimated mean flow rate at midpoint of channel = 15.574(CFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8(q(English Velocity using mean channel flow ~ for.mula for channel velocity: Units)^.352) (slope~0.5) 6.1lIFt/s) '\ (e ce (e Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope 2 0.0475 Corrected/adjusted channel slope;; 0.0475 Travel time'" 1.38 min. TC - 10.75 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.843 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 0.000 cO.OOO D = 1.000 75.00 0.500; Impervious fraction 3.089(In/Hr) for a 100.0 12.766(CFS) for 4.900(Ac.) 21.465(CFSl Total area = 0.500 year storm 6.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 7.000 *u* NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *u* Top of natural channel elevation = 1256.000(Ft.) End of natural channel elevation = 1220.000(Ft.) Length of natural channel 1290.000(Ft.) Estimated mean flow rate at midpoint of channel = 36.636 (CFS) Natural valley channel type used L.A. County flood control district Velocity (ft/s) = (7 + 8(q(English Velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^0.5) 6.01(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0279 Corrected/adjusted channel slope = 0.0279 Travel time = 3.58 min. TC = 14.33 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.835 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 0.000 C 0.000 D = 1.000 75.00 0.500; Impervious fraction 2.637(In/Hr) for a 100.0 26.192(CFS) for 12.600(Ac.) 49.657 (CFS) Total area = 0.500 year storm 20.600(AC. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.800IAe.) Runoff from this stream 49.657(CFS) Time of concentration = 14.33 min. Rainfall intensity = 2.637(In/Hr) Summary of stream data: Stream No. Rainfall Intensity ( In/Hr) Flow rate (CFS) TC (min) 1 2 Largest Qp Qpm 114.206 19.19 49.657 14.33 stream flow has longer 114.208 + sum of Qb Ia/Ib 49.657 * 0.852 156.503 42.295 2.246 2.637 time of concentration Total of 2 streams to confluence: Flow rates before confluence point: ~ Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.300 Decimal fraction soil group 0 0.700 re RI index for soil(AMC 2) 73.20 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity"" 2.726(In/Hr) for a 100.0 year storm Subarea runoff 34.570(CFS) for 15.250 (Ac.) Total runoff = 43.280(CFS) Total area = 18.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.300 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 130G.000(Ft.) End of natural channel elevation = 1285.000(Ft.) Length of natural channel 778.000(Ft.) Estimated mean flow rate at midpoint of channel = 61. 506 (CFS) Natural valley channel type used L.A. County flood control district Velocity{ft/s) = (7 + 8(q(English Velocity using mean channel flow = formula for channel velocity: Units)....352) (slope"'0.5) 6.75(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) No~l channel slope = 0.0270 Corrected/adjusted channel slope = 0.0270 Travel time = 1.92 min. TC = 15.42 min. (.- Adding area flow to channel 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 index for .soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff ~ Total runoff = A c 0.000 B 0.000 C 0.300 D = 0.700 73.20 0.500; Impervious fraction 2.533(ln/Hr) for a 100.0 33.116(CFS) for 15.800(Ac.) 76.396(CFS) Total area = 0.500 year storm 34.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3_300 to Point/Station 3.700 **** NATURAL CHANNEL TIME + SUBA~ FLOW ADDITION **** Top of natural channel elevation = 1285.000(Ft.) End of natural channel elevation = 1265.000(Ft.) Length of natural channel 605.000(Ft.) Estimated mean flow rate at midpoint of channel B5. 570 (CFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8(q(English velocity using mean channel flow = formula for channel velocity: Units)^.352) (s1ope^0.5) B.24IFt/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Nonmal channel slope = 0.0331 Corrected/adjusted channel slope = 0.0331 Travel time = 1.22 min. TC = 16.64 min_ (e Adding area flow to channel 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 index for soil(AMC 2) Pervious area fraction = Rainfall intensity - Subarea runoff = Total. runoff = A 0.000 B =- 0.000 C ~ 0.200 D - 0.800 73.80 0.500; Impervious fraction 2.429(In/Hr) for a 100.0 16.667(CFS) for B.300(Ac.) 93.063(CFS) Total area = 0.500 year storm 42.B60(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to POint/Station 4.000 0... :. (- \. Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 version 6.4 Rational Hydrology Study Date: 02/15/03 File:25004EXlO.out ********* Hydrology Study Control Information ********iIr* English (in-lbl Units used in input data file TRACT 25004, CITY OF TEMECULA EXISTING IOO-YEAR CONDITION, NODE 10.0 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation O.520IIn.) 1.2001In.J Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity: 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 396.000(Ft.) Top (of initial area) elevation = 1278.000(Ft.) Bottom (of initial area) elevation = 1270.000(Ft.) Difference in elevation = 8.000(Ft.) Slope c 0.02020 s(percent)= 2.02 TC = k(O.390)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 9.312 min. Rainfall intensity = 3. 343 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.841 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil{AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 3.139(CFS) Total initial stream area"" 1.320(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = l270.000(Ft.) End of natural channel elevation = l201.000(Ft.) Length of natural channel 956.00Q(Ft.} Estimated mean flow rate at midpoint of channel = 7.B46ICFSJ Natural valley channel type used L.A. County flood control district Velocity (ft/s) = (1 + 8(q(English velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^O.5) 6.32IFt/sl Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope - 0.0722 Corrected/adjusted channel slope = 0.0122 Travel time = 2.52 min. TC = 11.83 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.841 Decimal fraction soil group A = 0.000 'P (e (. (e Decimal fraction soil group Decimal fraction soil group Oecimal fraction soil group RI index for 50ilCAMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = B 0.000 CO.OOO o 1.000 75.00 0.500i Impervious fraction 2.930(In/Hr) for a 100.0 7.145{CFS) for 2.90QCAc.) 10.884 (CFS) Total area = 0.500 year storm 4.220IAc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 9.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.220{Ac.) Runoff from this stream = lO.884(CFS) Time of concentration 11.83 min. Rainfall intensity = 2.930IIn/Hrl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.500 to Point/Station 9.500 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 1309.00Q(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 29.000{Ft.) Slope = 0.12083 s(percent}= 12.08 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.330 min. Rainfall intensity 4.544(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0_860 Decimal fraction soil group A 0.000 Decimal .fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction z 0.500; Impervious fraction 0.500 Initial subarea runoff = 5_080{CFS) Total initial stream area 1.30Q(Ac.1 Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.500 to Point/Station 10.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1280.000(Ft.) End of natural channel elevation = 1201.DOO(Ft.) Length of natural channel 912.DOQ(Ft.} Estimated mean flow rate at midpoint of channel = 8.597ICFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8(q(English Velocity using mean channel flow = formula for channel velocity: Units) ^. 352) (slope^O .5) 7.08(Ft/sl Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0866 corrected/adjusted channel slope = 0.0866 Travel time ~ 2.15 min. TC = 7.48 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.853 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 8 0.000 C 0.000 o '" 1.000 75.00 0.500; Impervious fraction 3.173(In/Hr) for a 100.0 5.789(CFS) for 1.80Q(Ac.) 10.810(CFS) Total area = 0.500 year storm 3.100IAC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ . . . Process from Point/Station 9.500 to Point/Station ...~ CONFLUENCE OF MINOR STREAMS **** 10.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.100(AC.) Runoff from this stream lO.870(CFS) Time of concentration = 7.48 min. Rainfall intensity = 3.773{In/Hr) Summary of stream data: Stream No. Flow rate ICFS) Rainfall Intensity (In/Hr) TC (mio) 1 2 Largest Qp: 10.B84 11.83 10.870 7.48 stream flow has longer 10.884 + sum of Qb Ia/Ib 10.870 * 0.777 = 19.327 2.930 3.773 time of concentration 8.443 Qp: Total of 2 streams to confluence: Flow rates before confluence point: 10.884 10.870 Area of streams before confluence: 4.220 3.100 Results of confluence: Total flow rate = 19.327(CFSl Time of concentration = 11.834 ~n. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of the 7.3.0 lAc. ) 7.32 lAC.) same area. Area averaged pervious ~ea fraction(Ap) Area averaged RI index number = 75.0 0.500 \'V (e (e (. Riverside County Rational Hydrology Program CIVILCADO/CIVILOESIGN Engineering Software, (c) 1989 - 2001 version 6.4 Rational Hydrology Study Date: 02/15/03 File:25004EX13.out ********* Hydrology Study Control Information *********." English (in-lb) Units used in input data file TRACT 25004, CITY OF TEMECULA EXISTING IOO-YEAR CONDITION, NODE 13.0 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation = 0.520IIn.l 1.200 (In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve: 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 570.000(Ft.) Top (of initial area) elevation: 1269.000(Ft.) Bottom (of initial areal elevation = 1236.000(~t.) Difference in elevation = 33.000(Ft.) Slope = 0.05789 5 (percent) = 5.79 TC = k(0.390)*((length^3l/(elevation change)]^0.2 Initial area time of concentration = 8.727 min. Rainfall intensity = 3.465(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500i Impervious fraction 0.500 Initial subarea runoff 2 13.794(CFS) Total initial stream area 4.690(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to POint/Station 13.000 *"** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** TOp of natural channel elevation = 1236.000{Ft.) End of natural channel elevation = 1220.000(Ft.) Length of natural channel 736.000(Ft.) Estimated mean flow rate at midpoint of channel = 17.411(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: velocity - 5.48(q^.33l (slope^.492) Velocity using mean channel flow = 2.14(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0217 Corrected/adjusted channel slope = 0.0217 Travel time - 5.74 DUn. TC = 14.46 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.835 Decimal fraction soil group A 0.000 \"? e . . Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2} 75.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.624(In/Hr) for a 100.0 Subarea runoff = 5.390(CFS) for 2.460(Ac.) Total runoff = 19.183(CFSl Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) Area averaged RI index number = 75.0 0.500 0.500 year storm 7.150(AC.) 7.15 lAc.) 'A. (- . (. Riverside County Rational Hydrology Program CIVILCAOO/CIVILDESIGN Engineering Software, (e) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 02/15/03 File:25004EX16.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file TRACT 25004, CITY OF TEMECULA EXISTING IOO-YEAR CONDITION, NODE 16.0 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(In.) 1.200(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hrl Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 379.000(Ft.) Top (of initial area) elevation = l265.000(Ft.) Bottom (of initial area) elevation = l2l9.000(Ft.) Difference in elevation = 46.000(Ft.) Slope = 0.12137 s(percent)= 12.14 TC = k(O.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.393 min. Rainfall intensity = 4.112(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.856 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction - 0.500: Impervious fraction 0.500 Initial subarea runoff = 6.653(CFS) Total initial stream area 1.890(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** TOp of natural channel elevation = 1219.000(Ft.) End of natural channel elevation = 1193.000(Ft.) Length of natural channel 784.000(Ft.) Estimat~d mean flow rate at midpoint of channel = 16.245 (CFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8(q(English Velocity using mean channel flow = formula for channel velocity: Onits}^.352) (s1ope^0.5) 5.161Ft/sl Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope - 0.0332 Corrected/adjusted channel slope = 0.0332 Travel time = 2.53 min. TC = 8.92 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.848 Decimal fraction soil group A 0.000 \1";; e . (e Decimal fraction soil group B - 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) 75.00 Pervious area fraction == 0.500; Impervious fraction Rainfall intensity 3.423(In/Hr) for a 100.0 Subarea runoff = 15.823(CFS) for 5.450(Ac.) Total runoff == 22.476(CFSl Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Apl Area averaged RI index number = 75.0 0.500 0.500 year storm 7.340(AC.) 7.34 (AC.) \~ Riverside county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (e) 1989 - 2001 Version 6.4 . ________R.:'_t_:o~_a:__H::.~_O_l_o_g!_..s_t_~!_________".:'_t_e_:__0_2!_1_5!_0!__!_i_l_e_:_2:_0_0_~':'_1..s_T_._out \ -fl******** Hydrology Study Control Information ********** English (in-lb) Units used in input data file TRACT 25004, CITY OF TEMECULA EXIST:ING lO-YEAR CONDITION, NODB 4.0 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 2 year, 1 hour precipitation = 100 year, 1 hour precipitation = 0.520(In.) 1.200(10.) Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.800(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 576.000(Ft.) Top (of initial area) elevation = l348.000(Ft.) Bottom (of .initial area) elevation = l336.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02083 s(percent)= 2.08 . TC = k(O.390)*[(length^3)/(elevation change)}^0.2 \ Initial area time of concentration = 10.752 min. -'-. Rainfall intensity = 2.059(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.769 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 0 0.000 RI index for soil(AMC 2) 61.20 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 5.551 (CFS) Total initial stream area 3.510(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1336.000(Ft.) End of natural channel elevation - l306.000(Ft.) Length of natural channel 956.000(Ft.) Estimated mean flow rate at midpoint of channel = 17.630ICFSI Natural valley channel type used L.A. County flood control district Velocity (ft/s) = (7 + 8 (q(Eng1ish Velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^0.5) 5.I3IFt/S) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0314 Corrected/adjusted channel slope = 0.0314 Travel time - 3.11 min. TC - 13.86 min. :~ Adding area flow to channel ~- . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.804 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.300 Decimal fraction soil group 0 - 0.700 RI index for 80il (AMC 2) 73.20 \~ Pervious area fraction "" Rainfall intensity Subarea runoff "" Total runoff "" 0.500; Impervious fraction"" 0.500 1.791(In/Hr) for a 10.0 year storm 21. 945 (CFS) for lS.250(AC.) 27.502(CFS) Total area "" 18.160(AC. ) ". ( +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ". Process from Point/Station 3.000 to Point/Station 3.300 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation"" 1306.000{Ft.) End of natural channel elevation"" 128S.000IFt.1 Length of natural channel 778.000{Ft.) Estimated mean flow rate at midpoint of channel = 39.084ICFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8(q(English Velocity using mean channel flow "" formula for channel velocity: Units) '" .352) (slope^O. 5) 5.93 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0270 Corrected/adjusted channel slope = 0.0270 Travel time - 2.19 min. TC = 16.04 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.797 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Rl index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.000 C = 0.300 D = 0.100 73.20 0.500; Impervious fraction 1.652(In/Hr) for a 10.0 20.8l2(CFSI for 15.800(AC.) 48.3l5(CFS) .Total area = 0.500 year storm 34.560(Ac.) ".++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ( Process from Point/Station 3.300 to Point/Station 3.700 '. **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = l285.000IFt.) End of natural channel elevation"" l265.000(Ft.> Length of natural channel 60S.000{Ft.) Estimated mean flow rate at midpoint of channel = 54.1l6{CFS) Natural valley channel type used L.A. County flood control district Velocity (ft/s) = 17 + 8(q(English Velocity using mean channel flow "" formula for channel velocity: units) "'.352) (slope"'0.5) 1.20 (Ft/.) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope G 0.0331 Corrected/adjusted channel slope = 0.0331 Travel time E 1.40 min. TC "" 17.45 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.800 RI index for soil(AMC 2) 73.80 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity 1.578(In/Hr) for a 10.0 Subarea runoff = 10.425(CFS) for 8.300(Ac.) Total runoff = 58.7401CFSI Total area = 0.500 year storm 42.860(Ac.) .++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ , Process from Point/Station 3.700 to Point/Station 4.000 l *u* NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION u** '" TOp of natural channel elevation = 1265.000(Ft.) End of natural channel elevation"" 1216.0aO(Ft.) Length of natural channel 138S.000(Ft.) Estimated mean flow rate at midpoint of channel = 66.552(CFS) Natural valley channel type used ~ L.A. County flood control district Velocity (ft/s) = (7 + B(q(English Velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^0.5) 7.91 (Ft/s) Correction to map slope used on extremely rugged channels with ~ drops and waterfalls (Plate D-6.2) ~ Normal channel slope = 0.0354 . Corrected/adjusted channel slope = 0.0354 Travel time 2.92 min. TC 20.36 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 Oecimal 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 0.000 C 0.000 D 1. 000 75.00 0.500; Impervious fraction 1.449(In/Hr) for a 10.0 13.122 (CFS) for l1.400(Ac.1 71.862 (CFS) Total area = 0.500 year storm 54.260IAc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 54.260{Ac.) Runoff from this stream 71.862(CFS) Time of concentration 20.36 min. Rainfall intensity = 1.449{In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6~000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 784.000(Ft.) Top (of initial area) elevation = 1340.000{Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 60.000(Ft.) Slope:: 0.07653 s(percent}= 7.65 TC = k(O.390)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 9.376 min. Rainfall intensity = 2.220{In/Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.819 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 . A 0.000 B 0.000 C 0.300 D = 0.700 73.20 0.500: Impervious fraction 5.635 (CFS) 3.100(AC.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.500 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = l280.000(Ft.) End of natural channel elevation = 1256.000(Ft.) Length of natural channel 505.00Q(Ft.) Estimated mean flow rate at midpoint of channel = 10.089(CFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + B{q(English Velocity using mean channel flow = formula for channel velocity: Units) ^ .352) (slope^O.5) 5.46(Ft/s) . Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0475 Corrected/adjusted channel slope = 0.0475 Travel time'" 1.54 min. TC" 10.92 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.820 Decimal fraction soil group A = 0.000 \0..... Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) 75.00 .perViOUS area fraction - 0.500; Impervious fraction - 0.500 ( Rainfall intensity = 2.042(In/Hrl for a 10.0 year storm \ Subarea runoff 8.199(CFS) for 4.900(Ac.l Total runoff = 13.834(CFS) Total area = 8.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 7.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1256.000(Ft.) End of natural channel elevation = 1220.000(Ft.) Length of natural channel 1290.000(Ft.) Estimated mean flow rate "at nddpoint of channel = 24.901(CFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8(q(English velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^O.S) 5.31 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0279 Corrected/adjusted channel slope = 0.0279 Travel time = 4.05 min. TC = 14.96 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction . Rainfall intensity = 1.717(In/Hr) for a 10.0 i Subarea runoff = 17.742(CFS) for l2.800(Ac.) \ Total runoff = 31.576 (CFS) Total area = '. 0.500 year storm 20.800 lAc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.800(Ac.) Runoff from this stream 31.576(CFS) Time of concentration = 14.96 min. Rainfall intensity = 1.717(In/Hr) Summary of stream data: Stream No. Flow rate lCFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp= 71.862 20.36 31.576 14.96 stream flow has longer 71. 862 + sum of Qb Ia/lb 31.576 * 0.844 98.516 1.449 1.717 time of concentration 26.654 Qp= Total of 2 streams to confluence: Flow rates before confluence point: 71.862 31.576 Area of streams before confluence: 54.260 20.800 Results of confluence: Total flow rate = 98.516(CFS) Time of concentration = 20.363 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 75.060(AC.) 75.06 (Ac.) same area. Area averaged pervious area fraction (Ap) Area averaged RI index number = 73.4 0.500 LP Riverside County Rational Hydrology program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 e. _______~:t_i_o_n::_ _H!_dr_o:_O?!. _S_t_u_d!_____ _ _ __D_a_t_e_:__0_2!_1_5!_0_3__!!:_e_:_25_0_0_~E_X:_0_._o_ut .. ********* Hydrology Study Control Information ********** English (in-Ib) Units used in input data file TRACT 25004, ern OF 'l'EMECULA EX:ISTING lO-YEAR CONDITION, NOOE 10.0 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(1n.) 1.200 (In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = O.SOO(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 396.000(Ft.) Top (of initial area) elevation = 1278.000(Ft.) Bottom (of initial area) elevation = 1270.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.02020 s{percent)= 2.02 e. TC = k(0.390)*[(length^3)/(elevation change)]^0.2 .. Initial area time of concentration = 9.312 min. Rainfall intensity = 2.228(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 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 2.427(CFS) Total initial stream area 1.320(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** TOp of natural channel elevation = 1270.000(Ft.l End of natural channel elevation"" 1201.000(Ft.) Length of natural channel 956.000{Ft.) Estimated mean flow rate at midpoint of channel = 5.093 (CFS) Natural valley channel type used L.A. County flood control district velocity (ft/s) = (7 + B(q(English Velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^O.5) 5.69(Ft/sl Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope c 0.0722 Corrected/adjusted channel slope = 0.0722 Travel time... 2.80 min. TC "" 12.11 min. l. Adding area flow to channel , SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group Decimal fraction soil group Oecimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) A 0.000 B = 0.000 CO.OOO o - 1.000 75.00 'J).. Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = 0.500; Impervious fraction 1.928(In/Hrl for a 10.0 4.562(CFS) for 2.900(AC.) 6.989(CFS) Total area = 0.500 year storm 4.220(Ac.1 (.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 9.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Hain Stream number: 1 in normal stream number 1 Stream flow area = 4.22Q(Ac.) Runoff from this stream 6.989(CFS) Time of concentration 12.11 min. Rainfall intensity = 1.928(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.500 to Point/Station 9.500 ***~ INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 1309.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.12083 s(percent)= 12.08 TC = k(O.390l*((length^3)/(elevation change))^O.2 Initial area time of concentration = 5.330 min. Rainfall intensity 3.029(In/Hr) for a 10.0 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 Dec~l fraction soil group C 0.000 Decimal fraction soil group 0 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 3.3l7(CFS) Total initial stream area 1.30Q(AC.) Pervious area fraction = 0.500 (e++++++++++++++++++++++++++++++++++;+++++++++++++++++++++++++++++++++++ .... __ Process from Point/Station 9.500 to Point/Station 10.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** TOp of natural channel elevation = 1280.000(Ft.) End of natural channel elevation = 1201.000(Ft.) Length of natural channel 912.000(Ft.) Esti~ted mean flow rate at midpoint of channel 5.613ICFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8(q(English velocity using mean channel flow = formula for channel velocity: Units)^.352) (slope^0.5) 6.3B(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0866 Corrected/adjusted channel slope - 0.0866 Travel time = 2.38 min. TC = 7.71 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 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 0.000 C 0.000 D L 000 75.00 0.500; Impervious fraction 2.472(In/Hr) for a 10.0 3.699(CFS) for 1.800(AC.) 7.016(CFS) Total area '"' 0.500 year storm 3.100 (Ac. ) i.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ \. Process from Point/Station 9.500 to Point/Station 10.000 ~, **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.100(Ac.) Runoff from this stream 7.016(CFS) Time of concentration 7.71 min. Rainfall intensity = 2.472(In/Hr) 1Y Summary of stream data: Stream No. Flow rate (CFS) TC lInin) Rainfall Intensity (In!Hr) i.1 . . 2 Largest Qp= 6.989 12.11 7.016 7.71 stream flow has longer 7.016 + sum of Qa Tb/Ta 6.989 0.637 11. 466 1. 928 2.472 or shorter time of concentration 4.450 Qp= Total of 2 streams to confluence: Flow rates before confluence point: 6.989 7.016 Area of streams before confluence: 4.220 3.100 Results of confluence: Total flow rate = 11.466{CFS) Time of concentration = 7.712 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 7.320{Ac.) 7.32 (Ac.) same area. Area averaged pervious area fraction (Ap) Area averaged RI index number = 75.0 0.500 - '. ?;b Riverside county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 A ______ __R_:':.i_o_n_a_l__H!.d_r_o_~O_9!__S_t_u_':Y________ ~_a_t:.:__0:!_1_5!_0_3_ _!..i_l:_::~_0_0_~r.:_l_6_._0_ut :~ ~*~~***** Hydrology Study Control Information ~********* English (in-Ib) Units used in input data file TRACT 25004, eln OF TEHECULA EXISTING IO-YEAR CONDITION, NODE 16.0 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 2 year, 1 hour precipitation 100 year, I hour precipitation 0.520(1n.) 1.200{In.} Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity: O.800(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 379.000(Ft.) Top (of initial area) elevation: 1265.000(Ft.) Bottom (of initial area) elevation = 1219.000(Ft.) Difference in elevation = 46.000(Ft.) Slope = 0.12137 s(percent)= 12.14 (.." TC = k(0.3901*1(length^3)/(elevation change)j^0.2 . Initial area time of concentration = 6.393 min. -. Rainfall intensity = 2.740(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.837 Decimal fraction soil group A ~ 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 21 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 4.336(CFS) Total initial stream area = 1.890(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 12l9.000(Ft.) End of natural channel elevation = 1193.000IFt.) Length of natural channel 784.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.S88(CFS) Natural valley channel type used L.A. County flood control district Velocity(ft/s) = (7 + 8{qlEnglish Velocity using mean channel flow = formula for channel velocity: Units)".352) (slope^0.5) 4.62(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate n-6.2l Normal channel slope = 0.0332 Corrected/adjusted channel slope = 0.0332 Travel time - 2.83 min. TC - 9.22 min. \. Adding area flow to channel , SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) 75.00 LA- Pervious area fraction = 0.500; Impervious fraction Rainfall intensity 2.240{In/Hrl for a 10.0 Subarea runoff = lO.078(CFSI for 5.450(AC.) Total runoff"" 14.414 (CFS) Total area "" End of computations, total study area - ..The following figures may ( be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) Area averaged RI index number"" 75.0 0.500 (. ,~. 0.500 year storm 7.340 CAe.) 7.34 (Ac.) 1f; . . . Riverside County Rational Hydrology Program CIVILCADO/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 02/15/03 File:25004EX13.out *"'.****** Hydrology Study Control Information *********'" English (in-lb) Units used in input data file TRACT 25004, CITY OF TEMECULA EXISTING IO-YEAR CONDITION, NODE 13.0 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 2 year, 1 hour precipitation c 100 year, 1 hour precipitation O.520IIn.1 1.200(10.) Storm event year: 10.0 Calculated rainfall intensity data: 1 hour intensity ~ O.800(In!Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to POint/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 570.000(Ft.l TOp (of initial area) elevation = 1269.000(Ft.) Bottom (of initial area) elevation = 1236.000(Ft.) Difference in elevation = 33.000(Ft.) Slope = 0.05769 s(percentl= 5.79 TC = k(0.390)*[(length^3l/(elevation change)]^0.2 Initial area time of concentration = 8.727 min. Rainfall intensity = 2.309(ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 8.960(CFS) Total initial stream area - 4.690(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process fram Point/Station 12.000 to Point/Station 13.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = l236.00Q(Ft.l End of natural channel elevation = 1220.00Q(Ft.l Length of natural channel 736.000IFt.) Estimated mean flow rate at midpoint of channel = 1l.310(CFSl Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity"" 5.48(q^.33) (slope....492) Velocity using mean channel flow = 1.86(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0217 Corrected/adjusted channel slope = 0.0217 Trave~ t~ = 6.61 min. TC = 15.34 min. Adding area flow to channel SINGLE FAMILY 11/4 Acre Lot) Runoff Coefficient = 0.806 Decimal fraction soil group A ~ 0.000 ~ Ie (- (4t Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity 1.693(In/Hr) for a 10.0 Subarea runoff = 3.359(CFS) for 2.460(Ac.J Total runoff = 12.320(CFSl Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) Area averaged RI index number = 75.0 0.500 0.500 year storm 7.150 (Ac.) 7.15 (Ac.) ~'\ . '. . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 04/29/04 File:25004prop16l0.out Tract 25004 Q 10 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Medofer Engineering, Inc., Menifee, CA - SiN 959 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 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) Storm event year: 10.0 Calculated rainfall intensity data: 1 hour intensity: 0.880(In/Hr) Slope of intensity duration curve: 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.520 to Point/Station 6.510 **** INITIAL AREA EVALUATION **** Initial area flow distance: l80.000(Ft.) Top (of initial area) elevation: l3l9.500(Ft.) Bottom (of initial area) elevation: 1294.000(Ft.) Difference in elevation: 25.500(Ft.) Slope: 0.14167 s(percent): 14.17 TC: k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration: 6.254 min. Rainfall intensity: 3.052(In/Hr) for a 10.0 UNDEVELOPED (poor cover) subarea Runoff Coefficient: 0.854 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: year storm A: 0.000 B: 0.000 C : 0.000 D: 1.000 89.00 1.000; Impervious fraction: 0.625 (CFS) 0.240(Ac.) 0.000 -,jJ Pervious area fraction ~ 1.000 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.510 to Point/Station 6.500 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1294.000(Ft.) Downstream point elevation 1280.000(Ft.) Channel length thru subarea 260.000(Ft.) Channel base width = O.OOO(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 2.319(CFS) Manningls IN' = 0.015 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 2.319(CFS) Depth of flow = 0.492(Ft.), Average velocity 7.656(Ft/s) Channel flow top width = 1.231(Ft.) Flow Velocity = 7.66(Ft/s) Travel time = 0.57 min. Time of concentration ~ 6.82 min. Sub-Channel No. 1 Critical depth = Critical flow Critical flow Critical flow 0.734(Ft.) top width velocity= area = 1.836(Ft.) 3.441(Ft/s) 0.674(Sq.Ft) . Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.852 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity 2.910(In/Hr) for a 10.0 Subarea runoff = 3.222(CFS) for 1.300(Ac.) Total runoff = 3.848(CFS) Total area = 0.000 year storm 1.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 1.420 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1280.000(Ft.) Downstream point/station elevation 1273.200(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.848(CFS) Nearest computed pipe diameter 12.00(ln.) Calculated individual pipe flow = 3.848(CFS) Normal flow depth in pipe = 6.89(In.) Flow top width inside pipe = 11.87(In.) Critical Depth = 10.00(In.) Pipe flow velocity = 8.24(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 7.28 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 1.420 ~ **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.540(Ac.) Runoff from this stream 3.848(CFS) Time of concentration 7.28 min. Rainfall intensity = 2.806(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.400 to Point/Station 2.410 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = l303.400(Ft.) Bottom (of initial area) elevation ~ l300.000(Ft.) Difference in elevation = 3.400(Ft.) Slope ~ 0.01545 s(percent)= 1.55 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.766 min. Rainfall intensity 2.709(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.837 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 0.975(CFS) Total initial stream area 0.430 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = l3ll.000(Ft.) End of street segment elevation = l288.200(Ft.) Length of street segment 300.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to cross fall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) ~ 0.085 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 = 0.0130 Manning's N from gutter to grade break 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.90l(CFS) Depth of flow = 0.249(Ft.), Average velocity = 5.783(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 6.l23(Ft.) Flow velocity ~ 5.78(Ft/s) Travel time = 0.86 min. TC ~ 8.63 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ?P . . . Runoff Coefficient = 0.633 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 2.556(In/Hr) for a 10.0 year storm Subarea runoff 3.622(CFS) for 1.700(Ac.) Total runoff = 4.596(CFS) Total area = 2.l30(Ac.) Street flow at end of street = 4.596(CFS) Half street flow at end of street 4.596(CFS) Depth of flow = 0.28l(Ft.), Average velocity = 6.344(Ft/s) Flow width (from curb towards crown)= 7.732(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 1.420 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = l280.000(Ft.) Downstream point/station elevation = l273.200(Ft.) Pipe length 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.596(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 4.596(CFS) Normal flow depth in pipe = 6.23(In.) Flow top width inside pipe = 8.30(In.) Critical depth could not be calculated. Pipe flow velocity = l4.08(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 8.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 1.420 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.l30(Ac.) Runoff from this stream = 4.596(CFS) Time of concentration = 8.70 min. Rainfall intensity = 2.545(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = Qp = 3.646 7.28 4.596 8.70 stream flow has longer 4.596 + sum of Qb Ia/Ib 3.848 * 0.907 = 6.066 3.489 time of 2.606 2.545 concentration Total of 2 streams to confluence: Flow rates before confluence point: 3.648 4.596 Area of strea~ before confluence: 1.540 2.130 ~ . . . Results of confluence: Total flow rate = Time of concentration Effective stream area 8.086 (CFS) 8.702 min. after confluence 3.670 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.420 to Point/Station 1.410 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1273.200(Ft.) Downstream point/station elevation 1241.000(Ft.) Pipe length = 290.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 8.086(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 8.086(CFS) Normal flow depth in pipe = 7.27(In.) Flow top width inside pipe = 11.73(In.) Critical depth could not be calculated. Pipe flow velocity = 16.26(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 9.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.500 to Point/Station 1.400 **** INITIAL AREA EVALUATION **** Initial area flow distance = 357.000(Ft.) Top (of initial area) elevation = 1272.900(Ft.) Bottom (of initial area) elevation = 1247.000(Ft.) Difference in elevation = 25.900(Ft.) Slope ~ 0.07255 s(percent)= 7.25 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.918 min. Rainfall intensity 2.887(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.840 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 0.000 C 0.000 D 1. 000 75.00 0.500; Impervious fraction 8.076 (CFS) 3.330(Ac. ) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.500 to Point/Station 1.400 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream 8.076(CFS) Time of concentration 6.92 min. Rainfall intensity = 2.887(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.700 to Point/Station 1.400 '!;7, . **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity 2.468(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 User specified values are as follows: TC = 9.20 min. Rain intensity = 2.47(In/Hr) Total area = 3.63(Ac.) Total runoff = 9.23(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.700 to Point/Station 1.400 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.630(Ac.) Runoff from this stream 9.230(CFS) Time of concentration = 9.20 min. Rainfall intensity ~ 2.468(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) . 1 8.076 6.92 2.887 2 9.230 9.20 2.468 Largest stream flow has longer time of concentration Qp = 9.230 + sum of Qb Ia/Ib 8.076 * 0.855 6.904 Qp ~ 16.134 . Total of 2 streams to confluence: Flow rates before confluence point: 8.076 9.230 Area of streams before confluence: 3.330 3.630 Results of confluence: Total flow rate = 16.134(CFS) Time of concentration 9.200 min. Effective stream area after confluence 6.960 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.400 to Point/Station 1.410 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1247.000(Ft.) Downstream point/station elevation 1241.000(Ft.) Pipe length 53.00(Ft.) Manning's N = 0.013 No. of pipes ~ 1 Required pipe flow 16.134(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 16.134(CFS) Normal flow depth in pipe = 9.62(In.) Flow top width inside pipe = l4.39(In.) ~ . Critical depth could not be calculated. Pipe flow velocity = 19.40(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.400 to Point/Station 1.410 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.960 (Ac. ) Runoff from this stream = 16.134(CFS) Time of concentration = 9.25 min. Rainfall intensity = 2.462(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (1n/Hr) 1 0.000 0.00 0.000 2 16.134 9.25 2.462 Largest stream flow has longer time of concentration Qp = 16.134 + sum of Qb 1a/Ib 0.000 * 1.#10 = -1. #10 Qp = -1. #10 . Total of 2 main streams to confluence: Flow rates before confluence point: 0.000 16.134 Area of streams before confluence: 0.000 6.960 Results of confluence: Total flow rate = -1.#IO(CFS) Time of concentration = 9.246 min. Effective stream area after confluence = 6.960 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.600 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 1241.000(Ft.) Downstream point/station elevation = 1235.000(Ft.) Pipe length = 226.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = -1.#IO(CFS) Nearest computed pipe diameter = 3.00(1n.) Calculated individual pipe flow = -1.#IO(CFS) Normal flow depth in pipe = 2.70(1n.) Flow top width inside pipe = 1. 80 (In.) Critical Depth = 1.50(In.) Pipe flow velocity = 3.30(Ft/s) Travel time through pipe = 1.14 min. Time of concentration (TC) 10.39 min. End of computations,. total study area = 10.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. ?A . . . AIea averaged pervious area fraction(Ap) Area averaged RI index number = 77.0 0.572 ~ . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 04/29/04 File:25004prop2010.out Tract 25004 Q 10 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Medofer Engineering, Inc., Menifee, CA - SiN 959 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 Standard intensity-duration curves data (Pl~te 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) . Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity. duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station 3.700 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.762(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.810 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 User specified values are as follows: TC = 16.64 min. Rain intensity = 1.76(In/Hr) Total area = 42.90(Ac.) Total runoff = 103.60(CFS) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station 3.710 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ~ . . . Upstream point/station elevation = 1277.000(Ft.) Downstream point/station elevation = 1264.000(Ft.) Pipe length 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 103.600(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow = 103.600(CFS) Normal flow depth in pipe = 15.68(In.) Flow top width inside pipe = 18.27(In.) Critical depth could not be calculated. Pipe flow velocity = 53.81(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 16.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.710 to Point/Station 3.710 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 42.900(Ac.) Runoff from this stream 103.600(CFS) Time of concentration ~ 16.65 min. Rainfall intensity = 1.781(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.740 to Point/Station 3.730 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 1316.700(Ft.) Bottom (of initial area) elevation = 1289.300(Ft.) Difference in elevation = 27.400(Ft.) Slope = 0.11417 s(percent)= 11.42 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.326 min. Rainfall intensity = 2.798(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.850 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 89.00 Pervious area fraction = 1.000i Impervious fraction 0.000 Initial subarea runoff = 0.927(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.730 to Point/Station 3.720 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1289.300(Ft.) Downstream point elevation = 1274.300(Ft.) Channel length thru subarea = 225.000(Ft.) Channel base width = O.OOO(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel Manning's 'N1 = 0.015 1.653(CFS) ~ . . Maximum depth of channel ~ 1.000(Ft.) Flow(q) thru subarea ~ 1.653(CFS) Depth of flow ~ 0.417(Ft.), Average velocity ~ Channel flow top width ~ 1.041(Ft.) Flow Velocity ~ 7.62(Ft/s) Travel time 0.49 min. Time of concentration = 7.82 min. 7.621(Ft/s) Sub-Channel No. 1 Critical depth ~ Critical flow Critical flow Critical flow 0.641(Ft.) top width velocity= area = 1.602 (Ft.) 3.221(Ft/s) 0.513(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient ~ 0.848 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 0.000 C 0.000 D 1. 000 89.00 1.000; Impervious fraction 2.699(In/Hr) for a 10.0 1.397(CFS) for 0.610(Ac.) 2.324(CFS) Total area ~ 0.000 year storm 1. 000 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.720 to Point/Station 3.710 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ 1268.300(Ft.) Downstream point/station elevation 1264.000(Ft.) Pipe length 20.00(Ft.) Manning's N ~ 0.013 No. of pipes ~ 1 Required pipe flow 2.324(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 2.324(CFS) Normal flow depth in pipe ~ 4.42(In.) Flow top width inside pipe ~ 5.28(In.) Critical depth could not be calculated. Pipe flow velocity ~ 14.98(Ft/s) Travel time through pipe 0.02 min. Time of concentration (Tel ~ 7.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.720 to Point/Station 3.710 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area ~ 1.000(Ac.) Runoff from this stream 2.324(CFS) Time of concentration = 7.84 min. Rainfall intensity ~ 2.695(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) . 1 103.600 16.65 1. 781 2 2.324 7.84 2.695 ~ . Largest Qp = stream flow has longer 103.600 + sum of Qb Ia/Ib 2.324 * 0.661 105.136 time of concentration 1.536 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 103.600 2.324 Area of streams before confluence: 42.900 1.000 Results of confluence: Total flow rate = 105.l36(CFS) Time of concentration = 16.648 min. Effective stream area after confluence 43.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station 2.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 1264.000(Ft.) Downstream point/station elevation l258.500(Ft.) Pipe length 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 105.136(CFS) Nearest computed pipe diameter 42.00(In.) Calculated individual pipe flow = 105.l36(CFS) Normal flow depth in pipe = 32.53(In.) Flow top width inside pipe = 35.l0(In.) Critical Depth = 37.50(In.) Pipe flow velocity = l3.l5(Ft/s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 17.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station 2.500 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 43.900(Ac.) Runoff from this stream = 105.l36(CFS) Time of concentration = 17.22 min. Rainfall intensity = 1.749(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.810 to Point/Station 2.600 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = l3l3.000(Ft.) Bottom (of initial area) elevation = 1281.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.09143 s(percent)= 9.14 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.554 min. Rainfall intensity = 2.974(In/Hr) for a 10.0 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 0.000 Decimal fraction soil group D 1. 000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.528 (CFS) Total initial stream area = 1.0l0(Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.600 to Point/Station 2.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1281.000(Ft.) Downstream point/station elevation l277.000(Ft.) Pipe length 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.528(CFS) Nearest computed pipe diameter 9.00 (In.) Calculated individual pipe flow 2.528(CFS) Normal flow depth in pipe = 4.59(In.) Flow top width inside pipe = 9.00 (In. ) Critical Depth = 8.33(In.) Pipe flow velocity = 11.14(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (Te) = 6.62 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.600 to Point/Station 2.700 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1. 010 (Ac.) Runoff from this stream 2.528(CFS) Time of concentration 6.62 min. Rainfall intensity = 2.957(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2.710 to Point/Station 2.700 **** INITIAL AREA EVALUATION **** Initial area flow distance = 190.000(Ft.) Top (of initial area) elevation ~ l302.000(Ft.) Bottom (of initial area) elevation = l277.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.13158 s(percent)= 13.16 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity 3.452(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 = A = 0.000 B 0.000 C = 0.000 D 1. 000 75.00 0.500; Impervious fraction 0.500 . 1\0 . Initial subarea runoff = Total initial stream area Pervious area fraction = 0.500 2.929 (CFS) 1. 000 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.710 to Point/Station 2.700 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000 (Ac.) Runoff from this stream 2.929(CFS) Time of concentration = 5.00 min. Rainfall intensity = 3.452(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qp = 2.528 6.62 2.929 5.00 stream flow has longer 2.929 + sum of Qa Tb/Ta 2.528 * 0.755 = 4.838 2.957 3.452 or shorter time of concentration 1 2 Largest Qp = 1. 909 . Total of 2 streams to confluence: Flow rates before confluence point: 2.528 2.929 Area of streams before confluence: 1.010 1.000 Results of confluence: Total flow rate = Time of concentration Effective stream area 4.838 (CFS) 5.000 min. after confluence 2.0l0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.700 to Point/Station 2.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = l277.000(Ft.) Downstream point/station elevation l258.500(Ft.) Pipe length 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.838(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow 4.838(CFS) Normal flow depth in pipe = 4.64(In.) Flow top width inside pipe = 9.00(In.) Critical depth could not be calculated. Pipe flow velocity = 2l.06(Ft/s) Travel time through pipe 0.05 min. Time of concentration (TC) = 5.05 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.700 to Point/Station 2.500 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: b..\ . In Main Stream number: 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 4.838(CFS) Time of concentration = 5.05 min. Rainfall intensity = 3.434(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 105.136 17.22 4.838 5.05 stream flow has longer 105.136 + sum of Qb Ia/Ib 4.838 * 0.509 = 107.600 time of 1. 749 3.434 concentration 2.464 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 105.136 4.838 Area of stre~s before confluence: 43.900 2.010 Results of confluence: Total flow rate = 107.600(CFS) Time of concentration = 17.218 min. Effective stream area after confluence = 45.910(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.500 to Point/Station 2.800 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.500(Ft.) Downstream point/station elevation = 1257.500(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 107. 600 (CFSl Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow 107.600(CFS) Normal flow depth in pipe = 26.95(In.) Flow top width inside pipe = 25.53(In.) Critical depth could not be calculated. Pipe flow velocity = 20.72(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 17.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.500 to Paint/Station 2.800 **** CONFLUENCE OF MINOR STREAMS **** . Along Main stream number: 1 in normal stream number 1 Stream flow area = 45.910(Ac.) Runoff from this stream 107.600(CFS) Time of concentration = 17.24 min. Rainfall intensity = 1.747(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ A..'V . . . Process from Point/Station 1.500 to Point/Station **** INITIAL AREA EVALUATION **** 2.900 Initial area flow distance = 256.000(Ft.) Top (of initial area) elevation = 1272.900(Ft.) Bottom (of initial area) elevation = 1270.000(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.01133 s(percent)= 1.13 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.781 min. Rainfall intensity 2.532(In/Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.833 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 A 0.000 B 0.000 C = 0.000 D 1.000 75.00 0.500; Impervious fraction = 1.793(CFS) 0.850(Ac.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.900 to POint/Station 2.800 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1270.000(Ft.) Downstream point/station elevation 1257.500(Ft.) Pipe length 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.793(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow = 1.793(CFS) Normal flow depth in pipe = 3.12(In.) Flow top width inside pipe = 5.99(In.) Critical depth could not be calculated. Pipe flow velocity = 17.37(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.900 to Point/Station 2.800 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.850(Ac.) Runoff from this stream 1.793(CFS) Time of concentration = 8.81 min. Rainfall intensity = 2.527(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) Rainfall Intensity (In/Hr) TC (min) 1 2 Largest ~= 107.600 17.24 1.793 8.81 stream flow has longer 107.600 + sum of Qb Ia/Ib 1.747 2.527 concentration time of ~ . . . Qp = 1.793 * 108.839 0.692 1.240 Total of 2 streams to confluence: Flow rates before confluence point: 107.600 1.793 Area of streams before confluence: 45.910 0.850 Results of confluence: Total flow rate = 108.839(CFS) Time of concentration 17.237 min. Effective stream area after confluence 46.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.800 to Point/Station 2.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = l257.500(Ft.) Downstream point/station elevation l253.000(Ft.) Pipe length l28.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 108.839(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow 108.839(CFS) Normal flow depth in pipe = 25.97(In.) Flow top width inside pipe = 32.28(In.) Critical depth could not be calculated. Pipe flow velocity = 19.93(Ft/s) Travel time through pipe 0.11 min. Time of concentration (Te) = 17.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.800 to Point/Station 2.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 46.760(Ac.) Runoff from this stream 108.839(CFS) Time of concentration 17.34 min. Rainfall intensity = 1.742(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.150 to Point/Station 2.160 **** INITIAL AREA EVALUATION **** Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = l302.800(Ft.) Bottom (of initial area) elevation = l280.900(Ft.) Difference in elevation = 2l.900(Ft.) Slope = 0.06844 s(percent)= 6.84 TC = kI0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.700 min. Rainfall intensity 2.939(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.841 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) A 0.000 B 0.000 C 0.000 D 1.000 75.00 ~ . . . Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.384(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.160 to Point/Station 2.010 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1280.900(Ft.) End of street segment elevation = 1275.900(Ft.) Length of street segment = 280.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to crossfall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.085 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 = 2.483(CFS) Depth of flow = 0.301(Ft.), Average velocity = 2.814(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 8.693(Ft.) Flow velocity = 2.81(Ft/s) Travel time = 1.66 min. TC = 8.36 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.834 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.602(In/Hr) for a 10.0 year storm Subarea runoff = 1.932(CFS) for 0.890(Ac.) Total runoff = 3.316(CFS) Total area = 1.450(Ac.) Street flow at end of street = 3.316(CFS) Half street flow at end of street = 3.316(CFS) Depth of flow = 0.324(Ft.), Average velocity = 3.003(Ft/s) Flow width (from curb towards crown)= 9.887(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.110 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1275.900(Ft.) End of street segment elevation = 1266.000(Ft.) Length of street segment 420.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to cross fall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) 0.085 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 = 4.082(CFS) Depth of flow = 0.330(Ft.), Average velocity = 3.505(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.188(Ft.) Flow velocity = 3.51(Ft/s) Travel time = 2.00 min. TC = 10.36 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.840 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 89.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Rainfall intensity 2.313(In/Hr) for a 10.0 year storm Subarea runoff 1.302 (CFS) for 0.670(Ac.) Total runoff = 4.618(CFS) Total area = 2.120(Ac.) Street flow at end of street = 4.618(CFS) Half street flow at end of street = 4.618(CFS) Depth of flow = 0.341(Ft.), Average velocity = 3.606(Ft/s) Flow width (from curb towards crown)= 10.742(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1266.000(Ft.) Downstream point/station elevation 1253.000(Ft.) Pipe length 58.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.618(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 4.618(CFS) Normal flow depth in pipe = 4.97(In.) Flow top width inside pipe = 8.95(In.) Critical depth could not be calculated. Pipe flow velocity = 18.45(Ft/s) Travel time through pipe 0.05 min. Time of concentration (TC) = 10.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.120(Ac.) Runoff from this stream = 4.618(CFS) Time of concentration = 10.41 min. Rainfall intensity = 2.306(In/Hr) Summary of stream data: Stream Flow rate Rainfall Intensity TC Afp . . . No. (CFS) (In/Hr) (min) 1 2 Largest Qp ~ 108.839 17.34 4.618 10.41 stream flow has longer 108.839 + sum of Qb Ia/Ib 4.618 * 0.755 112.326 3.487 1. 742 2.306 time of concentration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 108.839 4.618 Area of streams before confluence: 46.760 2.120 Results of confluence: Total flow rate = 112.326(CFS) Time of concentration 17.344 min. Effective stream area after confluence 48.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1253.000(Ft.) Downstream point/station elevation 1246.000(Ft.) Pipe length 316.00(Ft.) Manning's N = 0.013 No. of pipes ~ 1 Required pipe flow 112.326(CFS) Nearest computed pipe diameter 39.00(In.) Calculated individual pipe flow 112.326(CFS) Normal flow depth in pipe ~ 29.30(In.) Flow top width inside pipe = 33.72(In.) Critical depth could not be calculated. Pipe flow velocity = 16.79(Ft/s) Travel time through pipe 0.31 min. Time of concentration (TCI 17.66 min. End of computations, total study area = 48.88 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) Area averaged RI index number = 75.5 0.517 A.\ . 25004prop4010.out Riverside County Rational Hydrology Program CIVILCADD!CIVILDESIGN Engineering Software, (e) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/22/03 File:25004prop4010.out ********* Hydrology Study Control Information ********** English (in-lbJ Units used in input data file TRI-8 Builders - SIN 615 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(ln.) 1.200(Io.) Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.800(In/Hr} Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.500 to Point/Station 4.400 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 538.000{Ft.) Top (of initial area) elevation = 1210.000(Ft.) Bottom (of initial area) elevation = 1259.000(Ft.) Difference in elevation = 11.OOO(Ft.) Slope = 0.02045 s(percent)= 2.04 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.502 min. Rainfall intensity = 2.086(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ~ 0.821 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 7S.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff ~ 3.253(CFS) Total initial stream area 1.900(Ac.) Pervious area fraction ~ 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.400 to Point/Station 4.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1259.000(Ft.) End of street segment elevation = l227.000(Ft.) Length of street segment 90S.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000lFt.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.090 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.) . Page 1 ~ . 25004prop40l0.out 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 = 6.250(CrS) Depth of flow = 0.351(Ft.), Average velocity = 4.520(rt/sJ Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.207(Ft.J Flow velocity = 4.52(Ft/s) Travel time = 3.34 min. TC = 13.84 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 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 1.792(In/Hrl for a 10.0 year storm Subarea runoff 5.084(CFSl for 3.500(Ac.J Total runoff = 8.337(CFSl Total area = 5.400(Ac.l Street flow at end of street = 8.337(CFS) Half street flow at end of street = 8.337{CFS) Depth of flow = 0.379(Ft.), Average velocity = 4.837(Ft/s) Flow width (from curb towards crown)= 12.637{Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream paint/station elevation ~ 1223.000(Ft.) Downstream point/station elevation 1221.000(Ft.) Pipe length 7S.00(Ft.) Manning's N ~ 0.013 No. of pipes = 1 Required pipe flow 8.337{CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 8.337(CFS) Normal flow depth in pipe = 10.05(ln.) Flow top width inside pipe = 14.10(ln.) Critical Depth = 13.56{In.) Pipe flow velocity = 9.53{Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 13.97 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.400{Ac.) Runoff from this stream = 8.337{CFS) Time of concentration = 13.97 min. Rainfall intensity = 1.783(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.700 to Point/Station 4.600 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 463.000(Ft.) Top (of initial area) elevation = 1267.800(Ft.l Bottom (of initial area) elevation = 1258.60Q(Ft.) Difference in elevation = 9.200{Ft.J Slope = 0.01987 s(percentl= 1.99 TC = k(O.390)*Illength^3)f(elevation change)}^O.2 Initial area time of concentration = 9.946 min. Rainfall intensity = 2.149(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Page 2 ~ . 25004prop4010.out Runoff Coefficient ~ 0.823 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 0.000 C 0.000 D 1. 000 75.00 0.500; Impervious fraction 2.476(CFSl 1.400(Ac. ) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 4.600 to Point/Station 4.200 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 1258.600(Ft.l End of street segment elevation = 1227.000fFt.) Length of street segment 805.000(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 l8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hzl 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.l 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 = 4.863{CFS} Depth of flow = O.323(Ft.l, Average velocity = 4.441(Ft/sl Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 9.840(Ft.) Flow velocity = 4.44(Ft/s) Travel time = 3.02 min. TC = 12.97 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A o.ooa Decimal fraction soil group 8 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 RI index for so11{AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 1.857{In/Hr) for a 10.0 year storm Subarea runoff 4.077(CFS) for 2.700{Ac.) Total runoff = 6".553(CFS} Total area = 4.100(Ac.) Street flow at end of street = 6.553(CFS) Half street flow at end of street = 6.553(CFS) Depth of flow = 0.350(Ft.), Average velocity = 4.758(Ft/s) Flow width (from curb towards crown)= 11.184(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.l00(Ac.) Runoff from this stream 6.553(CFSl Time of concentration = 12.97 min. Rainfall intensity = 1.857(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.800 to Point/Station 4.900 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 319.000(Ft.) Page 3 /]C. . 25004prop4010.out Top (of initial area) elevation = 1270.500{Ft.) Bottom (of initial area) elevation 1264.500(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.01B81 s(percentJ= 1.88 TC = k(O.390)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 8.664 min. Rainfall intensity 2.3l8(In/Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 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 A 0.000 B 0.000 C = 0.000 o L 000 75.00 0.500; Impervious fraction = 1.3621CFS) 0.710 (Ac.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.900 to Point/Station 4.200 **** STREET rLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 1264.500{Ft.) End of street segment elevation = 1227.000lFt.) Length of street segment 680.000Ift.l Height of curb above gutter flowline 6.0(ln.) Width of half street (curb to crown) 20.000(Ft.l Distance from crown to crossfall grade break 18.QOO(Ft.l Slope from gutter to grade break (v/hz) = 0.090 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) O.OZO Gutter width = Z.OOQlFt.) Gutter hike from flowline = 2.000(1n.) 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 = 3.492{CFS) Depth of flow ~ 0.283lFt.), Average velocity ~ 4.712(Ft/sl Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 7.839{Ft.) Flow velocity = 4.71lFt/s) Travel time = 2.41 min. TC = 11.07 min. Adding area flow to street 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 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) 75.00 Pervious area fraction ~ 0.500; Impervious fraction 0.500 Rainfall intensity 2.026(In/Hr) for a 10.0 year storm Subarea runoff 3.684(CFSl for 2.220lAc.) Total runoff = 5.047(CFS) Total area = 2.930lAc.) Street flow at end of street = 5.047(CFSl Half street flow at end of street = 5.047(CFS) Depth of flow = 0.312(Ft.), Average velocity = 5.108(Ft/sl Flow width (from curb towards crown)= 9.280{Ft.J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.900 to Point/Station 4.200 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.930(Ac.l Runoff from this stream = 5.047(CFS) Time of concentration = 11.07,min. Page 4 ~ . Rainfall intensity = Summary of stream data: 25004prop4010.out 2.026fln/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp~ 6.553 12.97 5.047 11.07 stream flow has longer 6.553 + sum of Qb Ia/Ib 5.047 * 0.917 11.179 1. 857 2.026 time of concentration 4.626 Qp~ Total of 2 streams to copfluence: Flow rates before confluence point: 6.553 5.047 Area of streams before confluence: 4.100 2.930 Results of confluence: Total flow rate = 11.179{CFSJ Time of concentration 12.967 min. Effective stream area after confluence 7 .030(Ac. J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 4.200 to Point/Station 4.300 **** PlPEFLOW TRAVEL TIME (Program estimated size) **** Upstream pOint/station elevation = 1223.000(Ft.l Downstream point/station elevation 1221.000(Ft.l Pipe length 46.00(Ft.l Manning's N = 0.013 No. of pipes = 1 Required pipe flow 11.179(CFSl Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 11.179(CFS) Normal flow depth in pipe = lO.43{In.J ~low top width inside pipe = 13.81{In.) Critical depth could not be calculated. Pipe flow velocity = 12.27(Ft/s) Travel time through pipe 0.06 min. Time of concentration (TCl = 13.03 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.030(Ac.) Runoff from this stream 11.179(CFS) Time of concentration = 13.03 min. Rainfall intensity = 1.852(In/HrJ Summary of stream data: Stream No. Flow rate (CFSI TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp~ 8.331 13.97 11.179 13.03 stream flow has longer or 11.179 + sum of Qa Tb/Ta 8.337 * 0.933 18.955 1.783 1.852 shorter time of concentration 1.716 Qp~ . Total of 2 main streams to confluence: Flow rates before confluence point: 8.337 11.179 Area of streams before confluence: Page 5 fJ1/ . 7.030 25004prop4010.out 5.400 Results of confluence: Total flow rate = ~8.955(CFSJ Time of concentration = 13.029 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 Area averaged pervious area fraction (Ap) Area averaged RI index number = 75.0 . . 12.430{Ac.) 12.43 (Ac.) same area. 0.500 Page 6 ;)b . 25004prop80.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (cl 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/20/03 File:25004prop80.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file TRI-8 Builders - SIN 615 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(ln.l 1.200(In.) Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.800(In/Hrl Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 8.200 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 273.000(Ft.l Top (of initial areal elevation = 1266.200(Ft.) Bottom (of initial areal elevation = 1263.000(Ft.l Difference in elevation = 3.200(Ft.) Slope = 0.01172 s(percent)= 1.17 TC = k(O.390J*[(length^31/(elevation changel]^0.2 Initial area time of concentration = 8.948 min. Rainfall intensity 2.278(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 1.000 RI index for soil{AMC 21 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 1.130(CFS} Total initial stream area 0.600(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 8.200 to Point/Station 8.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 1263.000(Ft.) End of street segment elevation = 1257.500(Ft.) Length of street segment 509.000(Ft.l 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 18.000(Ft.l Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hzl 0.020 Street flow is on (l] side(s) of the street Distance from curb to property line 10.000{Ft.l Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.l Page 1 ~ . 25004prop80.out 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 = 1.901(CFSl Depth of flow = 0.299(Ft.l, Average velocity = 2.182(Ft/sl Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 8.631(Ft.) Flow velocity = 2.18(Ft/sl Travel time = 3.89 min. TC = 12.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.868(In/HrJ for a 10.0 year storm Subarea runoff 1.246(CFSl for 0.820(Ac.) Total runoff = 2.375(CFS) Total area = 1.420(Ac.l Street flow at end of street = 2.375(CFSl Half street flow at end of street = 2.375(CFSl Depth of flow = 0.3l7(Ft.l. Average velocity = 2.293(Ft/s) Flow width (from curb towards crown)= 9.536(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.300 to Point/Station 8.600 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 1252.000(Ft.l Downstream point/station elevation 125l.000(Ft.) Pipe length 47.00{Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.375{CFSI Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 2.375(CFS) Normal flow depth in pipe = 7.25(ln.) Flow top width inside pipe = 7.12{In.} Critical Depth = 8.l9{In.) Pipe flow velocity = 6.23(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 12.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.300 to POint/Station 8.600 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.420(Ac.l Runoff from this stream 2.375(CFS) Time of concentration 12.96 min. Rainfall intensity = 1.8S8(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.400 to Point/Station 8.500 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 858.000(Ft.1 Top (of initial areal elevation = l3ll.200(Ft.) Bottom (of initial area) elevation = 1211.000(Ft.) Difference in elevation = 40.200(Ft.} Slope = 0.04685 s(percent)= 4.69 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.248 min. Rainfall intensity 2.382(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A 0.000 Page 2 / 9 . 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 = 0.100 25004prop80.out B 0.000 C 0.000 D 1.000 75.00 0.100; Impervious fraction 1.435(CFSJ 0.680(Ac.) 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.500 to Point/Station 8.600 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 1271.000(Ft.) End of street segment elevation = 1257.500(Ft.) Length of street segment 273.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000IFt.l Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) ~ 0.090 Slope from grade break to crown IV/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.l 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 = 3.049(CFS) Depth of flow = 0.277(Ft.), Average velocity = 4.386(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.540(Ft.) Flow velocity = 4.39(Ft/sl Travel time = 1.04 min. TC = 9.29 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 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.232(In/Hr) for a 10.0 year storm Subarea runoff 2.818(CFS) for 1.530(Ac.) Total runoff = 4.253{CFS) Total area = 2.210(Ac.l Street flow at end of street = 4.253(CFSJ Half street flow at end of street = 4.253(CFSI Depth of flow = O.303{Ft.), Average velocity = 4.713(Ft/s) Flow width (from curb towards crown)= 8~807(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.500 to Point/Station 8.600 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.210(Ac.) Runoff from this stream 4.253jCFSl Time of concentration = 9.29 min. Rainfall intensity = 2.232(In/Hr) Summary of stream data: Stream No. Flow rate (CFSJ TC (min) Rainfall Intensity (In/Hr) . 1 2 Largest 2.375 4.253 stream 12.96 9.29 flow has longer or 1.858 2.232 shorter time of concentration Page 3 ~ . 25004prop80.out ~- 4.253 + sum Qa 2.375 * 5.954 of Tb/Ta 0.716 1.702 ~ Total of 2 streams to confluence: Flow rates before confluence point: 2.375 4.253 Area of streams before confluence: 1.420 2.210 Results of confluence: Total flow rate = Time of concentration Effective stream area 5.954(CFS) 9.286 min. after confluence 3.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.600 to Point/Station 8.100 **** PIPEFLOW TRAVEL TIME (Program estimated sizel **** Upstream point/station elevation = 1251.000(Ft.) Downstream point/station elevation 1248.5QQ(Ft.) Pipe length 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.954 (CFS; Nearest computed pipe diameter 12.00(ln.) Calculated individual pipe flow 5.954(CFS) Normal flow depth in pipe = 6.55(10.) Flow top width inside pipe ~ 11.95(ln.) Critical depth could not be calculated. Pipe flow velocity = 13.57(Ft/a) Travel time through pipe 0.04 min. Time of concentration (TC) 9.32 min. End of computations, total study area = 3.63 {Ac.} The following figures may be used for a unit hydrograph study of the same area. . Area averaged pervious area fraction (Ap) Area averaged RI index number = 75.0 0.425 . Page 4 ~ . . . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 04/27/04 File:25004prop16100.out Tract 25004 QIOO ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Medofer Engineering, Inc., Menifee, CA - SiN 959 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(In.) 1.200 (In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.520 to Point/Station 6.510 **** INITIAL AREA EVALUATION **** Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 1319.500(Ft.) Bottom (of initial area) elevation = 1294.000(Ft.1 Difference in elevation = 25.500(Ft.) Slope = 0.14167 s(percent)= 14.17 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.254 min. Rainfall intensity = 4.162(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction; 1.000; Impervious fraction 0.000 Initial subarea runoff = 0.865(CFS) Total initial stream area = 0.240(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.510 to Point/Station 6.500 **** IMPROVED CHANNEL TRAVEL TIME **** 6f:> . . . Upstream point elevation ~ 1294.000(Ft.) Downstream point elevation 1280.000(Ft.) Channel length thru subarea 260.000(Ft.) Channel base width 0.000 (Ft. ) Slope or 'z' of left channel bank = 1.250 Slope or 'Z' of right channel bank ~ 1.250 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 3.207(CFS) Depth of flow = 0.556(Ft.), Average velocity Channel flow top width = 1.390(Ft.) Flow Velocity = 8.30(Ft/s) Travel time 0.52 min. Time of concentration = 6.78 min. 3.207(CFS) 8.302(Ft/s) Sub-Channel No. 1 0.836(Ft.) top width velocity= area = Critical depth = Critical flow Cri tical flow Critical flow 2.090(Ft.) 3.671 (Ft/s) 0.873(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.864 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 = 0.000 CO.OOO D 1. 000 89.00 1.000; Impervious fraction 3.982(In/Hr) for a 100.0 4.474(CFS) for 1.300(Ac.) 5.339(CFS) Total area = = 0.000 year storm 1. 540 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 1.420 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1280.000(Ft.) Downstream point/station elevation = 1273.200(Ft.) Pipe length 230.00(Ft.) Manning's N ~ 0.013 No. of pipes = 1 Required pipe flow 5.339(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 5.339(CFS) Normal flow depth in pipe = 8.67(In.) Flow top width inside pipe = 10.74(ln.) Critical Depth = 11.19(In.) Pipe flow velocity ~ 8.79(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 7.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.500 to Point/Station 1.420 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.540 (Ac. ) Runoff from this stream 5.339(CFS) Time of concentration 7.21 min. Rainfall intensity ~ 3.848(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ /)~ . . . Process from Point/Station 2.400 to Point/Station **** INITIAL AREA EVALUATION **** 2.410 Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = l303.400(Ft.) Bottom (of initial area) elevation = l300.000(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.01545 s(percent)= 1.55 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.766 min. Rainfall intensity 3.694(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.852 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 1.353(CFS) Total initial stream area O.430(Ac.} Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = l3ll.000(Ft.) End of street segment elevation = l288.200(Ft.) Length of street segment 300.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to crossfall grade break 20.00Q{Ft.) Slope from gutter to grade break (v/hz) = 0.085 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 lO.OOO(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 = 0.0130 Manning's N from gutter to grade break 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street ~ 4.027(CFS) Depth of flow = 0.272(Ft.), Average velocity = 6.l7l(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.253(Ft.) Flow velocity ~ 6.l7(Ft/s) Travel time = 0.81 min. TC ~ 8.58 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 3.498(In/Hr) for a 100.0 year storm Subarea runoff 5.050(CFS) for 1.700(Ac.) Total runoff = 6.403(CFS) Total area ~ 2.l30(Ac.) Street flow at end of street = 6.403(CFS) Half street flow at end of street 6.403(CFS) Depth of flow = 0.307(Ft.), Average velocity = 6.8l9(Ft/s) ~ Flow width (from curb towards crown)= 9.013(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 1.420 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1280.000(Ft.) Downstream point/station elevation = 1273.200(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.403(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.403(CFS) Normal flow depth in pipe = 6.24 (In.) Flow top width inside pipe = 11.99(In.) Critical depth could not be calculated. Pipe flow velocity = 15.52(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 1.420 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.130(Ac.) Runoff from this stream = 6.403(CFS) Time of concentration = 8.64 min. Rainfall intensity = 3.484(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.339 7.21 3.848 2 6.403 8.64 3.484 Largest stream flow has longer time of concentration Qp = 6.403 + sum of Qb Ia/lb 5.339 * 0.905 = 4.834 Qp = 11. 237 Total of 2 streams to confluence: Flow rates before confluence point: 5.339 6.403 Area of streams before confluence: 1.540 2.130 Results of confluence: Total flow rate = 11.237(CFS) Time of concentration = 8.641 min. Effective stream area after confluence = 3.670 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.420 to Point/Station 1.410 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 1273.200(Ft.) Downstream point/station elevation = 1241.000(Ft.) Pipe length = 290.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.237(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 11.237 (CFS) ~\ . Normal flow depth in pipe 9.30(In.) Flow top width inside pipe = 10.02(In.) Critical depth could not be calculated. Pipe flow velocity = 17.20(Ft/s) Travel time through pipe 0.28 min. Time of concentration (TC) = 8.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.500 to Point/Station 1.400 **** INITIAL AREA EVALUATION **** Initial area flow distance = 357.000(Ft.) Top (of initial area) elevation = 1272.900(Ft.) Bottom (of initial area) elevation = 1247.000(Ft.) Difference in elevation = 25.900(Ft.) Slope = 0.07255 s(percent)= 7.25 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.918 min. Rainfall intensity 3.937(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 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 11.201(CFS) Total initial stream area 3.330(Ac.) Pervious area fraction = 0.500 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.500 to Point/Station 1.400 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream 11.201(CFS) Time of concentration = 6.92 min. Rainfall intensity = 3.937(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.700 to Point/Station 1.400 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.366(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 = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 RI index for soi1(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 User specified values are as follows: TC = 9.20 min. Rain intensity = 3.37(In/Hr) Total area = 3.63(Ac.) Total runoff = 9.23(CFS) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.700 to Point/Station 1.400 **** CONFLUENCE OF MINOR STREAMS **** ~ . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.630(Ac.) Runoff from this stream 9.230(CFS) Time of concentration = 9.20 min. Rainfall intensity = 3.366(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qp ~ 11.201 6.92 9.230 9.20 stream flow has longer 11. 201 + sum of Qa Tb/Ta 9.230 * 0.752 18.142 3.937 3.366 or shorter time of concentration 1 2 Largest Qp = 6.941 Total of 2 strea~ to confluence: Flow rates before confluence point: 11.201 9.230 Area of streams before confluence: 3.330 3.630 Results of confluence: Total flow rate = l8.l42(CFS) Time of concentration 6.918 min. Effective stream area after confluence 6.960(Ac. ) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.400 to Point/Station 1.410 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1247.000(Ft.) Downstream point/station elevation l24l.000(Ft.) Pipe length 53.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 18.l42(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 18.142(CFS) Normal flow depth in pipe = 10.48(In.) Flow top width inside pipe = 13.77(In.) Critical depth could not be calculated. Pipe flow velocity = 19.82(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.400 to Point/Station 1.410 **** CONFLUENCE OF MAiN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.960 (Ac.) Runoff from this stream l8.l42(CFS) Time of concentration = 6.96 min. Rainfall intensity = 3.923(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) f.t,?:J . . . 1 2 Largest Qp = 5.339 7.21 18.142 6.96 stream flow has longer 18.142 + sum of Qa Tb/Ta 5.339 * 0.966 23.296 3.848 3.923 or shorter time of concentration 5.155 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 5.339 18.142 ALea of streams before confluence: 1.540 6.960 Results of confluence: Total flow rate = 23.296(CFS) Time of concentration ~ 6.963 min. Effective stream area after confluence = 8.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.600 **** PIPEFLOW TRAVEL TIME {Program estimated size} **** Upstream point/station elevation = 1241.000(Ft.) Downstream point/station elevation = 1235.000(Ft.) Pipe length 226.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 23.296(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow = 23.296(CFS) Normal flow depth in pipe = 15.61(In.) Flow top width inside pipe = 18.35(In.) Critical Depth = 19.90(In.) Pipe flow velocity = l2.15(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 7.27 min. End of computations, total study area = 10.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap} Area averaged RI index nUmber = 77.0 0.572 ()\ . . . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 04/28/04 File:25004prop20100.out Tract 25004 QIOO ********* Hydrology Study Control Information ********** English (in-Ib) Units used in input data file Medofer Engineering, Inc., Menifee, CA - SIN 959 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(In.) 1.200(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/station 3.700 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.430(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.830 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 User specified values are as follows: TC = 16.64 min. Rain intensity = 2.43(In/Hr) Total area = 42.90(Ac.) Total runoff = 103.60(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station 3.710 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ 1277.000(Ft.) Downstream point/station elevation = 1264.000(Ft.) Pipe length 25.00(Ft.) Manning's N ~ 0.013 No. of pipes = 1 Required pipe flow = 103.600(CFS) ~ . . . Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 103.600(CFS) Normal flow depth in pipe = 15.68(In.) Flow top width inside pipe = 18.27(In.) Critical depth could not be calculated. Pipe flow velocity = 53.81(Ft/s) Travel time through pipe 0.01 min. Time of concentration (TC) = 16.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.710 to Point/Station 3.710 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 42.900(Ac.) Runoff from this stream 103.600(CFS) Time of concentration 16.65 min. Rainfall intensity = 2.429(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.740 to Point/Station 3.730 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 1316.700(Ft.) Bottom (of initial area) elevation = 1289.300(Ft.) Difference in elevation = 27.400(Ft.) Slope = 0.11417 s(percent)= 11.42 TC ~ k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.326 min. Rainfall intensity = 3.815(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.863 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 89.00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 1.284(CFS) Total initial stream area 0.390(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.730 to Point/Station 3.720 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1289.300(Ft.) Downstream point elevation 1274.300(Ft.) Channel length thru subarea 225.000(Ft.) Channel base width O.OOO(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 2.287(CFS) Depth of flow = 0.471(Ft.), Average velocity Channel flow top width = 1.176(Ft.) 2.287(CFS) 8.266(Ft/s) ~ . Flow Velocity ~ 8.27(Ft/s) Travel time 0.45 min. Time of concentration = 7.78 min. Sub-Channel No. 1 Critical depth ~ Critical flow Critical flow Critical flow 0.730(Ft.) top width velocity= area = 1.826(Ft. ) 3.430(Ft/s) 0.667(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.862 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 0.000 C 0.000 D 1. 000 89.00 1.000; Impervious fraction 3.691(In/Hr) for a 100.0 1.940(CFS) for 0.610(Ac.) 3.223(CFS) Total area ~ 0.000 year storm 1. 000 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.720 to Point/Station 3.710 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation ~ 1268.300(Ft.) Downstream point/station elevation 1264.000(Ft.) Pipe length 20.00(Ft.) Manning's N = 0.013 No. of pipes ~ 1 Required pipe flow 3.223(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 3.223(CFS) Normal flow depth in pipe = 4.07(In.) Flow top width inside pipe ~ 8.96(In.) Critical depth could not be calculated. Pipe flow velocity ~ 16.61(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) ~ 7.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.720 to Point/Station 3.710 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area ~ 1.000(Ac.) Runoff from this stream 3.223(CFS) Time of concentration ~ 7.80 min. Rainfall intensity ~ 3.686(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) . 1 2 Largest Qp = 103.600 16.65 3.223 7.80 stream flow has longer 103.600 + sum of Qb Ia/Ib 3.223 * 0.659 2.429 3.686 time of concentration 2.124 ~\. . . . Qp ~ 105.724 Total of 2 streams to confluence: Flow rates before confluence point: 103.600 3.223 Area of streams before confluence: 42.900 1.000 Results of confluence: Total flow rate = 105.724(CFS) Time of concentration 16.648 min. Effective stream area after confluence 43.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station 2.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1264.000(Ft.) Downstream point/station elevation 1258.500(Ft.) Pipe length 450.00(Ft.) Manning's N = 0.013 NO. of pipes ~ 1 Required pipe flow 105.724 (CFS) Nearest computed pipe diameter 42.00(In.) Calculated individual pipe flow 105.724 (CFS) Normal flow depth in pipe ~ 32.72(In.) Flow top width inside pipe = 34.85(In.) Critical Depth ~ 37.57(In.) Pipe flow velocity ~ 13.16(Ft/s) Travel time through pipe ~ 0.57 min. Time of concentration (TC) = 17.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station 2.500 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 43.900(Ac.) Runoff from this stream 105.724(CFS) Time of concentration = 17.22 min. Rainfall intensity ~ 2.384(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.810 to Point/Station 2.600 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation ~ 1313.000(Ft.) Bottom (of initial area) elevation = 1281.000(Ft.) Difference in elevation ~ 32.000(Ft.) Slope = 0.09143 s(percent)~ 9.14 TC ~ k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration ~ 6.554 min. Rainfall intensity 4.056(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.856 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D ~ 1.000 ~ . RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff ~ Total initial stream area Pervious area fraction ~ 0.500 75.00 0.500; Impervious fraction 3.505(CFS) 1.010(Ac.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.600 to Point/Station 2.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ 1281.000(Ft.) Downstream point/station elevation 1277.000(Ft.) Pipe length 46.00(Ft.) Manning's N ~ 0.013 No. of pipes ~ 1 Required pipe flow 3.505(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 3.505(CFS) Normal flow depth in pipe ~ 5.65(In.) Flow top width inside pipe ~ 8.70(In.) Critical depth could not be calculated. Pipe flow velocity ~ 12.01(Ft/s) Travel time through pipe 0.06 min. Time of concentration (TC) ~ 6.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.600 to Point/Station 2.700 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 1 Stream flow area ~ 1.010(Ac.) Runoff from this stream 3.505(CFS) Time of concentration 6.62 min. Rainfall intensity ~ 4.034(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.710 to Point/Station 2.700 **** INITIAL AREA EVALUATION **** . Initial area flow distance ~ 190.000(Ft.) Top (of initial area) elevation ~ 1302.000(Ft.) Bottom (of initial area) elevation ~ 1277.000(Ft.) Difference in elevation = 25.000(Ft.) Slope ~ 0.13158 s(percent)~ 13.16 TC ~ k(0.390)*[(length^3)/(e1evation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity 4.707(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ~ 0.861 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 0.000 C 0.000 D 1.000 75.00 0.500; Impervious fraction 4.053(CFS) 1.000(Ac.) 0.500 ~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.710 to Point/Station 2.700 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area ~ 1.000(Ac.) Runoff from this stream 4.053(CFS) Time of concentration = 5.00 min. Rainfall intensity ~ 4.707(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp ~ 3.505 6.62 4.053 5.00 stream flow has longer 4.053 + sum of Qa Tb/Ta 3.505 * 0.756 6.702 4.034 4.707 or shorter time of concentration 2.648 Qp ~ . Total of 2 streams to confluence: Flow rates before confluence point: 3.505 4.053 Area of streams before confluence: 1.010 1.000 Results of confluence: Total flow rate ~ Time of concentration Effective stream area 6.702(CFS) 5.000 min. after confluence 2.0l0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.700 to Point/Station 2.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ l277.000(Ft.) Downstream point/station elevation l258.500(Ft.) Pipe length 60.00(Ft.) Manning's N = 0.013 No. of pipes ~ 1 Required pipe flow 6.702(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 6.702(CFS) Normal flow depth in pipe ~ 5.7l(In.) Flow top width inside pipe = 8.67(In.) Critical depth could not be calculated. Pipe flow velocity ~ 22.69(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) ~ 5.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.700 to Point/Station 2.500 **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area ~ 2.0l0(Ac.) Runoff from this stream 6.702(CFS) Time of concentration = 5.04 min. ~ . Rainfall intensity = Summary of stream data: 4.684(In/Hr) Stream NO. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest ~= 105.724 17.22 6.702 5.04 stream flow has longer 105.724 + sum of Qb Ia/Ib 6.702 * 0.509 109.136 time of 2.384 4.684 concentration 3.411 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 105.724 6.702 Area of streams before confluence: 43.900 2.010 Results of confluence: Total flow rate = 109.136(CFS) Time of concentration 17.218 min. Effective stream area after confluence 45.910(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.500 to Point/Station 2.800 . **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.500(Ft.) Downstream point/station elevation 1257.500(Ft.) Pipe length 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 109.136(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 109.136(CFS) .Normal flow depth in pipe = 27.38(In.) Flow top width inside pipe = 24.82(In.) Critical depth could not be calculated. Pipe flow velocity = 20.7l(Ft/s) Travel time through pipe 0.02 min. Time of concentration (Te) = 17.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.500 to Point/Station 2.800 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 45.910(Ac.) Runoff from this stream = 109.136(CFS) Time of concentration 17.24 min. Rainfall intensity = 2.383(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.500 to Point/Station 2.900 **** INITIAL AREA EVALUATION **** Initial area flow distance = 256.000(Ft.) ~ . . Top (of initial area) elevation ~ 1272.900(Ft.) Bottom (of initial area) elevation 1270.000(Ft.) Difference in elevation ~ 2.900(Ft.) Slope ~ 0.01133 s(percent)= 1.13 TC ~ k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.781 min. Rainfall intensity 3.453(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff ~ 2.491(CFS) Total initial stream area = 0.850(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.900 to Point/Station 2.800 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ 1270.000(Ft.) Downstream point/station elevation l257.500(Ft.) Pipe length 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.491(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 2.491(CFS) Normal flow depth in pipe = 3.85(In.) Flow top width inside pipe ~ 5.75(In.) Critical depth could not be calculated. Pipe flow velocity ~ 18.70(Ft/s) Travel time through pipe 0.03 min. Time of concentration (TC) ~ 8.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.900 to Point/Station 2.800 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.850(Ac.) Runoff from this stream 2.491(CFS) Time of concentration = 8.81 min. Rainfall intensity = 3.446(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 109.136 17 .24 2.383 2 2.491 8.81 3.446 Largest stream flow has longer time of concentration Qp = 109.136 + sum of Qb Ia/Ib . 2.491 * 0.691 1.722 Qp = 110.858 Total of 2 streams to confluence: ,2-' . Flow rates before confluence point: 109.136 2.491 Area of streams before confluence: 45.910 0.850 Results of confluence: Total flow rate ~ 110.858(CFS) Time of concentration 17.237 min. Effective stream area after confluence 46.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.800 to Point/Station 2.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ 1257.500(Ft.) Downstream point/station elevation 1253.000(Ft.) Pipe length 128.00(Ft.) Manning's N ~ 0.013 No. of pipes ~ 1 Required pipe flow 110.858(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 110.858(CFS) Normal flow depth in pipe ~ 26.37(In.) Flow top width inside pipe ~ 31.87(In.) Critical depth could not be calculated. Pipe flow velocity ~ 19.98(Ft/s) Travel time through pipe 0.11 min. Time of concentration (TC) ~ 17.34 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.800 to Point/Station 2.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area ~ 46.760(Ac.) Runoff from this stream 110.858(CFS) Time of concentration 17.34 min. Rainfall intensity ~ 2.375(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.150 to Point/Station 2.160 **** INITIAL AREA EVALUATION **** . Initial area flow distance ~ 320.000(Ft.) Top (of initial area) elevation ~ 1302.800(Ft.) Bottom (of initial area) elevation ~ 1280.900(Ft.) Difference in elevation ~ 21.900(Ft.) Slope ~ 0.06844 s(percent)~ 6.84 TC ~ k(0.390)*[(length^3)/(e1evation change)]^0.2 Initial area time of concentration = 6.700 min. Rainfall intensity 4.007(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ~ 0.855 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff ~ 1.919(CFS) Total initial stream area O.560(Ac.) Pervious area fraction ~ 0.500 ~ . . . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.160 to Point/Station 2.010 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** TOp of street segment elevation ~ 1280.900(Ft.) End of street segment elevation ~ 1275.900(Ft.) Length of street segment 280.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to cross fall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) ~ 0.085 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 ~ 3.443(CFS) Depth of flow ~ 0.328(Ft.), Average velocity ~ 3.029(Ft/s) Streetf10w hydraulics at midpoint of street travel: Halfstreet flow width ~ 10.051(Ft.) Flow velocity = 3.03(Ft/s) Travel time ~ 1.54 min. TC = 8.24 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.850 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 3.576(In/Hr) for a 100.0 year storm Subarea runoff 2.706(CFS) for 0.890(Ac.) Total runoff = 4.625(CFS) Total area = 1.450(Ac.) Street flow at end of street = 4.625(CFS) Half street flow at end of street 4.625(CFS) Depth of flow = 0.355(Ft.), Average velocity = 3.243(Ft/s) Flow width (from curb towards crown)= 11.399(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.110 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1275.900(Ft.) End of street segment elevation = 1266.000(Ft.) Length of street segment 420.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to crossfall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.085 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 ~ 5.693(CFS) Depth of flow ~ 0.361(Ft.), Average velocity ~ 3.787(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width ~ 11.734(Ft.) Flow velocity ~ 3.79(Ft/s) Travel time ~ 1.85 min. TC 10.09 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Runoff Coefficient ~ 0.856 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 89.00 Pervious area fraction ~ 1.000; Impervious fraction 0.000 Rainfall intensity 3.199(In/Hr) for a 100.0 year storm Subarea runoff 1.835(CFS) for 0.670(Ac.) Total runoff ~ 6.459(CFS) Total area ~ 2.120(Ac.) Street flow at end of street ~ 6.459(CFS) Half street flow at end of street 6.459(CFS) Depth of flow ~ 0.374(Ft.), Average velocity ~ 3.901(Ft/s) Flow width (from curb towards crown)~ 12.366(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ 1266.000(Ft.) Downstream point/station elevation 1253.000(Ft.) Pipe length 58.00(Ft.) Manning's N ~ 0.013 No. of pipes ~ 1 Required pipe flow 6.459(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 6.459(CFS) Normal flow depth in pipe ~ 6.23(In.) Flow top width inside pipe ~ 8.31(In.) Critical depth could not be calculated. Pipe flow velocity ~ 19.80(Ft/s) Travel time through pipe 0.05 min. Time of concentration (TC) ~ 10.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.110 to Point/Station 2.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area ~ 2.120(Ac.) Runoff from this stream 6.459(CFS) Time of concentration ~ 10.14 min. Rainfall intensity ~ 3.191(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 110.858 17 .34 2.375 / ,,\'0 . . . 2 Largest Qp ~ Qp = 6.459 10.14 stream flow has longer 110.858 + sum of Qb Ia/Ib 6.459 * 0.744 115.666 4.808 3.191 time of concentration Total of 2 streams to confluence: Flow rates before confluence point: 110.858 6.459 Area of streams before confluence: 46.760 2.120 Results of confluence: Total flow rate ~ 115.666(CFS) Time of concentration 17.344 min. Effective stream area after confluence 48.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation ~ 1253.000(Ft.) Downstream point/station elevation 1246.000(Ft.) Pipe length 316.00(Ft.) Manning's N ~ 0.013 No. of pipes ~ 1 Required pipe flow 115.666(CFS) Nearest computed pipe diameter 39.00(In.) Calculated individual pipe flow 115.666(CFS) Normal flow depth in pipe = 30.09(In.) Flow top width inside pipe = 32.74(In.) Critical depth could not be calculated. Pipe flow velocity ~ 16.85(Ft/s) Travel time through pipe 0.31 min. Time of concentration (TC) 17.66 min. End of computations, total study area ~ 48.88 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) Area averaged RI index number = 75.5 0.517 ~ . 25004prop40.out Riverside County Rational Hydrology Program CIVILCADD/cIVILDESIGN Engineering Software, (e) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/22/03 File:25004prop40.out ********* Hydrology Study Control Information ********** English {In-lb} Units used in input data file TRI-8 Builders - SiN 615 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(10. ) 1.200(1n. ) Storm event year ~ 100.0 Calculated rainfall intensity data: 1 hour intensity = I.Z00(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 4.500 to POint/Station 4.400 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 538.000(Ft.) Top (of initial area) elevation = 1270.000(Ft.J Bottom (of initial area) elevation = 1259.000(Ft.) Difference in elevation = 11.000(Ft.) Slope = 0.02045 s{percentl= 2.04 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.502 min. Rainfall intensity 3.129(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 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 "" 0.000 CO.OOO o ~ 1.000 75.00 0.500; Impervious fraction 5.0191CFSI 1. 900(Ac.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.400 to Point/Station 4.100 **** STREET fLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 1259.000{Ft.) End of street segment elevation = 1227.000{Ft.) Length of street segment 905.000(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 IS.OOO(Ft.} Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown {v/hzl 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.) . Page 1 "\'\ . 25004prop40.out 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 tram grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.641(CFS) Depth of flow = O.395(Ft.), Average velocity = 5.007(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 13.412(Ft.) Flow velocity = 5.01(Ft/s) Travel time = 3.01 min. TC = 13.51 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.837 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.724(In/Hr) for a 100.0 year storm Subarea runoff 7.979(CFSI for 3.500(Ac.) Total runoff = 12.998(CFS) Total area = 5.400(Ac.) Street flow at end of street = 12.998(CFS) Half street flow at end of street = 12.998(CrS) Depth of flow = O.429/Ft.), Average velocity = 5.380(Ft/s) Flow width (from curb towards crown)= 15.131(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process f~om Point/Station 4.100 to Point/Station 4.300 **** PIFEfLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 1223.000(Ft.) Downstream point/station elevation 1221.000(Ft.) Pipe length IS.OO(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 12.998(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 12.998{CFS) Normal flow depth in pipe ~ 11.72(In.l Flow top width inside pipe = 17.16(ln.) Critical Depth ~ 16.21(In.) Pipe flow velocity = 10.68/Ft/s) T~avel time through pipe ~ 0.12 min. Time of concentration (TCI = 13.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.400(Ac.) Runoff from this stream ~ 12.998(CFS) Time of concentration = 13.63 min. Rainfall intensity = 2.711(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 4.700 to Point/Station 4.600 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 463.000(Ft.) Top (of initial area) elevation = 1267.800/Ft.) Bottom (of initial areal elevation = 1258.600(Ft.l Difference in elevation ~ 9.200(Ft.l Slope = 0.01987 s(percent)= 1.99 TC = k(O.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.946 min. Rainfall intensity = 3.224(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Page 2 ~ . 25004prop40.out Runoff Coefficient ~ 0.845 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 0.000 C = 0.000 o 1.000 75.00 0.500; Impervious fraction 3.B17ICFS) 1.400(Ac.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.200 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 1258.600(Ft.) End of street segment elevation = 1227.000(Ft.) Length of street segment 805.000fFt.) Height of curb above gutter flowline 6.0(In.} Width of half street (curb to crown) 20.000(Ft.l Distance from crown to crossfall grade break 18.000(Ft.} Slope from gutter to grade break (v/hz) = 0.090 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.l 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 = 7.497{CFS) Depth of flow ~ 0.363(Ft.), Average velocity = 4.910(Ft/sl Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 11.834(Ft.l Flow velocity = 4.91{Ft/s) Travel time = 2.73 min. TC = 12.68 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.839 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.821(InfHrl for a 100.0 year storm Subarea runoff 6.390(CFSl for 2.700(Ac.) Total runoff = 10.206(CFS) Total area = 4.100(Ac.) Street flow at end of street = 10.206lCFS) Half street flow at end of street = 10.206(CFS} Depth of flow = 0.395/Ft.l, Average velocity = 5.282tFt/sl Flow width (from curb towards crown)= 13.437(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.100{Ac.) Runoff from this stream 10.206(CFS} Time of concentration 12.68 min. Rainfall intensity = 2.821(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.800 to Point/Station 4.900 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 319.000IFt.) Page 3 ~ . 25004prop40.out Top (of initial area) elevation = 1270.500(Ft.) Bottom lof initial area) elevation 1264.500IFt.) Difference in elevation ~ G.OOO(Ft.) Slope = 0.01881 s(percent)= 1.88 TC = k(O.390)*[(length^31/(elevation change)]^0.2 Initial area time of concentration ~ 8.664 min. Rainfall intensity 3.479(In/Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 A = 0.000 B 0.000 C = 0.000 D = 1.000 75.00 0.500; Impervious fraction = 2.097(CFSl 0.710IAc.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.900 to Point/Station 4.200 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1264.500IFt.} End of street segment elevation = 1227.000(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 18.000lFt.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1J side(sl 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 = 5.375(CFS) Depth of flow = 0.318(Ft.), Average velocity = 5.182lFt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.543IFt.) Flow velocity = 5.18(ft/sl Travel time = 2.19 min. TC = 10.85 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.843 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction 5011 group D 1.000 RI index for soil{AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 3.074lIn/Hr) for a 100.0 year storm Subarea runoff 5.753(CFSl for 2.220lAc.) Total runoff = 7.850{CFS) Total area = 2.930(Ac.) Street flow at end of street = 7.850(CFS) Half street flow at end of street = 7.850(CFS) Depth of flow = 0.351{Ft.), Average velocity = 5.653(Ft/s) Flow width (from curb towards crownl~ 11.234(Ft.) . ++++++++++++t+++++++++++++t+++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.900 to Point/Station 4.200 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.930{Ac.) Runoff from this stream 7.850(CrS) Time of concentration = 10.85 min. Page 4 ~ . Rainfall intensity ~ Summary of stream data: 25004prop40.out 3.074(In/Hr) Stream No. Flow rate (CrS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest ~~ 10.206 12.68 7.850 10.85 stream flow has longer 10.206 + sum of Qb Ia/lb 7.850 * 0.918 17.412 2.821 3.074 time of concentration 7.206 ~~ Total of 2 streams to confluence: Flow rates before confluence point: 10.206 7.850 Area of streams before confluence: 4.100 2.930 Results of confluence: Total flow rate ~ 17.412(CFS) Time of concentration 12.679 min. Effective stream area after confluence 7.030{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 1223.000(Ft.) Downstream point/station elevation 1221.000{Ft.) Pipe length 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 17.412(CFSl Nearest computed pipe diameter l8.00(In.) Calculated individual pipe flow 17.412{CFS) Normal flow depth in pipe = 12.12(ln.) Flow top width inside pipe = 16.89(In.) Critical depth could not be calculated. Pipe flow velocity ~ 13.75(Ft/s) Travel time through pipe 0.06 min. Time of concentration (TC) = 12.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.300 **** CONFLUENCE OF MAIN STR&AMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.030(Ac.) Runoff from this stream 17.412(CFS) Time of concentration ~ 12.73 min. Rainfall intensity ~ 2.815(In/Hr) Summary of stream data: Stream No. Flow rate ICrS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest ~~ 12.998 13.63 17.412 12.73 stream flow has longer or 17.412 + sum of Qa Tb/Ta 12.99B * 0.934 29.556 2.711 2.B15 shorter time of concentration 12.143 ~~ . Total of 2 main streams to confluence: Flow rates before confluence point: 12.99B 17.412 Area of streams before confluence: Page 5 ~ . 7.030 25004prop40.out 5.400 Results of confluence: Total flow rate ~ 29.5S6(CFSl Time of concentration ~ 12.735 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 Area averaged pervious area fraction(Ap) Area averaged RI index number ~ 75.0 . . 12.430{Ac.l 12.43 (Ac.) same area. 0.500 Page 6 9Y 25004prop80100.out . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/14/03 File:25004prop80.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Project Design Consultants, Temecula, CA - SIN 731 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 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.520(ln.) 1.200(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 8.100 to Point/Station 8.200 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 273.000(Ft.) Top (of initial areal elevation = 1266.200(Ft.) Bottom (of initial area) elevation = 1263.000(Ft.) Difference in elevation = 3.200{Ft.) Slope = 0.01172 s(percentl= 1.17 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.948 min. Rainfall intensity 3.418{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 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 1.739(CFS) Total initial stream area O.600(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.200 to Point/Station 8.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 1263.000(Ft.) End of street segment elevation = 1257.500(Ft.) Length of street segment 509.000(Ft.l 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 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) 0.020 Street flow is on [IJ side(s) of the street Distance from curb to property line lO.OOO(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000{Ft.l Page 1 ~ . 25004prop80l00.out Gutter hike from flowline = 2.0DD(In.) Manning's N in gutter = 0.0150 Manning1s N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 8stimated mean flow rate at midpoint of street = 2.928(CrS) Depth of flow = 0.336(Ft.l, Average velocity = 2.405(Ft/sl Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 10.444(Ft.} Flow velocity = 2.40(Ft/s) Travel time = 3.53 min. TC = 12.48 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.839 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C o.oao Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.847(In/Hrl for a 100.0 year storm Subarea runoff = 1.959(CFSI for O.820{Ac.) Total runoff = 3.698(CFSl Total area = 1.420{Ac.) Street flow at end of street = 3.698(CFS) Half street flow at end of street = 3.698(CFSl Depth of flow = 0.357{Ft.), Average velocity = 2.539(Ft/s) Flow width (from curb towards crown)= 11.532(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.300 to Point/Station 8.600 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream pOint/station elevation = 1252.000(Ft.) Downstream point/station elevation 1251.000(Ft.) Pipe length 47.00(Ft.) Manning's N = 0.013 No. of pipes ~ 1 Required pipe flow 3.698(CFS) Nearest computed pipe diameter 12.00(ln.) Calculated individual pipe flow 3.698(CFS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 11.63(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 7.18(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TCI = 12.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.300 to Point/Station 8.600 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.42D(Ac.) Runoff from this stream = 3.698(CFS) Time of concentration 12.58 min. Rainfall intensity = 2.833(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.400 to Point/Station 8.500 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 858.0001Ft.) Top (of initial areal elevation = 1311.200(Ft.) Bottom (of initial area) elevation = 1271.000(Ft.) Difference in elevation = 40.200(Ft.) Slope = 0.04685 s(percent)= 4.69 TC = k(0.300)*((length^3)/(elevation changel]^0.2 Initial area time of concentration = 8.248 min. Rainfall intensity 3.574(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A 0.000 Page 2 ~ . 25004prop80100.out Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 1.000 RI index for soil{AMC 2) 75.00 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 2.163(CFS) Total initial stream area 0.680(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.500 to Point/Station 8.600 **** STREET ~LOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 1271.000(Ft.) End of street segment elevation = l257.500{Ft.) Length of street segment 273.000(Ft.) Height of curb above gutter flowline 6.0(10.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to cross fall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) 0.020 Street flow is on {I} side(s) of the street Distance from curb to property line lO.OOO(Ft.) Slope from curb to property line (v/hzl 0.020 Gutter width = 2.00Q(Pt.) Gutter hike from flowline = 2.000(10.) 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 = 4.597(CFSl Depth of flow = 0.309(Ft.), Average velocity = 4.795(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 9.12l(Ft.1 Flow velocity = 4.80(Ft/s) Travel time = 0.95 min. TC = 9.20 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 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 3.366{In/Hr) for a 100.0 year storm Subarea runoff 4.365{CFS) for 1.530{Ac.) Total runoff = 6.528(CFSl Total area = 2.2l0IAc.) Street flow at end of street = 6.528(CFS) Half street flow at end of street = 6.528(CFSl Depth of flow = 0.339(Ft.), Average velocity = 5.194(Ft/sl Flow width (from curb towards crown)= lO.63l(Ft.l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.500 to Point/Station 8.600 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.2l0{Ac.) Runoff from this stream 6.528{CFS} Time of concentration = 9.20 min. Rainfall intensity = 3.366(In/Hr} Summary of stream data: Stream No. Flow rate !GFS) TG (min) Rainfall Intensity (In/Hr) . 1 2 Largest 3.698 6.528 stream 12.58 9.20 flow has longer or 2.833 3.366 shorter time of concentration Page 3 ~ 25004prop80100.out . ~ 6.528 + sum Qa 3.698 * 9.231 of Tb/Ta 0.731 2.703 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 3.698 6.528 Area of streams before confluence: 1.420 2.210 Results of confluence: Total flow rate = Time of concentration Effective stream area 9.231(CFS) 9.197 min. after confluence 3.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.600 to Point/Station 8.700 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1251.000(Ft.) Downstream point/station elevation 1248.50Q(Ft.) Pipe length 30.DQ(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 9.231(CFSl Nearest computed pipe diameter 12.00(ln.) Calculated individual pipe flow 9.231(CFSl Normal flow depth in pipe = 8.88(In.) Flow top width inside pipe = 10.52(ln.) Critical depth could not be calculated. Pipe flow velocity = 14.82(Ft/s) Travel time through pipe 0.03 min. Time of concentration (TC) 9.23 min. End of computations, total study area = 3.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. . Area averaged pervious area fractlon(Ap) Area averaged RI index number = 75.0 0.425 . Page 4 ~ FILE: study2.WSW CARD SECT eHN . CODE CD CD CD CD CD CD CD CD CD CD CD CD CD study2. EDT W S e G W - EDIT LISTING - Version 14.06 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) NO TYPE PIER/PIP WIDTH DIAMETER WIDTH 1 2 3 , 6 8 9 11 12 13 14 15 16 3.000 3.000 1.500 4. 500 3.000 3.000 3.000 3.000 2.000 2.000 3.()00 1. 500 3.000 4.000 , , , 3 , , , , , , , , , 1 1 1 o 1 1 1 1 1 1 1 1 1 .000 6.000 4.000 HEADING LINE NO 1 IS - WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - EU'MENI NC EUMDI'! NO WSPGW PROFILE - ELEMENT CARD LISTING WATER SURFACE _ [S A S~S[EM OU'!1EX ~ U/S DATA STATION 2035.950 . . INVERT SECT 1245.550 2 l2 'IS A JUNC1:IOO U/S DATA . . . STATION INVERT SECT LAT-l LAT-2 2041.450 1245.690 2 0 0 8 ;IS 11. REACH 11 U/S DATA STATION INVERT SECT 2168.010 1248.910 2 .E!:fMEN'I He 4 IS 11. REACH 1r 1r U/S DATA STATION INVERT SECT 2347.250 1253.480 2 EJ.:EME1'I'I NC ELEMENT NO . ElDfEN'I NO E.LEMEN:r NC 5 IS A JUNCTION U/S DATA . . . . DROP .00 WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 8 IS A REACH " 11 11 u/s DATA STATION INVERT SECT N 2659.020 1261. 420 2 .013 e [S A JUNc:r~CN \It .... U!S DATA STATION INVERT SECT LAT-l LAT-2 N 2664.520 1261.560 2 0 0 .013 Er~I NC ELEMENT NO ELEMENT NO EJ.:FMEN! NO STATION INVERT SECT LAT-l LAT-2 2352.7501253.620 2 3 0 € ;IS A JUNCTrQN Vis DATA. . . . . STATION INVERT 2477.2601256.790 SEer LAT-1 LAT-2 2 3 0 'I IS 1l. JUNCUOO U/S DATA . . . . STATION INVERT 2501.530 1257.410 SEer LAT-1 LAT-2 2 3 0 10 IS A REACH u/s DATA . . . STATION INVERT SECT 2696.640 1262.370 2 11 IS A REACH U/S DATA . . STATION INVERT SECT 2748.980 1263.710 2 [~ 1S ~ JUNC!ION U!S DATA . . . STATION INVERT 2762.140 1264.040 SECT LAT-l LAT-2 2 15 0 ELEMENT NO 13 IS A REACH 1r U/S DATA STATION INVERT 2831.4501217.010 En:MEN'I NO (,11 IS A S:YS:IrM HEADWCfi.KS u/S DATA STATION INVERT 2831.450 1271.010 . SECT 2 . SECT 2 Page 1 N .013 Q3 .000 N .013 N .013 N .013 Q3 4.800 N .013 Q3 1. 100 N .013 Q3 3.400 Q3 .000 N .013 N .013 N .013 Q3 2.100 N .013 . . Date: 4-28-2004 Time: 5: 4:59 PAGE 1 Y(5) Y(6) Y(7) "i(8) Y(9) Y{lO) Line. 'A - 3c ( PAGE NO 1 PAGE NO 2 W S ELEV 1244.100 . . Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 . Q' .000 . Q' .000 . Q' .000 RADIUS .000 ANGLE .000 ANG PT MAN H .000 0 RADIUS ANGLE 606.018 -12.137 ANG PT MAN H .000 0 . . INVERT-3 INVERT-4 PHI 3 PHI 4 1254.130 .000 65.000 RADIUS ANGLE .000 .000 .000 . . INVERT-3 INVERT-4 PHI 3 PHI 1258.040 .000 -45.000 RADIUS ANGLE .000 .000 . . .000 INVERT-3 INVERT-4 PHI 3 PHI 1258.160 .000 45.000 RADIUS ANGLE .000 .000 .000 PAGE NO 3 RADIUS .000 ANGLE .000 ANG PT MAN H .000 0 . , Q4 INVERT-3 tNVERT-4 PHI 3 PHI 4 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 . Q' .000 RADIUS 44.995 ANG PT MAN H .000 0 ANGLE -40.901 RADIUS 45.000 ANG PT MAN H .000 0 ANGLE 66.642 . INVERT-3 INVERT-4 PHI 3 PH! 4 1264.190 .000 -45.000 RADIUS ANGLE .000 .000 .000 RADIUS .000 ANG PT MAN H .000 0 ANGLE .000 W S ELEV 1280.010 <0"\ o FILE: study2.WSW 1 . study2.0UT W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING L it'le. 'A. 5? ( PAGE Date: 4-28-2004 Time: 5: 5:17 ************************************************************************************************************************** ) Invert Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TOPIHeight/IBase Wtl Station I Elev (FT) j Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth 1 Width IDia.-FTlor LD.I ZL -1- -1- -1- -1- -1- -1- -1- -1- -J- -J- -)- -1- -1- L/Elem ICh Slope I I 1 I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** . I I 2035.950 1245.550 -1- -1- JUNCT STR .0254 I 2041.450 1245.690 -1- -1- 2.349 .0254 I 2043.799 1245.750 -1- -1- 124.271 .0254 I 2168.070 1248.910 -1- -1- 179.180 .0255 I 2347.250 1253.480 -1- -1- JUNCT STR .0255 I 2352.750 1253.620 -1- -1- JUNCT STR .0255 I 2477.260 1256.790 -1- -j- JUNCT STR .0255 I 2501.530 1257.410 -1- -1- 157.490 .0255 I 2659.020 1261.420 -1- -1- JUNCT STR .0255 o FILE: study2_WSW 2 I I 2.940 1248.490 -1- -I- I 2.990 1248.680 -1- -J- I 3.000 1248.750 -1- -I- I 3.573 1252.483 -1- -1- I 4.698 1258.177 -1- -I- I 5.367 1258.987 -1- -1- I 5.808 1262.598 -1- -1- I 6.251 1263.661 -1- -I- I 6.196 1267.616 -1- -1- I 115.60 -1- I 115.60 -1- I 115.60 -I- I 115.60 -I- I 115.60 -1- I 110.80 -I- I 109.10 -1- I 105.10 -I- I 105.70 -1- WSPGW 16.43 -1- 16.36 -1- 16.35 -1- 16.35 -1- 16.35 -1- 15.67 -1- 15.43 -1- 14.95 -1- 14.95 -1- I 4.19 1252.68 -1- .0277 I 4.16 1252.84 -1- .0286 I 4.15 1252.90 -1- .0293 I 4.15 1256.64 -1- .0300 I 4.15 1262.33 -1- .0288 I 3.82 1262.80 -1- .0272 I 3.70 1266.30 -1- .0259 I 3.47 1267_13 -1- .0251 I 3_47 1271.09 -1- .0251 - CIVILDESIGN Version -1- .15 -1- .07 -1- 3.64 -1- 5.38 -1- .16 -1- 3.38 -1- .63 -1- 3.96 -1- .14 .00 -1- 2.94 .00 -1- 2.99 I .00 -1- 3.00 I .00 -1- .00 I .00 -1- .00 .00 -1- 5.37 .00 -1- 5.81 .00 -1- 6.25 I .00 -1- .00 14.06 Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING 2.94 1.00 2.94 -1- .6' 2.94 -1- .00 2.94 -1- .00 2.94 .00 2.93 .00 2.93 .00 2.92 -1- .00 2.92 .00 .B4 3.000 -1- -1- .013 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 ************************************************************************************************************************** -1- .35 3.000 -1- -1- .013 I Invert 1 Depth 1 Water I Q I Vel Vel I Energy 1 Super ICriticallFlow ToplHeight/IBase Wtl Station I Elev I (FT) I Elev I (CFS) t (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTlor 1.0.1 ZL -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- L/Elem ICh Slope I 1 I I SF Ave I HF I SE Dpth 1 Froude N 1 Norm Dp 1 "N" I X-Fall J ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** . I 2664.520 1261.560 -1- -1- 32.120 .0252 I 2696.640 1262.370 -1- -1- 12.722 .0256 I 2709.362 1262.696 -1- -1- HYDRAULIC JUMP I 2709.362 1262.696 -1- -1- 20.026 _0256 I 2729.388 1263.208 -1- -1- 19.592 .0256 I 2748.980 1263.710 -)- -!- JUNCT STR .0251 I 2762.140 1264.040 -1- -1- 6.400 .1871 I I 6.195 1261.155 -1- -1- I 6.659 1269.029 -1- -I- I 6.797 1269.493 -1- -1- I 1. 706 1264.402 -1- -1- I 1.646 1264.854 -1- -1- I 1.585 1265.295 -1- -1- I 1.493 1265.533 -1- -1- I 105.10 -1- I 105.70 -I- I 105.70 -1- I 105.70 -1- I 105.70 -1- I 105.70 -1- I 103.60 -1- 14.95 -1- 14.95 -1- 14.95 -1- 25.46 -1- 26.59 -1- 27.89 -1- 29.50 -1- I 3.47 1211.23 -j- -1- .0251 .81 I 3.47 1272.50 -1- -1- .0251 .32 I 3.47 1272.97 -(- -1- I 10.07 1274.47 -1- -1- .0697 1.40 I 10.98 1275.84 -1- -I- .0785 1. 54 I 12.08 1277.38 -1- -1- .0908 1.20 I 13.51 1279.04 -1- -1- .0952 .61 I Page .00 -1- .00 I .00 -1- .00 I .00 -1- 3.00 -1- 3.00 I 3.00 -1- 3.00 I .00 -I- I. 59 .00 -1- 1.49 I 2.92 -1- .00 2.92 -1- .00 2.92 2.92 -1- 3.80 2.92 -1- 4.06 2.92 4.37 2.91 -1- 4.80 3.00 .00 3.000 -1- -1- .013 3.00 .00 3.000 -1- -1- .013 3.00 .00 3.000 -1- -1- .013 -1- .00 3.000 -1- -1- .013 -1- .00 3.000 -1- -1- .013 -1- .00 3.000 -1- -1- .013 2.44 .00 3.000 -1- -1- .013 -1- ******** INo Wth IPrs/Pip -I IType Ch )******* .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 .0 .00 1 1- PIPE I .00 .0 .00 1 1- PIPE I .00 .0 .00 1 1- PIPE PAGE Date: 4-28-2004 Time: 5: 5:17 .00 3.000 -1- -1- 2.45 .013 .00 3.000 -1- -1- 2.43 .013 -1- .00 3.000 -1- -1- 2.97 3.000 -1- -1- 2.43 .013 2.99 3.000 -1- -1- 2.43 .013 -1- 3.00 3.000 -I~ -1- .013 3.00 3.000 -1- -1- 1.24 .013 I .000 -,- .00 I .000 -1- .00 I .000 -I- I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I ******** INo Wth IPrs/Pip -I IType Ch 1******* .00 .00 1 ,- PIPE I .0 .00 .0 .00 1 1- PIPE I .00 .0 1 1- .00 1 1- PIPE I .0 .00 .00 .0 .00 1 1- PIPE I .00 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 9;fO [,IYJe 'A _~ I study2.0UT 12.90 1279.66 -1- -1- .086B .96 I 11.73 1280.62 -1- .0765 - CIVILDESIGN Version 2768.540 1265.238 -1- -1- 11.109 .1871 I 2779.649 1267.317 -1- -]- 9.077 .1871 o FILE: study2.WSW 3 1. 520 1266.758 -1- -I- I 1. 578 1268.895 -1- -1- 103.60 -1- 28.82 -1- .00 -1- 1.52 I 2.91 3.00 3.000 -1- -1- .013 .000 -1- .00 I .000 -1- .00 .00 1 I- .00 PH'E I .00 1 I- .00 PH'E PAGE .0 -1- 4.64 1.24 I 103.60 -1- 27.48 -1- . .00 -I- I. 58 14.06 2.91 3.00 3.000 -1- -1- .013 .0 -1- .69 -1- 4.32 1.24 w S P G W Program Package Serial Number: 1648 WATER SURfACE PROFILE LISTING Date: 4-28-2004 Time: 5: 5:17 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy t Super ICritical I Flow ToplHeight/IBase Wtl INo Wth Station I Elev j (FT) j Elev I (CFS) I (FPS) Head I Grd.E1.t E1ev I Depth I Width IDia.-FT)or 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -!- -1- -1- -1- -1- -1- -1- -1- -I L/Elem ICh Slope I I ! I SF Ave I HF ISE DpthlFroude NINorm Dp 1 "N" I X-Fall I ZR IType Ch *********1*********1********1*********)*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I 2788.727 1269.015 -1- -1- 7.568 .1871 I 2796.294 1270.432 -1- -1- 6.370 .1871 I 2802.665 1271.624 -1- -1- 5.426 .1871 I 2808.090 1272.639 -1- -1- 4.639 .1871 I 2812.729 1273.507 -1- -1- 3.982 .1871 I 2816.711 1274.252 -1- -1- 3.427 .1871 I 2820.138 1274.893 -1- -1- 2.932 .1871 I 2823.070 1275.442 -1- -1- 2.501 .1871 I 2825.571 1275.910 -1- -1- 2.105 .1871 o FILE: study2.WSW , I 1.640 1270.656 -1- -1- I 103.60 -1- I 10.66 1281.32 -1- .0675 I 9.69 1281. 83 -1- .0596 I 8.81 1282.21 -1- .0528 I 8.01 1282.49 -1- .0467 I 7.28 1282.71 -1- .0415 I 6.62 1282.88 -1- .0369 I 6.02 1283.00 -1- .0329 I 5.47 1283.10 -1- .0295 I 4.97 1283.17 -1- .0265 - CIVILDESIGN Version I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 26.20 -1- .00 -I- I. 64 I .00 -I- I. 70 I 2.91 2.99 3.000 -1- -1- .013 .00 1 1- PIPE I .0 -1- .51 -1- 4.01 1.24 .00 I 1.704 1272 .136 -1- -I- I 1.773 1273.397 -1- -1- I 103.60 -1- 24. 98 -1- 2.91 2.97 3.000 -1- -1- .013 .00 1 1- PHE I .0 -1- .38 -1- 3.73 1.24 .00 I 103.60 -I- I 103.60 -1- 23.82 -1- .00 -I- I. 77 I 2.91 2.95 3.000 -1- -1- .013 .00 1 1- PIPE I .0 -1- .29 -1- 3.46 1.24 .00 I 1. 845 1274.484 -1- -1- 22.71 -1- .00 -1- 1.85 I 2.91 2.92 3.000 -1- -1- .013 .00 1 1- PIPE I .0 -1- .22 -1- 3.20 1.24 .00 I 1.922 1275.429 -1- -1- I 103.60 -1- 21.66 -1- .00 -1- 1.92 I 2.91 2.88 3.000 -1- -1- .013 .00 .0 1 1- PIPE I -1- .17 -1- 2.96 1.24 .00 I 2.004 1276.256 -1- -1- I 103.60 -I- I 103.60 -1- 20.65 -1- .00 -1- 2.00 I 2.91 2.83 3.000 -1- -1- .013 .00 1 1- PIPE I .0 -1- .13 -1- 2.73 1.24 .00 I 2.091 1276.984 -1- -I- I 2.186 1277.628 -1- -I- I 2.289 1278.199 -1- -1- . 19.69 -1- .00 -1- 2.09 I .00 -1- 2.19 I .00 -1- 2.29 14.06 2.91 2.76 3.000 -1- -1- .013 .00 .0 1 1- PI!?E I -1- .10 -1- 2.51 1.24 .00 I 103.60 -I- I 103.60 -1- 18.77 -1- 2.91 2.67 3.000 -1- -1- .013 .00 .0 1 1- PIPE I -1- .07 -1- 2.30 1.24 .00 17.90 -1- 2.91 2.55 3.000 -1- -1- .013 .00 1 1- PIPE PAGE .0 -1- .06 -1- 2.09 1.24 .00 WSPGW Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING Date: 4-28-2004 Time: 5: 5:17 ************************************************************************************************************************** ******** j Invert 1 Depth! Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl Station I E1ev j (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width tDia.-FTlor 1.D.1 ZL -1- -(- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- L/Elem ICh Slope 1 I I I SF Ave I HF ISE DpthlFroude NINorm Dp I nN" I X-Fall I ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1 I I I I I I I 1 2827.677 1276.304 2.403 1278.707 103.60 17.06 4.52 1283.23 .00 2.91 2.40 3.000 .000 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -(- 1.723 .1871 .0241 .04 2.40 1.89 1.24 .013 .00 .00 I I I I I I 2829.400 1276.626 2.533 1279.159 103.60 16.27 4.11 1283.27 .00 2.91 2.18 3.000 .000 .00 -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1.331 .1871 .0221 .03 2.53 1.68 1.24 .013 .00 .00 1 1 I I I I 2830.731 1276.875 2.687 1279.563 103.60 15.51 3.74 1283.30 .00 2.91 1.83 3.000 .000 .00 -1- -1- -(- -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- .719 .1871 .0213 .02 2.69 1.43 1.24 .013 .00 .00 ) I I I I 1 2831.450 1277.010 2.909 1279.919 103.60 14.79 3.40 1283.31 .00 2.91 1.03 3.000 .000 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- INo wth IPrs/Pip -I IType Ch 1******* 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- .0 Page 2 lOG... FILE: 25004-a3c-1.WSW WSPGW WATER SURFACE HEIGHT 1 BASE 25004-a3c-1.EDT - EDIT LISTING - Ver3ion 14.06 PROFILE - CHANNEL DEFINITION LISTING ZL ZR INV Y(1) Y(2) Y(3) Y(4) . CARD SECT CHN NO OF AVE PIER DROP CD CD CD DIAMETER WIDTH 1 3 4 1 1 o 2.000 1.500 5.500 4 4 3 .000 4.000 .000 .000 .00 W S P G W TITLE CARD LISTING WATER SURFACE PROFILE - HEADING LINE NO 1 IS - Tract 25004 HEADING LINE NO 2 IS Line 'A-3c-1' HEADING LINE NO 3 IS - EI.EMEl\lI t\C EUMEl\[ 'KC WATER SURFACE Ii IS ~ S~S~EM CC[~[! uls DATA STATION 257.550 '2 15 1\ l:l."tiC'I'IOl\ i" uls DATA STATION 261. 550 WSPGW PROFILE - ELEMENT CARD LISTING , , INVERT SECT 1234.760 1 , , INVERT SECT LAT-l LAT-2 N 1235.800 1 0 0 .013 EI.EME2\lI 1\C EU:ME1\[ 1\C G J:S 1\ RE1I.Ol -,J uls DATA STATION INVERT SECT 318.930 1236.760 1 , ELEMENT NO E:LEME1\[ KC E:1EME:tilI 'KC . o!, J:S 1\ REAOl vis DATA , , STATION INVERT SECT 341.520 1237.138 1 5 IS A REACH vis DATA . . . STATION INVERT SECT 414.640 1239.361 1 € ;IS 1\ REACH U/S DATA , , , STATION 461.960 , STATION 465.960 INVERT SECT 1239.500 1 ? 'IS 1\ l:l.""CI'ICt\. vis DATA , , , INVERT SECT LAT-l LAT-2 1239.566 1 3 0 E'J.EME:tiII: KC E:tEME:i'\1I: KC € [S 1\ REACH ?' -,J VIS DATA STATION INVERT SECT 524.260 1240.219 1 G [5 1\ REACH VIS DATA STATION INVERT SECT 652.660 1242.360 1 ELEMENT NO E:1EME:ti:lI 'l\C ELEMENT NO 10 IS A REACH * * D/S DATA STATION INVERT 660.660 1242.640 . SECT 1 WSPGW - ELEMENT CARD , WATER SURFACE PROFILE 11 IS 1\ REACH ?' -,J uls DATA STATION INVERT 664.200 1242.696 LISTING SECT 1 12 IS A JUNCTION UIS DATA . . . . STATION INVERT 782.240 1273.160 SECT LAT-l LAT-2 1 3 0 ELf:ME:t\[ 'l\C 113;IS 1>.. REACH '! -,J-,J uls DATA STATION INVERT SECT 1003.930 1280.000 1 ELEMENT NO 14 IS A WALL ENTRANCE uls DATA STATION INVERT SECT 1003.930 1260.000 4 EUJo'JE:t\[ '1\0 IiS;rS 1\ SifS['[M HE.ADWCRK5 't u/s DATA STATION INVERT SECT 1003.930 1260.000 4 . FP .500 Page 1 Q3 .000 N .013 N .013 N .013 N .013 N .013 Q3 12.100 N .013 N .013 N .013 N .013 N .013 Q3 5.900 N .013 , , LIYle \A - 3c- ( Y(5) Date: 4-29-2004 Time:12: 2:13 !:'AGE 1 Y(6) Y(7) Y(8} Y(9) Yjl0) W S ELEV 1236.260 , PAGE NO 1 CODE NO TYPE PIERI PIP WIDTH PAGE NO 2 , Q4 INVERT-3 INVERT-4 PHI .000 .000 .000 RADIUS ANGLE .000 .000 , Q4 .000 . Q4 .000 RADIUS .000 RADIUS 45.001 RADIUS 90.050 RADIUS .000 ANGLE .000 ANGLE 26.762 ANGLE -46.524 ANGLE .000 , 3 PHI .000 .000 ANG PT MAN H .000 0 ANG PT .000 MAN H o ANG PT MAN H .000 0 ANG PT MAN H .000 0 , INVERT-3 INVERT-4 PHI 3 PHI 1239.830 .000 70.000 .000 RADIUS ANGLE .000 .000 RADIUS .000 RADIUS ANGLE 60.000 36.593 ANGLE .000 RADIUS 60.000 RADIUS .000 ANGLE -26.929 ANGLE .000 . ANG PT MAN H .000 0 ANG PT MAN H .000 0 ANG PT .000 PAGE NO MAN H o 3 ANG PT .000 MAN H o INVERT-3 INVERT-4 PHI 3 PHI 4 1273.070 .000 65.000 RADIUS ANGLE .000 .000 RADIUS .000 W S ELEV 1262.000 ANGLE .000 .000 ANG PT MAN H .000 0 C\o o FILE: 25004-a3c-1.WSW .' 25004-a3c-l.OUT W S P G W - CIVILDESIGN Ver~ion 14.06 Tract 25004 Line 'A-3c-1' Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING Date: 4-29-2004 Time:12: 2:27 PAGE ) , U'f1e A-~c-/ ************************************************************************************************************************** ******** 1 Invert I Depth r Water 1 Q I Vel Vel I Energy! Super ICriticallFlow ToplHeight/jBase Wtl Station I Elev I {FT} I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor 1.0.1 ZL -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- L/Elem I Ch Slope I r I I SF Ave I HF 1 SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** -------------------- WARNING - Junction Analysis - Large Lateral Flow(s)------------------ I I I I I I I I I 1.067 1235.827 23.30 13.67 2.90 1238.73 .00 1.72 2.00 2.000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- .0254 .10 1.07 2.61 .013 I 1.66 1238.81 -1- .0166 I 1.65 1239.76 -1- .0166 I 1. 64 1240.14 -1- .0161 I 1.57 1241.31 -1- .0152 I 1. 50 1241. 64 -1- .0140 I 1. 37 1241. 99 -1- .0126 I 1.24 1242.15 -1- .0114 w S P G W - CIVILDESIGN Version . j 257.550 1234.760 -1- -1- JUNCT STR .2600 I 261.550 1235.800 -1- -1- 57.380 .0167 I 318.930 1236.760 -1- -1- 22.590 .0167 I 341.520 1237.138 -1- -1- 73.120 .0167 I 414.640 1238.361 -1- -1- 21. 828 .0169 I 436.468 1238.730 -1- -1- 24.945 .0169 I 461.412 1239.152 -1- -1- 12.526 .0169 I 473.939 1239.364 -1- -1- 6.090 .0169 o FILE: 25004-a3c-1.WSW 2 I 1. 350 1237.150 -1- -1- I 1. 353 1238.113 -1- -1- I 1. 354 1238.492 -1- -1- I 1. 384 1239.745 -1- -1- I 1. 410 1240.140 -1- -1- I 1.475 1240.627 -1- -1- I 1.545 1240.909 -1- -1- I 23.30 -1- 10.33 -1- -1- .95 .00 -I- I. 35 I 1.87 2.000 -1- -1- .013 I 23.30 -1- 10.31 -j- -1- .37 1. 72 -I- I. 66 1.35 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -j- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 INo Wth IPrs/Pip -I IType Ch 1******* .00 1 .0 1- PIPE I I 23.30 -1- 10.29 -1- -1- 1.17 .14 -1- 1.49 I 1.72 1.87 2.000 -1- -1- .013 I 23.30 -1- 10.05 -j- -1- .33 -1- 1.65 1.35 .00 .00 1 .0 1- PIPE I I 23.30 -1- 9.84 -1- -1- .35 .07 -1- 1.42 I 1.72 2.000 -1- -1- .013 I 23.30 -1- 9.38 -1- -1- .16 1.87 -1- 1.65 1.35 .00 .00 1 .0 1- PIPE I I 23.30 -1- 8.94 -1- -1- .07 .00 -1- 1.38 I 1.85 2.000 -1- -1- .013 1.72 -I- I. 58 1.34 .00 .00 1 .0 1- PIPE I .00 -1- 1.41 I 1.72 1.82 2.000 -1- -1- .013 -1- 1.52 1. 34 .00 .00 1 .0 1- PH'E I .00 -1- 1.48 I 1. 72 1. 76 2.000 -1- -1- .013 -I- I. 39 1.34 .00 .00 1 .0 1- PIPE I .00 -I- I. 55 14.06 1.72 1.68 2.000 -1- -1- .013 -1- 1.26 1. 34 .00 .00 1 .0 1- PIPE I Tract 25004 Line 'A-3c-1' Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING Date: 4-29-2004 Time:12: 2:27 .00 .00 1 .0 1- PIPE PAGE .00 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy 1 Super ICriticallFlow ToplHeight/IBase Wtl Station I Elev 1 {FT} I Elev I (CFS) I (FPS) Head) Grd.El.1 Elev I Depth I width IOia.-FTlar 1.0.1 ZL -1- -1- -1- -(- -(- -1- -j- -1- -1- -1- -1- -1- -1- L/Elem I Ch Slope 1 I I I SF Ave I HF ! SE Dpth I Froude N I Norm Dp 1 "N" I X-Fall 1 ZR *********1*********1********1*********1*********1*******I*******I*********!*******I********I********I*******1*******1***** 1 1 1 1 I I 480.029 1239.467 1.624 1241.091 23.30 8.53 1.13 1242.22 .00 1.72 1.56 2.000 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1.931 .0169 .0103 .02 1.62 1.14 1.34 .013 .00 I I I I I I 481.960 1239.500 1.715 1241.215 23.30 8.13 1.03 1242.24 .00 1.72 1.40 2.000 .000 -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- JUNCT STR .0170 .0062 .02 1.76 1.00 .013 .00 1 1 I 1 I 485.960 1239.568 2.923 1242.491 11.20 3.57 .20 1242.69 .00 1.20 .00 2.000 .000 -1- -)- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 38.320 .0170 .0025 .09 .00 .00 .85 .013 .00 I I I I I I 524.280 1240.219 2.391 1242.610 11.20 3.57 .20 1242.81 .00 1.20 .00 2.000 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 27.503 .0167 .0024 .07 2.39 .00 .86 .013 .00 1 I I I I 1 551.783 1240.678 2.000 1242.678 11.20 3.57 .20 1242.88 .00 1.20 .00 2.000 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 11.470 .0167 .0023 .03 2.00 .00 .86 .013 .00 I 1 I I 1 I 563.253 1240.869 1.814 1242.683 11.20 3.74 .22 1242.90 .00 1.20 1.16 2.000 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1.826 .0167 .0022 .00 1.81 .41 .86 .013 .00 I 1 1 I I \ 565.079 1240.899 1.782 1242.681 11.20 3.79 .22 1242.90 .00 1.20 1.25 2.000 .000 -1- -1- -1- -1- -1- -!- -1- -1- -1- ~!- -1- -j- -1- Page 1 . INo Wth IPrs/Pip -I IType Ch 1******* .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 .0 .00 1 1- PIPE I .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 .0 .00 1 1- PIPE I .00 1 1- .0 <\\ HYDRN!LIC JUMP I 565.079 1240.899 -1- -[- .940 .0167 I 566.019 1240.915 -1- -1- 14.629 .0167 o FILE: 25004-a3c-1.WSW 3 . I .781 1241.680 -1- -1- I .781 1241.696 -1- -1- I 11.20 -I- I 11.20 -1- w s p 9.85 -1- 9.84 -1- 250Q4-a3c-1.0UT -1- .02 -1- .37 Version .00 -1- .78 I .00 -1- .78 14.06 Tract 25004 Line 'A-3c-1' Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING 1.20 -1- 2.28 1.20 -1- 2.27 L/ne. 'A - ~c- ( J 1. 95 2.000 -1- -1- .013 I .000 -1- .00 I .000 -1- .00 .00 .00 1 1- PIPE I I 1.51 1243.19 -1- .0235 I 1.50 1243.20 -1- .0251 G W - CIVILDESIGN .'6 1. 95 2.000 -1- -1- .013 .0 .86 .00 .00 1 1- PIPE PAGE .0 Date: 4-29-2004 Time:12: 2:27 ************************************************************************************************************************** ******** I Invert I Depth I Water 1 Q 1 Vel Vel I Energy I Super ICritical I Flow ToplHeight/IBase wtl INo Wth Station I Elev I (F"l') I Elev I {CFS) I (FPS) Head 1 Grd.El.l Elev) Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I L/Elem ICh slope 1 1 1 I SF Ave 1 HF ISE DpthlFroude NlNorm Dp I "N" 1 X-Fall I ZR IType Ch *********!*********I********I*********I*********I*******1*******1*********1*******1********1********1*******1*******1***** 1******* I 580.648 1241.159 -1- -I- 11.661 .0161 I 592.309 1241.353 -1- -1- 9.821 .0167 I 602.130 1241.517 -1- -1- 8.557 .0167 I 610.687 1241.660 -1- -1- 7.626 .0167 I 618.313 1241.787 -1- -1- 6.880 .0167 I 625.193 1241.902 -)- -]- 6.336 .0167 I 631.529 1242.007 -1- -1- 5.837 .0167 I 637.366 1242.104 -1- -1- 5.438 .0167 I 642.804 1242.195 -1- -1- 5.092 .0167 o FILE: 25004-a3c-1.WSW 4 . I .754 1241.913 -1- -I- I .728 1242.081 -1- -1- I .703 1242.220 -1- -1- I .679 1242.339 -1- -I- I .656 1242.443 -1- -1- I .633 1242.535 -1- -1- I .612 1242.619 -1- -1- I .591 1242.696 -1- -1- I .511 1242.766 -1- -1- I 11.20 -1- I 11.20 -I- I 11.20 -I- I 11.20 -I- I 11.20 -I- I 11.20 -1- I 11.20 -I- I 11.20 -1- I 11.20 -1- 10.32 -1- 10.83 -1- 11.36 -1- 11. 91 -1- 12.49 -1- 13.10 -1- 13.74 -1- 14.41 -1- 15.11 -1- W S P G W I 1.65 1243.57 -1- .0286 I 1. 82 1243.90 -1- .0327 I 2.00 1244.22 -1- .0373 I 2.20 1244.54 -1- .0425 I 2.42 1244.87 -1- .0485 I 2.66 1245.20 -1- .0554 I 2.93 1245.55 -1- .0633 I 3.22 1245.92 -1- .0723 I 3.55 1246.31 -1- .0826 - CIVILDESIGN -1- .33 -1- .32 -1- .32 -1- .32 -1- .33 -1- .35 -1- .37 -1- .39 -1- .42 Version .00 -I- .75 I .00 -1- .73 I .00 -I- .70 I .00 -1- .6' I .00 -1- .66 I .00 -1- .63 I .00 -1- .61 I .00 -1- .59 I .00 -1- .57 14.06 Tract 25004 Line 'A-3c-l' Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING 1.20 -1- 2.43 1.20 -1- 2.60 1.20 -1- 2.76 1.20 -1- 2.98 1.20 -1- 3.19 1.20 -1- 3.41 1.20 -1- 3.64 1.20 -1- 3.89 1.20 -1- 4.16 1. 94 2.000 -1- -1- .013 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 .00 .00 1 1- PIPE I .'6 1. 92 2.000 -1- -1- .013 .0 .'6 1.91 2.000 -1- -1- .013 .00 .0 .'6 1.89 2.000 -1- -1- .013 .00 1 1- PIPE I .86 1.88 2.000 -1- -1- .013 .00 .00 1 1- PIPE I .'6 1.86 2.000 -1- -1- .013 .0 .'6 1. 84 2.000 -1- -1- .013 .00 .00 1 1- PIPE I .86 1.83 2.000 -1- -1- .013 .0 .'6 1.81 2.000 -1- -1- .013 .00 .0 .'6 .00 1 1- PIPE I .00 .00 1 1- PIPE: I .0 .00 .0 .00 1 1- PIPE I .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE PAGE .0 Date: 4-29-2004 Time:12: 2:27 ************************************************************************************************************************** ******** .00 .0 1 Invert 1 Depth 1 Water 1 Q 1 Vel Vel 1 Energy I Super ICritical I Flow ToplHeight/IBase Wtl INo Wth station 1 Elev I (FT) 1 Elev 1 (CFS) 1 (FPS) Head I Grd.El.1 Elev 1 Depth 1 Width IDia.-FTlor 1.0. I ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -]- -j- -1- -1- -1 L/Elem ICh Slope t I I I SF Ave! HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR jType Ch *********1*********1********1*********1*********1*******1*******]*********1*******1********1********1*******1*******1***** 1******* I I I I I 647.896 1242.280 .552 1242.832 11.20 15.85 3.90 1246.73 .00 1.20 1.79 2.000 .000 -j- -l- -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- 4.784 .0161 .0944 .45 .55 4.44 .86 .013 .00 1 I 1 1 I 1 652.660 1242.360 .534 1242.894 11.20 16.63 4.29 1247.19 .25 1.20 1.77 2.000 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1.463 .0170 .1029 .15 .79 4.75 .65 .013 .00 I I I I I I 654.143 1242.385 .528 1242.913 11.20 16.86 4.42 1247.34 .26 1.20 1.76 2.000 .000 -1- -1- -1- -1- -1- -1- -1- -[- -1- -1- -1- -1- -1- 4.441 .0170 .1126 .50 .79 4.85 .65 .013 .00 1 I 1 I 1 I 658.564 1242.460 .510 1242.971 11.20 17.70 4.87 1247.84 .26 1.20 1.74 2.000 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- Page 2 . .00 1 1- FIPE I .00 .0 .00 1 1- FIPE I .00 1 1- PIPE I .0 .00 .00 1 1- .0 C\'V 4.206 I 662.790 1242.532 -1- -1- 3.990 .0170 I 666.780 1242.600 -1- -1- 3.786 .0170 I 670.566 1242.664 -1- -1- 3.605 .0170 I 674.171 1242.726 -1- -)- 3.432 .0170 I 677.603 1242.784 -1- -1- 3.277 .0170 o FILE: 25004-a3c-1.WSW 5 .0170 . I .493 1243.025 -1- -1- I .477 1243.077 -1- -1- I .461 1243.125 -1- -I- I .446 1243_172 -1- -j- I .431 1243.215 -1- -1- I 11.20 -1- I 11.20 -1- I 11.20 -1- I 11.20 -I- I 11.20 -1- WSPGW 18.56 -1- 19.47 -1- 20.42 -1- 21.42 -1- 22.46 -1- 25004-a3c-1.0UT .1286 .54 I 5.35 1248.38 -1- .1471 I 5.89 1248.96 -1- .1683 I 6.48 1249.60 -1- .1925 I 7.12 1250.29 -1- .2202 I 7.84 1251.05 -1- .2520 .83 - CIVILDESIGN Version -1- .59 -1- .64 -1- .69 -I- .76 .79 I Line 'A ~,c~{ I 5.18 .85 .013 1.20 1.72 2.000 -1- -(- -1- 5.53 .85 .013 .31 -1- .80 I .33 -1- .81 I 1.20 1.70 2.000 -1- -1- -1- 5.91 .85 .013 .36 -1- .82 I 1.20 1.68 2_000 -1- -1- -1- 6.31 .85 .013 .40 -1- .84 I 1.20 1.67 2.000 -1- -1- -1- 6.74 .85 .013 -1- .43 -1- .86 14.06 1.20 1.64 2.000 -]- -1- -1- 7.19 .85 .013 Tract 25004 Line 'A-3c-l' Program PacKage Serial Number: 1648 WATER SURFACE PROFILE LISTING .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 .00 PIPE I .00 1 1- .00 PIPE I .00 1 I- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 I- .00 PIPE PAGE .0 .0 .0 .0 .0 ************************************************************************************************************************** Date: 4-29-2004 Time:12: 2:27 I Invert Depth I Water I Q I Vel Vel I Energy I Super lCritica1 I Flow ToplHeight/IBase Wtl Station I Elev (FT) I Elev I (CFS) I {FPS) Head 1 Grd.El.l Elev j Depth 1 width IDia.-FTlor 1.0.1 ZL -1- -1- -1- -1- -]- -(- -1- -1- -1- -1- -1- -)- -1- L/Elem ICh Slope I 1 I I SF Ave I HF ISE DpthlFroude NINorm Dp I nN" I X-Fall I ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I 680.880 1242.840 -1- -1- .206 .0169 I 681.086 1242.843 -1- -1- 3.114 .0169 I 684.200 1242.896 -1- -1- JUNeT STR .3087 I 782.240 1273.160 -1- -1- 110.739 .0309 I 892.979 1276.577 -1- -1- 47.355 .0309 I 940.334 1278.038 -j- -1- 26.757 .0309 I 967.091 1278.863 -1- -1- 11.527 _0309 I 978.618 1279.219 -1- -1- 7.077 .0309 I 985.695 1279.437 -1- -1- 4.776 .0309 o FILE: 25004-a3c-1.WSW 6 . I .417 1243.257 -1- -1- I .416 1243.260 -I~ -I- I .403 1243.299 ~J- -1- I .493 1273.653 -1- -1- I .493 1277.070 ~I- -1- I .499 1278.537 -1- -I- I .516 1279.379 -1- -I- I .534 1279.753 -1- -1- I .552 1279.990 -1- -1- I 11.20 -I- I 11.20 -I- I 11.20 -1- I 5.30 -1- I 5.30 -1- I 5.30 -I- I 5.30 -I- I 5.30 -I- I 5.30 -1- W S P G W 23.56 -1- 23.64 -1- 24.80 -1- 8.79 -1- 8.79 -1- 8_65 -1- 8.24 -1- 7.86 -1- 7.49 -1- I 8.62 1251. 88 -1- .2703 I 8.68 1251. 94 -1- .2913 I 9.55 1252.85 -1- .1709 I 1.20 1274.85 -1- .0309 I 1.20 1278.27 -1- .0301 I 1.16 1279.70 -1- .0275 I 1.06 1280.43 -1- .0241 I .96 1280.71 -1- .0211 I .87 1280.86 -1- .01B4 - CIVILDESIGN -1- .06 -1- .91 -1- 16.76 -1- 3.42 -1- 1.43 -1- .74 -1- .28 -1- .15 -1- .09 Version .00 -1- .42 I .00 -1- .42 I .00 -1- .40 .00 -1- .49 I .00 -1- .49 I .00 -1- .50 I .00 -1- .52 I .00 -1- .53 I .00 -1- .55 14 .06 Tract 25004 Line 'A-3c-l' Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING 1.20 -1- 7.6B 1.20 -1- 7.71 1.20 8.24 .81 -1- 2.62 .81 -1- 2.62 .81 -1- 2.56 .81 -1- 2.40 .81 -1- 2.24 .81 -1- 2.10 -1- 1.63 2.000 -1- -1- .013 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 ******** I No Wth I Prs/Pip -I IType Ch 1******* .00 .00 1 1- PIPE I .86 1.62 2.000 -1- -1- .013 .0 .86 1.60 2.000 -1- -1- .013 .00 .0 1. 72 2.000 -1- -J- .013 .00 1 1- PIPE I .49 1.72 2.000 -1- -1- .013 .00 .0 .49 1. 73 2.000 -1- -1- .013 .00 1 1- PIPE I .49 1. 75 2.000 -1- -1- .013 .00 .0 .49 1.77 2.000 -1- -1- .013 .00 1 1- PIPE I .49 1. 79 2.000 -1- -1- .013 .00 .00 1 1- PIPE I .49 .0 .00 .0 .00 1 1- PIPE I .00 .0 .00 1 1- PIPE I .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE PAGE .0 Date: 4-29-2004 Time:12: 2:27 1 Invert I Depth] Water I Q 1 Vel Vel 1 Energy I Super ICriticallF10w ToplHeight/tBase wtl station I Elev I (FT) ] Elev I (CFS) ] (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor 1.0.1 ZL _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- L/Elem ICh Slope I J I 1 SF Ave 1 HF ISE DpthlFroude NINo.rm Dp 1 ItNIt I X-Fall 1 ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I .572 1280.157 -1- -1- I 5.30 7.14 -1- -1- I .79 1280.95 .00 -1- -1- -1- Page 3 ************************************************************************************************************************** ******** . I 990.471 1279.585 -1- -1- INo Wth 1 Pes/Pip -I IType Ch 1******* I .81 1.81 2.000 .000 .00 1 -1- -1- -1- -1- 1- .0 (\.'? L/ne 'A f -3c~ I 25004-a3c-l.OUT 3.607 .0309 .0161 .06 .57 1. 97 .49 .013 .00 .00 nPE . I I I I I I I 994.078 1279.696 .591 1280.281 5.30 6.81 .72 1281. 01 .00 .81 1.83 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- 2.661 .0309 .0141 .04 .59 1. 84 .49 .013 .00 .00 PIPE I I I I I I I 996.739 1279.778 .612 1280.390 5.30 6.50 .66 1281.05 .00 .81 1.84 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- 2.032 .0309 .0124 .03 .61 1. 72 _49 .013 .00 .00 PIPE I I I I I I I 998.771 1279.841 .634 1280.475 5.30 6.19 .60 1281.07 _00 .81 1. 86 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- 1.606 .0309 .0108 .02 .63 1.61 .49 .013 .00 .00 PIPE I I I I I I I 1000.377 1279.891 .656 1280.547 5.30 5.90 .54 1281.09 .00 .81 1. 88 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- 1.221 .0309 .0095 .01 .66 1.51 .49 .013 .00 .00 PIPE I I I I I I I 1001.604 1219.928 .679 1280.607 5.30 5.63 .49 1281.10 .00 .81 1. 89 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- .920 .0309 .0083 .01 .68 1.41 .49 .013 .00 .00 PIPE I I I I I I I 1002.525 1279.957 .703 1280.660 5.30 5.37 .45 1281.11 .00 .81 1.91 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- .623 .0309 .0073 .00 .70 1. 32 .49 .013 .00 .00 PIPE I I I I I I I 1003.148 1279.976 .729 1280.705 5.30 5.12 .41 1281.11 .00 .81 1. 93 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- .449 .0309 .0064 .00 .73 1.23 .49 .013 .00 .00 PIPE I I I I I I I 1003.597 1279.990 .755 1280.745 5.30 4.88 .37 1281.11 .00 .81 1.94 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- .262 .0309 .0056 .00 .76 1.15 .49 .013 .00 .00 PIPE 0 FILE: 25004-a3c-1. WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING Date: 4-29-2004 Time:12: 2:27 Tract 25004 Line 'A-3c-l ' ************************************************************************************************************************** ******** . I Invert I Depth I Water I Q I Vel Vel I Energy I Super lCriticallFlow ToplHeight/IBase wtl INo Wth Station I Elev I (IT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia.-FTlor J.D. I 'L IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I L/Elem jCh Slope I I I I SF Ave I HF jSE DpthlFroude NINorm Dp I "N" I X-Fall I 'R IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I 1003.859 1279.998 .782 1280.780 5.30 4.65 .34 1281.12 .00 .B1 1. 95 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- .071 .0309 .0049 .00 .78 1. 07 .49 .013 .00 .00 PIPE I I I I I I I 1003.930 1280.000 .812 1280.812 5.30 4.43 .30 1281.12 .00 .81 1. 96 2.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- WALL ENTRANCE I I I I I 1003.930 1280.000 1.221 1281.221 5.30 1. 09 .02 1281.24 .00 .3B 4.00 5.500 4.000 .00 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- I- 0 . Page 4 ~b\. 25004-C.EOT . FILE: 25004-C.WSW W S P G W - EDIT LISTING - Version 14.02 Date; 9-20-2003 Time:ll:19:19 WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PROE 1 CARD SECT CIlN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV YO) Y(2) Y(3} Y{4} Y(S} Y(6} Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAlfliTIlR WIDTH DROP CD 1 . 1 1.500 CD 2 3 0 .000 4.030 3.000 .000 .000 .00 W S P G if PAGE NO WATER SURFACE> PROFILE TITLIl CARD LISTING HEADING LINE NO 1 IS- TRACT 25004 HEADING LINE NO 2 IS LINE 'C' HEADING LINE NO 3 IS W 5 P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM. OUTLET U!5 DATA STATION INVERT SECT if S ELEV 100.740 1239.830 1 1242.900 ELEMENT NO 2IS A RRAClI U!S DATA STATION INVERT SECT N RADIUS ANGLB AllG PT MAN N 153.060 1244.580 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL BNTRANCE U! S DATA STATION INVERT SECT " 153.060 1244.580 2 .500 ELEMENT NO IS A SYSTEM HEAOWORKS U/ S DATA STATION INVERT SECT W S ELEV 153.060 1244.580 2 1246.080 . . Page 1 ~-b .0 FILE: 25004.-C.WSW :!500t-C.0lfT W S P G W - CIVILDBSIGN V~rsion 14.02 Program Paclcage serial Number: 1355 WATER SURFACli: PROFILE LISTING TRACT 25004 LINE 'c' Date: 9-20-2003 Time:11:19:21 PAGE 1 ........................................................................................................................................................................................ I Invert Depth I Water I Q I Vel Vel Energy I Super lCriticallFlow Top/Height/IBase Wtl JNo Wth Station 1 Elev 1FT} I Elav I (CFS) I (FPS) Head I Grd.El.l Slav 1 Depth I Width 10ia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -[- -[- -1- -1- -1- -1- -1- -[- -1- -1- -j L/Elem ICh Slopg 1 I I I SF AVQl HF 158 DpthlProude NjNorlll. Dp f DN" I X-Pall I ZR lTypg Ch ...............1............1........1...............1...................1........1.......1.............1............,........1.........1.........1........1..... j............. . I 100.7401239.830 -1- -1- .740 .0908 I 101.480 1239.897 -1- -1- HYDRAULIC JUMP I 101.4801239.897 -1- -1- 13.4.38 .0908 I 114.918 1241.117 -1- -j- 9.710 .0908 I 124.628 1241.999 -1- -1- 7.205 .0908 , 131.833 1242.653 -1- -1- 5.578 .0908 I 137.411 1243.159 -1- -1- 4.431 .0908 I 141.842 1243.561 -)- -1- 3.541 .0908 I 145.383 1243.883 -1- -1- 2.849 .0908 o FILE: 25004-C.WSW I 4.33 1245.11 -I- .0653 I 3.93 1245.97 -I- .0579 I 3.58124.6.54 -I- .0513 I 3.25 1246.91 -1- .0451 I 2.96124.7.16 -I- .0407 I 2.69124.7.34 -1- .0365 I 12.54 2.44 1247.47 -1- . -1- .0328 .09 W S P G W - CIVILDESIGN Version Pcogr<Utl Package Serial NUlllber: 1355 WATER SURFACE PROPIt8 LISTING I 3.070 1242.900 -1- -I- I 3.025 1242.922 -1- -1- I .886 1240.783 -1- -1- I .922 1242.039 -1- -1- I .9601242.959 -1- -1- I 1.0011243.654 -1- -1- I 1.04512U.20t -1- -1- I 1.092124;'653 -1- -1- I 1.14.4 1245.027 -1- -1- TRACT 25004 LINE 'C' I 18.14 10.27 -1- -I- I 18.14. 10.27 -1- -1- , 18.14 -I- 16.69 -I- I 1.64 1244.54 -1- -1- .0298 .02 I 1.64 1244.56 -1- -1- -1- .88 -I- .56 -I- .37 -I- .25 -1- .lB -1- .13 .00 -I- 3.07 I .00 -I- .00 -I- .59 I .00 -I- .92 I .00 -1- .96 , .00 -I- 1.00 , .00 -I- 1.05 I .00 -I- 1.09 I -I- .00 -1- 1.14. 14.02 1.45 -I- .00 1.45 1.45 -I- 3.43 1.45 -1- 3.18 1.45 -1- 2.94 1.45 -1- 2.71 1.45 -I- 2.49 1.45 -I- 2.28 1.45 -I- 2.08 -I- .00 1.500 -1- -1- .013 I .000 .00 -1- .00 .00 I .000 .00 -I- I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 1 1- PIPE I .0 I 18.14. -I- 15.92 -I- .61 .00 1.500 -1- -1- 1 1- .0 I 18.14 -I- 15.18 -I- 1.48 1.500 -1- -1- .013 1 1- PIPE , .0 I 18.14. -1- 14.47 -1- .61 1.46 1.500 -1- -1- .013 1 1- PIPE I .0 , 18.14 -1- 13.80 -1- .61 1.44 1.500 -1- -1- .013 1 1- PIPE I .0 I 18.14 -I- 13.16 -I- .61 1.41 1.500 -1- -1- .013 1 1- PIPE I .0 I 18.14 -I- .61 1.38 1.500 -j- -1- .013 1 1- PIPE I .0 .61 1.33 1.500 -1- -1- .013 1 1- PIPE I .0 .61 1.28 1.500 -1- -1- .013 1 ,- PIPE PAGE .0 .61 Date: 9-20-2003 TimG:11:19:21 2 ................................................................................................................................................................................................ ........... I InvQrt [ QQpth I WatQr 1 Q I Vel VQl EnQrgy I SUP'lr I Critieal I PlClW ToplH~ight/lBase Wtl INo Wth Station 1 Elev 1 (FT) I Slav I (CFS) I (FPS) Head 1 Gro.E!.1 Slav I Depth I Width IDia.-FTlor 1.0.1 ZL IPr.9!Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -\ LlBlelll ICh Slope I I 1 I SF Avel HF ISB DpthlProude NINoI'1ll Dp I nt{n I X-pallj ZR IType Ch ..........\..........1............1...............1..............1............1............1...........1............1..............1............1.........I..............,......... I........ I 148.231124.4..14.1 -1- -1- 2.260 .0908 I 150.491 1244.347 -1- -1- 1.680 .0908 I 152.171 1244.499 -1- -1- .889 .0908 I 153.060124.4..580 -1- -(- WALL ENTRANCE I 153.060 1244.580 -j- -1- o . I 1.2011245.343 -1- -1- I !.265 1245.612 -j- -J- I 1.312 1245.84.1 -1- -I- I 1.453 1246.033 -1- -1- I 3.8971248.477 -1- -1- I 18.U 11.96 -1- -1- I 18.14 11.40 -1- -[- I 18.14 10.87 -)- -1- , 18.14 10.36 -1- -1- , 18.14 1.55 -1- -j- I 2.22 124.7.56 -1- -1- .0298 .07 I 2.02 1247.63 -1- -1- .0274 .05 I 1.84 1247.68 -1- -1- .0263 .02 I 1.67 1247.70 -1- -I- I .04 1248.51 -1- -1- .00 1.45 1.20 -1- -1- 1.20 1.87 .81 I .00 1.45 1.09 -1- -j- 1.27 1.66 .81 , .00 1.45 .92 -1- -1- 1.34 1.42 .81 I .00 1.45 .52 -!- -1- Page 1 .00 1.04 3.00 -1- -1- 1.500 -1- -1- .013 1.500 -j- -1- .013 1.500 -1- -1- .013 1.500 -1- -1- 4.030 -1- -1- I .000 -I- .00 I .000 -I- .00 I .000 -1- .00 I .000 -I- I 3.000 -I- .00 .00 .00 .00 .00 .00 .00 .00 1 1- PIPE I .0 1 ,- PIPE I .0 1 1- PIPB I .0 1 1- .0 o 1- .0 Q,{q CARD SECT CHN NO OF AVE PIER CODE NO TYPE PIER! rIP WIDTH d.JIDT W S P G W - EDIT LISTING _ Verllion 14.06 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING HEIGHT 1 BASE ZL ZR INV Y{I) Y(2) Y(3) Y(4} DIAMETBR WIDTH DROP Date: 9-23-2003 Time: 7:32:37 PAGE 1 Y{5} Y{6} Y{7) Y{8} Y(9) '((10) . FILE: d.WSW co 1 1.500 CO 2 .000 4. 770 7.000 WATER SURFACE PROFILE HEADING LINE NO 1 IS TRACT 25004 HEADING LINE NO 2 IS- LINE '0' H&ADING LINE NO 3 IS .000 .000 .00 W S P G W TITLE CARD LISTING PAGB NO w S P G W PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET UI S DATA STATION INVERT SECT W S ELEV 102.500 1254.300 1 1255.500 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG'T !WI H 128.300 1263.580 1 .013 .000 .000 .000 0 ELEMENT NO 315 A WALL ENTRANCE U/S DATA STATION INVERT SECT F' 128.300 1263.580 2 .500 ELEMENT NO . IS A SYSTEM HE1\DWORKS UI S DATA STATION INVERT SECT W S ELEV 128.300 1263.580 2 1263.580 . . Page 1 <\"\ .0 FILE: d.WSW d.OUT W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING TRACT 25004 LINE '0' Date: 9-23-2003 Time: 7:32:39 P"'" .......................................**.********.**...*............**..**.......***.**.......................*..*...**....*****.***...*.... I Invert I Depth I Water I Q 1 Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase Wt) IRo wth Station! Elev 1 (FT) 1 KIev 1 (CFS) 1 (FPS) Head I Gro.EI. I KIev I Depth 1 Width lDia.-FTlor I.D.! ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I L/Elalll lCh Slope I I I I SF Avel HF ISE DpthlFroude N!Horm Dp I "N" I X-Pall I ZR IType Ch ...........,.........*.1*.......1.........1...........1.........1.............,.............,........,............1*.*.....1.......1.......1...... I........ . I 102.500 1254.300 -1- -1- .156 .3597 I 102.656 1254.356 -1- -1- .143 .3597 , 102.799 1254.408 -1- -1- .129 .3597 I 102.9281254.454 -1- -1- .120 .3597 I 103.048 1254.497 -1- -1- .111 .3591 I 103.1591254.537 -1- -1- .103 .3597 I 103.262 1254.574 -1- -1- .091 .3597 I 103.359 1254.609 -1- -1- .091 .3591 I 103.450 1254.642 -1- -1- .031 .3591 o FILE: d.WSW I .01 1255.51 -1- .0001 I .011255.51 -1- .0001 , .01 1255.51 -I- .0001 I .01 1255.51 -1- .0001 , .01 1255.51 -1- .0001 , .011255.51 -I- .0002 , _01 1255.51 -I- .0002 I .01 1255.51 -1- .0002 I .01 1255.51 -I- .0002 .00 W S P G W - CIVILDESIGN Version Package Serial Number: 1420 WATER SURFACE PROFILE LISTING I 1.Z00 1255.500 -1- -1- I 1.143 1255.499 -1- -1- I 1.091 1255.499 -1- -)- I 1.044 1255.498 -1- -1- I 1.0001255.497 -1- -1- I .959 1255.496 -1- -1- I .921 1255.495 -1- -1- I .885 1255.494 -1- -1- I _851 1Z55.493 -1- -1- Program TRACT 25004 LINE 'D' I .97 -,- I .97 -I- I .97 -I- I .97 -1- I .97 -I- I .97 -I- I .97 -I- , .97 -1- I .97 -I- ... -1- .61 -I- .70 -1- .7' -1- .77 -I- .81 -I- .85 -I- ... -1- ... -,- -1- .00 -1- .00 -1- .00 -,- .00 -,- .00 -I- .00 -I- .00 -1- .00 .00 -1- 1.20 I .00 -I- 1.14 , .00 -I- 1.09 , .00 -I- 1.04 I .00 -1- 1.00 I .00 -,- .96 I .00 -I- ." I .00 -I- ... I -I- .00 -I- .85 14.06 .37 .37 .37 .37 .37 .37 .37 .37 .37 -1- .lD -I- .11 -I- .12 -I- .13 -I- .15 -1- .16 -1- .17 -1- .18 -I- .20 1.20 1.500 -1- -1- .013 , .000 .00 -,- .00 -.00 I .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 , .000 .00 -1- .00 .00 , .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 .........................................................................*...........................................................................*....... .13 1.28 1.500 -1- -1- .013 1 Invert I Depth 1 Water 1 Q I Vel Ve~ r Energy I Super lCriticallFI~ ToplHei9ht/IBase Wt, Station I Slev I (FT) 1 Blev I (CFSI ! (FrS) Head I Grd.E!. I Elev I Depth I Width IOia.-Filor 1.0. I ZL -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- LlElem lCh Slope 1 I 1 1 SF Ave I HF ISE OpthlFroude NINorm Op I "N" 1 X-Fall I ZR ...........1.......*.1..........1...*..*......1....*.....*1*...*.*..1..........1..........1.......1........1*......*..1*.........1.........*1...... . 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I 125.006 1262.395 -1- -1- .465 .3597 i 125.471 1262.563 ~I- -1- .399 .3597 I 125.871 1262.706 -1- -1- .339 .3597 1 126.210 1262.828 -1- -1- .294 .3597 1 126.503 1262.934 ~I- -1- .252 .3597 I 126.756 1263.025 -1- -1- .224 .3597 I 126.979 1263.105 ~I- -1- .193 .3597 I 127.173 1263.174 -1- -t- .170 .3597 1 127.343 1263.235 -1- -1- .150 .3597 o FILE: d.WSW . 1 .165 1262.560 -1- -1- 1 .171 1262.734 -1- -1- I .1761262.882 -1- -1- I .182 1263.010 -1- -1- I .1881263.122 -1- -1- , .1951263.220 ~I- ~I- I .201 1263.306 -1- -1- I .208 1263.383 -1- -1- , .215 1263.451 -1- -1- TRACT 25004 LINE '0' I .97 -1- I .97 -I- I .97 -I- , .97 -I- 7.90 -1- 9.12 -I- -I- .0' .00 -1- .17 I .00 -1- .17 I .00 -1- .18 I .00 -1- .18 I .00 -1- .19 , .00 -I- .20 I .00 -1- .20 I _00 -I- .21 1 -1- .00 -1- .22 14.06 .37 -,- 4.1'1 .37 -I- '.48 .37 -1- 4.19 .37 -I- 3.93 .37 -I- 3.69 .37 -I- 3.46 .37 -I- 3.24 .37 -,- 3.04 .37 -1- 2.95 .13 .00 PIPE I .00 1 .0 1- .00 PIPE PAG' Date: 9-23-2003 Time: 7:32:39 ... 1.500 -1- -1- .013 I .000 .00 -I- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -1- .00 .00 .............."""*".......""...."'"""'''''''""'''""""*'''"",,*''',,,,,,,,**'''.,,..*****...........................*.**.......""*"..".."."*.."..,,*"',,.****...."..*......*..........". I 1.291263.85 -,- .1205 I 1.1'71263.91 -,- .1051 , 1.07 1263.95 -1- .0916 I .97 1263.98 -I- .0800 I .881264.00 -I- .0699 I .80 1264.02 -I- .0611 I .73 1264.03 -I- .0533 I .661264.04 -I- .0465 I .601264.05 -I- .00106 .01 W S P G W - CIVlLDESIGN V~rsion Progri!\lfl Package Serial Number: H20 WATER SURFACE PROFILE LISTING I .97 -,- 7.53 -1- 8.69 -I- -,- -0< .13 .95 1.500 -1- -1- .013 INo Wth IPrs/Pip -I I Type Ch f.......... 1 .0 ,- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 _0 1- PIPE I 1 .0 1- PIPE I 1 .0 ,- PIPE I 1 .0 1- PIPE I , .0 1- PIPE I 1 .0 1- PIPE PAG' .13 Date: 9-23-2003 Time: 7:32:39 .31 1.0'7 1.500 -1- -1- -1- 2.67 .13 .013 .13 .97 1.500 -1- -f- .013 , .97 -1- '7.18 -I- 8.2:9 -1- -1- .03 .13 .98 1.500 ~I- -1- .013 I Invert 1 Depth I Water I Q 1 Vel Vel 1 Energy I Super I Critical I Flow ToplHaiqht/jBase Wtl INo Wth Station 1 E1av I (FT) I EIev I CCFS} 1 (FPS) Head 1 Grd.Bl.l Blev I Depth I Width loia.-Frlor I.o.! ZL IPrs/Pip -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I L/Bl....1n ICh Slope I 1 I I SF Avel HP ISB DpthlFroude MINorD. Dp I "N" 1 X-Falll ZR IType Ch .....".....1.................1"."....""1"..".""""1""""""...1*""".."..'***".....,...*......"..1...*..*1."...."..1...".."."1.."."".1............1........ I............. . I 127.492 1263.289 -1- -1- .132 .3597 I 127.624 1263.337 -1- -1- .113 _3597 , 12'7.'737 1263.377 -1- -j- .100 .3597 I 127.837 1263.413 -1- -j- .087 .3597 I 127.924 1263.445 -1- -1- .074 .3597 I 127,998 1263.471 -j- -1- .064 .3597 I I 128.062 1263.494 I .2:2:2 1263.511 -1- -j- , .229 1263.566 -1- -1- I .231 1263.615 -!- -1- I .245'1263.658 -1- -1- I .2531263.698 -1- -1- I .262 1263.733 -1- -1- I 1 .271 1263.765 I 5.94 .55 1264.06 -1- -1- -1- .0354 .00 , 5.66 .50 1264.06 -1- -1- -1- .0309 .00 I 5.40 .45 1264.07 -1- -1- -1- .0270 ,00 , 5.15 .41 1264.07 -1- -1- -1- .0236 .00 , 4.91 .37 1264.07 -1- -1- -1- .0206 .00 I (,68 .34 1264.0'7 ~I- ~I~ ~l- .01BO .00 I 4.46 .311264.07 Page 2 I .97 -1- I .n -I- 6.53 -I- , .97 -I- 6.23 -I- I .97 -1- , .97 -I- I .97 -I- I .97 -I- I .97 -I- , .97 -I- 1 .97 -1- .02 -1- .02 -I- .01 6.85 -1- -,- .01 -I- .01 .00 -I- .22 1 .00 -,- .23 I .00 -1- .21 I .00 -1- .25 I .00 -I- .25 I .00 -1- .2' I .00 .13 .99 1.500 -1- -1- .013 .13 1.01 1.500 -j- -1- .013 .13 1.02 1.500 -1- -1- .013 .13 1.04 1.500 -1- -j- .013 .13 1.05 1.500 -1- -1- .013 .3'7 1.08 1.500 -1- -1- -1- 2.50 .13 .013 .37 1.09 1.500 -j- -1- -1- 2.35 .13 .013 .3'7 1.11 1.500 -1_ -1- -1- 2.20 .13 .013 .37 1.12 1.500 -1- -1- -1- 2.06 .13 .013 .37 1.14 1.500 -1- -1- -1- 1.93 .13 .013 .37 1.15 1.500 I .000 .00 -1- .00 .00 , .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -I- .00 .00 1 .000 .00 -I- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 1 .0 1- PIPE , 1 .0 1- PIPE I 1 .0 ,- PIPE I 1 .0 1- PIPE 1 1 .0 1- PIPE I 1 .0 1- PIPB I 1 .0 ~o.... . d.OUT + + + -1- -1- -1- -1- + + -1- -1- -1- -I- I- .055 .3591 .0157 .00 .27 1.81 .13 .013 .00 .00 PIPE I I I I I I I 128.117 1263.51& _280 1263.794 .97 4.25 .28 1264.08 .00 .37 1.17 1.500 .000 .00 1 .0 -1- + + + -1- + + + + -1- + -1- + 1- .048 .3597 .0137 .00 .28 1.70 .13 .013 .00 .00 PIPE I I I I I I I 128.165 1263.531 .289 1263.820 .97 4.05 .2' 1264.08 .00 .37 1.18 1.'500 .000 .00 1 .0 + -1- + -1- -1- -1- + + -1- + -1- + -I- I- .O~8 .3597 .0120 .00 .29 1.59 .13 .013 .00 .00 PIPB 0 FILE: d.W5W W S P G W - CIVILDESIGN Version 14.06 PAGB 5 Progr.am Package Serial Humber: H2O WATER SURFACE PROFILE LISTING Date: 9-23-2003 Time: 7:32:39 TRACT 25004 LINB .D. ............................"...................................."......***................................................................"....................."..........."..".................... I Invert I Depth I Wate-c I Q I V.l V.l I Energy I Super I Critical I Flow ToptHeight/tBase Wtl tNo Wth Station I "~ I (FT) I Elev I (CFS) I (FPS) Head I ard.R!.1 Blev I Depth I Width lDia.-FTlor 1.0.1 ZL IPrs/Pip -1- + + + -1- -1- + + + + + + + -I L/Elem I Ch Slope I I I I SF Avet HF IS8 DpthlFroude NINorm Dp I "N" I X-Fall I ZR I Type Ch .................1..................1.............*1..............1..............,..............,..............1..................1..............1................1...............1............1...........1.......... I.............. 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Page 3 \fP CARD SECT CHN NO OF AVE PIER CODB NO TYPE PIER/PIP WIDTH WSPGW -BDIT WATER. SURFACE PROFILS HEIGHT 1 BASE ZL za DIAMETER WIDTH 2500.~e.Etl1' LISTING - V$rsion 14.02 CHANNEL DEFINITION LISTING IHY Y(l) Y(2) Y(31 Y(t) DROP Data; 9-20-2003 T~:10~52: 2 PAGE 1 Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) . FILB: 2500t-e.WSW CD 1 . 1 1.500 CD 2 3 0 .000 11.490 3.000 WATER SURFACE PROFILE HEADING LINE NO IS TRACT 25004 HEADING LINE NO 2 15 LINll 's' HEADING LINS NO , 15 .000 .000 .00 W S P G W - TITLE CARD LISTING PAGE NO w S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OU'l'LET D/S DATA STATION INVERT SECT 101_560 1257.540 1 PAGB NO 2 W 5 ELEV 1259_240 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT 58CT N 145.430 1259.510 1 .013 ELEMENT NO , IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FF 145.(30 1259.510 2 .500 ELSKBNT NO 'IS A SYSTEM H&AI:M"ORKS U/S DATA STATION INVERT SECT 145.430 1259.510 2 RADIUS _000 ANGLE .000 ANG PT MAN H .000 0 W S BLEV 1261.010 . . E'age 1 \f)\ .0 FILE: 2500t-II;I.WSW 2500t-e.OUT Ii S P G Ii - CIVILDESIGN Version 14.02 ProqrUl Package Serial Number: 1355 WATBR SURFACE PROFILE LISTING TAACT 25004 LINE 'g' Date: 9-20-2003 Time:10:52: FAG' .......................................................................................................................................................................................................... I Invert [ Depth [ Water [ Q [Vel Vel [ Energy [ Super ICriticallFlow ToplHeight/IBase Wtl IRo Wth Station 1 Blev [ (FT) [ Klev [ (CFS) [(FPS) Head [ Grd.Kl.I Elav 1 Depth I Width lDia.-FTlor 1.0.1 ZL [Prs/Pip -1- -1- -[- -[- -[- -[- -[- -1- -1- -[- -1- -1- -[- -[ L/Rl'lJD. ICh SlopG [ [ [ I SF AV<il1 HF [SE DpthlFroud<il NlNorm Dp 1 hN" I X-FaU[ ZR [Typ<il Ch .........[.........[.........[.........[..........[.........1.........1...........1............1...........1.........1..........I..............,......... I............. . I 101.560 1257.540 -1- -1- t.509 .0449 I 106.069 1251.743 -[- -[- 3_060 .0449 I 109.129 1257.880 -1- -I- I. 726 .0449 I 110.855 1257.958 -1- -1- 1.426 .0449 I 112_281 1258.022 -1- -[- 1.217 .0449 I 113.498 1258.076 -[- -1- 1.096 .0449 I 114.594 1258.125 -!- -1- .975 .0449 I 115.569 1258.169 -1- -1- .875 .0449 I 116.443 1258_209 -1- -1- .819 .0449 o FILE: 2500t-e.WSW I .03 1259.27 + _0006 I .03 1259.27 + .0005 I .03 1259.27 + .0005 I .04 1259.27 + .0006 I .041259.28 + .0006 I .051259.28 + _0007 I .051259.28 -1- .0008 I _05 1259.28 + .0008 I .06 1259.28 -1- .0009 .00 w S P G W - CIVlLOBSIGN Version Progralll Package Serial Nwnber: 1355 WATER SURFACE PROFILE LISTING I 1.7001259.240 -1- -1- I 1.500 1259.243 -[- -[- I 1.360 1259.240 -[- -[- I 1.2801259.238 -1- -1- I 1.2131259.235 -[- -1- I 1.155 1259.231 -1- -1- I 1.102 1259.228 -[- -[- I 1.054 1259.223 -[- -1- I 1.0101259.219 -1- -[- TRACT 25004 LINS 'B' I 2.49 + I 2.49 + I 2.49 + I 2.49 + I 2.49 + I 2.49 + I 2.49 + I 2.49 + I 2.49 + 1.41 + 1.48 + 1.55 + 1.63 + 1.79 + 1.88 + 1.97 + 1.41 + 1.71 + + .00 + .00 + .00 -1- .00 -1- .00 -1- _00 + .00 -1- .00 .00 + 1.70 I .00 + 1.50 I .00 -1- 1.36 I .00 + 1.28 I .00 -1- 1.21 I .00 -1- 1.16 I .00 + 1.10 I .00 -1- 1.05 I -1- .00 -1- 1.01 14.02 .60 + .00 .60 -1- .00 .60 -I- ." .60 -1- .22 .60 + .25 .60 -1- _28 .60 -1- .31 .60 -1- .34 .60 + .37 .00 1.500 -1- -1- .013 I .000 -1- .00 I .000 -1- .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 -1- .00 I .000 -1- .00 .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE FAG' .0 .0 .0 .0 .0 .0 .0 .0 .0 2 .34 .00 1.500 -1- -[- .013 .34 Date: 9-20-2003 Time:l0:52: .60 1.44 1.500 -1- -1- -[- .40 .34 .013 .34 .87 1.500 -[- -1- .013 .34 1.06 1.500 -1- -[~ .013 .................................................................................................................................................................................................................................... ............... .34 1.18 1.500 -[- -[- .013 I Inv<ilrt I OEIpth 1 Ifater 1 Q 1 Vel Vel Energy I Super [CriticallFlow ToplHeiqht/lBa$El Wtl lNo Wth Station I Elev 11FT) [ Slev [ ICFS) [(FPS) Head 1 Grd.BI.1 Elev 1 Depth [Width [Dia.-FT[or 1.0. [ ZL IPrs/Pip -1- -1- -[- -1- -1- -1- -1- -1- -1- -1- -[- -1- -1- -[ LIBlilm 1Gb Slope I [ [ I SF Avel HF ISE Ppth[Froude NINonn Dp [ "Nh I X-Falll za IType Ch ...............\..............1.............1..............[..................,.............. !.............. I""""""."" [............. [............... [............... [""".""" 1.............,.......... I""."""" . I 117.262 1258.245 -[- -1- .269 _0449 I 117.551 1258.256 -1- -[- HYDRAULIC JUMP I 117.551 1256.258 -1- -1- 3.314 .0449 I 120.8651258.407 -1- -[- 7.135 .OU9 I 128.001 1258.727 -l- -[- 4.415 .0449 I 132.415 1258.926 -1- -[- 3.122 .0449 I 135.538 1259.066 -1- -1- 2.305 .0449 I 137.842 1259.169 -1- -1- I .966 1259.214 -1- -1- I .929 1259_187 -[- -1- I .343 1256_601 -1- -1- I .355 1258.762 -1- -[- I .367 1259_094 -[- -[- I .360 1259.306 -[- -1- I .393 1259.459 -[- -[- I _4071259_576 -1- -[- I 2.49 + I 2_49 + I 2.49 + I 2.49 + I 2.49 + I 2.49 + I 2.49 + I 2_49 + 2.06 + 2.17 -1- 7.77 + 7.41 + 7.06 + 6.74 + 6.12 -1- I .07 1259.28 -1- -[- .00ll .00 I .07 1259.26 -1- -1- 17 -1- I 1.04 1259.64 -1- .0398 I .91. 1259.70 + .0346 I .651259.95 -1- .0303 I .77 1260.08 -1- .0265 I .70 1260.16 + .0232 I _64 1260.22 -1- -1- .13 + .25 -1- .13 -1- .08 -1- .OS .00 + .97 I .00 + .00 -1- .34 I .00 + .36 I .00 + .37 I .00 + .38 I .00 + .39 I + Page 1 .00 -1- .34 1.26 1.500 -[- -[- .013 .34 1.32 1.500 -[- -[- .013 .34 1.37 1.500 -[- -1- .013 .34 1.41 1.500 -[- -[- .013 _60 1.46 1.500 -1- -[- -1- .60 1.26 1.500 -[- -1- -1- 2.93 .34 .013 .60 1.28 1.500 -[- -[- -[- 2.73 .34 .013 .60 1.29 1.500 -1- -1- -1- 2.56 _34 .013 .60 1.30 1.500 -[- -[- -[- 2.40 .34 .013 .60 1.32 1.500 -[- -1- -[- 2.24 .34 .013 .60 1.33 1.500 -1- -1- -1- I .000 _00 -1- .00 .00 I .000 _00 -1- I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 + 1 1- PIPE I .0 1 1- _0 1 1- PIPE I .0 1 1- PIPE I .0 1 1- PIPB I .0 1 1- PIPE I .0 1 1- PIPE I .0 1 1- .0 ~*V- . 25004-e.oo1 1.197 .0449 .0203 ." .n 2.10 .34 .013 .00 .00 PIPE I I I I I I I 139.639 1259.250 .421 1259.611 2.49 6.12 .56 1260.25 .00 .60 1.35 1.500 .000 .00 1 .0 + + + -1- + + + + + + + + + 1- 1.434 .0449 .0118 .03 .4Z 1.96 .34 .013 .00 .00 PIPE" 0 FILE: 25004-~.WSW W S P G W - crvILOESIGN V~r$10n 14.02 FAG' 3 Program Package Sor1al Numb&r: 1355 WATER SURFACE PROFILE LISTING Data: 9-20-2003 Tme:l0:52: TRACt 25004 LINE 'E' ***************************************..**...**.*.....*...***********+********+********.*************..*....*****....*.****......... I Invert I Depth I Water I Q I V.l V.l I Energy I Super I Critical 1 Flow ToplHeight/tBa:'le wtl INo wth Station I Blev I (FT) I Blev I (CPS) I (FPS) Head I Grd.ELI Elev I Depth I Width !Oia.-FTlor LD.I ZL IPrs/Pip -1- + -1- + + -1- -1- -1- -1- -1- + + + -I L/81_ I Ch Slo~ I I I I SF AVQj HF ISE Dpth!froudG NtNOtlll. Dp I "H- I X-Falll Z. IType Ch ***......**.1.**.......1.........*.1..............1...............1.......*.1*..*....1.+...**....1*...........1...........*.1............1...**.**1****...1..... ,*.....* I I I I I 141.073 1259.314 .f35 1259.149 2.49 5.84 .53 1260.28 .00 ..0 1.36 1.500 .000 .00 1 .0 -1- + + + + + -1- + + + + + + 1- 1.094 .04(9 .0155 .02 .44 1.84 .34 .013 .00 .00 PIPE I I I I I I I 142.167 1259.363 .451 1259.814 2.49 5.51 .<8 1260.30 .00 ..0 1.38 1.500 .000 .00 1 .0 + + + + + -1- -1- + + + + + + 1- .918 .0449 .0136 .01 .45 1.72 .34 .013 .00 .00 PIPE I I I I I I I 143.085 1259.405 .466 1259.871 2.49 5.31 .44 1260.31 .00 .60 1.39 1.500 .000 .00 1 .0 + + + + + -1- + -1- + + + + -I- I- .690 .0449 .0119 .01 .07 1.61 .34 .013 .00 .00 PIPE I I I I I I I 143.175 1259.4.36 .483 1259.919 2.49 5.06 ..0 12fiO.32 .00 .60 1.4.0 1.500 .000 .00 1 .0 -1- -1- + + + + + + + + + + + 1- .556 .04t9 .0104 .01 .<8 1.51 .34 .013 .00 .00 PIPE I I I I I I I 144.330 1259.461 .500 1259.961 2.49 4.82 .36 1260.32 .00 ..0 1.41 1.500 .000 .00 1 .0 + -1- -1- + -1- -1- -1- + + + + -1- + 1- .416 .0449 .0091 .00 .50 1.41 .34 .013 .00 .00 PIPE I I I I I I I 144.146 1259.f79 .518 1259.991 2.49 4.60 .33 1260.33 .00 .60 1.43 1.500 .000 .00 1 .0 + + -1- + -1- -1- + + + + -1- -1- + 1- .322 .0449 .0080 .00 .52 1.32 .34 .013 .00 .00 PIPE I I I I I I I 145.068 1259.494 .536 1260.030 2.49 4.39 .30 1260.33 .00 ..0 1.44 1.500 .000 .00 1 .0 + + + -1- -1- -1- + + + + + + -I- I- . .215 .0449 .0070 .00 .54 1.23 .34 .013 .00 .00 PIPS I I I I I I I 145,283 1259.503 .555 1260.058 2.49 4.18 .27 1260.33 .00 .60 1.45 1.500 .000 .00 1 .0 -1- -1- -1- + + + -1- + + + + + -I- I- .121 .0449 .0062 .00 .56 1.15 .34 .013 .00 .00 PIPE I I I I I I I 145.404 1259.509 .575 1260.084 2.49 3.99 _25 1260_33 .00 .60 1.46 1.500 .000 .00 1 .0 -1- -1- -1- -1- + + + -1- + + + + -I- I- .026 .0449 .0054 .00 .56 1.07 .34 .013 .00 .00 PIPE o FILE: 2500t-e.WSW W S P G W - CIVILDESIGN Ver~10n 14.02 FAG' Program Package SQria1 Numb&r: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2003 Ti.Jae:l0:52: TPACT 25004 LINE 'E' ...*......********...**.*****************.*******.*.****.*..**.......*..*****..*.***.*****.***.*******.*.************..***.......*..*.. I InvQrt I tNpth I WaVill: I Q I V.l V.l I Energy I Supgr I Critical I Flow TopIHQight/IBa~Q Wtl INo Wth Station I Elev I (FT) I El~ I (CFS) I (PPS) Head I Grd.E1.1 El~ I Depth I Width 10ia.-ETtor 1_0.1 ZL IPrs/Pip + -1- -1- -1- + + + + -1- + -1- -1- + -I L/E1eQl I Ch Slope I I I I SP Ave I HF ISE PpthlFroude N1Norm Dp I "N" I X-Pall I ZR I Type Ch ........**..*1***....**...1********1***..*****1*********1*****.*I*****....I........*...*I**...**j******.*I********I**.*.**!****..*I***** 1**"**". I I I I I 145.430 1259.510 .598 1260.108 2.49 3.79 .22 1260.33 .00 .60 1.47 1.500 .000 .00 1 .0 -1- + + + -1- + + + + + + + + 1- WALL ENTRANCE I I I I I I 145.430 1259.510 .899 1260.409 2.49 .92 .01 1260.42 .00 .28 3.00 11-490 3.000 .00 0 .0 + + + + + + + + -1- -1- -1- + + 1- 0 . Page Z \fSb CARD SECT om NO OF AVE PIBR CODE NO TYPE PIBR/PIP WIDTH WSPGW ~EDIT WATER SURFACE PROFILE HEIGHT 1 BASE ZL ZR DIAMETER WIDTH 2500(-F.EDT LISTING - Version 14.02 CHANNEL DEFINITION LISTING INV Y(l) Y(2) Y(3} Y(4} DROP Date: 9-20~2003 Time:1l: 3:26 PAGE 1 Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) . FILE: 25004-F.WSW CD 1 . 1 1.500 CD 2 3 0 .000 14.250 3.000 .000 .000 .00 CD 3 3 0 .000 8.790 3.000 .000 .000 .00 W S P G W WATER SURFACE PROFILE TITLE CARD LISTING HEADING LINB NO IS TRACT 25004 HEADING LIKli NO 2 IS LINE 'P' HEADING LINB NO 3 IS PAGE NO w S P G W WATER SURFACE PROFILE - ELEHRNT CARD LISTING ELEKENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 101.300 1258.160 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 151.520 1261.440 1 .013 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 154.420 1264.820 1 2 0 .013 4.050 PAGE NO 2 Ii' S ELEV 1259.660 AAOIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q' INVERT-3 INVERT-4 FHl 3 FBI .000 1264.820 .000 .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG "., MAN H .000 .000 -70.000 0 ELIiKEN'l' NO IS A REACH U/ S DATA STATION INVERT SBCT N 198.180 1270.280 1 .013 ELEMENT NO 5IS A WALL ENTRANCE U/ S DATA STATION INVERT SECT FP 198.180 1270.280 3 .500 ELEMENT NO 6 IS A SYSTEM HEAtMORKS U/S DATA STATION IINERT SECT 198.180 1270.280 3 W 5 BLRV 1271.780 . . ~age 1 '<:A .0 FILE; 25004-F.WSW' 25004-F_OUT W 5 P G W - CIVILDESIGN Version 14.02 Program Package Serial Num.ber: 1355 WATER SURFACE PROFILS LISTING TRACT 25004 LINE 'E" Date: 9-20-2003 Time: 11: 3:28 FAGB ..................................................................*....................................................... 'Invert I Depth 1 Water 1 Q 1 Vel Vel 1 Energy 1 Super 1 Critical 1 Flow TOpjHeight/18ase Wtl INo Wth Station I Blev I (FT) 1 Elev I (CFS) I (FPS) Head 1 Grd.SL 1 Elav j Depth j Width !Oia.-FTlor LD.I ZL IPrs/Pip -1- -/- -1- -1- -1- -1- -[- -1- -1- -1- -1- -1- -1- -I L/Elem jCh SlopG j I I I SF Avo 1 HP ISI> DpthlFroude N1Nootl Dp I "N" I X-Fall I ZR jTypG Ch. .........1.........1........,.........,.........1.......I.......I.........I.......I........I........j.......,.......1..... I....... . I 101_300 1256.160 -1- -1- 6.818 .1250 I 108.118 1259.013 -1- -j- 10_763 .1250 I 118.881 1260.358 -1- -1- 6.904 .1250 I 125.785 1261.222 -1- -j- 4.965 .1250 I 130.750 1261.843 -1- -1- 3.810 .1250 I 134_560 1262.319 -1- -1- 3.022 .1250 I 137.582 1262.697 -1- -1- 2.457 .1250 I 140.039 1263.004 -1- -1- 2.043 .1250 I 142.082 1263.260 -1- -1- 1.698 .1250 o FILE: 25004-F.WSW I 3.81 1262.44 -1- .1052 I 3.65 1263.15 -1- .0958 I 3.32 1264.18 + .0839 I 3.02 126.4.70 + .0736 I 2.75 1265.13 + _0645 I 2.50 1265.37 -1- .0566 I 2.271265.54 + _0496 I 2.06 1265.66 + .0435 I 1.88 1265.75 -1- .0382 .06 W S P G W - CIVILDESIGN Version Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING I _417 1258.637 -1- -1- I .483 1259.496 -1- -1- I _500 1260_859 -1- -1- I .518 1261.740 -j- -1- I .531 1262.380 -1- -1- I _5561262.875 -t- -1- I .5761263.273 -1- -1- I .5971263.601 -1- -1- I .618 1263.878 -1- -1- TRACT 25004 LINE 'F' I 7.56 + I 7.56 + I 1.56 -1- I 7.56 + I 7_56 + I 7.56 + I 7.56 + I 7.56 + I 7.56 + 15.66 -1- 15.34 + 14.63 + 13.95 + 13.30 + 12.68 + 12.09 + 11.53 + 10.99 -1- + .72 + 1.03 + .58 + .37 + .25 + .17 + .12 + .09 .00 + .4B I .00 + .46 I .00 + .50 I .00 + .52 I .00 -1- -54 I .00 + .56 I .00 + .58 I .00 + .60 I + .00 -1- .62 14.02 1.07 + 4.69 1.01 + 4.56 1.07 + 4.26 1.07 + 3.99 1.07 -1- 3.73 1.07 -1- 3.48 1.07 + 3.25 1.07 + 3.04 1.07 + 2.84 1.40 1.500 -1- -1- .46 .013 1.40 1.500 -1- -1- .46 .013 1.41 1.500 -1- -1- .46 .013 1.43 1.500 -1- -1- -H .013 1.44 1.500 -1- -1- .46 .013 1.45 1.500 -1- -1- .46 .013 1.46 1.500 -1- -1- .46 .013 1.47 1.500 -1- -1- .46 .013 1.48 1.500 -1- -1- .46 .013 I .000 -1- .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPIi FAGB Date: 9-20-2003 Time:ll: 3:28 2 .......~...................................................................................................~ .............. 1 Invert 1 Depth 1 Water 1 Q 1 Vel Vel 1 Energy I Su~r ICriticallFlow ToplH4ight/IBase wtl Station I Elev j (FT) I Elev t ICFS) I (FPSJ Head I Grd.El. I Iilev 1 Depth I Width IDia.-FTlor I.D.I ZL -1- -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- LllUem ICh Slope I 1 I 1 SF Ave I HF ISE DpthlFroude NINootl Dp 1 "N" I X-Fall 1 ZR .........1...,......,........1.....,....1.........1...,....I.*.....I.........l.......I........I........I....*..j.......t..... . I 143.780 1263.472 -1- -1- 1.432 .1250 I 145.212 1263_651 -1- -j- 1.213 .1250 I 146.425 1263.803 -1- -(- 1.040 .1250 I 147.466 1263.933 -1- -j- .875 .1250 I 148.341 1264.042 -1- -1- .732 .1250 I 149.073 1264.134 -1- -1- .617 .1250 I 149.690 1264.211 -1- -1- .516 .1250 I 150.206 1264.276 -1- -1- I .641 1264.113 -1- -1- I .665 1264.316 -1- -1- I _6901264.493 -1- -1- I _715 1264.648 -1- -1- I .7421264.784 -1- -1- I .771 1264.905 -1- -1- I .801 1265.012 -1- -1- I .832 1265.108 -1- -1- I 7.56 + I 7.56 + I 7.56 + I 7.56 + I 7.56 -1- I 7.56 -1- I 7.56 -1- I 7.56 -1- 10.48 + 9.99 + 9.53 + 9.08 + 8.26 + 7.87 + 1.51 -1- 8.66 + I 1.701265.82 + .0336 I 1.55 1205.87 + .0295 I 1.41 1265.90 + .0260 I 1.28 1265.93 + .0228 I 1.16 1265.95 + .0201 I 1.06 1265.96 + .0111 I .96 1265.97 + .0156 I .87 1265.98 -1- -1- .05 + .04 + .03 + .02 -1- .01 -1- .01 -1- .01 .00 + .64 I .00 -1- ..7 I .00 -1- .69 I .00 -1- .72 I .00 -1- .7' I .00 + .77 I .00 + .80 I -1- Page I _00 + 1.01 + 2.65 1.01 + 2.41 1.07 + 2.30 1.01 + 2.15 1.07 -1- 2.00 1.07 + 1.86 1.07 + 1.73 1.07 1.48 1.500 -1- -1- .013 .46 1.49 1.500 -1- -1- .013 .46 1.50 1.500 -1- -1- .013 .46 1.50 1.500 -1- -1- .013 .46 1.50 1.500 -1- -1- .013 .46 1.50 1.500 -1- -1- .013 .46 1.50 1.500 -1- -1- .013 .46 1.49 1.500 -1- -j- -1- I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + .00 I .000 + INo Wth IPrs/Pip -I I Type Ch I........ .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 .00 .0 1 1- ~ . .n8 I 150.624 1264.328 -1- -j- .330 .1250 o FILE: 25004-F.W5W .1250 25004-F.OUT .01 .83 I .0138 I .801265.99 -1- .0122 ,DO w S P G W - CIVILDESIGN Version Package Serial Nurober: 1355 WATER SURFACE PROFILE LISTING I .8651265.193 -j- -j- Program TRACT 25004 LINE 'F' I 7.56 -1- 7.16 -1- .00 + .'7 14.02 + 1.61 1.07 -1- 1.49 .46 .013 .00 I .000 -1- .00 I Invert I Depth I Water I Q I Vel Vel j Energy I Super ICriticaljFlow ToplHeight/IBase Wtl Station I Elev I (FT) I KIev I (eFS) I (FPS) Head I Grd.El.l Elev j Depth j Width !Dia.~FTlor 1.D.1 ZL -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -!- -1- L/El~ jCh SloP'il I I I I SF Ave I Hi JSE DpthjFrouda NINorm Dp 1 "Nn I X-Fall I ZR ~~~..~.~~I~~~~~~~~.I~~~~~~~~I~~~~~~~~~[.~.~.~~~~I.~~~.~~I.*.....I~*.~~**~.I..~~~.~j~.~~~~~.I~~~~.~.~I.......,.......1..... I 150.955 1264.369 -1- -1- .251 .1250 I 151.206 1264.401 -1- -1- .180 .1250 I 151.386 1264.423 -1- -1- .106 .1250 I 151.492 1264.436 -1- -j- .028 .1250 I 151.520 1264.440 -1- -j- JUNCT STR .1310 I 154.420 1264.820 -1- -1- 8.661 .1248 I 163.081 1265.901 -[- -1- 10.203 .1248 I 173.284 1267.174 -1- -j- 5.688 .1248 I 178.972 1267.883 -1- -1- 3.873 .1248 o FILE: 25004-F.W5W . I .900 1265.269 -1- -I- I .937 1265.33-8 -1- -[- I .9761265.399 -1- -[- I 1.018 1265.454 -)- -[- I 1.0651265.505 ~1- -1- I .317 1265.137 -j- -j- I .320 1266.221 -1- ~j- I .331 1267.505 -1- -1- I .3431268.226 -1- -1- W Progranl Package TRACT 25004 LINE 'F' I 7.56 + I 7.56 + I 7.56 + I 7.56 + I 7.56 + I 3.51 + I 3.51 + I 3.51 + I 3.51 + 6.82 + 5.91 + 5.63 + 12.91 -1- 12.67 -1- 12.08 -1- 11.52 + 6.51 + I .72 1265.99 + .0108 I .66 1266.00 + .0096 I .60 1266.00 + .0085 I .541266.00 + .0076 I .49 1266.00 + -1- .00 + .00 -1- .00 -1- .00 + .99 + 1.06 + .52 .00 + .90 I _00 -I- ." I .00 + .98 I + .00 -1- 1.02 I .00 + 1.07 I 1.07 -1- 1.38 1.07 + 1.28 1.07 -1- 1.18 1.07 -1- 1.09 1.07 + 1.00 .71 + 4.83 .71 + 4.70 .71 + 4.4.0 .71 + 4.13 1.48 1.500 -1- -1- .013 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 .."'..."'............."'.......*~.~...~*.~~~~.~~~~~~~~...~~~~~.~~~...........*................*.*..*.........~.*...**...*~~.... 6.20 + .00 + .32 I .00 -1- .32 I .00 + .33 I + .00 + .34 14.02 .<6 .00 PIPE I .00 1 1- .00 PIPE" FAG' .0 Date: 9-20-2003 Time:ll: 3:28 1.27 1.500 -1- -1- .31 .013 1.29 1-500 -1- -1- .31 .013 1.30 1.500 -i- -1- .31 .013 1.32 1.500 -1- -1- .31 .013 1.33 1.500 -1- -i- .31 .013 1.35 1.500 -1- -1- .31 .013 1-36 1.500 I .000 + .00 I ,000 + .00 I .000 + .00 I .000 + .00 I .000 -1- .00 I .000 -1- .00 I .000 [No Wth IPr5/Pip -I IT}1Ml Ch I....... 1 1- PIPE I .0 I 2.59 1267.72 + .1138 I 2.49 1268.71 + .1037 I 2.27 1269.77 + .0907 I 2.06 1270.29 + .0793 .31 S P G W - CIVILDES!GN Ver~ion Sarial NU!IIber: 1355 WATER. SURFACE PROFILE LISTING 1.47 1.500 -[- -1- .013 1 1- PIPE I .0 .46 1.45 1.500 -[~ -1- .013 1 1- PIPE I .0 ." 1.43 1.500 -{- -1- .013 1 1- PIPE I .0 .46 1.40 1.500 -1- -1- .013 1 1- PIPE I .0 .46 1.36 1.500 -j- -i- .013 1 1- PIPE I .0 1.22 1.500 -1- -1- .013 1 1- PIPll I .0 .31 1.23 1.500 -1- -!- .013 1 1- PIPE I .0 .31 1.24 1.500 -I~ -1- .013 1 1- PIPB FAGS _0 .31 1-26 1.500 -1- -1- .013 .31 Date: 9-20-2003 Time:11: 3:28 ! InvQrt I Depth I Water I Q I Vel Vel I EnQrqy I Su~r I Critical I Plow ToplHelght/jBase Wtl [No wth Station I Slav I (FT) I Blev I (CFS) j {FPS} Head I Grd.El. 1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL IPr~/Pip -j- -1- -[- -1- -1- -1- -1- -[- -1- ~I- -1- -1- -J- -I L/E1em lCh Slope I I I 1 SF Avo;ll HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR jType Ch ..*... *.. I.......... ,..... '" "'*. ! ****.. ~.* I......... I....... I....... 1 ..... ..... I.~.""." I.... ~.*. 1...*. ~.. I....... I ",....~.. I..... ,.. * * *.* I .354 1266.721 -1- -1- I .367 1269.087 -1- -I- I .379 1269.377 -1- -1- I .392 1269.612 -J- -1- I .406 1269.807 -1- -j- I .4.20 1269.973 -1- -1- I I .435 1270.115 I 3.51 + I 3.51 + I 3.51 -1- I 3.51 + I 3.51 -1- I 3.51 -1- I 3.51 10.98 + 10.47 + 9.98 + I 1.87 1270.59 + .0693 I 1.701270.79 -1- .0606 I 1.55 1270.92 + .0530 I 1.U 1271.02 + .0464 I 1.28 1271.09 + .0406 I 1.161271.14 + .0355 I 1.06 . I 182.845 1268.367 -1- -j- 2.834 .1248 I 185.679 1268.720 -1- -1- 2.225 .IU8 I 187.905 1268.998 -1- -j- 1.779 .12U I 189.683 1269.220 -1- -1- 1.452 .1248 I 191.1361269.401 -1- -1- 1.215 .1248 I 192.3501269.553 -1- -1- 1.016 .1248 I I 193.366 1269.679 9.52 + 9.07 + 8.65 -1- 8.25 + .20 + .13 -1- .09 + .07 -1- .05 + .0' 1271.17 Paga 2 .00 -1- .35 I .00 -1- .37 I .00 + .38 I .00 + _39 I .00 + .41 I _00 + .42 I .00 .71 -1- 3.86 .71 + 3.62 .71 -1- 3.39 .71 -1- 3.17 .71 + 2.97 .71 + 2.78 .71 .00 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 .00 .00 1 1- PIPE I .0 .00 .0 .00 1 1- PIPE I .00 .00 1 1- PIP" I .0 .00 .00 1 1- PIPS I .0 .00 .0 \~ . -1- .865 I 194.232 1269.787 -1- -I- .731 .1248 I 194.963 1269.879 -[- -[- .628 .1248 o FILS: 25004-F.WSW + .1248 + I .450 1270.238 -[- -I- I .466 1270.345 -1- -[- W Program Package TRACT 25004 LINE 'F' + .0311 I .961271.20 -1- .0272 I .871271.22 + .0238 .01 S P G W - CIVILDESIGN VQuion Serial NUIlIber: 1355 WATER SURFACE PROFILE LISTING -1- I 3.51 -1- I 3.51 -1- + 7.87 -1- 7.50 -1- + 25004-F.OUT + .03 .00 + .., I + .00 ~I- .(7 14.02 + ... I + 2.60 .31 -1- .1- .013 + .00 I .000 -1- .00 I .000 -1- .00 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPE FAG' .0 .0 5 + .02 .71 + 2.43 .71 -1- 2.28 1.37 1.500 -1- -J- .013 .31 Date: 9-20-2003 Ti.uIe:11: 3:28 1.40 1.500 -1- -1- .013 .31 1.39 1.500 -1- -1- .013 ........................................................................................................................... ......... 1 Invert 1 Depth I Water I Q ! Vel Vel I Rnergy [ Super [Critical I Flow ToplHeight/lBase Wt[ [No wth Station I Elev I (FT) I Slav 1 (CFS) I (FPS) Head I Grd.El.1 Elav' Depth 1 width IDia.-FTlor I.D.I ZL IPr.s/Pip -1- -1- -/- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I L/ElWl ICh Slo~ 1 1 1 I SF Avet HE ISE DpthlFr.oude NINoJ:U\ Dp! 'IN" I X-Fall I ZR [~Ch .........1.........1........1.........,.........,.......1.......1.........1.......[........[........,.......I.......t..... I....... . I 195.591 1269.957 -1- -[- .531 .1248 I 196.122 1270.023 -1- -1- .U7 .1248 I 196.569 1210.079 -[- -[- .383 .lU8 I 196.952 1210.127 -1- -1- .318 .1248 I 191.270 1270.167 -[- -1- .261 .1248 I 197.5311270.199 -1- -1- .209 .1248 I 197.740 1270.225 -]- -1- .163 .1248 I 197.902 1270.245 -[- -1- .129 .1248 I 196.032 1270.262 -1- -1- .082 .lU8 o FILE: 25004.F.WSW I .791271.23 -1- .0209 I .72 1271.24 + .0183 I .66 1271.25 + .0160 I .60 1271.26 + .0141 I .54 1271.26 + .0123 I .4.9 1271.27 -1- .0108 I .451271.27 + .0095 I .41 1271.27 -1- .0083 I .371271.27 -1- .0073 .00 w S P G Ii - CIVILOESIGN Version Program Package Serial N1.llaMr: 1355 WATER SURFACE PROFILE LISTING I .482 1270.439 -[- -]- I .(99 1270.523 -1- -1- I .511 1270.596 -[- ~]- I .535 1270.662 -1- -1- I .554. 1270.721 -1- -1- I .574. 1270.773 -1- -1- I .595 1270.820 -[- -1- I .611 1270.863 -1- -1- I .639 1270.901 -1- -1- TRACT 2500( LINE 'I" I 3.51 + I 3.~1 + I 3.51 + I 3.51 + I 3.51 -1- I 3.51 -1- I 3.51 + I 3.51 + I 3.51 + 7.15 + 6.20 -1- 5.63 -1- 4.88 + + .01 6.82 -1- + .01 .00 -1- .48 I .00 + .50 I .00 + .52 I .00 + .5O I .00 + .55 I .00 + .57 I .00 + ..0 I .00 + ..2 I + .00 + ... 14.02 .71 + 2.13 .71 + 1.99 .71 + 1.86 .71 + 1.74 .71 + 1.63 .71 + 1.52 .71 + 1.42 .71 + 1.32 .71 + 1.24. .31 1.41 1.500 -1- -1- .013 I .000 + .00 I .000 + .00 I .000 + .00 I .000 -1- .00 I .000 + .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 + .00 .00 1 .0 1- .00 PIPE I .00 1 .0 ,~ .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE FAG" .31 Date: !I-iO-2003 Time:ll: 3:28 1.49 1.500 -[- -[- .013 6.50 + + .01 .31 1.43 1.500 -1- -1- .013 ..................*.............................................................................*.............................. ......... + .00 5.91 + + .00 .31 1.44 1.500 ~]- -1- .013 I Invert I Dgpth I Water I Q I Vel Vel I Energy I Super tCriticallPlow ToplHeight/lBase Wt/ INo wth St&tion 1 Elav I (FT) [ Elav [ (eFS) [(FPS) Head [ GICd.El.! Elav f Depth I Width [Dia.-FT[or 1.0.1 ZL IPr..,/Pip -]- -1- -1- -[- -[- -[- -1- -1- -1- -1- -[- -1- -1- -I L/Blem ICh Slope I I I 1 SF Avel HF ISE DpthlFroude NINorm Op I "N" J X-Fall! ZR IType Ch .........t.........I.....*..[.........[.........I.......[.......1.........1.......[........1........[.......[.......j..... I....... I 198.114 1270.272 -j- -[- .056 .1248 I 198.170 1270.279 -1- -1- .010 .1248 I 198.180 1270.280 -[- -1- WALL ENTRANCE I 198.180 1270.280 -1- -1- o . I .6631270.935 -[- -[- I .687 1270.966 -1- -I- I .715 1270.995 -1- -1- I 1.087 1271.367 -1- -1- I 3.51 + I 3.~1 + I 3.51 + I 3.51 -1- 4.44- + -1- .00 5.37 -1- + .00 5.12 + -1- .00 4.66 -1- I .34 1271.27 -1- -1- .0064 .00 I .311271.27 -1- -1- .0056 .00 I .28 1271.27 -[- -1- 4.23 + 1.08 -1- I .02 1271.38 -1- -1- .00 + .66 I .00 + .69 I .00 -1- .00 -1- Page 3 .71 + 1.15 .71 + 1.08 .71 .35 + + .31 1.45 1.500 -]- -1- .013 .31 1.46 1.500 -[- -1- .013 .31 1.47 1.500 -1- -1- .013 .31 1.46 1.500 -[- -1- .013 .31 1.48 1.500 -[- -]- .013 .31 1.49 1.500 -[- -[- .013 .31 1.50 1.500 -1- -1- 3.00 8.790 -(- -1- I .000 -1- .00 I .000 + .00 I .000 + I 3.000 + .00 .00 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .00 1 1- .0 .00 o 1- .0 \0\ CARD SECT CHN NO OF AVE. PIER CODE NO TYPE PIER/PIP WIDTH w S P G W WATER SURFACE HEIGHT 1 BASB DIAHETER WIDTH - EDIT PROFILE ZL ZR 25004-G.1IDT LISTING - Version 11.02 CH1.NNBL DEFINITION LISTING INV Y(1) Y{2l Y(3) Y(4l DROP Y(5) Date: 9-20-2:003 T~:11:10:29 P1\.GE 1 Y(6) Y(7) 1(6) Y(9) YUO) . FILB: 25004-G.WSW CD 1 , 1 1.500 CD 2 3 0 .000 6.360 17.000 .000 .000 .00 W S P G W PAGE NO WATER SURFACE PROFILE TITLE CARD LISTING HEADING f,.INE NO 1 15 tAACT 25004 HEADING LINE NO 2 15 LrNE 'G' HBADUlG LINE NO 3 15- W 5 P G W PAGE NO , WATER SURFACE PROFILE - ELEMENT CARD LISTING ELBKENT NO 1 15 A SYSTEM OUTLET U/S DATA STATION INVERT SECT W 5 &LEV 100.000 1246.930 1 1246.430 ELEHENT NO 2 IS A MACH . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 129.650 1249.140 1 .013 .000 .000 .000 0 ELEMENT NO 3 ISA WALL ENTRANCE U/S DAT1\. STATION INVERT SECT FF 129.650 1249.140 2 .500 ELEMENT NO , IS A SYSTEM HEA,IXI/'ORKS U!S DATA STATION INVERT SECT W S ELEV 129.650 1249.140 2 1250.140 . . hge 1 ~fb .0 FILE: 25004-G.WSW 25004-G.OUT W S P G W - CIVILDESIGN vGrsion 14.02 Progrillll Packag~ Serial Numb0r: 1355 WATER SURFACB PROFILE LISTING TRAcr 25004 LINE .~j Date: 9-20-2003 Time:ll:l0:30 PAGE 1 "''''..'''..'''''".'''....~..................'''''''''.................'''''''''...........''''''''''''.'''........"'''' "'.............. "'.. "'''' "'............. "'.. "''''''' "''''........ "'.. "'''''''.............. "'''' "'....".."......"'''''''.. I Invert ( Depth ( Water ( Q I Vel Vel I Energy I Super ICriticllllFlow ToplHeight/tBase wtl INo Wth Station I Elev 1 (FT) I Slev I (CFSJ ({FPSJ Head I Grd.El.( Elev I Depth I Width IOia.-FTlor 1.0.1 ZL IPrs/Pip _(_ _1_ -1- -1- -1- -1- -1- -(- -1- -(- -[- -1- -1- -I L/BlGm ICh SlopG I I I I SF Avel RF 15B Dpth(Froude NINom Dp ( "N" (X-Falll ZR ITypg Ch "'............"'("'''''''............1........''''''..'''1..................1................(....".."...1..............1.."...".......1......"""..1.............."1".........."'1...........'"1"''''..........1......... I........... . I 100.000 1246.930 -1- -1- .000 .0745 I 100.0001246.930 -1- -1- 1.800 .0745 I 101.BOO 1247.064 -(- -1- .842 .0745 I 102.642 1247.127 -(- -1- HYDRAULIC JUMP I 102.642 1247.127 -1- -1- 1.246 .0745 I 103.888 1247.220 -1- -1- 0.225 .0745 I 110.113 1247.684 -1- -(- ..229 .0745 I 114.342 1247.999 -(- -1- 3.117 .0745 I 117.458 1248.231 -1- -1- 2.425 .0745 o FILS: 25004-G.WSW I 1.671249.18 -1- .0587 I 1.601249.21 + .0533 I 1.451249.54 -1- .0466 I 1.32 1249.74 + .0408 I 1.20 1249.86 -1- .0357 .09 W S P G If - CIVILDSSIGN Ver.3ion Program. Package Serial NUlIlber: 1355 WATBR SURFACB PROFILE LISTING I 1.500 1248.430 -(- -1- I 1.500 1248.430 -1- -1- I 1.360 1248.424 -1- -t- I 1.280 1248.407 -1- -1- I .384 1247.510 -(- -1- I .389 1247.609 -1- -1- I .402 1248.086 -1- -(- I .416 1248.415 -1- -(- I .431 1248.663 -(- -1- TRACT 25004 LINE 'G' I 3.70 + I 3.70 + I 3.70 -I- I 3.70 + I 3.70 -1- I 3.70 + I 3.70 -1- I 3.70 -I~ I 3.70 + I 2.09 .07 1248.50 ~f- -I~ -(- .0012 .00 I 2.09 .071248.50 -1- -1- -!- .0011 .00 I 2.20 .07 1248.50 -1- -1- -1- .0011 .00 I 2.30 .08 1248.49 -(- -1- -(- 10.38 + -1- .07 .00 + 1.50 I .00 -1- 1-50 I .00 + 1.36 I .00 -1- .00 + .3B I .00 -1- .39 I .00 + ..0 I .00 -I- ." I -I~ .00 -1- .B 14.02 .73 + .00 .73 + .00 .73 .73 .73 -1- 3.50 .73 + 3.4.0 .73 + 3.18 .73 -1- 2.98 .73 + 2.79 + .26 + .00 1.500 -1- -1- .013 I .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 + .00 .00 I .000 .00 + I .000 .00 + .00 .00 I .000 .00 -1- .00 .00 I .000 .00 -1- .00 .00 I .000 .00 + .00 .00 I .000 .00 -1- .00 .00 1 1- PIPE I .0 10.15 + + .33 .36 .00 1.500 -(- -1- .013 1 1- PIPE I .0 9.68 -1- + .20 .36 .87 1.500 -1- -1- .013 1 1- PIPE I .0 9.23 + + .13 .36 1.06 1.500 -1- -(- 1 1- .0 8.80 + 1.31 1.500 -1- -1- .013 1 1- PIPE I .0 .36 1.31 1.500 -1- -1- .013 1 1- PIPE I .0 .36 1.33 1.500 -(- -1- .013 1 1- PIPE I .0 .36 1.34 1.500 -1- -(- .013 1 1- PIPB I .0 .36 1.36 1.500 -(- -(- .013 1 1- PIPE FAGE .0 .36 Date: 9_20_2003 Tilll",;11:10;30 2 "".............."......................."..""..""..........".."........................."......"'........................................................"................................................................. ........... 1 Invert I Depth t Watgr I Q (Vel v~l ( Energy ( Super lCriticallflow TopIHeight/(Base Wtl lNo Wth Station I Elev 1 (FT) 1 Elav I (CF5l I (FPS) Head ( Grd.El.1 B1ev (Depth I Width IDia.~FT(or 1.0.( ZL IPrs/Pip -1- _(_ -1- -1- -1- -[~ -1- -1- -1- -1- -1- -j- -1- -( L/EleJ1l (Ch Slope ( I I I SF Avel HF (SE DpthlFroude N(Korm Dp 1 -N" 1 X-FaUI ZR IType Ch ...."'..........1..."..."'...."'1..............(.................1................1......"....1....".....,,(..................1..".."'.....("'....."'...."'(...............1.............j.............,........ f............. . I 119.887 1248.412 -1- -1- 1.926 .0715 I 121.813 1248.556 -1- -(- 1.576 .0745 I 123.389 1248.673 -1- -1- 1.288 .0745 I 124.677 1248.769 -1- -1- 1.077 .0745 I 125.754 1248.850 -1- -(- .888 .0745 I 126.642 1248.916 -1- -1- .731 .0745 I 127.373 1248.970 -1- -1- .597 .0745 I 127.970 1249.015 -(- -(- I I .446 1248.859 -(- -(- I .462 1249.018 -(- -(- I .478 1249.152 -1- -I- I .495 1249.265 -(- -1- I .5121249.362 -1- -I~ I .530 1249.446 ~I~ -1- I .549 1249.519 -(- -(- I .569 1249.584 -(- -1- I 3.70 -I- I 3.70 -1- I 3.70 -1- I 3.70 + I 3.70 + I 3.70 + I 3.70 + I 8.39 1.09 1249.95 -(- -1- -1- .0313 .06 I 8.00 .99 1250.01 -1- -1- -(- .0274 .04 I 7.63 .90 1250.05 -(- -1- -(- .0240 .03 I 7.27 .82 1250.09 -1- -1- -1- .0210 .02 I 6.93 .75 1250.11 -1- -(- -1- .OHI4 .02 I 6.61 .68 1250.12 -1- -1- -1- .0161 .01 I 6.30 .62 1250.14 -1- -1- -(- .0111 .01 I 6.01 .56 1250.14 -1- -(~ -(- Page 1 I 3.70 -1- .00 + .., I .00 -I- ... I .00 -I- ... I .00 + .50 I .00 -1- .51 I .00 + .53 I .00 + .55 I .00 + .13 1.37 1.500 -1- -(- -1- 2.61 .36 .013 .73 1.39 1.500 -[- -1- -(- 2.44 .36 .013 .73 1.40 1.500 -1- -1- -(- 2.28 .36 .013 .73 1.41 1.500 -1- -1- -1- 2.13 .36 .013 .73 1.42 1.500 -1- -1- -i- 1.99 .36 .013 .73 1.43 1.500 -1- -(- -1- 1.a6 .36 .013 .73 1.45 1.500 ~(- -(- -1- 1.74 .36 .013 .73 1-46 1.500 -1- -(- -1- I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + .00 .00 I .000 .00 + 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPB I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 ,~ ~ 25004-G.OUT e .483 .0745 .0124 .01 .51 1.63 .36 .013 .00 .00 PIPE I I I I I I I 128.453 1249.051 .590 1249.641 3.70 5.13 .51 1250.15 .00 .73 1.41 1.500 .000 .00 1 .0 + -1- -1- -1- -1- -1- -1- -1- -1- + + + + 1- .39B .0145 .0109 .00 .59 1.52 .36 .013 .00 .00 PIPE' a FILS: 25004-G.WSW WS P G W - CIVILOESIGN V~rsion 1-4.02 FAGE 3 Program Package Serial NUJQber: 1355 WATER SURFACE PROFILE LISTIKG Date: 9-20-2003 Time:ll:10:30 TRACT 25004 LINS .G. .................................................................................................................**.**.....................**............... I Invert I Depth I Water I 0 I V.l V.l Energy I Super I Critical I Plow ToplHeight/lBa$e wtl INo Wth station I Elev I (FT) I "~ I (CFS) I (FPS) Head I Grd.El. r Slev I Depth I Width IDia.-FTlor 1.0.1 ZL lPu/Pip + + + + -1- + + -1- + -1- + + + -I L/Elell lCh SloJ)'i I I I I SF Avel HF ISE OpthlFrou<w NINorm Dp I ION" I X-Fall I ZR I Type Ch .........1...*......*.1........1..........***1**..**.**.1***........1.............1............*..1****....\..*.....*.\........1.*.......1.........1......*.. 1....*..... I I I I I 126.851 1249.081 .611 1249.692 3.70 5.46 ... 1250.16 .00 .73 1.47 1.500 .000 .00 1 .0 + -1- -1- -1- + + + + -1- -1- + + + 1- .294 .0145 .0096 .00 .61 1.42 .36 .013 .00 .00 PIPE I I I I I I I 129.1-46 1249.103 .634 1249.737 3.70 5.21 .42 1250.16 .00 .73 1.48 1.500 .000 .00 1 .0 + -1- + + + + + -1- + + -1- -1- + 1- .231 .0745 .0084 .00 .63 1.33 .36 .013 .00 .00 PIPE I I I I I I I 129.377 1249.120 .657 1249.777 3.10 4.97 .38 1250.16 .00 .73 1.49 1.500 .000 .00 1 .0 + + + + + + + -1- + + + + + 1- .161 .0745 .0074 .00 .66 1.24 .36 .013 .00 .00 PIPE I I I I I I I 129.538 1249.132 .681 1249.813 3.70 4.74 .35 1250.16 .00 .73 1.49 1_500 .000 .00 1 .0 -1- + + + + + + -1- + + + + + 1- .083 .0145 .0065 .00 .68 1.15 .36 .013 .00 .00 PIPE I I I I I I I 129.622 1249.138 .707 1249.845 3.70 4.52 .J< 1250.16 .00 .73 1.50 1.500 .000 .00 1 .0 + -1- -1- + -1- -1- + + + + + + + 1- .028 .0745 .0057 .00 .71 1.08 .36 .013 .00 .00 PIPE I I I I I I I 129.650 1249.140 .735 1249.875 3.10 4.30 .2' 1250.16 .00 .73 1.50 1.500 _000 .00 1 .0 + + + + + + -1- -1- + + + + + 1- WALL ENTRANCE I I I I I 129.650 1249.140 1.156 1250.296 3.10 .19 .00 1250.30 .00 .1l 17.00 6.360 17.000 .00 0 .0 -1- + + -1- + + + + + -1- -1- + + l- eD e Paqe 2 '\~ CARD SBCT ClDl NO OF AVE PIER CQDE NO TYPE PIER/PIP WIDTH w S P G W - IIDIT WATER SURFACE PROFILE HEIGHT 1 BASE ZL ZR DIAMETER WIDTH 25004.~a.EOT LISTING ~ v"lI:sion lL02 CHANNEL DEFINITION LISTING INV Y(ll Y(2) Y(3) Y(4) DROP Dat~: 9-20-2003 TimQ:ll:14:15 PAGE 1 Y(5) Y(6) Yl7l Y(8) Y(9) Y(10) . PILE: 25004-H.WSW CD 1 . 1 1.500 CD 2 , 0 .000 6.620 10.000 WATER SURFACE PROFILE HEADING LINE NO 1 IS TRACT 2500' HEADING LINE NO 2 IS- LINE 'H' HEADING LINE NO 3 IS .000 .000 .00 WSPGW - TITLE CARD LISTING PAGB NO w S P G 'if WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLRT uls OATA STATION INVERT SECT 100.000 1250.140 1 PAGB NO 2 W S ELEV 1251.640 ELEMENT NO 2 IS A MACH UIS DATA STATION INVERT SECT N 146.470 1251.080 1 .013 ELEMENT NO 'IS A Wl\LL ENTAANCE U/S DATA STATION INVERT SECT FF 14.6.470 1251.080 2 .500 ELEMENT NO . IS A SYSTEM HEAOWORKS U!S DATA STATION INVERT SECT 146.470 1251.080 2 RADIUS .000 ANGLE .000 ANG PT MAN H .000 0 W S ELEV 1252.580 . . page 1 ~\ .0 FILE: 25004-H.WS'if 25004-H.our W S P G W - CIVILOESIGN V"r:Jion 14..02 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING TRACT 25004 LINE 'K' Date: 9-20-2003 Time:11:14:16 FAGS ......~~~~.~~*~~~~~~~~~~*~~.~~~~**...***.**.....***.*.*....****.*.*.**********...********.********..****.*.**.*..******... **..*~.* 1 Invert 1 Depth 1 Water 1 Q 1 Vel Vel Energy 1 Super 1 Critical 1 Flow ToplHeight/1Base Wtl INo Wth Station 1 Elev 1 (FT) 1 Slev I (CFS) I (FPS) Head I Grd.&I.1 Elav 1 Depth I Width lDia.-FTlor 1.0.1 ZL IFrs/Pip -1- -1- _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -( L/E19Jll ICh Slopg I f 1 I SF Avgl HF ISR DpthlFroudQ NINoOll Dp I nNn 1 X-Fall I ZR ITypg Ch ..*...**** I *..***.*** I~~' ***** l~*~'~**.* I~~.~.'... 1*****.. 1..*.**. I ....**..* 1~~.....I.....*~.I..~.*..* 1.*....* I ***..*. I ...**. 1..**.... . I 100.000 1250.140 -1- -1- .000 .0202 I 100.0001250.140 -1- -1- 7.070 .0202 I 107.070 1250.263 -1- -1- 1.394 .0202 I 108.464 1250.311 -1- -1- HYDRAULIC JUMP I 108.464 1250.311 -1- -1- .094 .0202 I 108.558 1250.313 -!- -1- 15.542 .0202 I 124.100 1250.628 -1- -1- 6.454 .0202 I 132.554 1250.799 -1- -1- 5.409 .0202 I 137.963 1250.908 -1- -1- 3.556 .0202 o FILE: 2S004-H.WSW I .96 1251.99 -1- .0179 I .931251.97 + .0165 I .85 1252.23 + .0145 I .77 1252.35 + .0126 I .70 1252.42 + .0113 W 5 P G W - CIVILOESIGN Program Padcaqe Serial Number: 1355 WATER SURFACE PROFILE LISTING I 1.500 1251.640 -1- -1- I 1.5001251.6010 -1- -1- I 1.360 1251.643 -1- -1- I 1.360 1251.671 -1- -1- I .714 1251.025 -1- -1- I .722 1251.035 -1- -1- I .74.9 1251.377 -1- -1- I .776 1251.577 -1- -1- I .808 1251.716 -1- -1- TRACT 25004 LINE 'H' I 6.53 -1- I 6.53 + I 6.53 -I- I 6.53 + I 6.53 + I 6.53 -1- I 6.53 + I 6.53 -1- I 6.53 + I 3.70 .21 1251.85 -1- -1- -1- .0038 .00 I 3.70 .21 1251.85 -1- -1- -1- .0036 .03 I 3.88 .23 1251.88 -1- -1- -1- .0034 .00 I 3.88 .23 1251.90 -1- -1- -1- 7.87 -1- -1- .00 .00 + 1.50 I .00 + 1.50 I _00 + 1.36 I .00 + .00 + .71 I .00 + .72 I .00 + .75 I .00 + .78 I .00 + .81 14.02 .99 -1- .00 .99 -1- .00 .99 -1- .49 .99 .99 + 1.86 .99 + 1.82 .99 + 1.70 .99 + 1.58 .99 -1- 1.47 + .00 1.500 -1- -1- .013 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 + I .000 + .00 I .000 -1- .00 I .000 + .00 I .000 + .00 I .000 + .00 .00 1 1- .00 PIPE I .00 1 1- .00 PIPB I .00 1 1- .00 PIPg I .00 1 1- .0 .0 .0 .0 7.75 -1- + .,. _69 .00 1.500 -1- -1- .013 .00 1 1- .00 PIPE I .00 1 1- .00 PIPE I .00 1 1- .00 PIPS I .00 1 1- .00 FIPB I .00 1 1- .00 PIPE FAGS .0 7.39 + -1- .12 .69 ..7 1.500 -1- -1- .013 .0 .0 .0 .0 .69 Date: !I-20-2003 Time: 11 : 14 :18 z + I 6.820 10.000 -1- -1- ..***........*......***.*.....**..,,******.*..***..*********.....*..*****~....**.*.*.~......*****...*....*...,,**".....*.........* ****.**. I Invgrt Depth I Wa.tQr I Q I Vel Vel I Energy 1 Supgr 1 Critical I Flow ToplHeiqht/18ase Wtl Station 1 Blev (FT) I E1av 1 (CFS) 1 (FPS) Head I Grd.B1.1 Blev I Depth I Width 10ia.-ETlor 1.D.I ZL -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- L/Blem ICh Slope I I 1 1 SF Avel BE ISE DpthlFroude NINoOll Dp I nNn I X-Fall! ZR ......**.* 1..****....,...*.*..I...~*........I..**.*~.* 1*'**...1 **.***.1"**". ....1 *......** I *. ....*.. I ***..**..1........ I.**~.*. I"..." 1 I 1 1 I I 141.519 1250.980 .840 1251.620 6.53 6.41 .64 1252.46 .00 .99 1.49 1.500 .000 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 2.338 .0202 .0100 .02 .84 1.36 .69 .013 .00 I I I I I I 143.657 1251.027 .87. 1251.901 6.53 6.11 .58 1252.48 .00 .99 1.48 1.500 .000 _1_ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1.551 .0202 .0066 .01 .87 1.27 .69 .013 .00 1 I 1 1 I I 145.408 1251.058 .909 1251.968 6.53 5.82 .53 12~2.19 .00 .99 1.47 1.500 ,000 -1- _1_ -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- .797 .0202 .0078 .01 .91 1.17 .69 .013 .00 I ! I I 1 I 146.205 1251.075 .947 1252.022 6.53 5.55 .18 1252.50 .00 .99 1.45 1.500 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- .265 .0202 .0069 .00 .95 1.09 .69 .013 .00 1 I I 1 I I 146.470 1251.080 .988 1252.068 6.53 5.29 .43 1252.50 .00 .99 1.42 1.500 .000 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- WALL ENTRANCE I 146.470 1251.080 -1- -1- o .. I 1.655 1252.735 -1- -1- 7.05 -1- + .07 6.72 + -I- .,. Version I 6.53 + I .00 1252.74 -1- -" + + Fage 1 .00 + -" 10.00 + .69 .87 1.500 -1- -1- 1.50 1.500 -1- -1- .013 .69 1.50 1.500 -1- -1- .013 .69 1.50 1.500 -1- -1- .013 .69 1.50 1.500 -1- -]- .013 .69 1.50 1.500 -1- -1- .013 INo Wth IPrs/Pip -I I Type Ch 1*.****. .00 1 .0 1- PIPE I .00 .00 1 .0 1- PIPE I .00 .00 1 .0 1- PIPE I .00 .00 1 .0 1- PIPE I .00 .00 1 .0 1- .00 o .0 1- 't,'V . . CARD SECT CHN NO OF AVE FIBR CODE NO TYPE PIER/PIP WIDTH W 5 P G W - EDIT WATER SURFACE PROFILE llEIGHT 1 BASE ZL ZR DIAMRTSR WIDTH 2500f.-K..Imr LISTING - VQrsion 14.02 CHANNEL DBFINITION LISTING INV Yll) Y(Zl 'i(3) Y(4} DROP Date; 9-20-2003 Tito.e:ll:Z2:35 PAGE 1 Y{S} Y{6} 'in) yeS) Y(9) Y(IO) FILE: Z5004-K.WSW CD CD 1 2 . 3 1 o 1.500 .000 2.000 21.000 WATER SURFACE PROFItE - .000 .000 .00 w S P G W TITLE CARD LISTING PAGE NO HEADING LINE NO IS tAACT 25004 HEADING LINE NO 2 IS LINE 'K' HEADING LINE NO 3 IS - w S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET D/S DATA STATION INVERT SECT 100.000 1210.000 1 PAGE NO 2 W S BUN 1271.500 SLEMENT NO 2 IS A REACH U!S DATA STATION INVERT SSCT N 110.000 1210.410 1 .013 BLBKENT NO 3 ISA WALL BNTRANCIl U/ S DATA STATION INVERT SECT FP 110.000 1270.470 2 .500 ELEMENT NO . IS A SYSTEM HEAtWORKS Uj S DATA STATION INVERT SECT 110.000 1270.470 2 RADIUS .000 ANGLE .000 ANG PT MAN H .000 0 w S BL8\' 1271.970 . . . . Page 1 ~ .0 2S004-K.OUT FILE: 25004-K.WSW W S P G W - CIVILDESIGN v6rsion 14.02 FAGE Program Package Serial NUlllher: 1355 WATER SURFACB PROFILE LISTING Date: 9-20-2003 Tue:ll:22:37 . TRACT 25004 LINE 'K' ~......................................................................................................................... ......*.. I Invert Depth I Water I 0 I Vel Vel I Enerqy I Super lCriticallFlow ToplHeight/lBa9El Wtt tHo Wth Station I Slav (FT) I El~ I (CFS) I (FPS) Heed I Grd.El.l Blev I Depth I Width !Dia.-FTlor LO.t ZL IPrs/Pip -1- + + + + -1- + -1- + + + + -1- -I LlBlClm I Ch Slope I I I I SF AVQj HF lSE DpthlFroude NINorm Dp I "N" I X-FaUI ZR I Type Ch .........,..........1.........*1............"1.........1.......1......*1............1..........1........1........1.........,........1..".." ,....... I I I I I 100.000 1270.000 .831 1270.831 9.00 8.87 1.22 1272.06 .00 1.16 1.49 1.500 .000 .00 1 .0 + + + + + -1- -1- + + + + + -I- I- 2.076 .0470 .0195 .0' .S4 1.69 .66 .013 .00 .00 PIPE I I I I I I I 102.076 1270.098 .861 1270.959 9.00 8.51 loll 1272.10 .00 1.16 1.48 1.500 .000 .00 1 .0 + + + + + + -1- + + + + + -I- I- 2.368 .0470 .0176 .0' .B' 1.80 .66 .013 .00 .00 PIPE I I I I I I I 104."7 1270.209 .895 1271.104 9.00 8.17 1.01 1212.H .00 1.16 1.47 1.500 .000 .00 1 .0 + -1- -1- + + + + -1- -1- + -1- + + 1- 1.821 .0.70 .0155 .03 .90 1.67 .66 .013 .00 .00 PIPE I I I I I I I 106.268 1270.295 .932 1271.227 9.00 7.79 .94 1272.17 .00 1.16 1.46 1.500 .000 .00 1 .0 + -1- -1- -1- -1- + + + -1- -1- -1- -1- + 1- 1.406 .0470 .0138 .02 .93 1.5. .66 .013 .00 .00 PIPE I I I I I I I 107_674 1270.361 .971 1271.332 9.00 7.43 .E' 1272.19 .00 1.16 1.43 1.500 .000 .00 1 .0 + + + + + + + + + + -1- -1- + 1- 1.033 .0170 .0122 .01 .97 1.12 .66 .013 .00 .00 PIPE: I I I I I I I 108.707 1270.109 1.013 1211.122 9.00 7.08 .7E 1272..20 .00 1.16 1.40 1.500 .000 .00 1 .0 + + + + + -1- + + -1- -1- + + + 1- .716 .0170 .0109 .01 1.01 1.31 .66 .013 .00 .00 PIPE I I I I I I I 109.423 1270.443 1.056 1271.501 9_00 6.75 .71 1212.21 .00 1.16 1.37 1.500 .000 .00 1 .0 + -1- + + + + + -1- -1- + + + + 1- .uo .0470 .0097 .00 1.06 1.21 .66 .013 .00 .00 PIPS I I I I I I I 109.663 1270.461 1.106 1271.570 9.00 6.U .S4 1212.21 .00 1.16 1.32 1.500 .000 .00 1 .0 + -1- + -1- -1- + + + -1- + + + + 1- .137 .0470 .0087 .00 1.11 1.10 .66 .013 .00 .00 PIPE . I I I I I I I 110.000 1270.170 1.160 1271.630 9.00 6.11 .SB 1272.21 .00 1.16 1.26 1.500 .000 .00 1 .0 + + + + -1- + + + + + + + -I- I- . WALL ENTRANCE o PILE: 25001-K.W5W W S P G W - CIVILDESIGN Ver~ion 14.02 FAGS 2 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2003 Ti.Jne:ll:22:37 TRACT 25004 LIN~ 'K' ...................................................................................................................................................................................................."'....."'."'.. .."'.."'''''''.... I Invert I IJQpth I Water I Q 1 Vel Vel Energy I SUp;/'r I Critieal 1 Flow Top I Heightl I Base Wtl Station 1 KIev 1 {FT} I KIev I {CFS} I (FPS) Head 1 Grd.E1.1 Slav 1 Depth 1 Width lDia_-FTlot" LD.[ ZL -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- L/Elem ICh Slope 1 1 1 I SF Avel HF ISE DpthlFroude NINona Dp I "N" I X-Fall [ ZR .."'.."'.."''''..1'''.'''.'''.'''.'''1.'''.....'''.1.''''''.''''''''''''.1.......'''..1....'''"''''1'''.'''...'''1.'''''''''''''''..''''''[..''''''''''''..1........[..'''.'''''''''..1..........[.........1..."''''. INo Wth [Pr~/Pip -I I Type Ch [."'...... I 110_000 1270.470 -[- -1- I 2.036 1272.506 -[- -1- I 9.00 + .21 + I .00 1272.51 -1- -1- .00 + .18 21.00 + I 2.000 21.000 -1- -1- -1- .00 o 1- .0 o . . Page 1 \\1\ CARD SECT am NO OF AVE PIER CODE NO TYPE PIERlPIP WIDTH j.EDT W S P G It - EDIT LISTING _ Version 1(.06 WATRR SURFACE PROPILE - C'fIANNEL DEFINITION LISTING HEIGHT 1 BASE ZL ZR INV Y(I) Y(2) Y(3) Y(() DIAMETER WIDTH DROP Date: 9-22-2003 Tillie: 8;49:35 PAGE 1 Y(S) Y(6) Y(71 Y(8) Y(9) Y(10) . FILE: j.WSW CD 1 . 1 1.500 CD 2 , 0 .000 5.130 14.000 WATER SURFACE PROFILE - HEADING LINE NO IS 'fAAcr 25004 HEADING LIRB NO 2 IS LINE 'J' HEADING LINE NO 3 IS .000 .000 .00 W 5 P G W TITLE CARD LISTING PAGE NO ELEMENT NO 1 IS WATER SURFACE A SYSTEM OUTLET U/S DATA STATION 102.000 w S P G W PROFILE - ELEMENT CARD LISTING . PAGE NO 2 INVERT SECT 1221.960 1 W S ELEV 1223.000 ELEMENT NO 2 IS A I\EACH U{S DATA StATION INVERT "CT N lU.170 1222.380 1 .013 ELEMENT NO , IS A WALL El/TIWlCE U{S DATA STATlON INVERT SECT FF 144.170 1222.380 2 .500 ELEMENT NO . IS A SYSTEM HEADWOP.KS U{ S DATA STATION INVERT "CT 144.170 1222.380 2 RADIUS .000 ANGLE .000 ANG PT MAN H .000 0 It S ELEV 1222.380 . . Page 1 \\~ eo FILE: j.WSW j.OUT W S P G W _ CIVILDESIGN Version 14.06 Program Package serial Number: 1420 WATER SURFACE PROPILE LISTING PAGE Date: 9-22-2003 Time: 8:49:38 TRACT 25004 LINK '.11 .,***...,....,..*.,.,.,.,.,.,.,.,.,.,**.,.,.**.....*....*....................,.*.............,.....,.,..............,.,....,.........................,.......,...,.,..........................................**. I Invert I Depth I Water I 0 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt 1 1 No Wth Station I "~ I (PT) I Bl~ I (CFS) I (PPS) Head I Grd.E!.1 EIev I Depth I Width IDia.-FTlor 1.0.1 ZL IPrs/Pip + + -1- + + + + -1- + + + + -1- -I L/Eloa 1 Ch Slopg I I I I SF Av"l HF ISB DpthlFroudQ NINorm. Dp I "H" I X-Pall 1 ZR I Type Ch ...............1..................1................1................1.................1............*,..........*..,..................1..............1...,...........1............*..1..............1..............1.......... 1..........** I I I I I 102.000 1221.960 1.445 1223.404 17.41 9.97 1.54 1224.95 _00 1.U .51 1.500 .000 .00 1 .0 -1- + -1- -1- + -1- + + + + + -1- -I- I- 1.270 .0100 .0248 .03 1.44 1.00 1.50 .013 .00 .00 PIPE I I I I I I I 103.270 1221.973 1.500 1223.173 17.41 9.85 1.51 1224.98 .00 1.44 .00 1.500 .000 .00 1 .0 + + + + + + + + -1- + + -1- + 1- 40.900 .0100 .0265 LOa 1.50 .00 L50 .013 .00 .00 PIPE I I I I I I I 144.110 1222.360 2.216 1224.596 17.41 9.85 1.51 122G.I0 .00 1.44 .00 1.500 .000 .00 1 .0 -1- -1- -1- + + + -1- + -1- + + + -I- I- WALL ENTRANCE I I I I I 144.110 1222.380 4.476 1226.856 17.41 .2B .00 1226.86 .00 .36 14.00 5.130 14.000 .00 0 .0 -1- + + -1- + + + -1- + -1- -1- -1- + 1- 0 e e r"ge 1 \\Cp . . . DROP INLET CAPACITY CALCULA770NS FOR TYPE 'X' INLET AT NODE 1.4 GIVEN: FIGURE TO THE RIGHT Cv.eR=2.6 h = HEIGHT OF WA TER OVER WEIR L = LENGTH OF WEIR Q,oo= 18.14 CFS FIND: HEIGHT OF WA TER ABOVE INLET FLOWLINE SOLUTION: L=8 X 1. 0 L=8' WEIR CALCULA TlON: Q = CLH^J/2 H = (Q/CL)"2/J = (18.14/2.6X8.0)"2!J H - 0.91' FROM INLET FLOWUNE I FLOW LINE I, .1 12" J6" TYPE X INLET NTS J" r 5L~ 1~R\e:5 ,,<\ . . . DROP INLET CAPACITY CALCULAT70NS FOR TYPE 'X' INLET AT NODE 2.6 GIVEN: FIGURE TO THE RIGHT Cv.E1R=2.6 h = HEIGHT OF WA TER OVER WEIR L = LENGTH OF WEIR 0700=3.51 CFS FIND: HEIGHT OF WA TER ABOVE INLET FLOWLINE SOLUnON: L=6 X 1.0 L=6' WEIR CALCULA nON: o = CLH^J/2 H = (Q/CL)^2/J = (3.51/2.6X6.D)^2!J H - O.J7' FROM INLET FLOWLINE TOP OF GRA TE H SLOPe V-4R/E"s I FLOW LINE I, 12" 36" TYPE X INLET NTS 3" r 5L~ 6"~R\e:5 \\co . DROP INL.ET CAPA.ClTY ~~'ClJ1AnCJNS FOR ~ Y INl.FT AT N~ ~ 7 GIVEN: FIGURE TO THE RIGHT CIIEI/l=2.6 h = HEIGHT OF WA 7ER OVER WEIR L = LENGTH OF WEIR 011>>= 4. 05 CFS . FIND: HEIGHT OF WA TER ABOVE INLET FLOWLINE SOLUTION: L=6 X 1.0 L=6' WEIR CALCULA TlON: o = CLH^'/2 H = (O/CL)^2/> = (4.05/2.6X6.0)^2/> H - 0.41' FROIJ INLET R.OWI.INE . I FLOW LINE L...J 12" J6" TYPE X INLET /flS J" r SL~ 6"~R\ES '\,\ . . . DROP INLET CAPACITY CALCULA nONS FUR TYPF 'X' INLET AT HOOF 2.9 GIVEN: FIGURE TO THE RIGHT C.m=2.6 h = HEIGHT OF WA TER OVER WEIR L = LENGTH OF WEIR Q.o0=2.49 CFS FIND: HEIGHT OF WA TER ABOVE INLET FLOWLINE SOLUTION: L=6 X 1.0 L=6' WEIR CALCULA TlON: Q = CLH^J/2 H = (Q/CL)^2/J = (2.49/2.6X6.0)^2/J H - 0.29' FROM INLET FLOWUNE 36" TYPE X INLET NTS 3" r 5L~ 6~RIE:5 \1P . o ::;!-I o~ "'0 -1-1 m",. 3:(11 mo 00 c:"" . r )> . ~ '" :;; c c w 1\)';:"~0:lQ)t\l Z 0 ~~;""i:rJ~::: 0 m ()()()Cf)Cf) I;:::o;o:l>;t> )>--zz(J) ZCf)(I)OClC en o::I::L"'lJ"'1JN -< r~~=u=u- :u ~rrmms;;: m mm;;u;::oz m ~S;S;s;s;m -< <zzzz mmmmm co............O'lWO 00 . w -...,j. . . O' . 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