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Home My WebLink AboutPolo Community Park Approval Letter Rosedale Highway Widening Hydrology and Hydraulics Report From Allen Road to Mohawk Street Prepared for the City of Bakersfield by Mark Thomas & Company, Inc. 16795 Von Karman Avenue, Suite 200 Irvine, CA 92606 October 21, 2013 The roadway drainage report contained herein has been prepared by or under the direction of the following Registered Person. REGISTERED CIVIL ENGINEER Kevin Vu C61015 12-31-14 CIVIL Rosedale Highway Widening 1 TABLE OF CONTENTS I Introduction ...................................................................................... 2 II Purpose of Report ........................................................................... 2 III Existing Drainage Conditions .......................................................... 2 IV Proposed Drainage Systems ........................................................... 5 V Hydrology Analysis .......................................................................... 6 VI Hydraulic Analysis ........................................................................... 6 VII Conclusions ................................................................................... 10 VIII References .................................................................................... 10 APPENDICES Appendix A: Project Location Map Appendix B: Existing Conditions  Watershed Map (Existing Condition)  Existing Hydrology Calculations (5-Year and 10-Year) Appendix C: Hydrology  Watershed Map (Proposed Condition)  Hydrology Calculations (5-Year, and 10-Year) Appendix D: Hydraulics  Street Flow Analysis ( 5-Year )  Inlet Capacity Calculations (10-Year)  WSPG Calculations ( 10-Year ) Appendix E: Drainage Plans and Profiles Rosedale Highway Widening 2 I Introduction State Route (SR) 58, known locally as Rosedale Highway, is located within the unincorporated area of County of Kern and the City of Bakersfield. The project proposes widening the roadway from four lanes to six lanes, between Allen Road and SR-99. The total length will be approximately 5.6 miles. This report covers the State relinquished portion of Rosedale Highway from Allen Road to West of Mohawk Street referred to as Segment 1 through 3 within County of Kern and City of Bakersfield jurisdiction. The portion of SR-58/Rosedale Highway which remains under State jurisdiction between Mohawk Street and SR-99, is referred herein as Segment 4. A separate Hydrology and Hydraulics reports will be prepared and submitted to Caltrans (see hydrology map showing new inlets and proposed drainage patterns, Appendix C) for Segment 4. A vicinity map of the project location is included as Appendix A. II Purpose of Report This report analyzes the proposed drainage pattern recommendations within the project area and verifies its implementation will not tax existing, adjacent systems and conforms to local jurisdictional drainage standards. The hydrology and hydraulic calculations herein have been performed in accordance to the Kern County Hydrology Manual, dated 1992. III Existing Drainage Conditions Rosedale Highway is a relatively flat grade and all the major drainage system components are designed at minimum slope and cover. The project area generally drains to Basins No. 1 thru 8 which were constructed in early 1970’s ; per as-built plans (Caltrans Contract No. 06-066924 and 06-066914).Basin No. 9 was constructed in the early 1990’s as part of Parcel Map 9784 development per development as-built plans. The best engineering judgment was used to determine tributary drainage and off-site drainage areas using limited topographic area maps and as-built plans. Google aerial photography assisted in determining the drainage tributaries. This same methodology also concluded that portions of some cross- streets drain towards Rosedale Highway. Rosedale Highway Widening 3 There are 13 tributary areas shown in Appendix B: the Existing Condition hydrology map designated as A thru M. Basins No. 1 through 5 collect flows from drainages A thru E, Basin No. 6, 7, 8 and 9 collect flows from drainages G, J, K, I and L, respectively with the exception of F, H and M. These areas are collected via the existing system and discharge directly to existing private drainage basin, 54” culvert and offsite drainage basins. According to the County of Kern, Basin No. 3 was relinquished numerous years ago to the County and was upgraded (deepened and enlarged) at that time for the current and future development in the SW1/4 of T29S R27E Sec 19. The tributary area draining to this basin is now almost completely developed. From west to east, the hydrology patterns for the existing designated areas drain as follows: Areas A, B & E In portions of Areas A, B and E, on the south side of Rosedale Highway, the existing roadway has no curb and gutter. The water sheet flows toward the vegetated areas as follows:  South of Rosedale Highway, east of Old Farm Road to approximately 200 feet west of Jewetta Avenue  South of Rosedale Highway, approximately 200 feet east of El Toro Viejo Road to Coffee Road Tributary Areas C, D & G The upstream inlet collects the concentrated flow and is routed to an existing 18” storm drain pipe, then discharges directly to the immediate downstream inlet. During a peak storm event, this inlet is treated as an outlet and the water overflows to the next available downstream inlet. During a low storm event, this existing inlet is designed to have bottom opening for infiltration purposes (see map in Appendix B). Tributary Area F The surface water flows in gutter along the centerline of the Rosedale Highway to the low point and it then is conveyed to the existing parkway culverts on the south side of Rosedale Highway, and eventually discharge to the Lowe’s drainage basin on the south side of their parcel. There is no improvement in this tributary area and the runoff remains unchanged. Rosedale Highway Widening 4 Tributary Area H The surface water flows to both sag inlets located in the northwest and northeast corners of Fruitvale Avenue and Rosedale Highway, then routes to the existing siphon which was constructed as part of the Fruitvale Avenue re-alignment in 1982. Water flows west to Fruitvale Avenue then to the east, around the curb, returning to Rosedale Highway, finally flowing easterly approximately 900 feet to the drain inlets part of the system labeled “54” as shown in the existing conditions map (Appendix B). This drainage enters a drainage system through two existing inlets on the north and south side of Rosedale Highway which discharge to the 54” CMP underground culvert which crosses Rosedale Highway. After field observations, it was determined that the storm water does not outlet the 54” CMP culvert southerly as originally intended per as-builts. Since the south side has been fully developed and elevated compared to the northern open space undeveloped area, during a storm, the runoff is retained by the 54” culvert under the roadway and allowed to spread through the northern and southern outlets and flood the undeveloped land to the north and if water level reaches the southern development elevation, it would result in the flooding of the grass area to the south in a similar manner. The proposed improvement along Rosedale will only adjust the existing drainage inlets to grade and the tributary area is the same. Per County recommendations and with no feasible outlet options, the outlet of this system will remain as-is. Tributary Area I The existing drainage enters sag inlets, and discharges to an existing 24” RCP underground culvert crossing Rosedale Highway, then drains southerly to Basin No. 9. This culvert, previously 90” CMP, has been sealed on the north end; a slurry poured in it to decrease the inside volume to allow a 24” RCP to “float” inside the larger 90” CMP, and the south end was modified with a 24” diameter pipe that flows southerly and connects to the other parcel map 7984 drainage system which includes 24”, 30” and 36” CCMLSP’s (Concrete Coated Mortar Lined Steel Pipe) that outlets into Basin No. 9. This basin also accepts the offsite runoff from Parcel Map 7984 (southwest corner of Rosedale Highway and Mohawk Street) and from Mohawk Street east to the railroad tracks (Caltrans’ jurisdiction). This basin is located on the westerly edge of Lot 6 of Parcel Map 7984. The Basin is in private property and holds both a County of Kern and a State Drainage easement. Tributary Area J Caltrans jurisdiction. Rosedale Highway Widening 5 Tributary Area K Caltrans jurisdiction. Tributary Area L The drainage flows westerly into an existing catch basin located at the southeast corner of Rosedale Highway and Mohawk Street. The flow is then conveyed by an existing 18” pipe, ending at the Manhole southwest of Rosedale Highway and Mohawk Street. From this point an existing 24” storm drain runs southerly along Mohawk Street, then westerly to discharge at Basin No. 9. Tributary Area M This surface area drains westerly into several existing catch basins and to an offsite storm drain line. The flow discharges northerly towards an offsite drainage basin located on the southeast corner of Clay Patrick Farr Way and Granit Fall Drive. There is no improvement in this area, therefore the drainage pattern remains unchanged and will not create any adverse conditions in the existing drainage system. As-built plans are not available for this basin; surveyed manhole information of the existing storm drain system was used to determine the flow direction. IV Proposed Drainage Systems The proposed widening of Rosedale Highway will not significantly increase roadway runoff from Allen Road to Mohawk Street, as the existing roadway width of 90 feet is also the proposed street typical to accommodate 6 lanes of traffic. However, there are a number of locations where right or left turn lane additions will require roadway widening and shifts, resulting in increase in impervious areas and drainage modifications. Several existing catch basins will be removed, modified and relocated due to new curb line locations. A number of linear storm drain pipes will be removed, abandoned, extended or replaced by the same and larger size pipes. A number of existing Inlets that will be converted to junction structures and remain active and inactive. Drainage areas C, D and G will be routed to Basins No. 3, 4 and 6 respectively and additional catch basins and storm drain pipelines will be installed Rosedale Highway Widening 6 to avoid exceeding the maximum street flood width during a peak storm event. See drainage plans in Appendix E. V Hydrology Analysis Hydrology calculations have been prepared in accordance with the Kern County’s Hydrology Manual and the City of Bakersfield’s Subdivision Design Manual as provided via CivilD software for Kern County Rational Method (1992 Hydrology Manual). This program uses the rainfall frequency (Atlas 2 data) to determine Time of Concentration and intensities to calculated flows for the 5-year and 10-year storms. In the proposed condition, Mohawk Street divides completely the tributary areas on Rosedale Highway into County’s jurisdiction (West of Mohawk Street) and Caltrans jurisdiction (East of Mohawk Street). See hydrology map showing new inlets and proposed drainage patterns, Appendix C. Use this map as a guide to the associated calculations; included are names and node numbers of the areas assigned to the new inlets. According to current City of Bakersfield zoning maps, land use of properties within the project drainage basin varies from light industrial to commercial development. The area is well developed. The impervious coefficient would remain at 0.9 because there will not be significant increase in impervious area. VI Hydraulic Analysis The hydraulic calculations have been prepared in accordance with the City of Bakersfield Subdivision Design Manual and Kern County Development Standards for the 5-year and 10-year storms. The Water Surface Pressure Gradient (WSPG) program was used to compute water surface profiles and pressure gradients in open channels and closed conduits. Street flow was analyzed using a 5-year storm event for both on-grade and sag situations. All storm drain lines were sized using the flow from a 10-year storm event. Rosedale Highway Widening 7 Inlet curb opening lengths were calculated based on the methodology presented in the manual and include a 2” depression. The inlets at the bottom of the sag and on grade conditions were analyzed using a 10-year storm event. Hydraflow 2009 was used to calculate the Street flow and sizing of inlets (see Appendix D). Table 1 summarizes the results of the Inlet calculations. Table 1: Summary of Inlet Calculations Rosedale Highway Widening 8 Inlet unit Q (total) Q (bypass)Length(Feet)Condition 5-Year storm 0-Year storm cfs cfs [2] 4 a (existing) 0.1 0.1 3.5 O 5 a (existing) 1.2 1.5 1.5 3.5 S 6 a (existing) 2.8 3.2 3.2 3.5 S 8 a (existing) 0.6 0.8 0.8 3.5 S 10 a (existing) 3.0 3.4 3.4 3.5 O 11 a (existing) 1.8 2.0 2.0 3.5 S 12 a (existing) 0.9 1.1 1.1 3.5 S 16 c 1.1 1.2 1.2 0.64 cfs to Grate Inlet 1 3.5 O Grate Inlet 1 e 0.6 0.7 1.34 2.95 S Grate Inlet 2 c 1.1 1.3 1.3 2.95 S 17 c 0.2 0.3 0.3 3.5 S 18 a (existing) 0.5 0.5 0.5 3.5 S 20 c 0.3 0.5 0.5 3.5 O 22 c 0.5 0.5 0.5 3.5 O 24 a (existing) 0.3 0.3 0.3 3.5 S 25 c 1.4 1.7 1.7 7.0 O 26 a (existing) 0.1 0.2 0.2 3.5 O 32 j 0.1 0.2 0.2 3.5 O 34 h 1.0 1.2 1.2 3.5 O 38 Existing 3.5 4.1 4.1 7.0 S 42 a 0.2 0.3 0.3 3.5 O 44 a (existing) 1.0 1.2 1.2 3.5 S 46 a (existing) 0.2 0.2 0.2 3.5 O 48 a (existing) 0.8 1.0 1.0 3.5 O 51 g (existing) 0.8 0.9 0.9 3.5 O 52 k 1.0 1.0 1.0 3.5 O 54 a (existing) 3.9 4.5 4.5 1.55 cfs to Existing CB 56 3.5 O 55 a (existing) 1.1 1.2 1.2 3.5 O 56 a (existing) 1.9 2.2 3.8 3.5 S 57 c 2.1 2.4 2.4 3.5 S 69 a 0.4 0.4 0.4 3.5 S O = ON GRADE S = SAG [1] = See Appendix C for Drainage Inlet locations [2] = See Appendix D for Street flow and sizing inlet calculations 3 Segment No. Drainage Inlet No. [1] Prop. Flowrate (cfs) 1 2 Rosedale Highway Widening 9 The starting Hydraulic Grade Line (HGL) for each system was set at the high water elevation of each basin. The high water elevation was determined from the water depth of the storage volume required using a 10-year 24-hour storm event. Only Basins No. 3, 4 and 6 connect to the proposed drainage systems along Rosedale Highway. These basins’ existing condition was evaluated and the available volume calculated with a 2-foot freeboard requirement, then compared to the storage volume required (using the Kern County Hydrology Manual Method). The results have shown all basins can adequately handle the additional runoff from the proposed widening. Table 2 provides a summary of calculated high water elevation for Basins No. 3, 4 and 6. For Basins No. 1, 2, and 5, the calculated runoff volume is required for verification of the available volume, and for Water Quality Management Plan (WQMP) purposes. Table 2: Summary of High Water Elevation and Starting HGL (ft) 3 361.75 4 376.60 6 387.00 Basin No. High Water Elevation and Starting HGL (ft) WSPG was used to run the entire existing drainage system and from basin required volume calculations (see Table 2) to set the HGL control for individually proposed drainage systems; starting from the basin then upstream, where the relocated inlets connect back to and set HGL control. Per Kern County Drainage Manual and per City of Bakersfield Subdivision Design Manual, 10-year 24 hour storm event has been used to develop the Hydraulic Grade Lines for the drainage systems. The remainder of the proposed system does not discharge into any of basins listed above. The HGL control will be assumed at the soffit of the proposed and existing drainage system. These WSPG calculations can be found in Appendix D. Drainage Basins: The purpose is to convey all tributary areas to a single point; also called a “Catchment”. All existing drainage basins will be re-evaluated prior to the Rosedale Highway Widening and WQMP. Kennedy-Jenks will verify any adjustments necessary to contain sufficient capacity runoff generated by 2-, 25- and 100-Year, 24-Hour storm events and additional WQMP volume. Rosedale Highway Widening 10 VII Conclusions This project will not significantly increase the runoff from or through the site and will have a minimal effect on existing and proposed drainage systems including all Basins. All proposed Inlets shows in Table 1, which are sized adequately and have the design flow depth less than top of a 6-inch curb. All calculations can be found in The Appendix D. Additionally, the proposed drainage system will reduce the amount of storm water runoff in the street. BMPs will be implemented to ensure that storm water runoff is treated during construction and post construction BMPs will be also implemented. VIII References 1. Kern County Hydrology Manual, 1992 2. Subdivision Design Manual (City of Bakersfield), July 1989 3. Development Standards (Kern County), August 5, 2010 Appendix A Project Location Map Project Location Map Appendix B Watershed Map (Existing Condition) Existing Hydrology Calculations: 5-Year & 10-Year Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/04/13 File: EXA100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “A”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 1.000 to Point 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 368.000(Ft.) Bottom (of initial area) elevation = 367.800(Ft.) Difference in elevation = 0.200(Ft.) Slope = 0.00020 s(%)= 0.02 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 26.465 min. Rainfall intensity = 1.047(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 4.140(CFS) Subarea runoff = 4.754(CFS) Total initial stream area = 5.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.4 26.46 0.68 0.07 0.81 2.7 3.0 3.0 10 5.4 26.46 0.76 0.07 0.81 3.0 3.4 3.4 25 5.4 26.46 0.86 0.07 0.81 3.4 3.9 3.9 50 5.4 26.46 0.96 0.07 0.81 3.8 4.3 4.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 2.000 to Point 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 359.98(Ft.) Downstream point elevation = 359.63(Ft.) Pipe Slope = 0.0009 Ft/Ft Pipe length = 395.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.754(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.754(CFS) Normal flow depth in pipe = 17.37(In.) Flow top width inside pipe = 15.89(In.) Critical Depth = 9.59(In.) Pipe flow velocity = 2.23(Ft/s) Travel time through pipe = 2.95 min. Time of concentration (TC) = 29.41 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.968(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.968(CFS) Normal flow depth in pipe = 12.08(In.) Flow top width inside pipe = 20.76(In.) Critical Depth = 7.50(In.) Pipe flow velocity = 2.07(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.353(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.353(CFS) Normal flow depth in pipe = 13.08(In.) Flow top width inside pipe = 20.36(In.) Critical Depth = 7.99(In.) Pipe flow velocity = 2.13(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.859(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.859(CFS) Normal flow depth in pipe = 14.44(In.) Flow top width inside pipe = 19.47(In.) Critical Depth = 8.60(In.) Pipe flow velocity = 2.19(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.320(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.320(CFS) Normal flow depth in pipe = 15.82(In.) Flow top width inside pipe = 18.10(In.) Critical Depth = 9.11(In.) Pipe flow velocity = 2.22(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 3.000 to Point 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.655(CFS) Time of concentration = 29.41 min. Rainfall intensity = 0.977(In/Hr) for a 100 year storm Subarea runoff = 1.708(CFS) for 2.500(Ac.) Total runoff = 6.462(CFS) Total area = 7.90(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.9 35.29 0.56 0.07 0.81 3.2 3.6 3.6 10 7.9 33.53 0.65 0.07 0.81 3.7 4.2 4.2 25 7.9 31.47 0.77 0.07 0.81 4.4 5.0 5.0 50 7.9 30.29 0.88 0.07 0.81 5.1 5.7 5.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 3.000 to Point 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.871(CFS) Time of concentration = 29.41 min. Rainfall intensity = 0.977(In/Hr) for a 100 year storm Subarea runoff = 1.391(CFS) for 1.700(Ac.) Total runoff = 7.852(CFS) Total area = 9.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.6 35.29 0.56 0.07 0.81 3.9 4.4 4.4 10 9.6 33.53 0.65 0.07 0.81 4.6 5.1 5.1 25 9.6 31.47 0.77 0.07 0.81 5.4 6.1 6.1 50 9.6 30.29 0.88 0.07 0.81 6.2 7.0 7.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 3.000 to Point 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 359.63(Ft.) Downstream point elevation = 358.40(Ft.) Pipe Slope = 0.0017 Ft/Ft Pipe length = 742.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.852(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.852(CFS) Normal flow depth in pipe = 17.04(In.) Flow top width inside pipe = 21.78(In.) Critical Depth = 11.96(In.) Pipe flow velocity = 3.29(Ft/s) Travel time through pipe = 3.76 min. Time of concentration (TC) = 33.17 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.375(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.375(CFS) Normal flow depth in pipe = 11.65(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 8.81(In.) Pipe flow velocity = 2.89(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.057(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.057(CFS) Normal flow depth in pipe = 12.69(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 9.51(In.) Pipe flow velocity = 3.00(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.067(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.067(CFS) Normal flow depth in pipe = 14.21(In.) Flow top width inside pipe = 23.59(In.) Critical Depth = 10.44(In.) Pipe flow velocity = 3.13(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.985(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.985(CFS) Normal flow depth in pipe = 15.63(In.) Flow top width inside pipe = 22.87(In.) Critical Depth = 11.25(In.) Pipe flow velocity = 3.22(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 4.000 to Point 4.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.149(CFS) Time of concentration = 33.17 min. Rainfall intensity = 0.904(In/Hr) for a 100 year storm Subarea runoff = 0.268(CFS) for 1.200(Ac.) Total runoff = 8.120(CFS) Total area = 10.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 10.8 39.80 0.52 0.07 0.81 4.1 4.6 4.6 10 10.8 37.81 0.60 0.07 0.81 4.7 5.3 5.3 25 10.8 35.49 0.71 0.07 0.81 5.6 6.3 6.3 50 10.8 34.16 0.81 0.07 0.81 6.4 7.2 7.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 4.000 to Point 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 358.40(Ft.) Downstream point elevation = 357.50(Ft.) Pipe Slope = 0.0130 Ft/Ft Pipe length = 69.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.120(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.120(CFS) Normal flow depth in pipe = 10.85(In.) Flow top width inside pipe = 17.61(In.) Critical Depth = 13.25(In.) Pipe flow velocity = 7.29(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 33.32 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.553(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.553(CFS) Normal flow depth in pipe = 7.69(In.) Flow top width inside pipe = 17.81(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 6.32(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.262(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.262(CFS) Normal flow depth in pipe = 8.34(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 10.60(In.) Pipe flow velocity = 6.57(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.262(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.262(CFS) Normal flow depth in pipe = 9.23(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 11.60(In.) Pipe flow velocity = 6.86(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.217(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.217(CFS) Normal flow depth in pipe = 10.07(In.) Flow top width inside pipe = 17.87(In.) Critical Depth = 12.47(In.) Pipe flow velocity = 7.10(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 5.000 to Point 5.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.800(Ac.) Runoff from this stream = 8.120(CFS) Time of concentration = 33.32 min. Rainfall intensity = 0.901(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 6.000 to Point 7.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 316.000(Ft.) Top (of initial area) elevation = 366.000(Ft.) Bottom (of initial area) elevation = 365.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00316 s(%)= 0.32 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.609 min. Rainfall intensity = 2.022(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.925(CFS) Subarea runoff = 2.286(CFS) Total initial stream area = 1.300(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.3 9.61 1.31 0.07 0.81 1.2 1.5 1.5 10 1.3 9.61 1.47 0.07 0.81 1.4 1.6 1.6 25 1.3 9.61 1.67 0.07 0.81 1.6 1.9 1.9 50 1.3 9.61 1.85 0.07 0.81 1.8 2.1 2.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 7.000 to Point 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 359.20(Ft.) Downstream point elevation = 359.10(Ft.) Pipe Slope = 0.0007 Ft/Ft Pipe length = 137.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.286(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.286(CFS) Normal flow depth in pipe = 12.23(In.) Flow top width inside pipe = 16.80(In.) Critical Depth = 6.85(In.) Pipe flow velocity = 1.79(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 10.89 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.453(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.453(CFS) Normal flow depth in pipe = 9.13(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 5.41(In.) Pipe flow velocity = 1.62(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.634(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.634(CFS) Normal flow depth in pipe = 9.80(In.) Flow top width inside pipe = 17.93(In.) Critical Depth = 5.75(In.) Pipe flow velocity = 1.66(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.870(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.870(CFS) Normal flow depth in pipe = 10.66(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 6.17(In.) Pipe flow velocity = 1.71(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 2.084(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.084(CFS) Normal flow depth in pipe = 11.46(In.) Flow top width inside pipe = 17.31(In.) Critical Depth = 6.54(In.) Pipe flow velocity = 1.75(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 8.000 to Point 8.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.370(CFS) Time of concentration = 10.89 min. Rainfall intensity = 1.865(In/Hr) for a 100 year storm Subarea runoff = 2.887(CFS) for 1.900(Ac.) Total runoff = 5.173(CFS) Total area = 3.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.2 13.06 1.07 0.07 0.81 2.5 2.9 2.9 10 3.2 12.41 1.24 0.07 0.81 2.9 3.4 3.4 25 3.2 11.65 1.47 0.07 0.81 3.4 4.0 4.0 50 3.2 11.21 1.67 0.07 0.81 3.9 4.6 4.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 8.000 to Point 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 359.10(Ft.) Downstream point elevation = 358.90(Ft.) Pipe Slope = 0.0048 Ft/Ft Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.173(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.173(CFS) Normal flow depth in pipe = 11.24(In.) Flow top width inside pipe = 17.43(In.) Critical Depth = 10.50(In.) Pipe flow velocity = 4.46(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 11.04 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.894(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.894(CFS) Normal flow depth in pipe = 7.91(In.) Flow top width inside pipe = 17.87(In.) Critical Depth = 7.75(In.) Pipe flow velocity = 3.87(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.376(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.376(CFS) Normal flow depth in pipe = 8.64(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 8.40(In.) Pipe flow velocity = 4.03(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.038(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.038(CFS) Normal flow depth in pipe = 9.60(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 9.24(In.) Pipe flow velocity = 4.21(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.621(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.621(CFS) Normal flow depth in pipe = 10.44(In.) Flow top width inside pipe = 17.77(In.) Critical Depth = 9.91(In.) Pipe flow velocity = 4.35(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 9.000 to Point 9.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.441(CFS) Time of concentration = 11.04 min. Rainfall intensity = 1.847(In/Hr) for a 100 year storm Subarea runoff = 3.632(CFS) for 2.300(Ac.) Total runoff = 8.805(CFS) Total area = 5.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.5 13.25 1.06 0.07 0.81 4.3 4.9 4.9 10 5.5 12.59 1.23 0.07 0.81 4.9 5.7 5.7 25 5.5 11.82 1.46 0.07 0.81 5.8 6.9 6.9 50 5.5 11.38 1.66 0.07 0.81 6.7 7.9 7.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 9.000 to Point 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 358.90(Ft.) Downstream point elevation = 357.90(Ft.) Pipe Slope = 0.0015 Ft/Ft Pipe length = 661.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.805(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.805(CFS) Normal flow depth in pipe = 19.69(In.) Flow top width inside pipe = 18.43(In.) Critical Depth = 12.69(In.) Pipe flow velocity = 3.19(Ft/s) Travel time through pipe = 3.45 min. Time of concentration (TC) = 14.50 min. WARNING: Travel time greater than 3 min. with TC less than 30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.925(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.925(CFS) Normal flow depth in pipe = 12.84(In.) Flow top width inside pipe = 23.94(In.) Critical Depth = 9.38(In.) Pipe flow velocity = 2.88(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.745(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.745(CFS) Normal flow depth in pipe = 14.13(In.) Flow top width inside pipe = 23.62(In.) Critical Depth = 10.16(In.) Pipe flow velocity = 2.98(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.872(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.872(CFS) Normal flow depth in pipe = 15.96(In.) Flow top width inside pipe = 22.65(In.) Critical Depth = 11.16(In.) Pipe flow velocity = 3.10(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.866(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.866(CFS) Normal flow depth in pipe = 17.70(In.) Flow top width inside pipe = 21.12(In.) Critical Depth = 11.98(In.) Pipe flow velocity = 3.17(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 10.000 to Point 10.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.142(CFS) The area added to the existing stream causes a a lower flow rate of Q = 8.389(CFS) therefore the upstream flow rate of Q = 8.805(CFS) is being used Time of concentration = 14.50 min. Rainfall intensity = 1.548(In/Hr) for a 100 year storm Subarea runoff = 0.000(CFS) for 0.800(Ac.) Total runoff = 8.805(CFS) Total area = 6.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.3 17.39 0.89 0.07 0.81 4.1 4.7 4.9 10 6.3 16.52 1.03 0.07 0.81 4.7 5.5 5.7 25 6.3 15.51 1.22 0.07 0.81 5.6 6.5 6.9 50 6.3 14.93 1.39 0.07 0.81 6.4 7.5 7.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 10.000 to Point 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 357.90(Ft.) Downstream point elevation = 357.50(Ft.) Pipe Slope = 0.0016 Ft/Ft Pipe length = 252.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.805(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.805(CFS) Normal flow depth in pipe = 19.17(In.) Flow top width inside pipe = 19.24(In.) Critical Depth = 12.69(In.) Pipe flow velocity = 3.27(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 15.78 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.925(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.925(CFS) Normal flow depth in pipe = 12.66(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 9.38(In.) Pipe flow velocity = 2.93(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.745(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.745(CFS) Normal flow depth in pipe = 13.92(In.) Flow top width inside pipe = 23.69(In.) Critical Depth = 10.16(In.) Pipe flow velocity = 3.04(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.872(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.872(CFS) Normal flow depth in pipe = 15.68(In.) Flow top width inside pipe = 22.84(In.) Critical Depth = 11.16(In.) Pipe flow velocity = 3.16(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.866(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.866(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 21.49(In.) Critical Depth = 11.98(In.) Pipe flow velocity = 3.23(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 11.000 to Point 11.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 9.441(CFS) Time of concentration = 15.78 min. Rainfall intensity = 1.465(In/Hr) for a 100 year storm Subarea runoff = 2.255(CFS) for 2.500(Ac.) Total runoff = 11.060(CFS) Total area = 8.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 8.8 18.94 0.84 0.07 0.81 5.4 6.1 6.1 10 8.8 17.99 0.97 0.07 0.81 6.3 7.2 7.2 25 8.8 16.88 1.16 0.07 0.81 7.4 8.6 8.6 50 8.8 16.25 1.31 0.07 0.81 8.5 9.9 9.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 11.000 to Point 11.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 13.625(CFS) Time of concentration = 15.78 min. Rainfall intensity = 1.465(In/Hr) for a 100 year storm Subarea runoff = 4.902(CFS) for 3.900(Ac.) Total runoff = 15.961(CFS) Total area = 12.70(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 12.7 18.94 0.84 0.07 0.81 7.8 8.9 8.9 10 12.7 17.99 0.97 0.07 0.81 9.0 10.4 10.4 25 12.7 16.88 1.16 0.07 0.81 10.7 12.4 12.4 50 12.7 16.25 1.31 0.07 0.81 12.2 14.2 14.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 11.000 to Point 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 33.00(In.) Upstream point elevation = 357.50(Ft.) Downstream point elevation = 357.10(Ft.) Pipe Slope = 0.0013 Ft/Ft Pipe length = 302.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.961(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 15.961(CFS) Normal flow depth in pipe = 22.92(In.) Flow top width inside pipe = 30.40(In.) Critical Depth = 15.70(In.) Pipe flow velocity = 3.62(Ft/s) Travel time through pipe = 1.39 min. Time of concentration (TC) = 17.17 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 8.856(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 8.856(CFS) Normal flow depth in pipe = 15.73(In.) Flow top width inside pipe = 32.96(In.) Critical Depth = 11.55(In.) Pipe flow velocity = 3.17(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 10.358(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 10.358(CFS) Normal flow depth in pipe = 17.24(In.) Flow top width inside pipe = 32.97(In.) Critical Depth = 12.53(In.) Pipe flow velocity = 3.30(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 12.421(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 12.421(CFS) Normal flow depth in pipe = 19.29(In.) Flow top width inside pipe = 32.53(In.) Critical Depth = 13.79(In.) Pipe flow velocity = 3.44(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 14.241(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 14.241(CFS) Normal flow depth in pipe = 21.12(In.) Flow top width inside pipe = 31.68(In.) Critical Depth = 14.80(In.) Pipe flow velocity = 3.55(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 5.000 to Point 5.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.700(Ac.) Runoff from this stream = 15.961(CFS) Time of concentration = 17.17 min. Rainfall intensity = 1.387(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 8.120 33.32 0.069 0.814 0.901 2 15.961 17.17 0.069 0.814 1.387 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 8.120) + 0.632 * 1.000 * 1.000 * 1.000 * 15.961) + = 18.201 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.758 * 8.120) + 1.000 * 1.000 * 1.000 * 1.000 * 15.961) + = 22.113 Total of 2 streams to confluence: Flow rates before confluence point: 8.120 15.961 Maximum flow rates at confluence using above data: 18.201 22.113 Area of stream before confluence: 10.800 12.700 Effective area values after confluence: 23.500 17.868 Results of confluence: Total flow rate = 22.113(CFS) Time of concentration = 17.169 min. Effective stream area after confluence = 17.868(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 23.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 17.9 20.60 0.80 0.07 0.81 10.4 11.7 11.7 10 17.9 19.57 0.92 0.07 0.81 12.0 13.7 13.7 25 17.9 18.37 1.09 0.07 0.81 14.3 16.5 16.5 50 17.9 17.68 1.24 0.07 0.81 16.3 18.9 18.9 ----------------------------------------------------------------- End of computations, total study area = 23.500 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/04/13 File: EXB100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “B”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 12.000 to Point 13.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 961.000(Ft.) Top (of initial area) elevation = 402.800(Ft.) Bottom (of initial area) elevation = 370.500(Ft.) Difference in elevation = 32.300(Ft.) Slope = 0.03361 s(%)= 3.36 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.347 min. Rainfall intensity = 2.059(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.659(CFS) Subarea runoff = 1.971(CFS) Total initial stream area = 1.100(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.1 9.35 1.33 0.07 0.81 1.1 1.3 1.3 10 1.1 9.35 1.49 0.07 0.81 1.2 1.4 1.4 25 1.1 9.35 1.70 0.07 0.81 1.4 1.6 1.6 50 1.1 9.35 1.88 0.07 0.81 1.5 1.8 1.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 13.000 to Point 13.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.770(CFS) Time of concentration = 9.35 min. Rainfall intensity = 2.059(In/Hr) for a 100 year storm Subarea runoff = 2.508(CFS) for 1.400(Ac.) Total runoff = 4.479(CFS) Total area = 2.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.5 11.22 1.19 0.07 0.81 2.2 2.5 2.5 10 2.5 10.66 1.37 0.07 0.81 2.5 2.9 2.9 25 2.5 10.00 1.62 0.07 0.81 3.0 3.5 3.5 50 2.5 9.63 1.85 0.07 0.81 3.4 4.0 4.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 13.000 to Point 13.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.992(CFS) Time of concentration = 9.35 min. Rainfall intensity = 2.059(In/Hr) for a 100 year storm Subarea runoff = 5.016(CFS) for 2.800(Ac.) Total runoff = 9.495(CFS) Total area = 5.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.3 11.22 1.19 0.07 0.81 4.6 5.3 5.3 10 5.3 10.66 1.37 0.07 0.81 5.3 6.2 6.2 25 5.3 10.00 1.62 0.07 0.81 6.3 7.4 7.4 50 5.3 9.63 1.85 0.07 0.81 7.2 8.5 8.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 13.000 to Point 14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 361.00(Ft.) Downstream point elevation = 360.00(Ft.) Pipe Slope = 0.0217 Ft/Ft Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.495(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 9.495(CFS) Normal flow depth in pipe = 12.26(In.) Flow top width inside pipe = 11.60(In.) Critical Depth = 14.05(In.) Pipe flow velocity = 8.85(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.43 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 5.327(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 5.327(CFS) Normal flow depth in pipe = 8.02(In.) Flow top width inside pipe = 14.96(In.) Critical Depth = 11.23(In.) Pipe flow velocity = 7.98(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 6.208(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 6.208(CFS) Normal flow depth in pipe = 8.82(In.) Flow top width inside pipe = 14.76(In.) Critical Depth = 12.07(In.) Pipe flow velocity = 8.27(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 7.418(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 7.418(CFS) Normal flow depth in pipe = 9.96(In.) Flow top width inside pipe = 14.17(In.) Critical Depth = 13.02(In.) Pipe flow velocity = 8.58(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 8.486(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 8.486(CFS) Normal flow depth in pipe = 11.04(In.) Flow top width inside pipe = 13.22(In.) Critical Depth = 13.63(In.) Pipe flow velocity = 8.77(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 14.000 to Point 14.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 9.743(CFS) Time of concentration = 9.43 min. Rainfall intensity = 2.047(In/Hr) for a 100 year storm Subarea runoff = 2.078(CFS) for 1.200(Ac.) Total runoff = 11.572(CFS) Total area = 6.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.5 11.32 1.18 0.07 0.81 5.6 6.5 6.5 10 6.5 10.75 1.36 0.07 0.81 6.5 7.6 7.6 25 6.5 10.09 1.61 0.07 0.81 7.7 9.0 9.0 50 6.5 9.72 1.84 0.07 0.81 8.7 10.3 10.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 14.000 to Point 14.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 11.241(CFS) Time of concentration = 9.43 min. Rainfall intensity = 2.047(In/Hr) for a 100 year storm Subarea runoff = 1.780(CFS) for 1.000(Ac.) Total runoff = 13.353(CFS) Total area = 7.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.5 11.32 1.18 0.07 0.81 6.4 7.5 7.5 10 7.5 10.75 1.36 0.07 0.81 7.4 8.7 8.7 25 7.5 10.09 1.61 0.07 0.81 8.8 10.4 10.4 50 7.5 9.72 1.84 0.07 0.81 10.1 11.9 11.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 14.000 to Point 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 30.00(In.) Upstream point elevation = 360.70(Ft.) Downstream point elevation = 360.50(Ft.) Pipe Slope = 0.0015 Ft/Ft Pipe length = 136.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.353(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 13.353(CFS) Normal flow depth in pipe = 21.23(In.) Flow top width inside pipe = 27.29(In.) Critical Depth = 14.74(In.) Pipe flow velocity = 3.60(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 10.06 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 7.491(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 7.491(CFS) Normal flow depth in pipe = 14.58(In.) Flow top width inside pipe = 29.99(In.) Critical Depth = 10.90(In.) Pipe flow velocity = 3.17(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 8.730(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 8.730(CFS) Normal flow depth in pipe = 15.96(In.) Flow top width inside pipe = 29.94(In.) Critical Depth = 11.81(In.) Pipe flow velocity = 3.29(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 10.432(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 10.432(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 29.45(In.) Critical Depth = 12.96(In.) Pipe flow velocity = 3.43(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 11.934(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.934(CFS) Normal flow depth in pipe = 19.55(In.) Flow top width inside pipe = 28.59(In.) Critical Depth = 13.90(In.) Pipe flow velocity = 3.52(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 15.000 to Point 15.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.500(Ac.) Runoff from this stream = 13.353(CFS) Time of concentration = 10.06 min. Rainfall intensity = 1.963(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 1.000 to Point 16.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 238.000(Ft.) Top (of initial area) elevation = 368.400(Ft.) Bottom (of initial area) elevation = 368.200(Ft.) Difference in elevation = 0.200(Ft.) Slope = 0.00084 s(%)= 0.08 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.184 min. Rainfall intensity = 1.832(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 2.415(CFS) Subarea runoff = 2.857(CFS) Total initial stream area = 1.800(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.8 11.18 1.19 0.07 0.81 1.6 1.8 1.8 10 1.8 11.18 1.33 0.07 0.81 1.7 2.0 2.0 25 1.8 11.18 1.51 0.07 0.81 2.0 2.3 2.3 50 1.8 11.18 1.68 0.07 0.81 2.2 2.6 2.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 16.000 to Point 16.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.220(CFS) Time of concentration = 11.18 min. Rainfall intensity = 1.832(In/Hr) for a 100 year storm Subarea runoff = 0.952(CFS) for 0.600(Ac.) Total runoff = 3.810(CFS) Total area = 2.40(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.4 13.42 1.05 0.07 0.81 1.8 2.1 2.1 10 2.4 12.75 1.22 0.07 0.81 2.1 2.5 2.5 25 2.4 11.97 1.45 0.07 0.81 2.5 3.0 3.0 50 2.4 11.52 1.64 0.07 0.81 2.9 3.4 3.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 16.000 to Point 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 361.40(Ft.) Downstream point elevation = 361.30(Ft.) Pipe Slope = 0.0014 Ft/Ft Pipe length = 74.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.810(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.810(CFS) Normal flow depth in pipe = 14.53(In.) Flow top width inside pipe = 14.20(In.) Critical Depth = 8.96(In.) Pipe flow velocity = 2.49(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 11.68 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.130(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.130(CFS) Normal flow depth in pipe = 9.54(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 6.61(In.) Pipe flow velocity = 2.24(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.485(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.485(CFS) Normal flow depth in pipe = 10.50(In.) Flow top width inside pipe = 17.75(In.) Critical Depth = 7.16(In.) Pipe flow velocity = 2.32(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.973(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.973(CFS) Normal flow depth in pipe = 11.85(In.) Flow top width inside pipe = 17.08(In.) Critical Depth = 7.86(In.) Pipe flow velocity = 2.41(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.403(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.403(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe = 16.00(In.) Critical Depth = 8.44(In.) Pipe flow velocity = 2.47(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 15.000 to Point 15.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 3.810(CFS) Time of concentration = 11.68 min. Rainfall intensity = 1.782(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 13.353 10.06 0.069 0.814 1.963 2 3.810 11.68 0.069 0.814 1.782 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 13.353) + 1.000 * 1.000 * 1.000 * 0.931 * 3.810) + = 16.899 Qmax(2) = 0.904 * 1.000 * 1.000 * 1.000 * 13.353) + 1.000 * 1.000 * 1.000 * 1.000 * 3.810) + = 15.886 Total of 2 streams to confluence: Flow rates before confluence point: 13.353 3.810 Maximum flow rates at confluence using above data: 16.899 15.886 Area of stream before confluence: 7.500 2.400 Effective area values after confluence: 9.520 9.900 Results of confluence: Total flow rate = 16.899(CFS) Time of concentration = 10.064 min. Effective stream area after confluence = 9.520(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 9.90(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.5 12.08 1.13 0.07 0.81 7.8 9.1 9.1 10 9.5 11.47 1.31 0.07 0.81 9.1 10.6 10.6 25 9.5 10.77 1.55 0.07 0.81 10.8 12.7 12.7 50 9.5 10.37 1.76 0.07 0.81 12.3 14.5 14.5 ----------------------------------------------------------------- End of computations, total study area = 9.900 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/04/13 File: EXC100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “C”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 18.000 to Point 19.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 381.700(Ft.) Bottom (of initial area) elevation = 379.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00210 s(%)= 0.21 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.536 min. Rainfall intensity = 1.421(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.457(CFS) Subarea runoff = 1.704(CFS) Total initial stream area = 1.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.4 16.54 0.92 0.07 0.81 0.9 1.1 1.1 10 1.4 16.54 1.03 0.07 0.81 1.1 1.2 1.2 25 1.4 16.54 1.17 0.07 0.81 1.2 1.4 1.4 50 1.4 16.54 1.30 0.07 0.81 1.3 1.6 1.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 19.000 to Point 20.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 379.600(Ft.) End of street segment elevation = 376.700(Ft.) Length of street segment = 552.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 8.000(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 = 2.069(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.337(Ft.), Average velocity = 1.682(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.505(Ft.) Flow velocity = 1.68(Ft/s) Travel time = 5.47 min. TC = 22.01 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.729(CFS) Rainfall intensity = 1.180(In/Hr) for a 100 year storm Subarea runoff = 0.297(CFS) for 0.600(Ac.) Total runoff = 2.001(CFS) Total area = 2.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.0 26.41 0.68 0.07 0.81 1.0 1.1 1.1 10 2.0 25.09 0.79 0.07 0.81 1.1 1.3 1.3 25 2.0 23.55 0.93 0.07 0.81 1.4 1.6 1.6 50 2.0 22.67 1.06 0.07 0.81 1.5 1.8 1.8 ----------------------------------------------------------------- Street flow at end of street = 2.001(CFS) Half street flow at end of street = 2.001(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.334(Ft.), Average velocity = 1.669(Ft/s) Flow width (from curb towards crown)= 10.354(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.101(CFS) Half street flow at end of street = 1.101(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.285(Ft.), Average velocity = 1.461(Ft/s) ** 10 year storm ** Street flow at end of street = 1.290(CFS) Half street flow at end of street = 1.290(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.297(Ft.), Average velocity = 1.512(Ft/s) ** 25 year storm ** Street flow at end of street = 1.552(CFS) Half street flow at end of street = 1.552(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.312(Ft.), Average velocity = 1.575(Ft/s) ** 50 year storm ** Street flow at end of street = 1.783(CFS) Half street flow at end of street = 1.783(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.324(Ft.), Average velocity = 1.626(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 20.000 to Point 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 376.70(Ft.) Downstream point elevation = 376.60(Ft.) Pipe Slope = 0.0012 Ft/Ft Pipe length = 86.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.001(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.001(CFS) Normal flow depth in pipe = 11.21(In.) Flow top width inside pipe = 13.03(In.) Critical Depth = 6.76(In.) Pipe flow velocity = 2.03(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 22.71 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.101(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.101(CFS) Normal flow depth in pipe = 7.50(In.) Flow top width inside pipe = 15.00(In.) Critical Depth = 4.95(In.) Pipe flow velocity = 1.79(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.290(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.290(CFS) Normal flow depth in pipe = 8.25(In.) Flow top width inside pipe = 14.92(In.) Critical Depth = 5.38(In.) Pipe flow velocity = 1.87(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.552(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.552(CFS) Normal flow depth in pipe = 9.28(In.) Flow top width inside pipe = 14.57(In.) Critical Depth = 5.92(In.) Pipe flow velocity = 1.94(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.783(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.783(CFS) Normal flow depth in pipe = 10.24(In.) Flow top width inside pipe = 13.96(In.) Critical Depth = 6.36(In.) Pipe flow velocity = 2.00(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.000 to Point 21.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.000(Ac.) Runoff from this stream = 2.001(CFS) Time of concentration = 22.71 min. Rainfall intensity = 1.156(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 18.000 to Point 19.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 381.700(Ft.) Bottom (of initial area) elevation = 379.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00210 s(%)= 0.21 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.536 min. Rainfall intensity = 1.421(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.769(CFS) Subarea runoff = 2.069(CFS) Total initial stream area = 1.700(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.7 16.54 0.92 0.07 0.81 1.1 1.3 1.3 10 1.7 16.54 1.03 0.07 0.81 1.3 1.5 1.5 25 1.7 16.54 1.17 0.07 0.81 1.5 1.7 1.7 50 1.7 16.54 1.30 0.07 0.81 1.6 1.9 1.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 19.000 to Point 21.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 379.600(Ft.) End of street segment elevation = 376.600(Ft.) Length of street segment = 552.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 8.000(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 = 2.556(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.355(Ft.), Average velocity = 1.790(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.409(Ft.) Flow velocity = 1.79(Ft/s) Travel time = 5.14 min. TC = 21.68 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.182(CFS) Rainfall intensity = 1.192(In/Hr) for a 100 year storm Subarea runoff = 0.458(CFS) for 0.800(Ac.) Total runoff = 2.527(CFS) Total area = 2.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.5 26.01 0.69 0.07 0.81 1.3 1.4 1.4 10 2.5 24.71 0.79 0.07 0.81 1.4 1.6 1.6 25 2.5 23.19 0.94 0.07 0.81 1.7 2.0 2.0 50 2.5 22.33 1.07 0.07 0.81 2.0 2.3 2.3 ----------------------------------------------------------------- Street flow at end of street = 2.527(CFS) Half street flow at end of street = 2.527(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.354(Ft.), Average velocity = 1.785(Ft/s) Flow width (from curb towards crown)= 11.354(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.389(CFS) Half street flow at end of street = 1.389(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.302(Ft.), Average velocity = 1.557(Ft/s) ** 10 year storm ** Street flow at end of street = 1.630(CFS) Half street flow at end of street = 1.630(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.315(Ft.), Average velocity = 1.614(Ft/s) ** 25 year storm ** Street flow at end of street = 1.960(CFS) Half street flow at end of street = 1.960(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.330(Ft.), Average velocity = 1.683(Ft/s) ** 50 year storm ** Street flow at end of street = 2.252(CFS) Half street flow at end of street = 2.252(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.343(Ft.), Average velocity = 1.738(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.000 to Point 21.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 2.527(CFS) Time of concentration = 21.68 min. Rainfall intensity = 1.192(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 2.001 22.71 0.069 0.814 1.156 2 2.527 21.68 0.069 0.814 1.192 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 2.001) + 0.968 * 1.000 * 1.000 * 1.000 * 2.527) + = 4.448 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.977 * 2.001) + 1.000 * 1.000 * 1.000 * 1.000 * 2.527) + = 4.483 Total of 2 streams to confluence: Flow rates before confluence point: 2.001 2.527 Maximum flow rates at confluence using above data: 4.448 4.483 Area of stream before confluence: 2.000 2.500 Effective area values after confluence: 4.500 4.393 Results of confluence: Total flow rate = 4.483(CFS) Time of concentration = 21.676 min. Effective stream area after confluence = 4.393(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 4.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.4 26.01 0.69 0.07 0.81 2.2 2.4 2.4 10 4.4 24.71 0.79 0.07 0.81 2.5 2.9 2.9 25 4.4 23.19 0.94 0.07 0.81 3.0 3.4 3.4 50 4.4 22.33 1.07 0.07 0.81 3.4 4.0 4.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.000 to Point 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 376.60(Ft.) Downstream point elevation = 375.50(Ft.) Pipe Slope = 0.0038 Ft/Ft Pipe length = 289.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.483(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.483(CFS) Normal flow depth in pipe = 11.02(In.) Flow top width inside pipe = 17.54(In.) Critical Depth = 9.75(In.) Pipe flow velocity = 3.96(Ft/s) Travel time through pipe = 1.22 min. Time of concentration (TC) = 22.89 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.441(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.441(CFS) Normal flow depth in pipe = 7.65(In.) Flow top width inside pipe = 17.80(In.) Critical Depth = 7.09(In.) Pipe flow velocity = 3.41(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.864(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.864(CFS) Normal flow depth in pipe = 8.38(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 7.71(In.) Pipe flow velocity = 3.55(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.445(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.445(CFS) Normal flow depth in pipe = 9.33(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 8.49(In.) Pipe flow velocity = 3.72(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.957(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.957(CFS) Normal flow depth in pipe = 10.16(In.) Flow top width inside pipe = 17.85(In.) Critical Depth = 9.13(In.) Pipe flow velocity = 3.85(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 22.000 to Point 22.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.426(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.205(CFS) Time of concentration = 22.89 min. Rainfall intensity = 1.150(In/Hr) for a 100 year storm Subarea runoff = 0.378(CFS) for 0.600(Ac.) Total runoff = 4.860(CFS) Total area = 4.99(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.0 27.47 0.66 0.07 0.81 2.4 2.7 2.7 10 5.0 26.10 0.77 0.07 0.81 2.8 3.1 3.1 25 5.0 24.50 0.91 0.07 0.81 3.3 3.8 3.8 50 5.0 23.58 1.03 0.07 0.81 3.8 4.3 4.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 22.000 to Point 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 375.50(Ft.) Downstream point elevation = 374.40(Ft.) Pipe Slope = 0.0061 Ft/Ft Pipe length = 179.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.860(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 4.860(CFS) Normal flow depth in pipe = 11.79(In.) Flow top width inside pipe = 12.31(In.) Critical Depth = 10.72(In.) Pipe flow velocity = 4.70(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 23.53 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.667(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.667(CFS) Normal flow depth in pipe = 7.73(In.) Flow top width inside pipe = 14.99(In.) Critical Depth = 7.86(In.) Pipe flow velocity = 4.18(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.131(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.131(CFS) Normal flow depth in pipe = 8.53(In.) Flow top width inside pipe = 14.86(In.) Critical Depth = 8.54(In.) Pipe flow velocity = 4.34(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.768(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.768(CFS) Normal flow depth in pipe = 9.63(In.) Flow top width inside pipe = 14.38(In.) Critical Depth = 9.41(In.) Pipe flow velocity = 4.52(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.330(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 4.330(CFS) Normal flow depth in pipe = 10.66(In.) Flow top width inside pipe = 13.60(In.) Critical Depth = 10.11(In.) Pipe flow velocity = 4.64(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 23.000 to Point 23.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.462(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.793(CFS) Time of concentration = 23.53 min. Rainfall intensity = 1.130(In/Hr) for a 100 year storm Subarea runoff = 0.673(CFS) for 0.800(Ac.) Total runoff = 5.534(CFS) Total area = 5.79(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.8 28.23 0.65 0.07 0.81 2.7 3.0 3.0 10 5.8 26.82 0.75 0.07 0.81 3.2 3.6 3.6 25 5.8 25.17 0.89 0.07 0.81 3.8 4.3 4.3 50 5.8 24.23 1.01 0.07 0.81 4.3 4.9 4.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 23.000 to Point 24.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 374.40(Ft.) Downstream point elevation = 373.30(Ft.) Pipe Slope = 0.0024 Ft/Ft Pipe length = 449.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.534(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.534(CFS) Normal flow depth in pipe = 13.01(In.) Flow top width inside pipe = 20.39(In.) Critical Depth = 10.39(In.) Pipe flow velocity = 3.53(Ft/s) Travel time through pipe = 2.12 min. Time of concentration (TC) = 25.65 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.034(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.034(CFS) Normal flow depth in pipe = 9.06(In.) Flow top width inside pipe = 20.80(In.) Critical Depth = 7.58(In.) Pipe flow velocity = 3.05(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.562(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.562(CFS) Normal flow depth in pipe = 9.93(In.) Flow top width inside pipe = 20.97(In.) Critical Depth = 8.24(In.) Pipe flow velocity = 3.18(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.288(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.288(CFS) Normal flow depth in pipe = 11.07(In.) Flow top width inside pipe = 20.97(In.) Critical Depth = 9.07(In.) Pipe flow velocity = 3.33(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.928(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.928(CFS) Normal flow depth in pipe = 12.07(In.) Flow top width inside pipe = 20.76(In.) Critical Depth = 9.76(In.) Pipe flow velocity = 3.44(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 24.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.476(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.845(CFS) Time of concentration = 25.65 min. Rainfall intensity = 1.068(In/Hr) for a 100 year storm Subarea runoff = 0.039(CFS) for 0.400(Ac.) Total runoff = 5.572(CFS) Total area = 6.19(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.2 30.77 0.62 0.07 0.81 2.8 3.0 3.0 10 6.2 29.24 0.71 0.07 0.81 3.2 3.6 3.6 25 6.2 27.44 0.84 0.07 0.81 3.8 4.3 4.3 50 6.2 26.42 0.96 0.07 0.81 4.3 5.0 5.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 24.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.498(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.393(CFS) Time of concentration = 25.65 min. Rainfall intensity = 1.068(In/Hr) for a 100 year storm Subarea runoff = 0.630(CFS) for 0.700(Ac.) Total runoff = 6.202(CFS) Total area = 6.89(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.9 30.77 0.62 0.07 0.81 3.1 3.4 3.4 10 6.9 29.24 0.71 0.07 0.81 3.6 4.0 4.0 25 6.9 27.44 0.84 0.07 0.81 4.2 4.8 4.8 50 6.9 26.42 0.96 0.07 0.81 4.8 5.5 5.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 24.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.519(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.097(CFS) Time of concentration = 25.65 min. Rainfall intensity = 1.068(In/Hr) for a 100 year storm Subarea runoff = 0.810(CFS) for 0.900(Ac.) Total runoff = 7.012(CFS) Total area = 7.79(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.8 30.77 0.62 0.07 0.81 3.5 3.8 3.8 10 7.8 29.24 0.71 0.07 0.81 4.0 4.5 4.5 25 7.8 27.44 0.84 0.07 0.81 4.8 5.4 5.4 50 7.8 26.42 0.96 0.07 0.81 5.5 6.2 6.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 25.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 373.30(Ft.) Downstream point elevation = 372.50(Ft.) Pipe Slope = 0.0023 Ft/Ft Pipe length = 354.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.012(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 7.012(CFS) Normal flow depth in pipe = 16.03(In.) Flow top width inside pipe = 17.85(In.) Critical Depth = 11.75(In.) Pipe flow velocity = 3.56(Ft/s) Travel time through pipe = 1.66 min. Time of concentration (TC) = 27.30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.833(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.833(CFS) Normal flow depth in pipe = 10.61(In.) Flow top width inside pipe = 21.00(In.) Critical Depth = 8.56(In.) Pipe flow velocity = 3.14(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.505(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.505(CFS) Normal flow depth in pipe = 11.70(In.) Flow top width inside pipe = 20.86(In.) Critical Depth = 9.32(In.) Pipe flow velocity = 3.27(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.428(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.428(CFS) Normal flow depth in pipe = 13.20(In.) Flow top width inside pipe = 20.30(In.) Critical Depth = 10.28(In.) Pipe flow velocity = 3.41(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.243(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 6.243(CFS) Normal flow depth in pipe = 14.58(In.) Flow top width inside pipe = 19.35(In.) Critical Depth = 11.06(In.) Pipe flow velocity = 3.50(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 25.000 to Point 25.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.529(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.229(CFS) Time of concentration = 27.30 min. Rainfall intensity = 1.026(In/Hr) for a 100 year storm Subarea runoff = 0.132(CFS) for 0.500(Ac.) Total runoff = 7.144(CFS) Total area = 8.29(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 8.3 32.77 0.59 0.07 0.81 3.6 3.9 3.9 10 8.3 31.13 0.68 0.07 0.81 4.1 4.6 4.6 25 8.3 29.22 0.81 0.07 0.81 4.9 5.5 5.5 50 8.3 28.12 0.92 0.07 0.81 5.6 6.4 6.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 25.000 to Point 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 372.50(Ft.) Downstream point elevation = 371.80(Ft.) Pipe Slope = 0.0021 Ft/Ft Pipe length = 330.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.144(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 7.144(CFS) Normal flow depth in pipe = 16.83(In.) Flow top width inside pipe = 16.76(In.) Critical Depth = 11.86(In.) Pipe flow velocity = 3.46(Ft/s) Travel time through pipe = 1.59 min. Time of concentration (TC) = 28.89 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.895(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.895(CFS) Normal flow depth in pipe = 10.92(In.) Flow top width inside pipe = 20.98(In.) Critical Depth = 8.63(In.) Pipe flow velocity = 3.08(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.582(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.582(CFS) Normal flow depth in pipe = 12.07(In.) Flow top width inside pipe = 20.76(In.) Critical Depth = 9.40(In.) Pipe flow velocity = 3.21(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.525(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.525(CFS) Normal flow depth in pipe = 13.66(In.) Flow top width inside pipe = 20.02(In.) Critical Depth = 10.37(In.) Pipe flow velocity = 3.34(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.358(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 6.358(CFS) Normal flow depth in pipe = 15.16(In.) Flow top width inside pipe = 18.81(In.) Critical Depth = 11.17(In.) Pipe flow velocity = 3.42(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 26.000 to Point 26.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.545(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.656(CFS) Time of concentration = 28.89 min. Rainfall intensity = 0.989(In/Hr) for a 100 year storm Subarea runoff = 0.469(CFS) for 0.900(Ac.) Total runoff = 7.613(CFS) Total area = 9.19(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.2 34.67 0.57 0.07 0.81 3.8 4.1 4.1 10 9.2 32.94 0.66 0.07 0.81 4.4 4.9 4.9 25 9.2 30.92 0.78 0.07 0.81 5.2 5.9 5.9 50 9.2 29.76 0.89 0.07 0.81 6.0 6.8 6.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 26.000 to Point 26.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.557(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.307(CFS) Time of concentration = 28.89 min. Rainfall intensity = 0.989(In/Hr) for a 100 year storm Subarea runoff = 0.745(CFS) for 0.900(Ac.) Total runoff = 8.358(CFS) Total area = 10.09(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 10.1 34.67 0.57 0.07 0.81 4.2 4.5 4.5 10 10.1 32.94 0.66 0.07 0.81 4.8 5.4 5.4 25 10.1 30.92 0.78 0.07 0.81 5.7 6.5 6.5 50 10.1 29.76 0.89 0.07 0.81 6.5 7.4 7.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 26.000 to Point 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 371.80(Ft.) Downstream point elevation = 371.40(Ft.) Pipe Slope = 0.0025 Ft/Ft Pipe length = 161.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.358(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.358(CFS) Normal flow depth in pipe = 15.38(In.) Flow top width inside pipe = 23.03(In.) Critical Depth = 12.36(In.) Pipe flow velocity = 3.93(Ft/s) Travel time through pipe = 0.68 min. Time of concentration (TC) = 29.58 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.547(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.547(CFS) Normal flow depth in pipe = 10.61(In.) Flow top width inside pipe = 23.84(In.) Critical Depth = 8.98(In.) Pipe flow velocity = 3.40(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.353(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.353(CFS) Normal flow depth in pipe = 11.64(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 9.79(In.) Pipe flow velocity = 3.54(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.459(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.459(CFS) Normal flow depth in pipe = 13.02(In.) Flow top width inside pipe = 23.91(In.) Critical Depth = 10.81(In.) Pipe flow velocity = 3.71(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.435(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.435(CFS) Normal flow depth in pipe = 14.23(In.) Flow top width inside pipe = 23.58(In.) Critical Depth = 11.63(In.) Pipe flow velocity = 3.83(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 27.000 to Point 27.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.093(Ac.) Runoff from this stream = 8.358(CFS) Time of concentration = 29.58 min. Rainfall intensity = 0.974(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 12.000 to Point 28.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 841.000(Ft.) Top (of initial area) elevation = 404.100(Ft.) Bottom (of initial area) elevation = 376.000(Ft.) Difference in elevation = 28.100(Ft.) Slope = 0.03341 s(%)= 3.34 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.872 min. Rainfall intensity = 2.130(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.404(CFS) Subarea runoff = 1.670(CFS) Total initial stream area = 0.900(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.9 8.87 1.38 0.07 0.81 0.9 1.1 1.1 10 0.9 8.87 1.54 0.07 0.81 1.0 1.2 1.2 25 0.9 8.87 1.76 0.07 0.81 1.2 1.4 1.4 50 0.9 8.87 1.95 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 28.000 to Point 28.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.496(CFS) Time of concentration = 8.87 min. Rainfall intensity = 2.130(In/Hr) for a 100 year storm Subarea runoff = 1.299(CFS) for 0.700(Ac.) Total runoff = 2.969(CFS) Total area = 1.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.6 10.65 1.23 0.07 0.81 1.4 1.7 1.7 10 1.6 10.11 1.42 0.07 0.81 1.7 1.9 1.9 25 1.6 9.49 1.68 0.07 0.81 2.0 2.3 2.3 50 1.6 9.14 1.91 0.07 0.81 2.2 2.7 2.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 28.000 to Point 28.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.120(CFS) Time of concentration = 8.87 min. Rainfall intensity = 2.130(In/Hr) for a 100 year storm Subarea runoff = 0.742(CFS) for 0.400(Ac.) Total runoff = 3.711(CFS) Total area = 2.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.0 10.65 1.23 0.07 0.81 1.8 2.1 2.1 10 2.0 10.11 1.42 0.07 0.81 2.1 2.4 2.4 25 2.0 9.49 1.68 0.07 0.81 2.5 2.9 2.9 50 2.0 9.14 1.91 0.07 0.81 2.8 3.3 3.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 28.000 to Point 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 376.00(Ft.) Downstream point elevation = 375.60(Ft.) Pipe Slope = 0.0038 Ft/Ft Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.711(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.711(CFS) Normal flow depth in pipe = 11.46(In.) Flow top width inside pipe = 12.74(In.) Critical Depth = 9.34(In.) Pipe flow velocity = 3.69(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 9.35 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.084(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.084(CFS) Normal flow depth in pipe = 7.70(In.) Flow top width inside pipe = 14.99(In.) Critical Depth = 6.90(In.) Pipe flow velocity = 3.28(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.428(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.428(CFS) Normal flow depth in pipe = 8.45(In.) Flow top width inside pipe = 14.88(In.) Critical Depth = 7.49(In.) Pipe flow velocity = 3.41(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.900(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.900(CFS) Normal flow depth in pipe = 9.49(In.) Flow top width inside pipe = 14.46(In.) Critical Depth = 8.21(In.) Pipe flow velocity = 3.54(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.317(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.317(CFS) Normal flow depth in pipe = 10.45(In.) Flow top width inside pipe = 13.79(In.) Critical Depth = 8.80(In.) Pipe flow velocity = 3.63(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 29.000 to Point 29.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.826(CFS) Time of concentration = 9.35 min. Rainfall intensity = 2.059(In/Hr) for a 100 year storm Subarea runoff = 2.022(CFS) for 1.200(Ac.) Total runoff = 5.733(CFS) Total area = 3.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.2 11.22 1.19 0.07 0.81 2.8 3.2 3.2 10 3.2 10.65 1.37 0.07 0.81 3.2 3.7 3.7 25 3.2 10.00 1.62 0.07 0.81 3.8 4.5 4.5 50 3.2 9.63 1.85 0.07 0.81 4.3 5.1 5.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 29.000 to Point 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 375.60(Ft.) Downstream point elevation = 371.40(Ft.) Pipe Slope = 0.0429 Ft/Ft Pipe length = 98.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.733(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 5.733(CFS) Normal flow depth in pipe = 7.96(In.) Flow top width inside pipe = 11.34(In.) Critical Depth = 11.37(In.) Pipe flow velocity = 10.38(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 9.50 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.217(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.217(CFS) Normal flow depth in pipe = 5.54(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 9.22(In.) Pipe flow velocity = 9.07(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.749(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.749(CFS) Normal flow depth in pipe = 6.06(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 9.89(In.) Pipe flow velocity = 9.43(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.479(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 4.479(CFS) Normal flow depth in pipe = 6.75(In.) Flow top width inside pipe = 11.91(In.) Critical Depth = 10.62(In.) Pipe flow velocity = 9.84(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 5.124(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 5.124(CFS) Normal flow depth in pipe = 7.36(In.) Flow top width inside pipe = 11.69(In.) Critical Depth = 11.07(In.) Pipe flow velocity = 10.14(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 27.000 to Point 27.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.200(Ac.) Runoff from this stream = 5.733(CFS) Time of concentration = 9.50 min. Rainfall intensity = 2.037(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 8.358 29.58 0.069 0.814 0.974 2 5.733 9.50 0.069 0.814 2.037 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 8.358) + 0.460 * 1.000 * 1.000 * 1.000 * 5.733) + = 10.994 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.661 * 8.358) + 1.000 * 1.000 * 1.000 * 1.000 * 5.733) + = 11.255 Total of 2 streams to confluence: Flow rates before confluence point: 8.358 5.733 Maximum flow rates at confluence using above data: 10.994 11.255 Area of stream before confluence: 10.093 3.200 Effective area values after confluence: 13.293 6.266 Results of confluence: Total flow rate = 11.255(CFS) Time of concentration = 9.503 min. Effective stream area after confluence = 6.266(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 13.29(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.3 11.40 1.17 0.07 0.81 5.4 6.2 6.2 10 6.3 10.83 1.36 0.07 0.81 6.2 7.3 7.3 25 6.3 10.17 1.61 0.07 0.81 7.3 8.7 8.7 50 6.3 9.79 1.83 0.07 0.81 8.4 9.9 9.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 100.000 to Point 27.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.392(In/Hr) Minimum Q (Qmin=0.9YIA) = 10.690(CFS) Time of concentration = 9.50 min. Rainfall intensity = 2.037(In/Hr) for a 100 year storm Subarea runoff = 1.441(CFS) for 0.900(Ac.) Total runoff = 12.696(CFS) Total area = 7.17(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.2 11.40 1.17 0.07 0.81 6.1 7.1 7.1 10 7.2 10.83 1.36 0.07 0.81 7.1 8.3 8.3 25 7.2 10.17 1.61 0.07 0.81 8.4 9.9 9.9 50 7.2 9.79 1.83 0.07 0.81 9.6 11.3 11.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 27.000 to Point 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 371.40(Ft.) Downstream point elevation = 371.30(Ft.) Pipe Slope = 0.0040 Ft/Ft Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.696(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.696(CFS) Normal flow depth in pipe = 17.58(In.) Flow top width inside pipe = 21.25(In.) Critical Depth = 15.38(In.) Pipe flow velocity = 5.14(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.58 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 7.121(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.121(CFS) Normal flow depth in pipe = 11.96(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 11.37(In.) Pipe flow velocity = 4.55(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 8.299(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.299(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe = 23.89(In.) Critical Depth = 12.32(In.) Pipe flow velocity = 4.72(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 9.918(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.918(CFS) Normal flow depth in pipe = 14.70(In.) Flow top width inside pipe = 23.39(In.) Critical Depth = 13.52(In.) Pipe flow velocity = 4.92(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 11.346(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.346(CFS) Normal flow depth in pipe = 16.13(In.) Flow top width inside pipe = 22.54(In.) Critical Depth = 14.49(In.) Pipe flow velocity = 5.05(Ft/s) ----------------------------------------------------------------- End of computations, total study area = 14.300 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/04/13 File: EXD100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “D”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 31.000 to Point 32.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 917.000(Ft.) Top (of initial area) elevation = 385.400(Ft.) Bottom (of initial area) elevation = 381.300(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00447 s(%)= 0.45 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.732 min. Rainfall intensity = 1.604(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.409(CFS) Subarea runoff = 1.658(CFS) Total initial stream area = 1.200(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.2 13.73 1.04 0.07 0.81 0.9 1.0 1.0 10 1.2 13.73 1.16 0.07 0.81 1.0 1.2 1.2 25 1.2 13.73 1.32 0.07 0.81 1.2 1.4 1.4 50 1.2 13.73 1.47 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 32.000 to Point 33.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 381.300(Ft.) End of street segment elevation = 381.000(Ft.) Length of street segment = 295.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.100 Slope from grade break to crown (v/hz) = 0.069 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 1.934(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.503(Ft.), Average velocity = 1.166(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.00(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.873(Ft.) Flow velocity = 1.17(Ft/s) Travel time = 4.22 min. TC = 17.95 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.579(CFS) Rainfall intensity = 1.347(In/Hr) for a 100 year storm Subarea runoff = 0.184(CFS) for 0.400(Ac.) Total runoff = 1.841(CFS) Total area = 1.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.6 21.54 0.78 0.07 0.81 0.9 1.0 1.0 10 1.6 20.46 0.90 0.07 0.81 1.0 1.2 1.2 25 1.6 19.20 1.06 0.07 0.81 1.2 1.4 1.4 50 1.6 18.49 1.21 0.07 0.81 1.4 1.6 1.6 ----------------------------------------------------------------- Street flow at end of street = 1.841(CFS) Half street flow at end of street = 1.841(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.494(Ft.), Average velocity = 1.152(Ft/s) Flow width (from curb towards crown)= 6.745(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.048(CFS) Half street flow at end of street = 1.048(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.403(Ft.), Average velocity = 1.003(Ft/s) ** 10 year storm ** Street flow at end of street = 1.192(CFS) Half street flow at end of street = 1.192(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.422(Ft.), Average velocity = 1.035(Ft/s) ** 25 year storm ** Street flow at end of street = 1.431(CFS) Half street flow at end of street = 1.431(CFS) Depth of flow = 0.451(Ft.), Average velocity = 1.083(Ft/s) ** 50 year storm ** Street flow at end of street = 1.642(CFS) Half street flow at end of street = 1.642(CFS) Depth of flow = 0.474(Ft.), Average velocity = 1.120(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 33.000 to Point 34.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 374.60(Ft.) Downstream point elevation = 374.10(Ft.) Pipe Slope = 0.0056 Ft/Ft Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.841(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.841(CFS) Normal flow depth in pipe = 7.32(In.) Flow top width inside pipe = 11.70(In.) Critical Depth = 6.93(In.) Pipe flow velocity = 3.67(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 18.35 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.048(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.048(CFS) Normal flow depth in pipe = 5.22(In.) Flow top width inside pipe = 11.90(In.) Critical Depth = 5.17(In.) Pipe flow velocity = 3.19(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.192(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.192(CFS) Normal flow depth in pipe = 5.62(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 5.52(In.) Pipe flow velocity = 3.30(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.431(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.431(CFS) Normal flow depth in pipe = 6.25(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.08(In.) Pipe flow velocity = 3.46(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.642(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.642(CFS) Normal flow depth in pipe = 6.80(In.) Flow top width inside pipe = 11.89(In.) Critical Depth = 6.53(In.) Pipe flow velocity = 3.57(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 34.000 to Point 34.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.793(CFS) Time of concentration = 18.35 min. Rainfall intensity = 1.328(In/Hr) for a 100 year storm Subarea runoff = 2.579(CFS) for 2.300(Ac.) Total runoff = 4.421(CFS) Total area = 3.90(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.9 22.02 0.76 0.07 0.81 2.2 2.4 2.4 10 3.9 20.92 0.88 0.07 0.81 2.5 2.9 2.9 25 3.9 19.64 1.05 0.07 0.81 3.0 3.4 3.4 50 3.9 18.90 1.19 0.07 0.81 3.4 3.9 3.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 34.000 to Point 35.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 374.10(Ft.) Downstream point elevation = 372.70(Ft.) Pipe Slope = 0.0318 Ft/Ft Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.421(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 4.421(CFS) Normal flow depth in pipe = 7.37(In.) Flow top width inside pipe = 11.68(In.) Critical Depth = 10.57(In.) Pipe flow velocity = 8.74(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 18.44 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.443(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.443(CFS) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 8.03(In.) Pipe flow velocity = 7.56(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.861(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.861(CFS) Normal flow depth in pipe = 5.64(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 8.70(In.) Pipe flow velocity = 7.88(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.435(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.435(CFS) Normal flow depth in pipe = 6.28(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 9.51(In.) Pipe flow velocity = 8.25(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.942(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.942(CFS) Normal flow depth in pipe = 6.84(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 10.11(In.) Pipe flow velocity = 8.52(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 35.000 to Point 35.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.900(Ac.) Runoff from this stream = 4.421(CFS) Time of concentration = 18.44 min. Rainfall intensity = 1.324(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 18.000 to Point 36.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 382.700(Ft.) Bottom (of initial area) elevation = 380.000(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.00337 s(%)= 0.34 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.755 min. Rainfall intensity = 1.602(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.642(CFS) Subarea runoff = 1.932(CFS) Total initial stream area = 1.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.4 13.75 1.04 0.07 0.81 1.1 1.2 1.2 10 1.4 13.75 1.16 0.07 0.81 1.2 1.4 1.4 25 1.4 13.75 1.32 0.07 0.81 1.3 1.6 1.6 50 1.4 13.75 1.47 0.07 0.81 1.5 1.8 1.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 36.000 to Point 37.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 374.20(Ft.) Downstream point elevation = 372.80(Ft.) Pipe Slope = 0.0121 Ft/Ft Pipe length = 116.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.932(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.932(CFS) Normal flow depth in pipe = 5.95(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 7.12(In.) Pipe flow velocity = 4.97(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 14.14 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.222(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.222(CFS) Normal flow depth in pipe = 4.61(In.) Flow top width inside pipe = 11.67(In.) Critical Depth = 5.60(In.) Pipe flow velocity = 4.40(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.376(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.376(CFS) Normal flow depth in pipe = 4.91(In.) Flow top width inside pipe = 11.80(In.) Critical Depth = 5.95(In.) Pipe flow velocity = 4.55(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.577(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.577(CFS) Normal flow depth in pipe = 5.30(In.) Flow top width inside pipe = 11.92(In.) Critical Depth = 6.39(In.) Pipe flow velocity = 4.71(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.760(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.760(CFS) Normal flow depth in pipe = 5.64(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.78(In.) Pipe flow velocity = 4.85(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 37.000 to Point 37.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.571(CFS) Time of concentration = 14.14 min. Rainfall intensity = 1.573(In/Hr) for a 100 year storm Subarea runoff = 2.266(CFS) for 1.700(Ac.) Total runoff = 4.197(CFS) Total area = 3.10(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.1 16.97 0.91 0.07 0.81 2.0 2.3 2.3 10 3.1 16.12 1.05 0.07 0.81 2.4 2.7 2.7 25 3.1 15.13 1.24 0.07 0.81 2.8 3.3 3.3 50 3.1 14.57 1.41 0.07 0.81 3.2 3.7 3.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 37.000 to Point 35.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 372.80(Ft.) Downstream point elevation = 372.70(Ft.) Pipe Slope = 0.0007 Ft/Ft Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.197(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.197(CFS) Normal flow depth in pipe = 16.73(In.) Flow top width inside pipe = 16.90(In.) Critical Depth = 8.97(In.) Pipe flow velocity = 2.04(Ft/s) Travel time through pipe = 1.10 min. Time of concentration (TC) = 15.25 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.335(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.335(CFS) Normal flow depth in pipe = 11.02(In.) Flow top width inside pipe = 20.97(In.) Critical Depth = 6.61(In.) Pipe flow velocity = 1.83(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.729(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.729(CFS) Normal flow depth in pipe = 12.12(In.) Flow top width inside pipe = 20.75(In.) Critical Depth = 7.17(In.) Pipe flow velocity = 1.90(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.270(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.270(CFS) Normal flow depth in pipe = 13.66(In.) Flow top width inside pipe = 20.02(In.) Critical Depth = 7.89(In.) Pipe flow velocity = 1.97(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.747(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.747(CFS) Normal flow depth in pipe = 15.14(In.) Flow top width inside pipe = 18.84(In.) Critical Depth = 8.47(In.) Pipe flow velocity = 2.02(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 35.000 to Point 35.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.100(Ac.) Runoff from this stream = 4.197(CFS) Time of concentration = 15.25 min. Rainfall intensity = 1.498(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 4.421 18.44 0.069 0.814 1.324 2 4.197 15.25 0.069 0.814 1.498 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 4.421) + 0.878 * 1.000 * 1.000 * 1.000 * 4.197) + = 8.107 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.913 * 4.421) + 1.000 * 1.000 * 1.000 * 1.000 * 4.197) + = 8.235 Total of 2 streams to confluence: Flow rates before confluence point: 4.421 4.197 Maximum flow rates at confluence using above data: 8.107 8.235 Area of stream before confluence: 3.900 3.100 Effective area values after confluence: 7.000 6.229 Results of confluence: Total flow rate = 8.235(CFS) Time of concentration = 15.245 min. Effective stream area after confluence = 6.229(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 7.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.2 18.29 0.86 0.07 0.81 3.9 4.5 4.5 10 6.2 17.38 1.00 0.07 0.81 4.5 5.2 5.2 25 6.2 16.31 1.18 0.07 0.81 5.4 6.2 6.2 50 6.2 15.70 1.34 0.07 0.81 6.1 7.2 7.2 ----------------------------------------------------------------- End of computations, total study area = 7.000 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 05/06/13 File: EXE100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “E”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 47.000 to Point 48.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 626.000(Ft.) Top (of initial area) elevation = 385.000(Ft.) Bottom (of initial area) elevation = 383.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00319 s(%)= 0.32 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.607 min. Rainfall intensity = 1.695(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 10.552(CFS) Subarea runoff = 12.443(CFS) Total initial stream area = 8.500(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 8.5 12.61 1.10 0.07 0.81 6.8 7.9 7.9 10 8.5 12.61 1.23 0.07 0.81 7.6 8.9 8.9 25 8.5 12.61 1.40 0.07 0.81 8.7 10.2 10.2 50 8.5 12.61 1.55 0.07 0.81 9.6 11.3 11.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 48.000 to Point 46.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 383.000(Ft.) End of street segment elevation = 382.000(Ft.) Length of street segment = 588.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [2] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 13.102(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 1.048(Ft.), Average velocity = 2.737(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.27(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.882(Ft.) Flow velocity = 2.74(Ft/s) Travel time = 3.58 min. TC = 16.19 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 9.918(CFS) The area added to the existing stream causes a a lower flow rate of Q = 11.610(CFS) therefore the upstream flow rate of Q = 12.443(CFS) is being used Rainfall intensity = 1.441(In/Hr) for a 100 year storm Subarea runoff = 0.000(CFS) for 0.900(Ac.) Total runoff = 12.443(CFS) Total area = 9.40(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.4 19.43 0.83 0.07 0.81 5.7 6.4 7.9 10 9.4 18.45 0.96 0.07 0.81 6.6 7.5 8.9 25 9.4 17.32 1.14 0.07 0.81 7.8 9.0 10.2 50 9.4 16.67 1.29 0.07 0.81 8.9 10.4 11.3 ----------------------------------------------------------------- Street flow at end of street = 12.443(CFS) Half street flow at end of street = 6.222(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 1.020(Ft.), Average velocity = 2.698(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.26(Ft.) Flow width (from curb towards crown)= 2.854(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 7.880(CFS) Half street flow at end of street = 3.940(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.801(Ft.), Average velocity = 2.376(Ft/s) ** 10 year storm ** Street flow at end of street = 8.871(CFS) Half street flow at end of street = 4.436(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.853(Ft.), Average velocity = 2.457(Ft/s) ** 25 year storm ** Street flow at end of street = 10.162(CFS) Half street flow at end of street = 5.081(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.917(Ft.), Average velocity = 2.552(Ft/s) ** 50 year storm ** Street flow at end of street = 11.337(CFS) Half street flow at end of street = 5.669(CFS) Depth of flow = 0.971(Ft.), Average velocity = 2.630(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 46.000 to Point 46.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.400(Ac.) Runoff from this stream = 12.443(CFS) Time of concentration = 16.19 min. Rainfall intensity = 1.441(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 51.000 to Point 50.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 577.000(Ft.) Top (of initial area) elevation = 382.000(Ft.) Bottom (of initial area) elevation = 381.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00173 s(%)= 0.17 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.790 min. Rainfall intensity = 1.599(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 3.279(CFS) Subarea runoff = 3.857(CFS) Total initial stream area = 2.800(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.8 13.79 1.04 0.07 0.81 2.1 2.4 2.4 10 2.8 13.79 1.16 0.07 0.81 2.4 2.7 2.7 25 2.8 13.79 1.32 0.07 0.81 2.7 3.1 3.1 50 2.8 13.79 1.46 0.07 0.81 3.0 3.5 3.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 50.000 to Point 46.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 376.90(Ft.) Downstream point elevation = 376.00(Ft.) Pipe Slope = 0.0143 Ft/Ft Pipe length = 63.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.857(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.857(CFS) Normal flow depth in pipe = 8.95(In.) Flow top width inside pipe = 10.45(In.) Critical Depth = 10.01(In.) Pipe flow velocity = 6.14(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 13.96 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.439(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.439(CFS) Normal flow depth in pipe = 6.51(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 8.03(In.) Pipe flow velocity = 5.61(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.747(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.747(CFS) Normal flow depth in pipe = 7.01(In.) Flow top width inside pipe = 11.83(In.) Critical Depth = 8.52(In.) Pipe flow velocity = 5.76(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.148(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.148(CFS) Normal flow depth in pipe = 7.68(In.) Flow top width inside pipe = 11.52(In.) Critical Depth = 9.12(In.) Pipe flow velocity = 5.93(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.513(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.513(CFS) Normal flow depth in pipe = 8.31(In.) Flow top width inside pipe = 11.08(In.) Critical Depth = 9.61(In.) Pipe flow velocity = 6.06(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 46.000 to Point 46.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.800(Ac.) Runoff from this stream = 3.857(CFS) Time of concentration = 13.96 min. Rainfall intensity = 1.586(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 12.443 16.19 0.069 0.814 1.441 2 3.857 13.96 0.069 0.814 1.586 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 12.443) + 0.904 * 1.000 * 1.000 * 1.000 * 3.857) + = 15.931 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.931 * 12.443) + 1.000 * 1.000 * 1.000 * 1.000 * 3.857) + = 15.444 Total of 2 streams to confluence: Flow rates before confluence point: 12.443 3.857 Maximum flow rates at confluence using above data: 15.931 15.444 Area of stream before confluence: 9.400 2.800 Effective area values after confluence: 12.200 10.714 Results of confluence: Total flow rate = 15.931(CFS) Time of concentration = 16.188 min. Effective stream area after confluence = 12.200(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 12.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 12.2 19.43 0.83 0.07 0.81 7.4 8.4 8.4 10 12.2 18.45 0.96 0.07 0.81 8.5 9.8 9.8 25 12.2 17.32 1.14 0.07 0.81 10.1 11.7 11.7 50 12.2 16.67 1.29 0.07 0.81 11.5 13.4 13.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 46.000 to Point 49.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 376.00(Ft.) Downstream point elevation = 375.00(Ft.) Pipe Slope = 0.0067 Ft/Ft Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.931(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 15.931(CFS) Normal flow depth in pipe = 17.20(In.) Flow top width inside pipe = 21.63(In.) Critical Depth = 17.27(In.) Pipe flow velocity = 6.62(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 16.57 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 8.355(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.355(CFS) Normal flow depth in pipe = 11.32(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 12.36(In.) Pipe flow velocity = 5.73(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 9.774(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.774(CFS) Normal flow depth in pipe = 12.41(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 13.41(In.) Pipe flow velocity = 5.96(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 11.723(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.723(CFS) Normal flow depth in pipe = 13.88(In.) Flow top width inside pipe = 23.71(In.) Critical Depth = 14.76(In.) Pipe flow velocity = 6.22(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 13.443(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.443(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 23.14(In.) Critical Depth = 15.84(In.) Pipe flow velocity = 6.41(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 49.000 to Point 49.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.235(In/Hr) Minimum Q (Qmin=0.9YIA) = 14.864(CFS) Time of concentration = 16.57 min. Rainfall intensity = 1.419(In/Hr) for a 100 year storm Subarea runoff = 1.455(CFS) for 2.100(Ac.) Total runoff = 17.385(CFS) Total area = 14.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 14.3 19.88 0.82 0.07 0.81 8.5 9.6 9.6 10 14.3 18.89 0.94 0.07 0.81 9.8 11.3 11.3 25 14.3 17.73 1.12 0.07 0.81 11.7 13.5 13.5 50 14.3 17.06 1.27 0.07 0.81 13.3 15.5 15.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 49.000 to Point 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 375.22(Ft.) Downstream point elevation = 365.00(Ft.) Pipe Slope = 0.0387 Ft/Ft Pipe length = 264.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.385(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 17.385(CFS) Normal flow depth in pipe = 10.42(In.) Flow top width inside pipe = 23.79(In.) Critical Depth = 18.02(In.) Pipe flow velocity = 13.30(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 16.90 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 9.634(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.634(CFS) Normal flow depth in pipe = 7.58(In.) Flow top width inside pipe = 22.31(In.) Critical Depth = 13.31(In.) Pipe flow velocity = 11.31(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 11.272(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.272(CFS) Normal flow depth in pipe = 8.24(In.) Flow top width inside pipe = 22.79(In.) Critical Depth = 14.46(In.) Pipe flow velocity = 11.82(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 13.524(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.524(CFS) Normal flow depth in pipe = 9.07(In.) Flow top width inside pipe = 23.27(In.) Critical Depth = 15.88(In.) Pipe flow velocity = 12.42(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 15.509(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 15.509(CFS) Normal flow depth in pipe = 9.77(In.) Flow top width inside pipe = 23.58(In.) Critical Depth = 17.04(In.) Pipe flow velocity = 12.89(Ft/s) ----------------------------------------------------------------- End of computations, total study area = 14.300 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/07/13 File: EXF100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “F”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 53.000 to Point 54.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 395.300(Ft.) Bottom (of initial area) elevation = 394.000(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00130 s(%)= 0.13 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.201 min. Rainfall intensity = 1.335(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.956(CFS) Subarea runoff = 2.280(CFS) Total initial stream area = 2.000(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.0 18.20 0.87 0.07 0.81 1.3 1.4 1.4 10 2.0 18.20 0.97 0.07 0.81 1.4 1.6 1.6 25 2.0 18.20 1.10 0.07 0.81 1.6 1.9 1.9 50 2.0 18.20 1.22 0.07 0.81 1.8 2.1 2.1 ----------------------------------------------------------------- End of computations, total study area = 2.000 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 02/28/13 File: EXG100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “G”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 58.000 to Point 59.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 185.000(Ft.) Top (of initial area) elevation = 400.500(Ft.) Bottom (of initial area) elevation = 400.000(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.00270 s(%)= 0.27 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.005 min. Rainfall intensity = 2.277(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 0.334(CFS) Subarea runoff = 0.398(CFS) Total initial stream area = 0.200(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.2 8.01 1.48 0.07 0.81 0.2 0.3 0.3 10 0.2 8.01 1.65 0.07 0.81 0.2 0.3 0.3 25 0.2 8.01 1.88 0.07 0.81 0.3 0.3 0.3 50 0.2 8.01 2.08 0.07 0.81 0.3 0.4 0.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 59.000 to Point 59.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.001(CFS) Time of concentration = 8.01 min. Rainfall intensity = 2.277(In/Hr) for a 100 year storm Subarea runoff = 0.795(CFS) for 0.400(Ac.) Total runoff = 1.193(CFS) Total area = 0.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.6 9.61 1.31 0.07 0.81 0.6 0.7 0.7 10 0.6 9.13 1.52 0.07 0.81 0.7 0.8 0.8 25 0.6 8.57 1.80 0.07 0.81 0.8 0.9 0.9 50 0.6 8.25 2.04 0.07 0.81 0.9 1.1 1.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 59.000 to Point 60.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 400.000(Ft.) End of street segment elevation = 399.000(Ft.) Length of street segment = 482.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 8.000(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 = 1.888(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.372(Ft.), Average velocity = 1.153(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.291(Ft.) Flow velocity = 1.15(Ft/s) Travel time = 6.97 min. TC = 14.97 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.443(CFS) Rainfall intensity = 1.516(In/Hr) for a 100 year storm Subarea runoff = 0.501(CFS) for 0.700(Ac.) Total runoff = 1.693(CFS) Total area = 1.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.3 17.97 0.87 0.07 0.81 0.8 0.9 0.9 10 1.3 17.07 1.01 0.07 0.81 1.0 1.1 1.1 25 1.3 16.02 1.20 0.07 0.81 1.1 1.3 1.3 50 1.3 15.42 1.36 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- Street flow at end of street = 1.693(CFS) Half street flow at end of street = 1.693(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.362(Ft.), Average velocity = 1.124(Ft/s) Flow width (from curb towards crown)= 11.747(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 0.941(CFS) Half street flow at end of street = 0.941(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.309(Ft.), Average velocity = 0.982(Ft/s) ** 10 year storm ** Street flow at end of street = 1.100(CFS) Half street flow at end of street = 1.100(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.322(Ft.), Average velocity = 1.017(Ft/s) ** 25 year storm ** Street flow at end of street = 1.318(CFS) Half street flow at end of street = 1.318(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.338(Ft.), Average velocity = 1.060(Ft/s) ** 50 year storm ** Street flow at end of street = 1.511(CFS) Half street flow at end of street = 1.511(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.351(Ft.), Average velocity = 1.095(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 60.000 to Point 61.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 399.000(Ft.) End of street segment elevation = 397.000(Ft.) Length of street segment = 773.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 8.000(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 = 2.345(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.383(Ft.), Average velocity = 1.321(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.841(Ft.) Flow velocity = 1.32(Ft/s) Travel time = 9.76 min. TC = 24.73 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.843(CFS) Rainfall intensity = 1.094(In/Hr) for a 100 year storm Subarea runoff = 0.429(CFS) for 1.000(Ac.) Total runoff = 2.123(CFS) Total area = 2.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.3 29.67 0.63 0.07 0.81 1.1 1.2 1.2 10 2.3 28.19 0.73 0.07 0.81 1.2 1.4 1.4 25 2.3 26.46 0.86 0.07 0.81 1.4 1.6 1.6 50 2.3 25.47 0.98 0.07 0.81 1.7 1.9 1.9 ----------------------------------------------------------------- Street flow at end of street = 2.123(CFS) Half street flow at end of street = 2.123(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.373(Ft.), Average velocity = 1.290(Ft/s) Flow width (from curb towards crown)= 12.325(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.173(CFS) Half street flow at end of street = 1.173(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.318(Ft.), Average velocity = 1.124(Ft/s) ** 10 year storm ** Street flow at end of street = 1.365(CFS) Half street flow at end of street = 1.365(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.331(Ft.), Average velocity = 1.164(Ft/s) ** 25 year storm ** Street flow at end of street = 1.644(CFS) Half street flow at end of street = 1.644(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.348(Ft.), Average velocity = 1.215(Ft/s) ** 50 year storm ** Street flow at end of street = 1.890(CFS) Half street flow at end of street = 1.890(CFS) WARNING: Travel time greater than 10 minutes. Depth of flow = 0.362(Ft.), Average velocity = 1.255(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 61.000 to Point 61.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.045(CFS) Time of concentration = 24.73 min. Rainfall intensity = 1.094(In/Hr) for a 100 year storm Subarea runoff = 1.384(CFS) for 1.500(Ac.) Total runoff = 3.507(CFS) Total area = 3.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.8 29.67 0.63 0.07 0.81 1.7 1.9 1.9 10 3.8 28.19 0.73 0.07 0.81 2.0 2.3 2.3 25 3.8 26.46 0.86 0.07 0.81 2.4 2.7 2.7 50 3.8 25.47 0.98 0.07 0.81 2.7 3.1 3.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 61.000 to Point 62.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 390.20(Ft.) Downstream point elevation = 387.90(Ft.) Pipe Slope = 0.0048 Ft/Ft Pipe length = 482.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.507(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.507(CFS) Normal flow depth in pipe = 10.02(In.) Flow top width inside pipe = 14.13(In.) Critical Depth = 9.07(In.) Pipe flow velocity = 4.03(Ft/s) Travel time through pipe = 1.99 min. Time of concentration (TC) = 26.72 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.939(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.939(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 14.95(In.) Critical Depth = 6.64(In.) Pipe flow velocity = 3.51(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.255(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.255(CFS) Normal flow depth in pipe = 7.55(In.) Flow top width inside pipe = 15.00(In.) Critical Depth = 7.20(In.) Pipe flow velocity = 3.65(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.716(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.716(CFS) Normal flow depth in pipe = 8.45(In.) Flow top width inside pipe = 14.88(In.) Critical Depth = 7.93(In.) Pipe flow velocity = 3.81(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.123(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.123(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 14.59(In.) Critical Depth = 8.54(In.) Pipe flow velocity = 3.93(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 62.000 to Point 62.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.352(CFS) Time of concentration = 26.72 min. Rainfall intensity = 1.040(In/Hr) for a 100 year storm Subarea runoff = 0.341(CFS) for 0.600(Ac.) Total runoff = 3.848(CFS) Total area = 4.40(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.4 32.07 0.60 0.07 0.81 1.9 2.1 2.1 10 4.4 30.46 0.69 0.07 0.81 2.2 2.5 2.5 25 4.4 28.59 0.82 0.07 0.81 2.6 3.0 3.0 50 4.4 27.52 0.93 0.07 0.81 3.0 3.4 3.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 62.000 to Point 62.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.733(CFS) Time of concentration = 26.72 min. Rainfall intensity = 1.040(In/Hr) for a 100 year storm Subarea runoff = 0.437(CFS) for 0.500(Ac.) Total runoff = 4.285(CFS) Total area = 4.90(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.9 32.07 0.60 0.07 0.81 2.1 2.4 2.4 10 4.9 30.46 0.69 0.07 0.81 2.5 2.8 2.8 25 4.9 28.59 0.82 0.07 0.81 2.9 3.3 3.3 50 4.9 27.52 0.93 0.07 0.81 3.3 3.8 3.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 62.000 to Point 63.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 387.90(Ft.) Downstream point elevation = 387.00(Ft.) Pipe Slope = 0.0062 Ft/Ft Pipe length = 144.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.285(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 4.285(CFS) Normal flow depth in pipe = 10.52(In.) Flow top width inside pipe = 13.73(In.) Critical Depth = 10.07(In.) Pipe flow velocity = 4.66(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 27.24 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.377(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.377(CFS) Normal flow depth in pipe = 7.20(In.) Flow top width inside pipe = 14.99(In.) Critical Depth = 7.39(In.) Pipe flow velocity = 4.09(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.750(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.750(CFS) Normal flow depth in pipe = 7.84(In.) Flow top width inside pipe = 14.98(In.) Critical Depth = 7.98(In.) Pipe flow velocity = 4.24(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.315(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.315(CFS) Normal flow depth in pipe = 8.80(In.) Flow top width inside pipe = 14.77(In.) Critical Depth = 8.80(In.) Pipe flow velocity = 4.43(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.814(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.814(CFS) Normal flow depth in pipe = 9.67(In.) Flow top width inside pipe = 14.36(In.) Critical Depth = 9.48(In.) Pipe flow velocity = 4.56(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 63.000 to Point 63.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.837(CFS) Time of concentration = 27.24 min. Rainfall intensity = 1.027(In/Hr) for a 100 year storm Subarea runoff = 0.116(CFS) for 0.200(Ac.) Total runoff = 4.401(CFS) Total area = 5.10(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.1 32.68 0.59 0.07 0.81 2.2 2.4 2.4 10 5.1 31.05 0.68 0.07 0.81 2.5 2.8 2.8 25 5.1 29.14 0.81 0.07 0.81 3.0 3.4 3.4 50 5.1 28.05 0.92 0.07 0.81 3.4 3.9 3.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 63.000 to Point 64.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 387.00(Ft.) Downstream point elevation = 385.20(Ft.) Pipe Slope = 0.0030 Ft/Ft Pipe length = 606.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.401(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.401(CFS) Normal flow depth in pipe = 11.84(In.) Flow top width inside pipe = 17.08(In.) Critical Depth = 9.66(In.) Pipe flow velocity = 3.57(Ft/s) Travel time through pipe = 2.83 min. Time of concentration (TC) = 30.06 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.443(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.443(CFS) Normal flow depth in pipe = 8.21(In.) Flow top width inside pipe = 17.93(In.) Critical Depth = 7.10(In.) Pipe flow velocity = 3.11(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.824(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.824(CFS) Normal flow depth in pipe = 8.93(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 7.65(In.) Pipe flow velocity = 3.23(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.404(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.404(CFS) Normal flow depth in pipe = 10.00(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 8.44(In.) Pipe flow velocity = 3.38(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.917(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.917(CFS) Normal flow depth in pipe = 10.93(In.) Flow top width inside pipe = 17.58(In.) Critical Depth = 9.08(In.) Pipe flow velocity = 3.49(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 64.000 to Point 64.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.222(CFS) Time of concentration = 30.06 min. Rainfall intensity = 0.964(In/Hr) for a 100 year storm Subarea runoff = 1.559(CFS) for 2.300(Ac.) Total runoff = 5.961(CFS) Total area = 7.40(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.4 36.08 0.55 0.07 0.81 3.0 3.3 3.3 10 7.4 34.27 0.64 0.07 0.81 3.5 3.8 3.8 25 7.4 32.17 0.76 0.07 0.81 4.1 4.6 4.6 50 7.4 30.97 0.86 0.07 0.81 4.7 5.3 5.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 64.000 to Point 64.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.492(CFS) Time of concentration = 30.06 min. Rainfall intensity = 0.964(In/Hr) for a 100 year storm Subarea runoff = 1.450(CFS) for 1.800(Ac.) Total runoff = 7.410(CFS) Total area = 9.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.2 36.08 0.55 0.07 0.81 3.7 4.1 4.1 10 9.2 34.27 0.64 0.07 0.81 4.3 4.8 4.8 25 9.2 32.17 0.76 0.07 0.81 5.1 5.7 5.7 50 9.2 30.97 0.86 0.07 0.81 5.8 6.6 6.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 64.000 to Point 65.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 385.20(Ft.) Downstream point elevation = 384.10(Ft.) Pipe Slope = 0.0021 Ft/Ft Pipe length = 535.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.410(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 7.410(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 14.98(In.) Critical Depth = 12.09(In.) Pipe flow velocity = 3.40(Ft/s) Travel time through pipe = 2.62 min. Time of concentration (TC) = 32.69 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.134(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.134(CFS) Normal flow depth in pipe = 11.43(In.) Flow top width inside pipe = 20.92(In.) Critical Depth = 8.91(In.) Pipe flow velocity = 3.09(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.778(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.778(CFS) Normal flow depth in pipe = 12.52(In.) Flow top width inside pipe = 20.61(In.) Critical Depth = 9.61(In.) Pipe flow velocity = 3.20(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.724(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.724(CFS) Normal flow depth in pipe = 14.16(In.) Flow top width inside pipe = 19.69(In.) Critical Depth = 10.57(In.) Pipe flow velocity = 3.32(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.591(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 6.591(CFS) Normal flow depth in pipe = 15.84(In.) Flow top width inside pipe = 18.08(In.) Critical Depth = 11.37(In.) Pipe flow velocity = 3.39(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 65.000 to Point 65.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 10.425(CFS) Time of concentration = 32.69 min. Rainfall intensity = 0.913(In/Hr) for a 100 year storm Subarea runoff = 4.439(CFS) for 6.400(Ac.) Total runoff = 11.849(CFS) Total area = 15.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 15.6 39.23 0.53 0.07 0.81 6.0 6.6 6.6 10 15.6 37.26 0.61 0.07 0.81 6.9 7.7 7.7 25 15.6 34.98 0.72 0.07 0.81 8.2 9.1 9.1 50 15.6 33.67 0.82 0.07 0.81 9.3 10.5 10.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 65.000 to Point 65.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 10.759(CFS) Time of concentration = 32.69 min. Rainfall intensity = 0.913(In/Hr) for a 100 year storm Subarea runoff = 0.380(CFS) for 0.500(Ac.) Total runoff = 12.229(CFS) Total area = 16.10(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 16.1 39.23 0.53 0.07 0.81 6.2 6.9 6.9 10 16.1 37.26 0.61 0.07 0.81 7.1 7.9 7.9 25 16.1 34.98 0.72 0.07 0.81 8.5 9.4 9.4 50 16.1 33.67 0.82 0.07 0.81 9.6 10.9 10.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 65.000 to Point 65.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 27.00(In.) Upstream point elevation = 384.10(Ft.) Downstream point elevation = 384.00(Ft.) Pipe Slope = 0.0020 Ft/Ft Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.229(CFS) Given pipe size = 27.00(In.) Calculated individual pipe flow = 12.229(CFS) Normal flow depth in pipe = 19.71(In.) Flow top width inside pipe = 23.97(In.) Critical Depth = 14.53(In.) Pipe flow velocity = 3.93(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 32.90 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 6.851(CFS) Given pipe size = 27.00(In.) Calculated individual pipe flow = 6.851(CFS) Normal flow depth in pipe = 13.42(In.) Flow top width inside pipe = 27.00(In.) Critical Depth = 10.74(In.) Pipe flow velocity = 3.47(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 7.919(CFS) Given pipe size = 27.00(In.) Calculated individual pipe flow = 7.919(CFS) Normal flow depth in pipe = 14.63(In.) Flow top width inside pipe = 26.91(In.) Critical Depth = 11.58(In.) Pipe flow velocity = 3.60(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 9.434(CFS) Given pipe size = 27.00(In.) Calculated individual pipe flow = 9.434(CFS) Normal flow depth in pipe = 16.34(In.) Flow top width inside pipe = 26.40(In.) Critical Depth = 12.70(In.) Pipe flow velocity = 3.75(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 10.871(CFS) Given pipe size = 27.00(In.) Calculated individual pipe flow = 10.871(CFS) Normal flow depth in pipe = 18.02(In.) Flow top width inside pipe = 25.44(In.) Critical Depth = 13.69(In.) Pipe flow velocity = 3.86(Ft/s) ----------------------------------------------------------------- End of computations, total study area = 16.100 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 05/16/13 File: EXH100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “H”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 58.000 to Point 67.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 413.000(Ft.) Top (of initial area) elevation = 401.000(Ft.) Bottom (of initial area) elevation = 400.400(Ft.) Difference in elevation = 0.600(Ft.) Slope = 0.00145 s(%)= 0.15 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.497 min. Rainfall intensity = 1.705(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 4.494(CFS) Subarea runoff = 5.301(CFS) Total initial stream area = 3.600(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.6 12.50 1.10 0.07 0.81 2.9 3.4 3.4 10 3.6 12.50 1.24 0.07 0.81 3.2 3.8 3.8 25 3.6 12.50 1.40 0.07 0.81 3.7 4.3 4.3 50 3.6 12.50 1.56 0.07 0.81 4.1 4.8 4.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 67.000 to Point 67.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 400.400(Ft.) End of street segment elevation = 398.700(Ft.) Length of street segment = 238.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [2] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 5.964(CFS) Depth of flow = 0.473(Ft.), Average velocity = 3.613(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.306(Ft.) Flow velocity = 3.61(Ft/s) Travel time = 1.10 min. TC = 13.60 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.319(CFS) Rainfall intensity = 1.614(In/Hr) for a 100 year storm Subarea runoff = 0.958(CFS) for 0.900(Ac.) Total runoff = 6.259(CFS) Total area = 4.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.5 16.31 0.93 0.07 0.81 3.0 3.5 3.5 10 4.5 15.50 1.07 0.07 0.81 3.5 4.1 4.1 25 4.5 14.55 1.27 0.07 0.81 4.2 4.9 4.9 50 4.5 14.00 1.45 0.07 0.81 4.8 5.6 5.6 ----------------------------------------------------------------- Street flow at end of street = 6.259(CFS) Half street flow at end of street = 3.129(CFS) Depth of flow = 0.485(Ft.), Average velocity = 3.669(Ft/s) Flow width (from curb towards crown)= 2.318(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 3.485(CFS) Half street flow at end of street = 1.743(CFS) Depth of flow = 0.361(Ft.), Average velocity = 3.029(Ft/s) ** 10 year storm ** Street flow at end of street = 4.072(CFS) Half street flow at end of street = 2.036(CFS) Depth of flow = 0.390(Ft.), Average velocity = 3.190(Ft/s) ** 25 year storm ** Street flow at end of street = 4.877(CFS) Half street flow at end of street = 2.439(CFS) Depth of flow = 0.427(Ft.), Average velocity = 3.386(Ft/s) ** 50 year storm ** Street flow at end of street = 5.588(CFS) Half street flow at end of street = 2.794(CFS) Depth of flow = 0.457(Ft.), Average velocity = 3.538(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 67.100 to Point 68.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 393.99(Ft.) Downstream point elevation = 393.40(Ft.) Pipe Slope = 0.0064 Ft/Ft Pipe length = 92.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.259(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.259(CFS) Normal flow depth in pipe = 11.57(In.) Flow top width inside pipe = 17.25(In.) Critical Depth = 11.60(In.) Pipe flow velocity = 5.22(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 13.89 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.485(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.485(CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe = 17.90(In.) Critical Depth = 8.54(In.) Pipe flow velocity = 4.54(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.072(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.072(CFS) Normal flow depth in pipe = 8.83(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 9.27(In.) Pipe flow velocity = 4.72(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.877(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.877(CFS) Normal flow depth in pipe = 9.84(In.) Flow top width inside pipe = 17.92(In.) Critical Depth = 10.20(In.) Pipe flow velocity = 4.94(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 5.588(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.588(CFS) Normal flow depth in pipe = 10.72(In.) Flow top width inside pipe = 17.67(In.) Critical Depth = 10.94(In.) Pipe flow velocity = 5.09(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 68.100 to Point 68.100 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.945(CFS) Time of concentration = 13.89 min. Rainfall intensity = 1.592(In/Hr) for a 100 year storm Subarea runoff = 0.732(CFS) for 0.600(Ac.) Total runoff = 6.991(CFS) Total area = 5.10(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.1 16.67 0.92 0.07 0.81 3.4 3.9 3.9 10 5.1 15.83 1.06 0.07 0.81 3.9 4.5 4.5 25 5.1 14.86 1.26 0.07 0.81 4.7 5.4 5.4 50 5.1 14.31 1.43 0.07 0.81 5.3 6.2 6.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 68.100 to Point 68.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 398.000(Ft.) End of street segment elevation = 393.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.608(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.480(Ft.), Average velocity = 2.344(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.662(Ft.) Flow velocity = 2.34(Ft/s) Travel time = 6.40 min. TC = 20.29 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.467(CFS) The area added to the existing stream causes a a lower flow rate of Q = 6.348(CFS) therefore the upstream flow rate of Q = 6.991(CFS) is being used Rainfall intensity = 1.244(In/Hr) for a 100 year storm Subarea runoff = 0.000(CFS) for 0.900(Ac.) Total runoff = 6.991(CFS) Total area = 6.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.0 24.35 0.72 0.07 0.81 3.1 3.5 3.9 10 6.0 23.13 0.83 0.07 0.81 3.6 4.1 4.5 25 6.0 21.71 0.98 0.07 0.81 4.3 4.9 5.4 50 6.0 20.90 1.12 0.07 0.81 4.9 5.7 6.2 ----------------------------------------------------------------- Street flow at end of street = 6.991(CFS) Half street flow at end of street = 6.991(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.468(Ft.), Average velocity = 2.296(Ft/s) Flow width (from curb towards crown)= 17.083(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 3.891(CFS) Half street flow at end of street = 3.891(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.397(Ft.), Average velocity = 1.993(Ft/s) ** 10 year storm ** Street flow at end of street = 4.546(CFS) Half street flow at end of street = 4.546(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.414(Ft.), Average velocity = 2.069(Ft/s) ** 25 year storm ** Street flow at end of street = 5.447(CFS) Half street flow at end of street = 5.447(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.436(Ft.), Average velocity = 2.161(Ft/s) ** 50 year storm ** Street flow at end of street = 6.241(CFS) Half street flow at end of street = 6.241(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.453(Ft.), Average velocity = 2.234(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 68.000 to Point 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 389.00(Ft.) Downstream point elevation = 388.00(Ft.) Pipe Slope = 0.0100 Ft/Ft Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.991(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.991(CFS) Normal flow depth in pipe = 10.73(In.) Flow top width inside pipe = 17.66(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 20.55 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.891(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.891(CFS) Normal flow depth in pipe = 7.58(In.) Flow top width inside pipe = 17.78(In.) Critical Depth = 9.04(In.) Pipe flow velocity = 5.50(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.546(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.546(CFS) Normal flow depth in pipe = 8.28(In.) Flow top width inside pipe = 17.94(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 5.73(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.447(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.447(CFS) Normal flow depth in pipe = 9.20(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 10.79(In.) Pipe flow velocity = 6.00(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.241(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.241(CFS) Normal flow depth in pipe = 9.98(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 11.59(In.) Pipe flow velocity = 6.20(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 69.000 to Point 69.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.000(Ac.) Runoff from this stream = 6.991(CFS) Time of concentration = 20.55 min. Rainfall intensity = 1.234(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 70.000 to Point 69.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 398.000(Ft.) Bottom (of initial area) elevation = 393.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00556 s(%)= 0.56 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.050 min. Rainfall intensity = 1.658(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.457(CFS) Subarea runoff = 1.716(CFS) Total initial stream area = 1.200(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.2 13.05 1.07 0.07 0.81 0.9 1.1 1.1 10 1.2 13.05 1.20 0.07 0.81 1.1 1.2 1.2 25 1.2 13.05 1.37 0.07 0.81 1.2 1.4 1.4 50 1.2 13.05 1.52 0.07 0.81 1.3 1.6 1.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 69.000 to Point 69.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.200(Ac.) Runoff from this stream = 1.716(CFS) Time of concentration = 13.05 min. Rainfall intensity = 1.658(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 6.991 20.55 0.069 0.814 1.234 2 1.716 13.05 0.069 0.814 1.658 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 6.991) + 0.733 * 1.000 * 1.000 * 1.000 * 1.716) + = 8.250 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.818 * 6.991) + 1.000 * 1.000 * 1.000 * 1.000 * 1.716) + = 7.431 Total of 2 streams to confluence: Flow rates before confluence point: 6.991 1.716 Maximum flow rates at confluence using above data: 8.250 7.431 Area of stream before confluence: 6.000 1.200 Effective area values after confluence: 7.200 4.797 Results of confluence: Total flow rate = 8.250(CFS) Time of concentration = 20.551 min. Effective stream area after confluence = 7.200(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 7.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.2 24.66 0.71 0.07 0.81 3.7 4.2 4.2 10 7.2 23.43 0.82 0.07 0.81 4.3 4.9 4.9 25 7.2 21.99 0.97 0.07 0.81 5.1 5.9 5.9 50 7.2 21.17 1.11 0.07 0.81 5.8 6.7 6.7 ----------------------------------------------------------------- End of computations, total study area = 7.200 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 06/03/13 File: EXI100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “I”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 72.100 to Point 72.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 836.000(Ft.) Top (of initial area) elevation = 398.000(Ft.) Bottom (of initial area) elevation = 396.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00239 s(%)= 0.24 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.997 min. Rainfall intensity = 1.514(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 0.887(CFS) Subarea runoff = 1.041(CFS) Total initial stream area = 0.800(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.8 15.00 0.98 0.07 0.81 0.6 0.7 0.7 10 0.8 15.00 1.10 0.07 0.81 0.6 0.7 0.7 25 0.8 15.00 1.25 0.07 0.81 0.7 0.8 0.8 50 0.8 15.00 1.39 0.07 0.81 0.8 0.9 0.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 72.000 to Point 73.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 396.000(Ft.) End of street segment elevation = 392.000(Ft.) Length of street segment = 1345.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 2.342(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.524(Ft.), Average velocity = 2.479(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.01(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.357(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 9.04 min. TC = 24.04 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.285(CFS) Rainfall intensity = 1.114(In/Hr) for a 100 year storm Subarea runoff = 1.594(CFS) for 2.000(Ac.) Total runoff = 2.635(CFS) Total area = 2.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.8 28.85 0.64 0.07 0.81 1.3 1.5 1.5 10 2.8 27.40 0.74 0.07 0.81 1.5 1.7 1.7 25 2.8 25.72 0.88 0.07 0.81 1.8 2.0 2.0 50 2.8 24.76 1.00 0.07 0.81 2.0 2.3 2.3 ----------------------------------------------------------------- Street flow at end of street = 2.635(CFS) Half street flow at end of street = 2.635(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.557(Ft.), Average velocity = 2.571(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.03(Ft.) Flow width (from curb towards crown)= 2.391(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.455(CFS) Half street flow at end of street = 1.455(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.410(Ft.), Average velocity = 2.129(Ft/s) ** 10 year storm ** Street flow at end of street = 1.696(CFS) Half street flow at end of street = 1.696(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.443(Ft.), Average velocity = 2.238(Ft/s) ** 25 year storm ** Street flow at end of street = 2.042(CFS) Half street flow at end of street = 2.042(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.487(Ft.), Average velocity = 2.375(Ft/s) ** 50 year storm ** Street flow at end of street = 2.347(CFS) Half street flow at end of street = 2.347(CFS) Depth of flow = 0.524(Ft.), Average velocity = 2.481(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 73.000 to Point 74.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 385.53(Ft.) Downstream point elevation = 385.30(Ft.) Pipe Slope = 0.0023 Ft/Ft Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.635(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.635(CFS) Normal flow depth in pipe = 10.63(In.) Flow top width inside pipe = 13.63(In.) Critical Depth = 7.82(In.) Pipe flow velocity = 2.83(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 24.63 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.455(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.455(CFS) Normal flow depth in pipe = 7.23(In.) Flow top width inside pipe = 14.99(In.) Critical Depth = 5.72(In.) Pipe flow velocity = 2.48(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.696(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.696(CFS) Normal flow depth in pipe = 7.92(In.) Flow top width inside pipe = 14.98(In.) Critical Depth = 6.20(In.) Pipe flow velocity = 2.58(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.042(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.042(CFS) Normal flow depth in pipe = 8.88(In.) Flow top width inside pipe = 14.74(In.) Critical Depth = 6.83(In.) Pipe flow velocity = 2.70(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 2.347(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.347(CFS) Normal flow depth in pipe = 9.76(In.) Flow top width inside pipe = 14.30(In.) Critical Depth = 7.35(In.) Pipe flow velocity = 2.78(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.000 to Point 74.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.800(Ac.) Runoff from this stream = 2.635(CFS) Time of concentration = 24.63 min. Rainfall intensity = 1.097(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 71.000 to Point 74.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 396.000(Ft.) Bottom (of initial area) elevation = 392.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00444 s(%)= 0.44 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.646 min. Rainfall intensity = 1.610(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 2.948(CFS) Subarea runoff = 3.468(CFS) Total initial stream area = 2.500(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.5 13.65 1.04 0.07 0.81 1.9 2.2 2.2 10 2.5 13.65 1.17 0.07 0.81 2.1 2.5 2.5 25 2.5 13.65 1.33 0.07 0.81 2.4 2.8 2.8 50 2.5 13.65 1.47 0.07 0.81 2.7 3.2 3.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.000 to Point 74.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 3.468(CFS) Time of concentration = 13.65 min. Rainfall intensity = 1.610(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 2.635 24.63 0.069 0.814 1.097 2 3.468 13.65 0.069 0.814 1.610 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 2.635) + 0.667 * 1.000 * 1.000 * 1.000 * 3.468) + = 4.949 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.777 * 2.635) + 1.000 * 1.000 * 1.000 * 1.000 * 3.468) + = 5.516 Total of 2 streams to confluence: Flow rates before confluence point: 2.635 3.468 Maximum flow rates at confluence using above data: 4.949 5.516 Area of stream before confluence: 2.800 2.500 Effective area values after confluence: 5.300 3.952 Results of confluence: Total flow rate = 5.516(CFS) Time of concentration = 13.646 min. Effective stream area after confluence = 3.952(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 5.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.0 16.38 0.93 0.07 0.81 2.7 3.1 3.1 10 4.0 15.56 1.07 0.07 0.81 3.1 3.6 3.6 25 4.0 14.60 1.27 0.07 0.81 3.7 4.3 4.3 50 4.0 14.06 1.44 0.07 0.81 4.2 4.9 4.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.000 to Point 74.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 385.50(Ft.) Downstream point elevation = 384.78(Ft.) Pipe Slope = 0.0015 Ft/Ft Pipe length = 469.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.516(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 5.516(CFS) Normal flow depth in pipe = 9.79(In.) Flow top width inside pipe = 41.60(In.) Critical depth could not be calculated. Pipe flow velocity = 2.81(Ft/s) Travel time through pipe = 2.78 min. Time of concentration (TC) = 16.43 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.053(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 3.053(CFS) Normal flow depth in pipe = 7.34(In.) Flow top width inside pipe = 37.00(In.) Critical Depth = 5.82(In.) Pipe flow velocity = 2.36(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.566(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 3.566(CFS) Normal flow depth in pipe = 7.91(In.) Flow top width inside pipe = 38.19(In.) Critical depth could not be calculated. Pipe flow velocity = 2.47(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.272(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 4.272(CFS) Normal flow depth in pipe = 8.64(In.) Flow top width inside pipe = 39.59(In.) Critical depth could not be calculated. Pipe flow velocity = 2.60(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.894(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 4.894(CFS) Normal flow depth in pipe = 9.22(In.) Flow top width inside pipe = 40.64(In.) Critical depth could not be calculated. Pipe flow velocity = 2.71(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.100 to Point 74.100 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ APARTMENT subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.200 Loss rate, Fm = 0.137(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.8000; Subarea Yield Fraction(Y) = 0.727 Area Averaged (Ai) = 0.8148; Average Yield Fraction(Y) = 0.740 Area averaged Fm = 0.127(In/Hr), Area Averaged Fp = 0.649(In/Hr) Minimum Q (Qmin=0.9YIA) = 25.336(CFS) Time of concentration = 16.43 min. Rainfall intensity = 1.427(In/Hr) for a 100 year storm Subarea runoff = 25.669(CFS) for 22.700(Ac.) Total runoff = 31.185(CFS) Total area = 26.65(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 26.7 19.71 0.82 0.13 0.73 14.5 16.7 16.7 10 26.7 18.73 0.95 0.13 0.73 16.7 19.7 19.7 25 26.7 17.58 1.13 0.13 0.74 19.8 23.9 23.9 50 26.7 16.92 1.28 0.13 0.74 22.7 27.7 27.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.100 to Point 74.100 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 26.652(Ac.) Runoff from this stream = 31.185(CFS) Time of concentration = 16.43 min. Rainfall intensity = 1.427(In/Hr) Area averaged loss rate (Fm) = 0.1270(In/Hr) Area averaged yield fraction Y = 0.7401 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1852 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 75.100 to Point 75.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 836.000(Ft.) Top (of initial area) elevation = 398.000(Ft.) Bottom (of initial area) elevation = 396.700(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00156 s(%)= 0.16 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.346 min. Rainfall intensity = 1.432(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.153(CFS) Subarea runoff = 1.350(CFS) Total initial stream area = 1.100(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.1 16.35 0.93 0.07 0.81 0.7 0.9 0.9 10 1.1 16.35 1.04 0.07 0.81 0.8 1.0 1.0 25 1.1 16.35 1.18 0.07 0.81 0.9 1.1 1.1 50 1.1 16.35 1.31 0.07 0.81 1.1 1.2 1.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 75.000 to Point 76.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 396.700(Ft.) End of street segment elevation = 396.000(Ft.) Length of street segment = 352.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(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 = 1.718(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.365(Ft.), Average velocity = 1.110(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.922(Ft.) Flow velocity = 1.11(Ft/s) Travel time = 5.29 min. TC = 21.63 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.486(CFS) Rainfall intensity = 1.193(In/Hr) for a 100 year storm Subarea runoff = 0.371(CFS) for 0.600(Ac.) Total runoff = 1.721(CFS) Total area = 1.70(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.7 25.96 0.69 0.07 0.81 0.9 0.9 0.9 10 1.7 24.66 0.79 0.07 0.81 1.0 1.1 1.1 25 1.7 23.15 0.94 0.07 0.81 1.2 1.3 1.3 50 1.7 22.28 1.07 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- Street flow at end of street = 1.721(CFS) Half street flow at end of street = 1.721(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.365(Ft.), Average velocity = 1.110(Ft/s) Flow width (from curb towards crown)= 11.931(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 0.946(CFS) Half street flow at end of street = 0.946(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.311(Ft.), Average velocity = 0.967(Ft/s) ** 10 year storm ** Street flow at end of street = 1.110(CFS) Half street flow at end of street = 1.110(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.325(Ft.), Average velocity = 1.003(Ft/s) ** 25 year storm ** Street flow at end of street = 1.335(CFS) Half street flow at end of street = 1.335(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.341(Ft.), Average velocity = 1.046(Ft/s) ** 50 year storm ** Street flow at end of street = 1.533(CFS) Half street flow at end of street = 1.533(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.354(Ft.), Average velocity = 1.081(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 76.000 to Point 76.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 390.96(Ft.) Downstream point elevation = 390.62(Ft.) Pipe Slope = 0.0020 Ft/Ft Pipe length = 171.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.721(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.721(CFS) Normal flow depth in pipe = 7.55(In.) Flow top width inside pipe = 17.76(In.) Critical Depth = 5.92(In.) Pipe flow velocity = 2.45(Ft/s) Travel time through pipe = 1.16 min. Time of concentration (TC) = 22.80 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 0.946(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.946(CFS) Normal flow depth in pipe = 5.49(In.) Flow top width inside pipe = 16.57(In.) Critical Depth = 4.35(In.) Pipe flow velocity = 2.08(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.110(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.110(CFS) Normal flow depth in pipe = 5.96(In.) Flow top width inside pipe = 16.95(In.) Critical Depth = 4.71(In.) Pipe flow velocity = 2.17(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.335(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.335(CFS) Normal flow depth in pipe = 6.57(In.) Flow top width inside pipe = 17.33(In.) Critical Depth = 5.19(In.) Pipe flow velocity = 2.28(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.533(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.533(CFS) Normal flow depth in pipe = 7.09(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 5.57(In.) Pipe flow velocity = 2.37(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 76.100 to Point 74.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 390.62(Ft.) Downstream point elevation = 384.78(Ft.) Pipe Slope = 0.0038 Ft/Ft Pipe length = 1544.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.721(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 1.721(CFS) Normal flow depth in pipe = 5.70(In.) Flow top width inside pipe = 20.43(In.) Critical Depth = 5.44(In.) Pipe flow velocity = 3.01(Ft/s) Travel time through pipe = 8.54 min. Time of concentration (TC) = 31.34 min. WARNING: Travel time greater than 5 min. with TC less than 60 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 0.946(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 0.946(CFS) Normal flow depth in pipe = 4.24(In.) Flow top width inside pipe = 18.31(In.) Critical depth could not be calculated. Pipe flow velocity = 2.53(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.110(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 1.110(CFS) Normal flow depth in pipe = 4.58(In.) Flow top width inside pipe = 18.87(In.) Critical depth could not be calculated. Pipe flow velocity = 2.65(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.335(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 1.335(CFS) Normal flow depth in pipe = 5.02(In.) Flow top width inside pipe = 19.52(In.) Critical depth could not be calculated. Pipe flow velocity = 2.80(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.533(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 1.533(CFS) Normal flow depth in pipe = 5.38(In.) Flow top width inside pipe = 20.02(In.) Critical Depth = 5.14(In.) Pipe flow velocity = 2.91(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.100 to Point 74.100 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.700(Ac.) Runoff from this stream = 1.721(CFS) Time of concentration = 31.34 min. Rainfall intensity = 0.938(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 31.185 16.43 0.127 0.740 1.427 2 1.721 31.34 0.069 0.814 0.938 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 31.185) + 1.000 * 1.000 * 1.000 * 0.762 * 1.721) + = 32.497 Qmax(2) = 0.624 * 1.000 * 1.000 * 1.000 * 31.185) + 1.000 * 1.000 * 1.000 * 1.000 * 1.721) + = 21.171 Total of 2 streams to confluence: Flow rates before confluence point: 31.185 1.721 Maximum flow rates at confluence using above data: 32.497 21.171 Area of stream before confluence: 26.652 1.700 Effective area values after confluence: 27.481 28.352 Results of confluence: Total flow rate = 32.497(CFS) Time of concentration = 16.429 min. Effective stream area after confluence = 27.481(Ac.) Study area average Pervious fraction(Ap) = 0.180 Study area average soil loss rate(Fm) = 0.124(In/Hr) Study area average yield Y = 0.745(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 28.35(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 27.5 19.71 0.82 0.12 0.74 15.0 17.3 17.3 10 27.5 18.73 0.95 0.12 0.74 17.3 20.4 20.4 25 27.5 17.58 1.13 0.12 0.74 20.6 24.8 24.8 50 27.5 16.92 1.28 0.12 0.74 23.5 28.6 28.6 ----------------------------------------------------------------- End of computations, total study area = 29.700 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 06/03/13 File: EXJ100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “J”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 77.000 to Point 78.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 746.000(Ft.) Top (of initial area) elevation = 400.000(Ft.) Bottom (of initial area) elevation = 395.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00670 s(%)= 0.67 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.661 min. Rainfall intensity = 1.783(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.437(CFS) Subarea runoff = 1.698(CFS) Total initial stream area = 1.100(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.1 11.66 1.16 0.07 0.81 0.9 1.1 1.1 10 1.1 11.66 1.29 0.07 0.81 1.0 1.2 1.2 25 1.1 11.66 1.47 0.07 0.81 1.2 1.4 1.4 50 1.1 11.66 1.63 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 78.000 to Point 79.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 391.70(Ft.) Downstream point elevation = 391.20(Ft.) Pipe Slope = 0.0049 Ft/Ft Pipe length = 103.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.698(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.698(CFS) Normal flow depth in pipe = 5.89(In.) Flow top width inside pipe = 16.89(In.) Critical Depth = 5.88(In.) Pipe flow velocity = 3.37(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 12.17 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.076(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.076(CFS) Normal flow depth in pipe = 4.66(In.) Flow top width inside pipe = 15.77(In.) Critical Depth = 4.64(In.) Pipe flow velocity = 2.96(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.211(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.211(CFS) Normal flow depth in pipe = 4.95(In.) Flow top width inside pipe = 16.08(In.) Critical Depth = 4.94(In.) Pipe flow velocity = 3.06(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.387(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.387(CFS) Normal flow depth in pipe = 5.31(In.) Flow top width inside pipe = 16.42(In.) Critical Depth = 5.29(In.) Pipe flow velocity = 3.18(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.547(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.547(CFS) Normal flow depth in pipe = 5.62(In.) Flow top width inside pipe = 16.68(In.) Critical Depth = 5.60(In.) Pipe flow velocity = 3.28(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 79.000 to Point 79.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.446(CFS) Time of concentration = 12.17 min. Rainfall intensity = 1.735(In/Hr) for a 100 year storm Subarea runoff = 3.550(CFS) for 2.400(Ac.) Total runoff = 5.248(CFS) Total area = 3.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.5 14.60 1.00 0.07 0.81 2.5 2.9 2.9 10 3.5 13.87 1.15 0.07 0.81 2.9 3.4 3.4 25 3.5 13.02 1.37 0.07 0.81 3.5 4.1 4.1 50 3.5 12.54 1.56 0.07 0.81 4.0 4.7 4.7 ----------------------------------------------------------------- End of computations, total study area = 3.500 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 06/03/13 File: EXK100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR EXISTING CONDITION (AREA “K”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 80.000 to Point 81.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 671.000(Ft.) Top (of initial area) elevation = 403.800(Ft.) Bottom (of initial area) elevation = 400.700(Ft.) Difference in elevation = 3.100(Ft.) Slope = 0.00462 s(%)= 0.46 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.040 min. Rainfall intensity = 1.747(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.535(CFS) Subarea runoff = 1.812(CFS) Total initial stream area = 1.200(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.2 12.04 1.13 0.07 0.81 1.0 1.1 1.1 10 1.2 12.04 1.27 0.07 0.81 1.1 1.3 1.3 25 1.2 12.04 1.44 0.07 0.81 1.3 1.5 1.5 50 1.2 12.04 1.60 0.07 0.81 1.4 1.7 1.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 81.000 to Point 82.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 394.60(Ft.) Downstream point elevation = 392.30(Ft.) Pipe Slope = 0.0034 Ft/Ft Pipe length = 673.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.812(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.812(CFS) Normal flow depth in pipe = 8.66(In.) Flow top width inside pipe = 10.76(In.) Critical Depth = 6.87(In.) Pipe flow velocity = 2.99(Ft/s) Travel time through pipe = 3.75 min. Time of concentration (TC) = 15.79 min. WARNING: Travel time greater than 3 min. with TC less than 30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.148(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.148(CFS) Normal flow depth in pipe = 6.36(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 5.41(In.) Pipe flow velocity = 2.72(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.293(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.293(CFS) Normal flow depth in pipe = 6.84(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 5.77(In.) Pipe flow velocity = 2.79(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.480(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.480(CFS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 11.63(In.) Critical Depth = 6.19(In.) Pipe flow velocity = 2.88(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.651(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.651(CFS) Normal flow depth in pipe = 8.06(In.) Flow top width inside pipe = 11.27(In.) Critical Depth = 6.55(In.) Pipe flow velocity = 2.94(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 82.000 to Point 82.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.359(CFS) Time of concentration = 15.79 min. Rainfall intensity = 1.464(In/Hr) for a 100 year storm Subarea runoff = 0.951(CFS) for 1.000(Ac.) Total runoff = 2.763(CFS) Total area = 2.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.2 18.95 0.84 0.07 0.81 1.4 1.5 1.5 10 2.2 18.01 0.97 0.07 0.81 1.6 1.8 1.8 25 2.2 16.90 1.15 0.07 0.81 1.9 2.2 2.2 50 2.2 16.27 1.31 0.07 0.81 2.1 2.5 2.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 82.000 to Point 83.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 392.30(Ft.) Downstream point elevation = 391.00(Ft.) Pipe Slope = 0.0038 Ft/Ft Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.763(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.763(CFS) Normal flow depth in pipe = 9.18(In.) Flow top width inside pipe = 14.62(In.) Critical Depth = 8.00(In.) Pipe flow velocity = 3.51(Ft/s) Travel time through pipe = 1.61 min. Time of concentration (TC) = 17.41 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.533(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.533(CFS) Normal flow depth in pipe = 6.45(In.) Flow top width inside pipe = 14.85(In.) Critical Depth = 5.88(In.) Pipe flow velocity = 3.04(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.793(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.793(CFS) Normal flow depth in pipe = 7.04(In.) Flow top width inside pipe = 14.97(In.) Critical Depth = 6.39(In.) Pipe flow velocity = 3.17(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.150(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.150(CFS) Normal flow depth in pipe = 7.84(In.) Flow top width inside pipe = 14.98(In.) Critical Depth = 7.02(In.) Pipe flow velocity = 3.32(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 2.465(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.465(CFS) Normal flow depth in pipe = 8.52(In.) Flow top width inside pipe = 14.86(In.) Critical Depth = 7.54(In.) Pipe flow velocity = 3.42(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 83.000 to Point 83.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.422(CFS) Time of concentration = 17.41 min. Rainfall intensity = 1.374(In/Hr) for a 100 year storm Subarea runoff = 1.233(CFS) for 1.200(Ac.) Total runoff = 3.996(CFS) Total area = 3.40(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.4 20.89 0.79 0.07 0.81 2.0 2.2 2.2 10 3.4 19.84 0.91 0.07 0.81 2.3 2.6 2.6 25 3.4 18.63 1.08 0.07 0.81 2.7 3.1 3.1 50 3.4 17.93 1.23 0.07 0.81 3.1 3.6 3.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 83.000 to Point 84.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 391.00(Ft.) Downstream point elevation = 390.40(Ft.) Pipe Slope = 0.0051 Ft/Ft Pipe length = 117.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.996(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.996(CFS) Normal flow depth in pipe = 10.76(In.) Flow top width inside pipe = 13.51(In.) Critical Depth = 9.70(In.) Pipe flow velocity = 4.24(Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 17.87 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.211(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.211(CFS) Normal flow depth in pipe = 7.31(In.) Flow top width inside pipe = 15.00(In.) Critical Depth = 7.13(In.) Pipe flow velocity = 3.73(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.589(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.589(CFS) Normal flow depth in pipe = 8.02(In.) Flow top width inside pipe = 14.96(In.) Critical Depth = 7.74(In.) Pipe flow velocity = 3.88(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.107(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.107(CFS) Normal flow depth in pipe = 9.00(In.) Flow top width inside pipe = 14.70(In.) Critical Depth = 8.52(In.) Pipe flow velocity = 4.04(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.564(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.564(CFS) Normal flow depth in pipe = 9.88(In.) Flow top width inside pipe = 14.23(In.) Critical Depth = 9.15(In.) Pipe flow velocity = 4.16(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 84.000 to Point 84.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.750(CFS) Time of concentration = 17.87 min. Rainfall intensity = 1.351(In/Hr) for a 100 year storm Subarea runoff = 1.546(CFS) for 1.400(Ac.) Total runoff = 5.542(CFS) Total area = 4.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.8 21.44 0.78 0.07 0.81 2.7 3.1 3.1 10 4.8 20.37 0.90 0.07 0.81 3.1 3.6 3.6 25 4.8 19.12 1.07 0.07 0.81 3.7 4.3 4.3 50 4.8 18.40 1.21 0.07 0.81 4.3 4.9 4.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 84.000 to Point 85.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 390.40(Ft.) Downstream point elevation = 389.90(Ft.) Pipe Slope = 0.0013 Ft/Ft Pipe length = 382.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.542(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.542(CFS) Normal flow depth in pipe = 16.62(In.) Flow top width inside pipe = 17.07(In.) Critical Depth = 10.39(In.) Pipe flow velocity = 2.72(Ft/s) Travel time through pipe = 2.34 min. Time of concentration (TC) = 20.21 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.064(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.064(CFS) Normal flow depth in pipe = 10.92(In.) Flow top width inside pipe = 20.98(In.) Critical Depth = 7.63(In.) Pipe flow velocity = 2.42(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.588(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.588(CFS) Normal flow depth in pipe = 12.05(In.) Flow top width inside pipe = 20.77(In.) Critical Depth = 8.27(In.) Pipe flow velocity = 2.52(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.307(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.307(CFS) Normal flow depth in pipe = 13.59(In.) Flow top width inside pipe = 20.07(In.) Critical Depth = 9.11(In.) Pipe flow velocity = 2.62(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.942(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.942(CFS) Normal flow depth in pipe = 15.05(In.) Flow top width inside pipe = 18.93(In.) Critical Depth = 9.79(In.) Pipe flow velocity = 2.68(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 85.000 to Point 85.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.841(CFS) Time of concentration = 20.21 min. Rainfall intensity = 1.247(In/Hr) for a 100 year storm Subarea runoff = 0.081(CFS) for 0.500(Ac.) Total runoff = 5.622(CFS) Total area = 5.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.3 24.25 0.72 0.07 0.81 2.8 3.1 3.1 10 5.3 23.04 0.83 0.07 0.81 3.2 3.6 3.6 25 5.3 21.63 0.98 0.07 0.81 3.8 4.4 4.4 50 5.3 20.82 1.12 0.07 0.81 4.3 5.0 5.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 85.000 to Point 85.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.300(Ac.) Runoff from this stream = 5.622(CFS) Time of concentration = 20.21 min. Rainfall intensity = 1.247(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 86.000 to Point 87.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 373.000(Ft.) Top (of initial area) elevation = 400.500(Ft.) Bottom (of initial area) elevation = 400.000(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.00134 s(%)= 0.13 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.193 min. Rainfall intensity = 1.732(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 0.634(CFS) Subarea runoff = 0.749(CFS) Total initial stream area = 0.500(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.5 12.19 1.12 0.07 0.81 0.4 0.5 0.5 10 0.5 12.19 1.26 0.07 0.81 0.5 0.5 0.5 25 0.5 12.19 1.43 0.07 0.81 0.5 0.6 0.6 50 0.5 12.19 1.58 0.07 0.81 0.6 0.7 0.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 87.000 to Point 85.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 6.00(In.) Upstream point elevation = 393.60(Ft.) Downstream point elevation = 389.90(Ft.) Pipe Slope = 0.0333 Ft/Ft Pipe length = 111.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.749(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.749(CFS) Normal flow depth in pipe = 3.81(In.) Flow top width inside pipe = 5.78(In.) Critical Depth = 5.20(In.) Pipe flow velocity = 5.70(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 12.52 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 0.474(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.474(CFS) Normal flow depth in pipe = 2.87(In.) Flow top width inside pipe = 5.99(In.) Critical Depth = 4.21(In.) Pipe flow velocity = 5.12(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 0.534(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.534(CFS) Normal flow depth in pipe = 3.08(In.) Flow top width inside pipe = 6.00(In.) Critical Depth = 4.47(In.) Pipe flow velocity = 5.27(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 0.612(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.612(CFS) Normal flow depth in pipe = 3.34(In.) Flow top width inside pipe = 5.96(In.) Critical Depth = 4.77(In.) Pipe flow velocity = 5.45(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 0.682(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.682(CFS) Normal flow depth in pipe = 3.58(In.) Flow top width inside pipe = 5.89(In.) Critical Depth = 5.01(In.) Pipe flow velocity = 5.58(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 85.000 to Point 85.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.500(Ac.) Runoff from this stream = 0.749(CFS) Time of concentration = 12.52 min. Rainfall intensity = 1.703(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 5.622 20.21 0.069 0.814 1.247 2 0.749 12.52 0.069 0.814 1.703 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 5.622) + 0.721 * 1.000 * 1.000 * 1.000 * 0.749) + = 6.162 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.810 * 5.622) + 1.000 * 1.000 * 1.000 * 1.000 * 0.749) + = 5.301 Total of 2 streams to confluence: Flow rates before confluence point: 5.622 0.749 Maximum flow rates at confluence using above data: 6.162 5.301 Area of stream before confluence: 5.300 0.500 Effective area values after confluence: 5.800 3.595 Results of confluence: Total flow rate = 6.162(CFS) Time of concentration = 20.212 min. Effective stream area after confluence = 5.800(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 5.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.8 24.25 0.72 0.07 0.81 3.0 3.4 3.4 10 5.8 23.04 0.83 0.07 0.81 3.5 4.0 4.0 25 5.8 21.63 0.98 0.07 0.81 4.2 4.8 4.8 50 5.8 20.82 1.12 0.07 0.81 4.7 5.5 5.5 ----------------------------------------------------------------- End of computations, total study area = 5.800 (Ac.) Appendix C Watershed Map (Proposed Condition) Hydrology Calculations: 5-Year & 10-Year Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/04/13 File: PRA100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “A”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 1.000 to Point 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 368.000(Ft.) Bottom (of initial area) elevation = 367.800(Ft.) Difference in elevation = 0.200(Ft.) Slope = 0.00020 s(%)= 0.02 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 26.465 min. Rainfall intensity = 1.047(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 4.140(CFS) Subarea runoff = 4.754(CFS) Total initial stream area = 5.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.4 26.46 0.68 0.07 0.81 2.7 3.0 3.0 10 5.4 26.46 0.76 0.07 0.81 3.0 3.4 3.4 25 5.4 26.46 0.86 0.07 0.81 3.4 3.9 3.9 50 5.4 26.46 0.96 0.07 0.81 3.8 4.3 4.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 2.000 to Point 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 359.98(Ft.) Downstream point elevation = 359.63(Ft.) Pipe Slope = 0.0009 Ft/Ft Pipe length = 395.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.754(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.754(CFS) Normal flow depth in pipe = 17.37(In.) Flow top width inside pipe = 15.89(In.) Critical Depth = 9.59(In.) Pipe flow velocity = 2.23(Ft/s) Travel time through pipe = 2.95 min. Time of concentration (TC) = 29.41 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.968(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.968(CFS) Normal flow depth in pipe = 12.08(In.) Flow top width inside pipe = 20.76(In.) Critical Depth = 7.50(In.) Pipe flow velocity = 2.07(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.353(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.353(CFS) Normal flow depth in pipe = 13.08(In.) Flow top width inside pipe = 20.36(In.) Critical Depth = 7.99(In.) Pipe flow velocity = 2.13(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.859(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.859(CFS) Normal flow depth in pipe = 14.44(In.) Flow top width inside pipe = 19.47(In.) Critical Depth = 8.60(In.) Pipe flow velocity = 2.19(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.320(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.320(CFS) Normal flow depth in pipe = 15.82(In.) Flow top width inside pipe = 18.10(In.) Critical Depth = 9.11(In.) Pipe flow velocity = 2.22(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 3.000 to Point 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.655(CFS) Time of concentration = 29.41 min. Rainfall intensity = 0.977(In/Hr) for a 100 year storm Subarea runoff = 1.708(CFS) for 2.500(Ac.) Total runoff = 6.462(CFS) Total area = 7.90(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.9 35.29 0.56 0.07 0.81 3.2 3.6 3.6 10 7.9 33.53 0.65 0.07 0.81 3.7 4.2 4.2 25 7.9 31.47 0.77 0.07 0.81 4.4 5.0 5.0 50 7.9 30.29 0.88 0.07 0.81 5.1 5.7 5.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 3.000 to Point 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.587(CFS) Time of concentration = 29.41 min. Rainfall intensity = 0.977(In/Hr) for a 100 year storm Subarea runoff = 2.208(CFS) for 2.700(Ac.) Total runoff = 8.670(CFS) Total area = 10.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 10.6 35.29 0.56 0.07 0.81 4.3 4.8 4.8 10 10.6 33.53 0.65 0.07 0.81 5.0 5.6 5.6 25 10.6 31.47 0.77 0.07 0.81 6.0 6.7 6.7 50 10.6 30.29 0.88 0.07 0.81 6.8 7.7 7.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 3.000 to Point 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 359.63(Ft.) Downstream point elevation = 358.40(Ft.) Pipe Slope = 0.0017 Ft/Ft Pipe length = 742.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.670(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.670(CFS) Normal flow depth in pipe = 18.52(In.) Flow top width inside pipe = 20.15(In.) Critical Depth = 12.60(In.) Pipe flow velocity = 3.33(Ft/s) Travel time through pipe = 3.71 min. Time of concentration (TC) = 33.12 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.831(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.831(CFS) Normal flow depth in pipe = 12.35(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 9.28(In.) Pipe flow velocity = 2.97(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.584(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.584(CFS) Normal flow depth in pipe = 13.49(In.) Flow top width inside pipe = 23.81(In.) Critical Depth = 10.01(In.) Pipe flow velocity = 3.07(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.699(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.699(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 23.14(In.) Critical Depth = 11.01(In.) Pipe flow velocity = 3.20(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.712(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.712(CFS) Normal flow depth in pipe = 16.80(In.) Flow top width inside pipe = 21.99(In.) Critical Depth = 11.85(In.) Pipe flow velocity = 3.28(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 4.000 to Point 4.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.818(CFS) Time of concentration = 33.12 min. Rainfall intensity = 0.905(In/Hr) for a 100 year storm Subarea runoff = 0.210(CFS) for 1.200(Ac.) Total runoff = 8.880(CFS) Total area = 11.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 11.8 39.74 0.52 0.07 0.81 4.5 5.0 5.0 10 11.8 37.76 0.60 0.07 0.81 5.2 5.8 5.8 25 11.8 35.44 0.71 0.07 0.81 6.1 6.8 6.8 50 11.8 34.11 0.81 0.07 0.81 7.0 7.9 7.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 4.000 to Point 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 358.40(Ft.) Downstream point elevation = 357.50(Ft.) Pipe Slope = 0.0130 Ft/Ft Pipe length = 69.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.880(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.880(CFS) Normal flow depth in pipe = 11.53(In.) Flow top width inside pipe = 17.27(In.) Critical Depth = 13.84(In.) Pipe flow velocity = 7.43(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 33.27 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.979(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.979(CFS) Normal flow depth in pipe = 8.09(In.) Flow top width inside pipe = 17.91(In.) Critical Depth = 10.31(In.) Pipe flow velocity = 6.47(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.754(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.754(CFS) Normal flow depth in pipe = 8.78(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 11.11(In.) Pipe flow velocity = 6.72(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.849(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.849(CFS) Normal flow depth in pipe = 9.75(In.) Flow top width inside pipe = 17.94(In.) Critical Depth = 12.16(In.) Pipe flow velocity = 7.01(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.894(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.894(CFS) Normal flow depth in pipe = 10.65(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 13.06(In.) Pipe flow velocity = 7.25(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 5.000 to Point 5.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.800(Ac.) Runoff from this stream = 8.880(CFS) Time of concentration = 33.27 min. Rainfall intensity = 0.902(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 6.000 to Point 7.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 316.000(Ft.) Top (of initial area) elevation = 366.000(Ft.) Bottom (of initial area) elevation = 365.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00316 s(%)= 0.32 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.609 min. Rainfall intensity = 2.022(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.925(CFS) Subarea runoff = 2.286(CFS) Total initial stream area = 1.300(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.3 9.61 1.31 0.07 0.81 1.2 1.5 1.5 10 1.3 9.61 1.47 0.07 0.81 1.4 1.6 1.6 25 1.3 9.61 1.67 0.07 0.81 1.6 1.9 1.9 50 1.3 9.61 1.85 0.07 0.81 1.8 2.1 2.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 7.000 to Point 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 359.20(Ft.) Downstream point elevation = 359.10(Ft.) Pipe Slope = 0.0007 Ft/Ft Pipe length = 137.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.286(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.286(CFS) Normal flow depth in pipe = 12.23(In.) Flow top width inside pipe = 16.80(In.) Critical Depth = 6.85(In.) Pipe flow velocity = 1.79(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 10.89 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.453(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.453(CFS) Normal flow depth in pipe = 9.13(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 5.41(In.) Pipe flow velocity = 1.62(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.634(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.634(CFS) Normal flow depth in pipe = 9.80(In.) Flow top width inside pipe = 17.93(In.) Critical Depth = 5.75(In.) Pipe flow velocity = 1.66(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.870(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.870(CFS) Normal flow depth in pipe = 10.66(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 6.17(In.) Pipe flow velocity = 1.71(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 2.084(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.084(CFS) Normal flow depth in pipe = 11.46(In.) Flow top width inside pipe = 17.31(In.) Critical Depth = 6.54(In.) Pipe flow velocity = 1.75(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 8.000 to Point 8.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.370(CFS) Time of concentration = 10.89 min. Rainfall intensity = 1.865(In/Hr) for a 100 year storm Subarea runoff = 2.887(CFS) for 1.900(Ac.) Total runoff = 5.173(CFS) Total area = 3.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.2 13.06 1.07 0.07 0.81 2.5 2.9 2.9 10 3.2 12.41 1.24 0.07 0.81 2.9 3.4 3.4 25 3.2 11.65 1.47 0.07 0.81 3.4 4.0 4.0 50 3.2 11.21 1.67 0.07 0.81 3.9 4.6 4.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 8.000 to Point 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 359.10(Ft.) Downstream point elevation = 358.90(Ft.) Pipe Slope = 0.0048 Ft/Ft Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.173(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.173(CFS) Normal flow depth in pipe = 11.24(In.) Flow top width inside pipe = 17.43(In.) Critical Depth = 10.50(In.) Pipe flow velocity = 4.46(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 11.04 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.894(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.894(CFS) Normal flow depth in pipe = 7.91(In.) Flow top width inside pipe = 17.87(In.) Critical Depth = 7.75(In.) Pipe flow velocity = 3.87(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.376(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.376(CFS) Normal flow depth in pipe = 8.64(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 8.40(In.) Pipe flow velocity = 4.03(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.038(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.038(CFS) Normal flow depth in pipe = 9.60(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 9.24(In.) Pipe flow velocity = 4.21(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.621(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.621(CFS) Normal flow depth in pipe = 10.44(In.) Flow top width inside pipe = 17.77(In.) Critical Depth = 9.91(In.) Pipe flow velocity = 4.35(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 9.000 to Point 9.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.441(CFS) Time of concentration = 11.04 min. Rainfall intensity = 1.847(In/Hr) for a 100 year storm Subarea runoff = 3.632(CFS) for 2.300(Ac.) Total runoff = 8.805(CFS) Total area = 5.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.5 13.25 1.06 0.07 0.81 4.3 4.9 4.9 10 5.5 12.59 1.23 0.07 0.81 4.9 5.7 5.7 25 5.5 11.82 1.46 0.07 0.81 5.8 6.9 6.9 50 5.5 11.38 1.66 0.07 0.81 6.7 7.9 7.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 9.000 to Point 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 358.90(Ft.) Downstream point elevation = 357.90(Ft.) Pipe Slope = 0.0015 Ft/Ft Pipe length = 661.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.805(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.805(CFS) Normal flow depth in pipe = 19.69(In.) Flow top width inside pipe = 18.43(In.) Critical Depth = 12.69(In.) Pipe flow velocity = 3.19(Ft/s) Travel time through pipe = 3.45 min. Time of concentration (TC) = 14.50 min. WARNING: Travel time greater than 3 min. with TC less than 30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.925(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.925(CFS) Normal flow depth in pipe = 12.84(In.) Flow top width inside pipe = 23.94(In.) Critical Depth = 9.38(In.) Pipe flow velocity = 2.88(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.745(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.745(CFS) Normal flow depth in pipe = 14.13(In.) Flow top width inside pipe = 23.62(In.) Critical Depth = 10.16(In.) Pipe flow velocity = 2.98(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.872(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.872(CFS) Normal flow depth in pipe = 15.96(In.) Flow top width inside pipe = 22.65(In.) Critical Depth = 11.16(In.) Pipe flow velocity = 3.10(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.866(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.866(CFS) Normal flow depth in pipe = 17.70(In.) Flow top width inside pipe = 21.12(In.) Critical Depth = 11.98(In.) Pipe flow velocity = 3.17(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 10.000 to Point 10.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.142(CFS) The area added to the existing stream causes a a lower flow rate of Q = 8.389(CFS) therefore the upstream flow rate of Q = 8.805(CFS) is being used Time of concentration = 14.50 min. Rainfall intensity = 1.548(In/Hr) for a 100 year storm Subarea runoff = 0.000(CFS) for 0.800(Ac.) Total runoff = 8.805(CFS) Total area = 6.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.3 17.39 0.89 0.07 0.81 4.1 4.7 4.9 10 6.3 16.52 1.03 0.07 0.81 4.7 5.5 5.7 25 6.3 15.51 1.22 0.07 0.81 5.6 6.5 6.9 50 6.3 14.93 1.39 0.07 0.81 6.4 7.5 7.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 10.000 to Point 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 357.90(Ft.) Downstream point elevation = 357.50(Ft.) Pipe Slope = 0.0016 Ft/Ft Pipe length = 252.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.805(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.805(CFS) Normal flow depth in pipe = 19.17(In.) Flow top width inside pipe = 19.24(In.) Critical Depth = 12.69(In.) Pipe flow velocity = 3.27(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 15.78 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.925(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.925(CFS) Normal flow depth in pipe = 12.66(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 9.38(In.) Pipe flow velocity = 2.93(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.745(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.745(CFS) Normal flow depth in pipe = 13.92(In.) Flow top width inside pipe = 23.69(In.) Critical Depth = 10.16(In.) Pipe flow velocity = 3.04(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.872(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.872(CFS) Normal flow depth in pipe = 15.68(In.) Flow top width inside pipe = 22.84(In.) Critical Depth = 11.16(In.) Pipe flow velocity = 3.16(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.866(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.866(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 21.49(In.) Critical Depth = 11.98(In.) Pipe flow velocity = 3.23(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 11.000 to Point 11.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 9.441(CFS) Time of concentration = 15.78 min. Rainfall intensity = 1.465(In/Hr) for a 100 year storm Subarea runoff = 2.255(CFS) for 2.500(Ac.) Total runoff = 11.060(CFS) Total area = 8.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 8.8 18.94 0.84 0.07 0.81 5.4 6.1 6.1 10 8.8 17.99 0.97 0.07 0.81 6.3 7.2 7.2 25 8.8 16.88 1.16 0.07 0.81 7.4 8.6 8.6 50 8.8 16.25 1.31 0.07 0.81 8.5 9.9 9.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 11.000 to Point 11.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 13.625(CFS) Time of concentration = 15.78 min. Rainfall intensity = 1.465(In/Hr) for a 100 year storm Subarea runoff = 4.902(CFS) for 3.900(Ac.) Total runoff = 15.961(CFS) Total area = 12.70(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 12.7 18.94 0.84 0.07 0.81 7.8 8.9 8.9 10 12.7 17.99 0.97 0.07 0.81 9.0 10.4 10.4 25 12.7 16.88 1.16 0.07 0.81 10.7 12.4 12.4 50 12.7 16.25 1.31 0.07 0.81 12.2 14.2 14.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 11.000 to Point 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 33.00(In.) Upstream point elevation = 357.50(Ft.) Downstream point elevation = 357.10(Ft.) Pipe Slope = 0.0013 Ft/Ft Pipe length = 302.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.961(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 15.961(CFS) Normal flow depth in pipe = 22.92(In.) Flow top width inside pipe = 30.40(In.) Critical Depth = 15.70(In.) Pipe flow velocity = 3.62(Ft/s) Travel time through pipe = 1.39 min. Time of concentration (TC) = 17.17 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 8.856(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 8.856(CFS) Normal flow depth in pipe = 15.73(In.) Flow top width inside pipe = 32.96(In.) Critical Depth = 11.55(In.) Pipe flow velocity = 3.17(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 10.358(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 10.358(CFS) Normal flow depth in pipe = 17.24(In.) Flow top width inside pipe = 32.97(In.) Critical Depth = 12.53(In.) Pipe flow velocity = 3.30(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 12.421(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 12.421(CFS) Normal flow depth in pipe = 19.29(In.) Flow top width inside pipe = 32.53(In.) Critical Depth = 13.79(In.) Pipe flow velocity = 3.44(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 14.241(CFS) Given pipe size = 33.00(In.) Calculated individual pipe flow = 14.241(CFS) Normal flow depth in pipe = 21.12(In.) Flow top width inside pipe = 31.68(In.) Critical Depth = 14.80(In.) Pipe flow velocity = 3.55(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 5.000 to Point 5.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.700(Ac.) Runoff from this stream = 15.961(CFS) Time of concentration = 17.17 min. Rainfall intensity = 1.387(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 8.880 33.27 0.069 0.814 0.902 2 15.961 17.17 0.069 0.814 1.387 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 8.880) + 0.632 * 1.000 * 1.000 * 1.000 * 15.961) + = 18.972 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.758 * 8.880) + 1.000 * 1.000 * 1.000 * 1.000 * 15.961) + = 22.693 Total of 2 streams to confluence: Flow rates before confluence point: 8.880 15.961 Maximum flow rates at confluence using above data: 18.972 22.693 Area of stream before confluence: 11.800 12.700 Effective area values after confluence: 24.500 18.355 Results of confluence: Total flow rate = 22.693(CFS) Time of concentration = 17.169 min. Effective stream area after confluence = 18.355(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 24.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 18.4 20.60 0.80 0.07 0.81 10.7 12.1 12.1 10 18.4 19.57 0.92 0.07 0.81 12.3 14.1 14.1 25 18.4 18.37 1.09 0.07 0.81 14.7 16.9 16.9 50 18.4 17.68 1.24 0.07 0.81 16.7 19.4 19.4 ----------------------------------------------------------------- End of computations, total study area = 24.500 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/04/13 File: PRB100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “B”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 12.000 to Point 13.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 961.000(Ft.) Top (of initial area) elevation = 402.800(Ft.) Bottom (of initial area) elevation = 370.500(Ft.) Difference in elevation = 32.300(Ft.) Slope = 0.03361 s(%)= 3.36 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.347 min. Rainfall intensity = 2.059(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.659(CFS) Subarea runoff = 1.971(CFS) Total initial stream area = 1.100(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.1 9.35 1.33 0.07 0.81 1.1 1.3 1.3 10 1.1 9.35 1.49 0.07 0.81 1.2 1.4 1.4 25 1.1 9.35 1.70 0.07 0.81 1.4 1.6 1.6 50 1.1 9.35 1.88 0.07 0.81 1.5 1.8 1.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 13.000 to Point 13.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.770(CFS) Time of concentration = 9.35 min. Rainfall intensity = 2.059(In/Hr) for a 100 year storm Subarea runoff = 2.508(CFS) for 1.400(Ac.) Total runoff = 4.479(CFS) Total area = 2.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.5 11.22 1.19 0.07 0.81 2.2 2.5 2.5 10 2.5 10.66 1.37 0.07 0.81 2.5 2.9 2.9 25 2.5 10.00 1.62 0.07 0.81 3.0 3.5 3.5 50 2.5 9.63 1.85 0.07 0.81 3.4 4.0 4.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 13.000 to Point 13.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.992(CFS) Time of concentration = 9.35 min. Rainfall intensity = 2.059(In/Hr) for a 100 year storm Subarea runoff = 5.016(CFS) for 2.800(Ac.) Total runoff = 9.495(CFS) Total area = 5.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.3 11.22 1.19 0.07 0.81 4.6 5.3 5.3 10 5.3 10.66 1.37 0.07 0.81 5.3 6.2 6.2 25 5.3 10.00 1.62 0.07 0.81 6.3 7.4 7.4 50 5.3 9.63 1.85 0.07 0.81 7.2 8.5 8.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 13.000 to Point 14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 361.00(Ft.) Downstream point elevation = 360.00(Ft.) Pipe Slope = 0.0217 Ft/Ft Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.495(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 9.495(CFS) Normal flow depth in pipe = 12.26(In.) Flow top width inside pipe = 11.60(In.) Critical Depth = 14.05(In.) Pipe flow velocity = 8.85(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.43 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 5.327(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 5.327(CFS) Normal flow depth in pipe = 8.02(In.) Flow top width inside pipe = 14.96(In.) Critical Depth = 11.23(In.) Pipe flow velocity = 7.98(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 6.208(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 6.208(CFS) Normal flow depth in pipe = 8.82(In.) Flow top width inside pipe = 14.76(In.) Critical Depth = 12.07(In.) Pipe flow velocity = 8.27(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 7.418(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 7.418(CFS) Normal flow depth in pipe = 9.96(In.) Flow top width inside pipe = 14.17(In.) Critical Depth = 13.02(In.) Pipe flow velocity = 8.58(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 8.486(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 8.486(CFS) Normal flow depth in pipe = 11.04(In.) Flow top width inside pipe = 13.22(In.) Critical Depth = 13.63(In.) Pipe flow velocity = 8.77(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 14.000 to Point 14.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 9.743(CFS) Time of concentration = 9.43 min. Rainfall intensity = 2.047(In/Hr) for a 100 year storm Subarea runoff = 2.078(CFS) for 1.200(Ac.) Total runoff = 11.572(CFS) Total area = 6.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.5 11.32 1.18 0.07 0.81 5.6 6.5 6.5 10 6.5 10.75 1.36 0.07 0.81 6.5 7.6 7.6 25 6.5 10.09 1.61 0.07 0.81 7.7 9.0 9.0 50 6.5 9.72 1.84 0.07 0.81 8.7 10.3 10.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 14.000 to Point 14.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 11.241(CFS) Time of concentration = 9.43 min. Rainfall intensity = 2.047(In/Hr) for a 100 year storm Subarea runoff = 1.780(CFS) for 1.000(Ac.) Total runoff = 13.353(CFS) Total area = 7.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.5 11.32 1.18 0.07 0.81 6.4 7.5 7.5 10 7.5 10.75 1.36 0.07 0.81 7.4 8.7 8.7 25 7.5 10.09 1.61 0.07 0.81 8.8 10.4 10.4 50 7.5 9.72 1.84 0.07 0.81 10.1 11.9 11.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 14.000 to Point 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 30.00(In.) Upstream point elevation = 360.70(Ft.) Downstream point elevation = 360.50(Ft.) Pipe Slope = 0.0015 Ft/Ft Pipe length = 136.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.353(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 13.353(CFS) Normal flow depth in pipe = 21.23(In.) Flow top width inside pipe = 27.29(In.) Critical Depth = 14.74(In.) Pipe flow velocity = 3.60(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 10.06 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 7.491(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 7.491(CFS) Normal flow depth in pipe = 14.58(In.) Flow top width inside pipe = 29.99(In.) Critical Depth = 10.90(In.) Pipe flow velocity = 3.17(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 8.730(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 8.730(CFS) Normal flow depth in pipe = 15.96(In.) Flow top width inside pipe = 29.94(In.) Critical Depth = 11.81(In.) Pipe flow velocity = 3.29(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 10.432(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 10.432(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 29.45(In.) Critical Depth = 12.96(In.) Pipe flow velocity = 3.43(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 11.934(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.934(CFS) Normal flow depth in pipe = 19.55(In.) Flow top width inside pipe = 28.59(In.) Critical Depth = 13.90(In.) Pipe flow velocity = 3.52(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 15.000 to Point 15.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.500(Ac.) Runoff from this stream = 13.353(CFS) Time of concentration = 10.06 min. Rainfall intensity = 1.963(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 1.000 to Point 16.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 238.000(Ft.) Top (of initial area) elevation = 368.400(Ft.) Bottom (of initial area) elevation = 368.200(Ft.) Difference in elevation = 0.200(Ft.) Slope = 0.00084 s(%)= 0.08 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.184 min. Rainfall intensity = 1.832(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 2.415(CFS) Subarea runoff = 2.857(CFS) Total initial stream area = 1.800(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.8 11.18 1.19 0.07 0.81 1.6 1.8 1.8 10 1.8 11.18 1.33 0.07 0.81 1.7 2.0 2.0 25 1.8 11.18 1.51 0.07 0.81 2.0 2.3 2.3 50 1.8 11.18 1.68 0.07 0.81 2.2 2.6 2.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 16.000 to Point 16.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.025(CFS) Time of concentration = 11.18 min. Rainfall intensity = 1.832(In/Hr) for a 100 year storm Subarea runoff = 1.905(CFS) for 1.200(Ac.) Total runoff = 4.762(CFS) Total area = 3.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.0 13.42 1.05 0.07 0.81 2.3 2.7 2.7 10 3.0 12.75 1.22 0.07 0.81 2.7 3.1 3.1 25 3.0 11.97 1.45 0.07 0.81 3.2 3.7 3.7 50 3.0 11.52 1.64 0.07 0.81 3.6 4.3 4.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 16.000 to Point 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 361.40(Ft.) Downstream point elevation = 361.30(Ft.) Pipe Slope = 0.0014 Ft/Ft Pipe length = 74.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.762(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.762(CFS) Normal flow depth in pipe = 14.44(In.) Flow top width inside pipe = 19.47(In.) Critical Depth = 9.60(In.) Pipe flow velocity = 2.70(Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 11.64 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.663(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.663(CFS) Normal flow depth in pipe = 9.96(In.) Flow top width inside pipe = 20.97(In.) Critical Depth = 7.09(In.) Pipe flow velocity = 2.37(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.107(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.107(CFS) Normal flow depth in pipe = 10.91(In.) Flow top width inside pipe = 20.98(In.) Critical Depth = 7.68(In.) Pipe flow velocity = 2.46(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.716(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.716(CFS) Normal flow depth in pipe = 12.19(In.) Flow top width inside pipe = 20.73(In.) Critical Depth = 8.42(In.) Pipe flow velocity = 2.57(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.254(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.254(CFS) Normal flow depth in pipe = 13.32(In.) Flow top width inside pipe = 20.23(In.) Critical Depth = 9.04(In.) Pipe flow velocity = 2.64(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 15.000 to Point 15.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 4.762(CFS) Time of concentration = 11.64 min. Rainfall intensity = 1.785(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 13.353 10.06 0.069 0.814 1.963 2 4.762 11.64 0.069 0.814 1.785 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 13.353) + 1.000 * 1.000 * 1.000 * 0.932 * 4.762) + = 17.792 Qmax(2) = 0.906 * 1.000 * 1.000 * 1.000 * 13.353) + 1.000 * 1.000 * 1.000 * 1.000 * 4.762) + = 16.866 Total of 2 streams to confluence: Flow rates before confluence point: 13.353 4.762 Maximum flow rates at confluence using above data: 17.792 16.866 Area of stream before confluence: 7.500 3.000 Effective area values after confluence: 10.035 10.500 Results of confluence: Total flow rate = 17.792(CFS) Time of concentration = 10.064 min. Effective stream area after confluence = 10.035(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 10.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 10.0 12.08 1.13 0.07 0.81 8.3 9.6 9.6 10 10.0 11.47 1.31 0.07 0.81 9.6 11.2 11.2 25 10.0 10.77 1.55 0.07 0.81 11.3 13.4 13.4 50 10.0 10.37 1.76 0.07 0.81 12.9 15.3 15.3 ----------------------------------------------------------------- End of computations, total study area = 10.500 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 02/28/13 File: PRC100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “C”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 18.000 to Point 19.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 381.700(Ft.) Bottom (of initial area) elevation = 379.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00210 s(%)= 0.21 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.536 min. Rainfall intensity = 1.421(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.457(CFS) Subarea runoff = 1.704(CFS) Total initial stream area = 1.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.4 16.54 0.92 0.07 0.81 0.9 1.1 1.1 10 1.4 16.54 1.03 0.07 0.81 1.1 1.2 1.2 25 1.4 16.54 1.17 0.07 0.81 1.2 1.4 1.4 50 1.4 16.54 1.30 0.07 0.81 1.3 1.6 1.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 19.000 to Point 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 375.60(Ft.) Downstream point elevation = 371.20(Ft.) Pipe Slope = 0.0081 Ft/Ft Pipe length = 546.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.704(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.704(CFS) Normal flow depth in pipe = 6.23(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.67(In.) Pipe flow velocity = 4.14(Ft/s) Travel time through pipe = 2.20 min. Time of concentration (TC) = 18.74 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.074(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.074(CFS) Normal flow depth in pipe = 4.79(In.) Flow top width inside pipe = 11.75(In.) Critical Depth = 5.23(In.) Pipe flow velocity = 3.67(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.211(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.211(CFS) Normal flow depth in pipe = 5.12(In.) Flow top width inside pipe = 11.87(In.) Critical Depth = 5.57(In.) Pipe flow velocity = 3.79(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.389(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.389(CFS) Normal flow depth in pipe = 5.53(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 5.99(In.) Pipe flow velocity = 3.93(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.551(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.551(CFS) Normal flow depth in pipe = 5.89(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 6.35(In.) Pipe flow velocity = 4.04(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 20.000 to Point 20.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.919(CFS) Time of concentration = 18.74 min. Rainfall intensity = 1.310(In/Hr) for a 100 year storm Subarea runoff = 0.531(CFS) for 0.600(Ac.) Total runoff = 2.235(CFS) Total area = 2.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.0 22.48 0.75 0.07 0.81 1.1 1.2 1.2 10 2.0 21.36 0.87 0.07 0.81 1.3 1.4 1.4 25 2.0 20.05 1.03 0.07 0.81 1.5 1.7 1.7 50 2.0 19.30 1.18 0.07 0.81 1.7 2.0 2.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 20.000 to Point 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 368.70(Ft.) Downstream point elevation = 368.60(Ft.) Pipe Slope = 0.0012 Ft/Ft Pipe length = 86.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.235(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.235(CFS) Normal flow depth in pipe = 10.30(In.) Flow top width inside pipe = 17.81(In.) Critical Depth = 6.78(In.) Pipe flow velocity = 2.14(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 19.41 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.234(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.234(CFS) Normal flow depth in pipe = 7.29(In.) Flow top width inside pipe = 17.67(In.) Critical Depth = 4.98(In.) Pipe flow velocity = 1.84(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.446(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.446(CFS) Normal flow depth in pipe = 7.96(In.) Flow top width inside pipe = 17.88(In.) Critical Depth = 5.40(In.) Pipe flow velocity = 1.92(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.737(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.737(CFS) Normal flow depth in pipe = 8.84(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 5.93(In.) Pipe flow velocity = 2.01(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.993(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.993(CFS) Normal flow depth in pipe = 9.60(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 6.38(In.) Pipe flow velocity = 2.08(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.000 to Point 21.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.000(Ac.) Runoff from this stream = 2.235(CFS) Time of concentration = 19.41 min. Rainfall intensity = 1.281(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.100 to Point 21.200 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 381.700(Ft.) Bottom (of initial area) elevation = 379.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00210 s(%)= 0.21 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.536 min. Rainfall intensity = 1.421(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.769(CFS) Subarea runoff = 2.069(CFS) Total initial stream area = 1.700(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.7 16.54 0.92 0.07 0.81 1.1 1.3 1.3 10 1.7 16.54 1.03 0.07 0.81 1.3 1.5 1.5 25 1.7 16.54 1.17 0.07 0.81 1.5 1.7 1.7 50 1.7 16.54 1.30 0.07 0.81 1.6 1.9 1.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.200 to Point 21.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 379.600(Ft.) End of street segment elevation = 376.600(Ft.) Length of street segment = 552.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.100 Slope from grade break to crown (v/hz) = 0.069 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 2.556(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.411(Ft.), Average velocity = 2.349(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.542(Ft.) Flow velocity = 2.35(Ft/s) Travel time = 3.92 min. TC = 20.45 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.266(CFS) Rainfall intensity = 1.238(In/Hr) for a 100 year storm Subarea runoff = 0.561(CFS) for 0.800(Ac.) Total runoff = 2.630(CFS) Total area = 2.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.5 24.54 0.71 0.07 0.81 1.3 1.4 1.4 10 2.5 23.32 0.82 0.07 0.81 1.5 1.7 1.7 25 2.5 21.89 0.98 0.07 0.81 1.8 2.0 2.0 50 2.5 21.07 1.11 0.07 0.81 2.0 2.3 2.3 ----------------------------------------------------------------- Street flow at end of street = 2.630(CFS) Half street flow at end of street = 2.630(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.415(Ft.), Average velocity = 2.365(Ft/s) Flow width (from curb towards crown)= 5.604(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.449(CFS) Half street flow at end of street = 1.449(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.335(Ft.), Average velocity = 2.044(Ft/s) ** 10 year storm ** Street flow at end of street = 1.699(CFS) Half street flow at end of street = 1.699(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.355(Ft.), Average velocity = 2.125(Ft/s) ** 25 year storm ** Street flow at end of street = 2.042(CFS) Half street flow at end of street = 2.042(CFS) Depth of flow = 0.379(Ft.), Average velocity = 2.222(Ft/s) ** 50 year storm ** Street flow at end of street = 2.344(CFS) Half street flow at end of street = 2.344(CFS) Depth of flow = 0.398(Ft.), Average velocity = 2.299(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.000 to Point 21.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 2.630(CFS) Time of concentration = 20.45 min. Rainfall intensity = 1.238(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 2.235 19.41 0.069 0.814 1.281 2 2.630 20.45 0.069 0.814 1.238 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 2.235) + 1.000 * 1.000 * 1.000 * 0.974 * 2.630) + = 4.798 Qmax(2) = 0.964 * 1.000 * 1.000 * 1.000 * 2.235) + 1.000 * 1.000 * 1.000 * 1.000 * 2.630) + = 4.786 Total of 2 streams to confluence: Flow rates before confluence point: 2.235 2.630 Maximum flow rates at confluence using above data: 4.798 4.786 Area of stream before confluence: 2.000 2.500 Effective area values after confluence: 4.349 4.500 Results of confluence: Total flow rate = 4.798(CFS) Time of concentration = 19.406 min. Effective stream area after confluence = 4.349(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 4.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.3 23.29 0.74 0.07 0.81 2.3 2.6 2.6 10 4.3 22.12 0.85 0.07 0.81 2.7 3.1 3.1 25 4.3 20.76 1.01 0.07 0.81 3.2 3.7 3.7 50 4.3 19.99 1.15 0.07 0.81 3.7 4.2 4.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 21.000 to Point 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 368.60(Ft.) Downstream point elevation = 367.50(Ft.) Pipe Slope = 0.0042 Ft/Ft Pipe length = 259.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.798(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.798(CFS) Normal flow depth in pipe = 11.11(In.) Flow top width inside pipe = 17.50(In.) Critical Depth = 10.11(In.) Pipe flow velocity = 4.19(Ft/s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 20.44 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.618(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.618(CFS) Normal flow depth in pipe = 7.72(In.) Flow top width inside pipe = 17.82(In.) Critical Depth = 7.35(In.) Pipe flow velocity = 3.62(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.067(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.067(CFS) Normal flow depth in pipe = 8.44(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 7.99(In.) Pipe flow velocity = 3.77(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.685(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.685(CFS) Normal flow depth in pipe = 9.40(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 8.79(In.) Pipe flow velocity = 3.95(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.230(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.230(CFS) Normal flow depth in pipe = 10.24(In.) Flow top width inside pipe = 17.83(In.) Critical Depth = 9.46(In.) Pipe flow velocity = 4.08(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 22.000 to Point 22.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.430(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.489(CFS) Time of concentration = 20.44 min. Rainfall intensity = 1.238(In/Hr) for a 100 year storm Subarea runoff = 0.413(CFS) for 0.600(Ac.) Total runoff = 5.211(CFS) Total area = 4.95(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.9 24.52 0.71 0.07 0.81 2.6 2.9 2.9 10 4.9 23.30 0.82 0.07 0.81 3.0 3.4 3.4 25 4.9 21.87 0.98 0.07 0.81 3.5 4.0 4.0 50 4.9 21.05 1.11 0.07 0.81 4.0 4.6 4.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 22.000 to Point 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 367.50(Ft.) Downstream point elevation = 366.40(Ft.) Pipe Slope = 0.0061 Ft/Ft Pipe length = 179.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.211(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.211(CFS) Normal flow depth in pipe = 10.39(In.) Flow top width inside pipe = 17.78(In.) Critical Depth = 10.55(In.) Pipe flow velocity = 4.93(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 21.04 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.870(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.870(CFS) Normal flow depth in pipe = 7.34(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 7.72(In.) Pipe flow velocity = 4.24(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.365(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.365(CFS) Normal flow depth in pipe = 8.02(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 8.40(In.) Pipe flow velocity = 4.43(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.045(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.045(CFS) Normal flow depth in pipe = 8.91(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 9.24(In.) Pipe flow velocity = 4.64(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.644(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.644(CFS) Normal flow depth in pipe = 9.67(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 9.94(In.) Pipe flow velocity = 4.80(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 23.000 to Point 23.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.465(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.116(CFS) Time of concentration = 21.04 min. Rainfall intensity = 1.215(In/Hr) for a 100 year storm Subarea runoff = 0.722(CFS) for 0.800(Ac.) Total runoff = 5.933(CFS) Total area = 5.75(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.7 25.25 0.70 0.07 0.81 2.9 3.3 3.3 10 5.7 23.99 0.81 0.07 0.81 3.4 3.8 3.8 25 5.7 22.51 0.96 0.07 0.81 4.0 4.6 4.6 50 5.7 21.67 1.09 0.07 0.81 4.6 5.3 5.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 23.000 to Point 24.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 366.40(Ft.) Downstream point elevation = 365.30(Ft.) Pipe Slope = 0.0024 Ft/Ft Pipe length = 449.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.933(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.933(CFS) Normal flow depth in pipe = 13.65(In.) Flow top width inside pipe = 20.03(In.) Critical Depth = 10.76(In.) Pipe flow velocity = 3.58(Ft/s) Travel time through pipe = 2.09 min. Time of concentration (TC) = 23.13 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.265(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.265(CFS) Normal flow depth in pipe = 9.45(In.) Flow top width inside pipe = 20.89(In.) Critical Depth = 7.88(In.) Pipe flow velocity = 3.11(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.829(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.829(CFS) Normal flow depth in pipe = 10.36(In.) Flow top width inside pipe = 21.00(In.) Critical Depth = 8.56(In.) Pipe flow velocity = 3.24(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.604(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.604(CFS) Normal flow depth in pipe = 11.57(In.) Flow top width inside pipe = 20.89(In.) Critical Depth = 9.45(In.) Pipe flow velocity = 3.39(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 5.287(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.287(CFS) Normal flow depth in pipe = 12.63(In.) Flow top width inside pipe = 20.56(In.) Critical Depth = 10.12(In.) Pipe flow velocity = 3.50(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 24.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.480(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.146(CFS) Time of concentration = 23.13 min. Rainfall intensity = 1.143(In/Hr) for a 100 year storm Subarea runoff = 0.012(CFS) for 0.400(Ac.) Total runoff = 5.945(CFS) Total area = 6.15(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.1 27.75 0.66 0.07 0.81 2.9 3.3 3.3 10 6.1 26.37 0.76 0.07 0.81 3.4 3.8 3.8 25 6.1 24.75 0.90 0.07 0.81 4.0 4.6 4.6 50 6.1 23.82 1.03 0.07 0.81 4.6 5.3 5.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 24.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.501(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.731(CFS) Time of concentration = 23.13 min. Rainfall intensity = 1.143(In/Hr) for a 100 year storm Subarea runoff = 0.677(CFS) for 0.700(Ac.) Total runoff = 6.621(CFS) Total area = 6.85(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.8 27.75 0.66 0.07 0.81 3.3 3.6 3.6 10 6.8 26.37 0.76 0.07 0.81 3.8 4.3 4.3 25 6.8 24.75 0.90 0.07 0.81 4.5 5.1 5.1 50 6.8 23.82 1.03 0.07 0.81 5.1 5.9 5.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 24.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.522(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.485(CFS) Time of concentration = 23.13 min. Rainfall intensity = 1.143(In/Hr) for a 100 year storm Subarea runoff = 0.870(CFS) for 0.900(Ac.) Total runoff = 7.491(CFS) Total area = 7.75(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.7 27.75 0.66 0.07 0.81 3.7 4.1 4.1 10 7.7 26.37 0.76 0.07 0.81 4.3 4.8 4.8 25 7.7 24.75 0.90 0.07 0.81 5.1 5.8 5.8 50 7.7 23.82 1.03 0.07 0.81 5.8 6.7 6.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 24.000 to Point 25.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 365.30(Ft.) Downstream point elevation = 364.50(Ft.) Pipe Slope = 0.0023 Ft/Ft Pipe length = 354.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.491(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 7.491(CFS) Normal flow depth in pipe = 17.11(In.) Flow top width inside pipe = 16.32(In.) Critical Depth = 12.16(In.) Pipe flow velocity = 3.57(Ft/s) Travel time through pipe = 1.65 min. Time of concentration (TC) = 24.78 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.110(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.110(CFS) Normal flow depth in pipe = 11.06(In.) Flow top width inside pipe = 20.97(In.) Critical Depth = 8.88(In.) Pipe flow velocity = 3.20(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.824(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.824(CFS) Normal flow depth in pipe = 12.21(In.) Flow top width inside pipe = 20.72(In.) Critical Depth = 9.66(In.) Pipe flow velocity = 3.32(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.806(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 5.806(CFS) Normal flow depth in pipe = 13.83(In.) Flow top width inside pipe = 19.92(In.) Critical Depth = 10.65(In.) Pipe flow velocity = 3.45(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.673(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 6.673(CFS) Normal flow depth in pipe = 15.38(In.) Flow top width inside pipe = 18.60(In.) Critical Depth = 11.44(In.) Pipe flow velocity = 3.54(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 25.000 to Point 25.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.532(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.600(CFS) Time of concentration = 24.78 min. Rainfall intensity = 1.093(In/Hr) for a 100 year storm Subarea runoff = 0.111(CFS) for 0.500(Ac.) Total runoff = 7.602(CFS) Total area = 8.25(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 8.2 29.74 0.63 0.07 0.81 3.8 4.2 4.2 10 8.2 28.25 0.73 0.07 0.81 4.4 4.9 4.9 25 8.2 26.51 0.86 0.07 0.81 5.2 5.9 5.9 50 8.2 25.52 0.98 0.07 0.81 5.9 6.8 6.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 25.000 to Point 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 364.50(Ft.) Downstream point elevation = 363.80(Ft.) Pipe Slope = 0.0021 Ft/Ft Pipe length = 330.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.602(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.602(CFS) Normal flow depth in pipe = 15.21(In.) Flow top width inside pipe = 23.12(In.) Critical Depth = 11.76(In.) Pipe flow velocity = 3.62(Ft/s) Travel time through pipe = 1.52 min. Time of concentration (TC) = 26.30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.160(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.160(CFS) Normal flow depth in pipe = 10.55(In.) Flow top width inside pipe = 23.82(In.) Critical Depth = 8.59(In.) Pipe flow velocity = 3.13(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.888(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.888(CFS) Normal flow depth in pipe = 11.57(In.) Flow top width inside pipe = 23.98(In.) Critical Depth = 9.34(In.) Pipe flow velocity = 3.26(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.888(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.888(CFS) Normal flow depth in pipe = 12.91(In.) Flow top width inside pipe = 23.93(In.) Critical Depth = 10.29(In.) Pipe flow velocity = 3.42(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.769(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.769(CFS) Normal flow depth in pipe = 14.09(In.) Flow top width inside pipe = 23.63(In.) Critical Depth = 11.07(In.) Pipe flow velocity = 3.53(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 26.000 to Point 26.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.547(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.042(CFS) Time of concentration = 26.30 min. Rainfall intensity = 1.051(In/Hr) for a 100 year storm Subarea runoff = 0.488(CFS) for 0.900(Ac.) Total runoff = 8.090(CFS) Total area = 9.15(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.1 31.56 0.61 0.07 0.81 4.0 4.4 4.4 10 9.1 29.98 0.70 0.07 0.81 4.7 5.2 5.2 25 9.1 28.14 0.83 0.07 0.81 5.5 6.3 6.3 50 9.1 27.09 0.94 0.07 0.81 6.3 7.2 7.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 26.000 to Point 26.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.560(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.735(CFS) Time of concentration = 26.30 min. Rainfall intensity = 1.051(In/Hr) for a 100 year storm Subarea runoff = 0.796(CFS) for 0.900(Ac.) Total runoff = 8.886(CFS) Total area = 10.05(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 10.0 31.56 0.61 0.07 0.81 4.4 4.9 4.9 10 10.0 29.98 0.70 0.07 0.81 5.1 5.7 5.7 25 10.0 28.14 0.83 0.07 0.81 6.1 6.9 6.9 50 10.0 27.09 0.94 0.07 0.81 6.9 7.9 7.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 26.000 to Point 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 363.80(Ft.) Downstream point elevation = 363.40(Ft.) Pipe Slope = 0.0025 Ft/Ft Pipe length = 161.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.886(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.886(CFS) Normal flow depth in pipe = 16.05(In.) Flow top width inside pipe = 22.59(In.) Critical Depth = 12.77(In.) Pipe flow velocity = 3.98(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 26.97 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 4.852(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.852(CFS) Normal flow depth in pipe = 11.00(In.) Flow top width inside pipe = 23.92(In.) Critical Depth = 9.30(In.) Pipe flow velocity = 3.45(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.705(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.705(CFS) Normal flow depth in pipe = 12.08(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 10.13(In.) Pipe flow velocity = 3.60(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 6.877(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.877(CFS) Normal flow depth in pipe = 13.54(In.) Flow top width inside pipe = 23.80(In.) Critical Depth = 11.16(In.) Pipe flow velocity = 3.77(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 7.910(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.910(CFS) Normal flow depth in pipe = 14.81(In.) Flow top width inside pipe = 23.33(In.) Critical Depth = 12.02(In.) Pipe flow velocity = 3.88(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 27.000 to Point 27.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.049(Ac.) Runoff from this stream = 8.886(CFS) Time of concentration = 26.97 min. Rainfall intensity = 1.034(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 12.000 to Point 28.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 841.000(Ft.) Top (of initial area) elevation = 404.100(Ft.) Bottom (of initial area) elevation = 376.000(Ft.) Difference in elevation = 28.100(Ft.) Slope = 0.03341 s(%)= 3.34 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.872 min. Rainfall intensity = 2.130(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.404(CFS) Subarea runoff = 1.670(CFS) Total initial stream area = 0.900(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.9 8.87 1.38 0.07 0.81 0.9 1.1 1.1 10 0.9 8.87 1.54 0.07 0.81 1.0 1.2 1.2 25 0.9 8.87 1.76 0.07 0.81 1.2 1.4 1.4 50 0.9 8.87 1.95 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 28.000 to Point 28.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.496(CFS) Time of concentration = 8.87 min. Rainfall intensity = 2.130(In/Hr) for a 100 year storm Subarea runoff = 1.299(CFS) for 0.700(Ac.) Total runoff = 2.969(CFS) Total area = 1.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.6 10.65 1.23 0.07 0.81 1.4 1.7 1.7 10 1.6 10.11 1.42 0.07 0.81 1.7 1.9 1.9 25 1.6 9.49 1.68 0.07 0.81 2.0 2.3 2.3 50 1.6 9.14 1.91 0.07 0.81 2.2 2.7 2.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 28.000 to Point 28.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.120(CFS) Time of concentration = 8.87 min. Rainfall intensity = 2.130(In/Hr) for a 100 year storm Subarea runoff = 0.742(CFS) for 0.400(Ac.) Total runoff = 3.711(CFS) Total area = 2.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.0 10.65 1.23 0.07 0.81 1.8 2.1 2.1 10 2.0 10.11 1.42 0.07 0.81 2.1 2.4 2.4 25 2.0 9.49 1.68 0.07 0.81 2.5 2.9 2.9 50 2.0 9.14 1.91 0.07 0.81 2.8 3.3 3.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 28.000 to Point 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 364.90(Ft.) Downstream point elevation = 364.50(Ft.) Pipe Slope = 0.0030 Ft/Ft Pipe length = 132.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.711(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.711(CFS) Normal flow depth in pipe = 10.49(In.) Flow top width inside pipe = 17.75(In.) Critical Depth = 8.83(In.) Pipe flow velocity = 3.47(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 9.51 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.084(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.084(CFS) Normal flow depth in pipe = 7.47(In.) Flow top width inside pipe = 17.74(In.) Critical Depth = 6.53(In.) Pipe flow velocity = 3.01(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.428(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.428(CFS) Normal flow depth in pipe = 8.13(In.) Flow top width inside pipe = 17.92(In.) Critical Depth = 7.07(In.) Pipe flow velocity = 3.13(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.900(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.900(CFS) Normal flow depth in pipe = 9.01(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 7.76(In.) Pipe flow velocity = 3.27(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.317(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.317(CFS) Normal flow depth in pipe = 9.77(In.) Flow top width inside pipe = 17.93(In.) Critical Depth = 8.32(In.) Pipe flow velocity = 3.38(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 29.000 to Point 29.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.773(CFS) Time of concentration = 9.51 min. Rainfall intensity = 2.037(In/Hr) for a 100 year storm Subarea runoff = 1.958(CFS) for 1.200(Ac.) Total runoff = 5.668(CFS) Total area = 3.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.2 11.41 1.17 0.07 0.81 2.7 3.2 3.2 10 3.2 10.84 1.36 0.07 0.81 3.2 3.7 3.7 25 3.2 10.17 1.61 0.07 0.81 3.8 4.4 4.4 50 3.2 9.79 1.83 0.07 0.81 4.3 5.1 5.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 29.000 to Point 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 15.00(In.) Upstream point elevation = 364.50(Ft.) Downstream point elevation = 363.40(Ft.) Pipe Slope = 0.0112 Ft/Ft Pipe length = 98.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.668(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 5.668(CFS) Normal flow depth in pipe = 10.41(In.) Flow top width inside pipe = 13.83(In.) Critical Depth = 11.57(In.) Pipe flow velocity = 6.23(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 9.77 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.179(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.179(CFS) Normal flow depth in pipe = 7.18(In.) Flow top width inside pipe = 14.99(In.) Critical Depth = 8.61(In.) Pipe flow velocity = 5.47(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.705(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.705(CFS) Normal flow depth in pipe = 7.86(In.) Flow top width inside pipe = 14.98(In.) Critical Depth = 9.34(In.) Pipe flow velocity = 5.69(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.428(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 4.428(CFS) Normal flow depth in pipe = 8.79(In.) Flow top width inside pipe = 14.78(In.) Critical Depth = 10.23(In.) Pipe flow velocity = 5.93(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 5.066(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 5.066(CFS) Normal flow depth in pipe = 9.61(In.) Flow top width inside pipe = 14.39(In.) Critical Depth = 10.96(In.) Pipe flow velocity = 6.11(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 27.000 to Point 27.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.200(Ac.) Runoff from this stream = 5.668(CFS) Time of concentration = 9.77 min. Rainfall intensity = 2.001(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 100.000 to Point 30.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 841.000(Ft.) Top (of initial area) elevation = 404.100(Ft.) Bottom (of initial area) elevation = 376.000(Ft.) Difference in elevation = 28.100(Ft.) Slope = 0.03341 s(%)= 3.34 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.872 min. Rainfall intensity = 2.130(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.404(CFS) Subarea runoff = 1.670(CFS) Total initial stream area = 0.900(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.9 8.87 1.38 0.07 0.81 0.9 1.1 1.1 10 0.9 8.87 1.54 0.07 0.81 1.0 1.2 1.2 25 0.9 8.87 1.76 0.07 0.81 1.2 1.4 1.4 50 0.9 8.87 1.95 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 30.000 to Point 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 9.00(In.) Upstream point elevation = 369.90(Ft.) Downstream point elevation = 363.40(Ft.) Pipe Slope = 0.0428 Ft/Ft Pipe length = 152.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.670(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 1.670(CFS) Normal flow depth in pipe = 4.44(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 7.12(In.) Pipe flow velocity = 7.70(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 9.20 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.063(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 1.063(CFS) Normal flow depth in pipe = 3.45(In.) Flow top width inside pipe = 8.75(In.) Critical Depth = 5.68(In.) Pipe flow velocity = 6.83(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.195(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 1.195(CFS) Normal flow depth in pipe = 3.67(In.) Flow top width inside pipe = 8.85(In.) Critical Depth = 6.04(In.) Pipe flow velocity = 7.05(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.366(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 1.366(CFS) Normal flow depth in pipe = 3.96(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 6.46(In.) Pipe flow velocity = 7.31(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.523(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 1.523(CFS) Normal flow depth in pipe = 4.21(In.) Flow top width inside pipe = 8.98(In.) Critical Depth = 6.81(In.) Pipe flow velocity = 7.52(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 27.000 to Point 27.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.900(Ac.) Runoff from this stream = 1.670(CFS) Time of concentration = 9.20 min. Rainfall intensity = 2.080(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 8.886 26.97 0.069 0.814 1.034 2 5.668 9.77 0.069 0.814 2.001 3 1.670 9.20 0.069 0.814 2.080 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 8.886) + 0.500 * 1.000 * 1.000 * 1.000 * 5.668) + 0.480 * 1.000 * 1.000 * 1.000 * 1.670) + = 12.519 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.681 * 8.886) + 1.000 * 1.000 * 1.000 * 1.000 * 5.668) + 0.961 * 1.000 * 1.000 * 1.000 * 1.670) + = 13.324 Qmax(3) = 1.000 * 1.000 * 1.000 * 0.671 * 8.886) + 1.000 * 1.000 * 1.000 * 0.971 * 5.668) + 1.000 * 1.000 * 1.000 * 1.000 * 1.670) + = 13.133 Total of 3 streams to confluence: Flow rates before confluence point: 8.886 5.668 1.670 Maximum flow rates at confluence using above data: 12.519 13.324 13.133 Area of stream before confluence: 10.049 3.200 0.900 Effective area values after confluence: 14.149 7.519 7.119 Results of confluence: Total flow rate = 13.324(CFS) Time of concentration = 9.767 min. Effective stream area after confluence = 7.519(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 14.15(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.5 11.72 1.15 0.07 0.81 6.3 7.3 7.3 10 7.5 11.13 1.33 0.07 0.81 7.3 8.5 8.5 25 7.5 10.45 1.58 0.07 0.81 8.7 10.2 10.2 50 7.5 10.06 1.80 0.07 0.81 9.9 11.7 11.7 ----------------------------------------------------------------- End of computations, total study area = 14.300 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/04/13 File: PRD100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “D”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 31.000 to Point 32.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 917.000(Ft.) Top (of initial area) elevation = 385.400(Ft.) Bottom (of initial area) elevation = 381.300(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00447 s(%)= 0.45 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.732 min. Rainfall intensity = 1.604(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.409(CFS) Subarea runoff = 1.658(CFS) Total initial stream area = 1.200(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.2 13.73 1.04 0.07 0.81 0.9 1.0 1.0 10 1.2 13.73 1.16 0.07 0.81 1.0 1.2 1.2 25 1.2 13.73 1.32 0.07 0.81 1.2 1.4 1.4 50 1.2 13.73 1.47 0.07 0.81 1.3 1.5 1.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 32.000 to Point 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 377.30(Ft.) Downstream point elevation = 374.60(Ft.) Pipe Slope = 0.0090 Ft/Ft Pipe length = 301.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.658(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.658(CFS) Normal flow depth in pipe = 5.94(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 6.56(In.) Pipe flow velocity = 4.28(Ft/s) Travel time through pipe = 1.17 min. Time of concentration (TC) = 14.90 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.048(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.048(CFS) Normal flow depth in pipe = 4.59(In.) Flow top width inside pipe = 11.67(In.) Critical Depth = 5.17(In.) Pipe flow velocity = 3.79(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.181(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.181(CFS) Normal flow depth in pipe = 4.90(In.) Flow top width inside pipe = 11.80(In.) Critical Depth = 5.50(In.) Pipe flow velocity = 3.91(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.353(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.353(CFS) Normal flow depth in pipe = 5.29(In.) Flow top width inside pipe = 11.91(In.) Critical Depth = 5.90(In.) Pipe flow velocity = 4.06(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.510(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.510(CFS) Normal flow depth in pipe = 5.63(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.25(In.) Pipe flow velocity = 4.18(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 33.000 to Point 33.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 1.781(CFS) Time of concentration = 14.90 min. Rainfall intensity = 1.520(In/Hr) for a 100 year storm Subarea runoff = 0.433(CFS) for 0.400(Ac.) Total runoff = 2.091(CFS) Total area = 1.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.6 17.89 0.88 0.07 0.81 1.0 1.2 1.2 10 1.6 16.99 1.01 0.07 0.81 1.2 1.4 1.4 25 1.6 15.95 1.20 0.07 0.81 1.4 1.6 1.6 50 1.6 15.35 1.36 0.07 0.81 1.6 1.9 1.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 33.000 to Point 34.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 374.60(Ft.) Downstream point elevation = 374.10(Ft.) Pipe Slope = 0.0056 Ft/Ft Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.091(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.091(CFS) Normal flow depth in pipe = 7.99(In.) Flow top width inside pipe = 11.32(In.) Critical Depth = 7.42(In.) Pipe flow velocity = 3.76(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 15.30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.162(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.162(CFS) Normal flow depth in pipe = 5.54(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 5.45(In.) Pipe flow velocity = 3.28(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.358(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.358(CFS) Normal flow depth in pipe = 6.06(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 5.92(In.) Pipe flow velocity = 3.41(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.628(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.628(CFS) Normal flow depth in pipe = 6.76(In.) Flow top width inside pipe = 11.90(In.) Critical Depth = 6.50(In.) Pipe flow velocity = 3.57(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.866(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.866(CFS) Normal flow depth in pipe = 7.39(In.) Flow top width inside pipe = 11.67(In.) Critical Depth = 6.98(In.) Pipe flow velocity = 3.68(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 34.000 to Point 34.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.269(CFS) Time of concentration = 15.30 min. Rainfall intensity = 1.495(In/Hr) for a 100 year storm Subarea runoff = 2.915(CFS) for 2.300(Ac.) Total runoff = 5.006(CFS) Total area = 3.90(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.9 18.36 0.86 0.07 0.81 2.4 2.8 2.8 10 3.9 17.44 0.99 0.07 0.81 2.8 3.3 3.3 25 3.9 16.37 1.18 0.07 0.81 3.4 3.9 3.9 50 3.9 15.76 1.34 0.07 0.81 3.8 4.5 4.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 34.000 to Point 35.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 374.10(Ft.) Downstream point elevation = 372.70(Ft.) Pipe Slope = 0.0318 Ft/Ft Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.006(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 5.006(CFS) Normal flow depth in pipe = 8.03(In.) Flow top width inside pipe = 11.29(In.) Critical Depth = 11.01(In.) Pipe flow velocity = 8.96(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 15.38 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.780(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.780(CFS) Normal flow depth in pipe = 5.55(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 8.58(In.) Pipe flow velocity = 7.82(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.250(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.250(CFS) Normal flow depth in pipe = 6.08(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 9.26(In.) Pipe flow velocity = 8.14(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.897(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.897(CFS) Normal flow depth in pipe = 6.79(In.) Flow top width inside pipe = 11.90(In.) Critical Depth = 10.06(In.) Pipe flow velocity = 8.50(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.467(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 4.467(CFS) Normal flow depth in pipe = 7.42(In.) Flow top width inside pipe = 11.66(In.) Critical Depth = 10.60(In.) Pipe flow velocity = 8.76(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 35.000 to Point 35.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.900(Ac.) Runoff from this stream = 5.006(CFS) Time of concentration = 15.38 min. Rainfall intensity = 1.490(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 18.000 to Point 36.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 705.000(Ft.) Top (of initial area) elevation = 382.700(Ft.) Bottom (of initial area) elevation = 380.000(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.00383 s(%)= 0.38 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.750 min. Rainfall intensity = 1.683(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.725(CFS) Subarea runoff = 2.034(CFS) Total initial stream area = 1.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.4 12.75 1.09 0.07 0.81 1.1 1.3 1.3 10 1.4 12.75 1.22 0.07 0.81 1.2 1.4 1.4 25 1.4 12.75 1.39 0.07 0.81 1.4 1.7 1.7 50 1.4 12.75 1.54 0.07 0.81 1.6 1.9 1.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 36.000 to Point 37.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 374.20(Ft.) Downstream point elevation = 372.80(Ft.) Pipe Slope = 0.0121 Ft/Ft Pipe length = 116.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.034(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.034(CFS) Normal flow depth in pipe = 6.14(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 7.30(In.) Pipe flow velocity = 5.03(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 13.13 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.288(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.288(CFS) Normal flow depth in pipe = 4.74(In.) Flow top width inside pipe = 11.73(In.) Critical Depth = 5.75(In.) Pipe flow velocity = 4.47(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.450(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.450(CFS) Normal flow depth in pipe = 5.06(In.) Flow top width inside pipe = 11.85(In.) Critical Depth = 6.12(In.) Pipe flow velocity = 4.61(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.661(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.661(CFS) Normal flow depth in pipe = 5.46(In.) Flow top width inside pipe = 11.95(In.) Critical Depth = 6.57(In.) Pipe flow velocity = 4.78(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.853(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.853(CFS) Normal flow depth in pipe = 5.81(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.96(In.) Pipe flow velocity = 4.92(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 37.000 to Point 37.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.747(CFS) Time of concentration = 13.13 min. Rainfall intensity = 1.651(In/Hr) for a 100 year storm Subarea runoff = 2.380(CFS) for 1.700(Ac.) Total runoff = 4.414(CFS) Total area = 3.10(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.1 15.76 0.95 0.07 0.81 2.1 2.5 2.5 10 3.1 14.97 1.10 0.07 0.81 2.5 2.9 2.9 25 3.1 14.05 1.30 0.07 0.81 2.9 3.4 3.4 50 3.1 13.53 1.48 0.07 0.81 3.4 3.9 3.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 37.000 to Point 35.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 372.80(Ft.) Downstream point elevation = 372.70(Ft.) Pipe Slope = 0.0007 Ft/Ft Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.414(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 4.414(CFS) Normal flow depth in pipe = 17.67(In.) Flow top width inside pipe = 15.34(In.) Critical Depth = 9.22(In.) Pipe flow velocity = 2.04(Ft/s) Travel time through pipe = 1.10 min. Time of concentration (TC) = 14.24 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.460(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.460(CFS) Normal flow depth in pipe = 11.37(In.) Flow top width inside pipe = 20.93(In.) Critical Depth = 6.79(In.) Pipe flow velocity = 1.85(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.873(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.873(CFS) Normal flow depth in pipe = 12.53(In.) Flow top width inside pipe = 20.60(In.) Critical Depth = 7.37(In.) Pipe flow velocity = 1.92(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.440(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.440(CFS) Normal flow depth in pipe = 14.18(In.) Flow top width inside pipe = 19.67(In.) Critical Depth = 8.09(In.) Pipe flow velocity = 1.99(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.941(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.941(CFS) Normal flow depth in pipe = 15.77(In.) Flow top width inside pipe = 18.16(In.) Critical Depth = 8.68(In.) Pipe flow velocity = 2.03(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 35.000 to Point 35.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.100(Ac.) Runoff from this stream = 4.414(CFS) Time of concentration = 14.24 min. Rainfall intensity = 1.566(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 5.006 15.38 0.069 0.814 1.490 2 4.414 14.24 0.069 0.814 1.566 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 5.006) + 0.949 * 1.000 * 1.000 * 1.000 * 4.414) + = 9.194 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.963 * 5.006) + 1.000 * 1.000 * 1.000 * 1.000 * 4.414) + = 9.234 Total of 2 streams to confluence: Flow rates before confluence point: 5.006 4.414 Maximum flow rates at confluence using above data: 9.194 9.234 Area of stream before confluence: 3.900 3.100 Effective area values after confluence: 7.000 6.663 Results of confluence: Total flow rate = 9.234(CFS) Time of concentration = 14.237 min. Effective stream area after confluence = 6.663(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 7.00(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.7 17.08 0.90 0.07 0.81 4.4 5.0 5.0 10 6.7 16.23 1.04 0.07 0.81 5.1 5.8 5.8 25 6.7 15.23 1.24 0.07 0.81 6.0 7.0 7.0 50 6.7 14.66 1.41 0.07 0.81 6.8 8.0 8.0 ----------------------------------------------------------------- End of computations, total study area = 7.000 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 02/28/13 File: PRE100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “E”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 47.000 to Point 48.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 626.000(Ft.) Top (of initial area) elevation = 385.000(Ft.) Bottom (of initial area) elevation = 383.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00319 s(%)= 0.32 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.607 min. Rainfall intensity = 1.695(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 10.552(CFS) Subarea runoff = 12.443(CFS) Total initial stream area = 8.500(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 8.5 12.61 1.10 0.07 0.81 6.8 7.9 7.9 10 8.5 12.61 1.23 0.07 0.81 7.6 8.9 8.9 25 8.5 12.61 1.40 0.07 0.81 8.7 10.2 10.2 50 8.5 12.61 1.55 0.07 0.81 9.6 11.3 11.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 48.000 to Point 46.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 383.000(Ft.) End of street segment elevation = 382.000(Ft.) Length of street segment = 588.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [2] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 13.102(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 1.048(Ft.), Average velocity = 2.737(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.27(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.882(Ft.) Flow velocity = 2.74(Ft/s) Travel time = 3.58 min. TC = 16.19 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 9.918(CFS) The area added to the existing stream causes a a lower flow rate of Q = 11.610(CFS) therefore the upstream flow rate of Q = 12.443(CFS) is being used Rainfall intensity = 1.441(In/Hr) for a 100 year storm Subarea runoff = 0.000(CFS) for 0.900(Ac.) Total runoff = 12.443(CFS) Total area = 9.40(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.4 19.43 0.83 0.07 0.81 5.7 6.4 7.9 10 9.4 18.45 0.96 0.07 0.81 6.6 7.5 8.9 25 9.4 17.32 1.14 0.07 0.81 7.8 9.0 10.2 50 9.4 16.67 1.29 0.07 0.81 8.9 10.4 11.3 ----------------------------------------------------------------- Street flow at end of street = 12.443(CFS) Half street flow at end of street = 6.222(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 1.020(Ft.), Average velocity = 2.698(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.26(Ft.) Flow width (from curb towards crown)= 2.854(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 7.880(CFS) Half street flow at end of street = 3.940(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.801(Ft.), Average velocity = 2.376(Ft/s) ** 10 year storm ** Street flow at end of street = 8.871(CFS) Half street flow at end of street = 4.436(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.853(Ft.), Average velocity = 2.457(Ft/s) ** 25 year storm ** Street flow at end of street = 10.162(CFS) Half street flow at end of street = 5.081(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.917(Ft.), Average velocity = 2.552(Ft/s) ** 50 year storm ** Street flow at end of street = 11.337(CFS) Half street flow at end of street = 5.669(CFS) Depth of flow = 0.971(Ft.), Average velocity = 2.630(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 46.000 to Point 46.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.400(Ac.) Runoff from this stream = 12.443(CFS) Time of concentration = 16.19 min. Rainfall intensity = 1.441(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 51.000 to Point 50.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 577.000(Ft.) Top (of initial area) elevation = 382.000(Ft.) Bottom (of initial area) elevation = 381.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00173 s(%)= 0.17 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.790 min. Rainfall intensity = 1.599(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 3.279(CFS) Subarea runoff = 3.857(CFS) Total initial stream area = 2.800(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.8 13.79 1.04 0.07 0.81 2.1 2.4 2.4 10 2.8 13.79 1.16 0.07 0.81 2.4 2.7 2.7 25 2.8 13.79 1.32 0.07 0.81 2.7 3.1 3.1 50 2.8 13.79 1.46 0.07 0.81 3.0 3.5 3.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 50.000 to Point 46.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 376.90(Ft.) Downstream point elevation = 376.00(Ft.) Pipe Slope = 0.0143 Ft/Ft Pipe length = 63.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.857(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.857(CFS) Normal flow depth in pipe = 8.95(In.) Flow top width inside pipe = 10.45(In.) Critical Depth = 10.01(In.) Pipe flow velocity = 6.14(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 13.96 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.439(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.439(CFS) Normal flow depth in pipe = 6.51(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 8.03(In.) Pipe flow velocity = 5.61(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.747(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.747(CFS) Normal flow depth in pipe = 7.01(In.) Flow top width inside pipe = 11.83(In.) Critical Depth = 8.52(In.) Pipe flow velocity = 5.76(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.148(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.148(CFS) Normal flow depth in pipe = 7.68(In.) Flow top width inside pipe = 11.52(In.) Critical Depth = 9.12(In.) Pipe flow velocity = 5.93(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.513(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.513(CFS) Normal flow depth in pipe = 8.31(In.) Flow top width inside pipe = 11.08(In.) Critical Depth = 9.61(In.) Pipe flow velocity = 6.06(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 46.000 to Point 46.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.800(Ac.) Runoff from this stream = 3.857(CFS) Time of concentration = 13.96 min. Rainfall intensity = 1.586(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 12.443 16.19 0.069 0.814 1.441 2 3.857 13.96 0.069 0.814 1.586 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 12.443) + 0.904 * 1.000 * 1.000 * 1.000 * 3.857) + = 15.931 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.931 * 12.443) + 1.000 * 1.000 * 1.000 * 1.000 * 3.857) + = 15.444 Total of 2 streams to confluence: Flow rates before confluence point: 12.443 3.857 Maximum flow rates at confluence using above data: 15.931 15.444 Area of stream before confluence: 9.400 2.800 Effective area values after confluence: 12.200 10.714 Results of confluence: Total flow rate = 15.931(CFS) Time of concentration = 16.188 min. Effective stream area after confluence = 12.200(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 12.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 12.2 19.43 0.83 0.07 0.81 7.4 8.4 8.4 10 12.2 18.45 0.96 0.07 0.81 8.5 9.8 9.8 25 12.2 17.32 1.14 0.07 0.81 10.1 11.7 11.7 50 12.2 16.67 1.29 0.07 0.81 11.5 13.4 13.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 46.000 to Point 49.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 376.00(Ft.) Downstream point elevation = 375.00(Ft.) Pipe Slope = 0.0067 Ft/Ft Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.931(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 15.931(CFS) Normal flow depth in pipe = 17.20(In.) Flow top width inside pipe = 21.63(In.) Critical Depth = 17.27(In.) Pipe flow velocity = 6.62(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 16.57 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 8.355(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.355(CFS) Normal flow depth in pipe = 11.32(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 12.36(In.) Pipe flow velocity = 5.73(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 9.774(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.774(CFS) Normal flow depth in pipe = 12.41(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 13.41(In.) Pipe flow velocity = 5.96(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 11.723(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.723(CFS) Normal flow depth in pipe = 13.88(In.) Flow top width inside pipe = 23.71(In.) Critical Depth = 14.76(In.) Pipe flow velocity = 6.22(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 13.443(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.443(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 23.14(In.) Critical Depth = 15.84(In.) Pipe flow velocity = 6.41(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 49.000 to Point 49.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.320(In/Hr) Minimum Q (Qmin=0.9YIA) = 18.294(CFS) Time of concentration = 16.57 min. Rainfall intensity = 1.419(In/Hr) for a 100 year storm Subarea runoff = 5.467(CFS) for 5.400(Ac.) Total runoff = 21.397(CFS) Total area = 17.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 17.6 19.88 0.82 0.07 0.81 10.5 11.9 11.9 10 17.6 18.89 0.94 0.07 0.81 12.1 13.9 13.9 25 17.6 17.73 1.12 0.07 0.81 14.4 16.6 16.6 50 17.6 17.06 1.27 0.07 0.81 16.4 19.1 19.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 49.000 to Point 52.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 375.22(Ft.) Downstream point elevation = 365.00(Ft.) Pipe Slope = 0.0387 Ft/Ft Pipe length = 264.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.397(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 21.397(CFS) Normal flow depth in pipe = 12.77(In.) Flow top width inside pipe = 20.50(In.) Critical Depth = 19.54(In.) Pipe flow velocity = 13.96(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 16.88 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 11.857(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 11.857(CFS) Normal flow depth in pipe = 8.98(In.) Flow top width inside pipe = 20.78(In.) Critical Depth = 15.41(In.) Pipe flow velocity = 12.08(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 13.874(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 13.874(CFS) Normal flow depth in pipe = 9.81(In.) Flow top width inside pipe = 20.95(In.) Critical Depth = 16.62(In.) Pipe flow velocity = 12.58(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 16.644(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 16.644(CFS) Normal flow depth in pipe = 10.92(In.) Flow top width inside pipe = 20.98(In.) Critical Depth = 18.00(In.) Pipe flow velocity = 13.18(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 19.088(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 19.088(CFS) Normal flow depth in pipe = 11.87(In.) Flow top width inside pipe = 20.82(In.) Critical Depth = 18.92(In.) Pipe flow velocity = 13.61(Ft/s) ----------------------------------------------------------------- End of computations, total study area = 17.600 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/07/13 File: PRF100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “F”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 53.000 to Point 54.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 395.300(Ft.) Bottom (of initial area) elevation = 394.000(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00130 s(%)= 0.13 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.201 min. Rainfall intensity = 1.335(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.956(CFS) Subarea runoff = 2.280(CFS) Total initial stream area = 2.000(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.0 18.20 0.87 0.07 0.81 1.3 1.4 1.4 10 2.0 18.20 0.97 0.07 0.81 1.4 1.6 1.6 25 2.0 18.20 1.10 0.07 0.81 1.6 1.9 1.9 50 2.0 18.20 1.22 0.07 0.81 1.8 2.1 2.1 ----------------------------------------------------------------- End of computations, total study area = 2.000 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 09/26/13 File: PRG100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “G”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 58.000 to Point 59.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 185.000(Ft.) Top (of initial area) elevation = 400.500(Ft.) Bottom (of initial area) elevation = 400.000(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.00270 s(%)= 0.27 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.005 min. Rainfall intensity = 2.277(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 0.667(CFS) Subarea runoff = 0.795(CFS) Total initial stream area = 0.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.4 8.01 1.48 0.07 0.81 0.4 0.5 0.5 10 0.4 8.01 1.65 0.07 0.81 0.5 0.6 0.6 25 0.4 8.01 1.88 0.07 0.81 0.5 0.7 0.7 50 0.4 8.01 2.08 0.07 0.81 0.6 0.7 0.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 59.000 to Point 59.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 9.00(In.) Upstream point elevation = 400.50(Ft.) Downstream point elevation = 400.00(Ft.) Pipe Slope = 0.0050 Ft/Ft Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.795(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 0.795(CFS) Normal flow depth in pipe = 5.44(In.) Flow top width inside pipe = 8.80(In.) Critical Depth = 4.89(In.) Pipe flow velocity = 2.85(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 8.59 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 0.507(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 0.507(CFS) Normal flow depth in pipe = 4.14(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 3.86(In.) Pipe flow velocity = 2.55(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 0.569(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 0.569(CFS) Normal flow depth in pipe = 4.43(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 4.10(In.) Pipe flow velocity = 2.63(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 0.651(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 0.651(CFS) Normal flow depth in pipe = 4.79(In.) Flow top width inside pipe = 8.98(In.) Critical Depth = 4.39(In.) Pipe flow velocity = 2.72(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 0.725(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 0.725(CFS) Normal flow depth in pipe = 5.13(In.) Flow top width inside pipe = 8.91(In.) Critical Depth = 4.65(In.) Pipe flow velocity = 2.79(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 59.100 to Point 59.100 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 0.956(CFS) Time of concentration = 8.59 min. Rainfall intensity = 2.175(In/Hr) for a 100 year storm Subarea runoff = 0.342(CFS) for 0.200(Ac.) Total runoff = 1.138(CFS) Total area = 0.60(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.6 10.31 1.25 0.07 0.81 0.5 0.6 0.6 10 0.6 9.79 1.45 0.07 0.81 0.6 0.7 0.7 25 0.6 9.19 1.72 0.07 0.81 0.8 0.9 0.9 50 0.6 8.85 1.95 0.07 0.81 0.9 1.0 1.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 59.100 to Point 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 396.00(Ft.) Downstream point elevation = 394.50(Ft.) Pipe Slope = 0.0022 Ft/Ft Pipe length = 671.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.138(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.138(CFS) Normal flow depth in pipe = 7.22(In.) Flow top width inside pipe = 11.75(In.) Critical Depth = 5.40(In.) Pipe flow velocity = 2.30(Ft/s) Travel time through pipe = 4.86 min. Time of concentration (TC) = 13.45 min. WARNING: Travel time greater than 3 min. with TC less than 30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 0.639(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.639(CFS) Normal flow depth in pipe = 5.12(In.) Flow top width inside pipe = 11.87(In.) Critical Depth = 3.99(In.) Pipe flow velocity = 2.00(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 0.744(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.744(CFS) Normal flow depth in pipe = 5.58(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 4.32(In.) Pipe flow velocity = 2.08(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 0.889(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.889(CFS) Normal flow depth in pipe = 6.20(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 4.73(In.) Pipe flow velocity = 2.17(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.017(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.017(CFS) Normal flow depth in pipe = 6.73(In.) Flow top width inside pipe = 11.91(In.) Critical Depth = 5.08(In.) Pipe flow velocity = 2.25(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 60.000 to Point 60.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.600(Ac.) Runoff from this stream = 1.138(CFS) Time of concentration = 13.45 min. Rainfall intensity = 1.626(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 57.000 to Point 60.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 663.000(Ft.) Top (of initial area) elevation = 400.500(Ft.) Bottom (of initial area) elevation = 399.000(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00226 s(%)= 0.23 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.822 min. Rainfall intensity = 1.597(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 0.819(CFS) Subarea runoff = 0.963(CFS) Total initial stream area = 0.700(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 0.7 13.82 1.03 0.07 0.81 0.5 0.6 0.6 10 0.7 13.82 1.16 0.07 0.81 0.6 0.7 0.7 25 0.7 13.82 1.32 0.07 0.81 0.7 0.8 0.8 50 0.7 13.82 1.46 0.07 0.81 0.7 0.9 0.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 60.000 to Point 60.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 0.963(CFS) Time of concentration = 13.82 min. Rainfall intensity = 1.597(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 1.138 13.45 0.069 0.814 1.626 2 0.963 13.82 0.069 0.814 1.597 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 1.138) + 1.000 * 1.000 * 1.000 * 0.986 * 0.963) + = 2.087 Qmax(2) = 0.982 * 1.000 * 1.000 * 1.000 * 1.138) + 1.000 * 1.000 * 1.000 * 1.000 * 0.963) + = 2.079 Total of 2 streams to confluence: Flow rates before confluence point: 1.138 0.963 Maximum flow rates at confluence using above data: 2.087 2.079 Area of stream before confluence: 0.600 0.700 Effective area values after confluence: 1.278 1.300 Results of confluence: Total flow rate = 2.087(CFS) Time of concentration = 13.447 min. Effective stream area after confluence = 1.278(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 1.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.3 16.14 0.94 0.07 0.81 0.9 1.0 1.0 10 1.3 15.33 1.08 0.07 0.81 1.0 1.2 1.2 25 1.3 14.39 1.28 0.07 0.81 1.2 1.4 1.4 50 1.3 13.85 1.46 0.07 0.81 1.4 1.6 1.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 60.000 to Point 61.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 394.50(Ft.) Downstream point elevation = 390.90(Ft.) Pipe Slope = 0.0050 Ft/Ft Pipe length = 718.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.087(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.087(CFS) Normal flow depth in pipe = 8.32(In.) Flow top width inside pipe = 11.07(In.) Critical Depth = 7.40(In.) Pipe flow velocity = 3.59(Ft/s) Travel time through pipe = 3.33 min. Time of concentration (TC) = 16.78 min. WARNING: Travel time greater than 3 min. with TC less than 30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 0.997(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.997(CFS) Normal flow depth in pipe = 5.24(In.) Flow top width inside pipe = 11.90(In.) Critical Depth = 5.03(In.) Pipe flow velocity = 3.02(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.165(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.165(CFS) Normal flow depth in pipe = 5.73(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 5.46(In.) Pipe flow velocity = 3.15(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 1.395(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.395(CFS) Normal flow depth in pipe = 6.38(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 5.99(In.) Pipe flow velocity = 3.29(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 1.598(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.598(CFS) Normal flow depth in pipe = 6.94(In.) Flow top width inside pipe = 11.85(In.) Critical Depth = 6.44(In.) Pipe flow velocity = 3.40(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 61.000 to Point 61.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.278(Ac.) Runoff from this stream = 2.087(CFS) Time of concentration = 16.78 min. Rainfall intensity = 1.408(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 1.0397 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 60.000 to Point 61.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 773.000(Ft.) Top (of initial area) elevation = 399.000(Ft.) Bottom (of initial area) elevation = 397.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00259 s(%)= 0.26 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.308 min. Rainfall intensity = 1.561(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.143(CFS) Subarea runoff = 1.343(CFS) Total initial stream area = 1.000(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.0 14.31 1.01 0.07 0.81 0.7 0.8 0.8 10 1.0 14.31 1.13 0.07 0.81 0.8 1.0 1.0 25 1.0 14.31 1.29 0.07 0.81 0.9 1.1 1.1 50 1.0 14.31 1.43 0.07 0.81 1.0 1.2 1.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 61.000 to Point 61.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 1.343(CFS) Time of concentration = 14.31 min. Rainfall intensity = 1.561(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 2.087 16.78 0.069 1.040 1.408 2 1.343 14.31 0.069 0.814 1.561 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 2.087) + 0.897 * 1.000 * 1.000 * 1.000 * 1.343) + = 3.292 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.926 * 2.087) + 1.000 * 1.000 * 1.000 * 1.000 * 1.343) + = 3.277 Total of 2 streams to confluence: Flow rates before confluence point: 2.087 1.343 Maximum flow rates at confluence using above data: 3.292 3.277 Area of stream before confluence: 1.278 1.000 Effective area values after confluence: 2.278 2.067 Results of confluence: Total flow rate = 3.292(CFS) Time of concentration = 16.781 min. Effective stream area after confluence = 2.278(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.940(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 2.28(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.3 20.14 0.81 0.07 0.81 1.3 1.5 1.5 10 2.3 19.13 0.94 0.07 0.81 1.6 1.8 1.8 25 2.3 17.96 1.11 0.07 0.81 1.8 2.1 2.1 50 2.3 17.28 1.26 0.07 0.81 2.1 2.4 2.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 61.000 to Point 61.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.454(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.894(CFS) Time of concentration = 16.78 min. Rainfall intensity = 1.408(In/Hr) for a 100 year storm Subarea runoff = 1.260(CFS) for 1.500(Ac.) Total runoff = 4.553(CFS) Total area = 3.78(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.8 20.14 0.81 0.07 0.81 2.2 2.5 2.5 10 3.8 19.13 0.94 0.07 0.81 2.6 3.0 3.0 25 3.8 17.96 1.11 0.07 0.81 3.1 3.5 3.5 50 3.8 17.28 1.26 0.07 0.81 3.5 4.1 4.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 61.000 to Point 62.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 390.20(Ft.) Downstream point elevation = 387.90(Ft.) Pipe Slope = 0.0048 Ft/Ft Pipe length = 482.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.553(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.553(CFS) Normal flow depth in pipe = 10.34(In.) Flow top width inside pipe = 17.80(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 4.34(Ft/s) Travel time through pipe = 1.85 min. Time of concentration (TC) = 18.63 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.522(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.522(CFS) Normal flow depth in pipe = 7.32(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 7.21(In.) Pipe flow velocity = 3.74(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.951(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.951(CFS) Normal flow depth in pipe = 7.99(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 7.83(In.) Pipe flow velocity = 3.89(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.541(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.541(CFS) Normal flow depth in pipe = 8.87(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 8.62(In.) Pipe flow velocity = 4.08(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.061(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.061(CFS) Normal flow depth in pipe = 9.63(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 9.27(In.) Pipe flow velocity = 4.22(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 62.000 to Point 62.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.486(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.216(CFS) Time of concentration = 18.63 min. Rainfall intensity = 1.315(In/Hr) for a 100 year storm Subarea runoff = 0.358(CFS) for 0.600(Ac.) Total runoff = 4.911(CFS) Total area = 4.38(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.4 22.36 0.76 0.07 0.81 2.4 2.7 2.7 10 4.4 21.24 0.87 0.07 0.81 2.8 3.2 3.2 25 4.4 19.94 1.04 0.07 0.81 3.3 3.8 3.8 50 4.4 19.19 1.18 0.07 0.81 3.8 4.4 4.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 62.000 to Point 62.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.506(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.697(CFS) Time of concentration = 18.63 min. Rainfall intensity = 1.315(In/Hr) for a 100 year storm Subarea runoff = 0.561(CFS) for 0.500(Ac.) Total runoff = 5.472(CFS) Total area = 4.88(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.9 22.36 0.76 0.07 0.81 2.7 3.0 3.0 10 4.9 21.24 0.87 0.07 0.81 3.1 3.5 3.5 25 4.9 19.94 1.04 0.07 0.81 3.7 4.3 4.3 50 4.9 19.19 1.18 0.07 0.81 4.2 4.9 4.9 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 62.000 to Point 63.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 387.90(Ft.) Downstream point elevation = 387.00(Ft.) Pipe Slope = 0.0062 Ft/Ft Pipe length = 144.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.472(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.472(CFS) Normal flow depth in pipe = 10.66(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 10.81(In.) Pipe flow velocity = 5.02(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 19.11 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.022(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.022(CFS) Normal flow depth in pipe = 7.51(In.) Flow top width inside pipe = 17.75(In.) Critical Depth = 7.93(In.) Pipe flow velocity = 4.33(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.540(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.540(CFS) Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 17.93(In.) Critical Depth = 8.62(In.) Pipe flow velocity = 4.51(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.251(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.251(CFS) Normal flow depth in pipe = 9.13(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 9.49(In.) Pipe flow velocity = 4.73(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.879(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.879(CFS) Normal flow depth in pipe = 9.91(In.) Flow top width inside pipe = 17.91(In.) Critical Depth = 10.20(In.) Pipe flow velocity = 4.89(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 63.000 to Point 63.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.513(In/Hr) Minimum Q (Qmin=0.9YIA) = 4.810(CFS) Time of concentration = 19.11 min. Rainfall intensity = 1.293(In/Hr) for a 100 year storm Subarea runoff = 0.126(CFS) for 0.200(Ac.) Total runoff = 5.598(CFS) Total area = 5.08(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.1 22.93 0.74 0.07 0.81 2.8 3.1 3.1 10 5.1 21.79 0.86 0.07 0.81 3.2 3.6 3.6 25 5.1 20.45 1.02 0.07 0.81 3.8 4.3 4.3 50 5.1 19.69 1.16 0.07 0.81 4.3 5.0 5.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 63.000 to Point 64.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 387.00(Ft.) Downstream point elevation = 385.20(Ft.) Pipe Slope = 0.0030 Ft/Ft Pipe length = 606.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.598(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.598(CFS) Normal flow depth in pipe = 14.39(In.) Flow top width inside pipe = 14.41(In.) Critical Depth = 10.95(In.) Pipe flow velocity = 3.69(Ft/s) Travel time through pipe = 2.74 min. Time of concentration (TC) = 21.85 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.089(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.089(CFS) Normal flow depth in pipe = 9.42(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 8.03(In.) Pipe flow velocity = 3.30(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.620(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.620(CFS) Normal flow depth in pipe = 10.38(In.) Flow top width inside pipe = 17.79(In.) Critical Depth = 8.70(In.) Pipe flow velocity = 3.43(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.348(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.348(CFS) Normal flow depth in pipe = 11.73(In.) Flow top width inside pipe = 17.15(In.) Critical Depth = 9.60(In.) Pipe flow velocity = 3.56(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.991(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.991(CFS) Normal flow depth in pipe = 13.01(In.) Flow top width inside pipe = 16.12(In.) Critical Depth = 10.31(In.) Pipe flow velocity = 3.65(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 64.000 to Point 64.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.567(In/Hr) Minimum Q (Qmin=0.9YIA) = 6.406(CFS) Time of concentration = 21.85 min. Rainfall intensity = 1.186(In/Hr) for a 100 year storm Subarea runoff = 1.820(CFS) for 2.300(Ac.) Total runoff = 7.418(CFS) Total area = 7.38(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.4 26.22 0.68 0.07 0.81 3.7 4.1 4.1 10 7.4 24.91 0.79 0.07 0.81 4.2 4.8 4.8 25 7.4 23.38 0.94 0.07 0.81 5.0 5.8 5.8 50 7.4 22.50 1.06 0.07 0.81 5.7 6.6 6.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 64.000 to Point 64.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.590(In/Hr) Minimum Q (Qmin=0.9YIA) = 7.969(CFS) Time of concentration = 21.85 min. Rainfall intensity = 1.186(In/Hr) for a 100 year storm Subarea runoff = 1.810(CFS) for 1.800(Ac.) Total runoff = 9.228(CFS) Total area = 9.18(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 9.2 26.22 0.68 0.07 0.81 4.6 5.1 5.1 10 9.2 24.91 0.79 0.07 0.81 5.3 6.0 6.0 25 9.2 23.38 0.94 0.07 0.81 6.3 7.2 7.2 50 9.2 22.50 1.06 0.07 0.81 7.1 8.2 8.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 64.000 to Point 65.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 24.00(In.) Upstream point elevation = 385.20(Ft.) Downstream point elevation = 384.10(Ft.) Pipe Slope = 0.0021 Ft/Ft Pipe length = 535.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.228(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.228(CFS) Normal flow depth in pipe = 17.79(In.) Flow top width inside pipe = 21.02(In.) Critical Depth = 13.03(In.) Pipe flow velocity = 3.69(Ft/s) Travel time through pipe = 2.41 min. Time of concentration (TC) = 24.26 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 5.072(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.072(CFS) Normal flow depth in pipe = 11.92(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 9.51(In.) Pipe flow velocity = 3.26(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 5.950(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.950(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe = 23.89(In.) Critical Depth = 10.35(In.) Pipe flow velocity = 3.39(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 7.157(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.157(CFS) Normal flow depth in pipe = 14.77(In.) Flow top width inside pipe = 23.35(In.) Critical Depth = 11.38(In.) Pipe flow velocity = 3.53(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 8.222(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.222(CFS) Normal flow depth in pipe = 16.27(In.) Flow top width inside pipe = 22.43(In.) Critical Depth = 12.24(In.) Pipe flow velocity = 3.63(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 65.000 to Point 65.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.630(In/Hr) Minimum Q (Qmin=0.9YIA) = 12.636(CFS) Time of concentration = 24.26 min. Rainfall intensity = 1.108(In/Hr) for a 100 year storm Subarea runoff = 5.340(CFS) for 6.400(Ac.) Total runoff = 14.568(CFS) Total area = 15.58(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 15.6 29.11 0.64 0.07 0.81 7.2 8.0 8.0 10 15.6 27.66 0.74 0.07 0.81 8.4 9.4 9.4 25 15.6 25.96 0.87 0.07 0.81 9.9 11.3 11.3 50 15.6 24.99 0.99 0.07 0.81 11.3 13.0 13.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 65.000 to Point 65.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.631(In/Hr) Minimum Q (Qmin=0.9YIA) = 13.042(CFS) Time of concentration = 24.26 min. Rainfall intensity = 1.108(In/Hr) for a 100 year storm Subarea runoff = 0.468(CFS) for 0.500(Ac.) Total runoff = 15.036(CFS) Total area = 16.08(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 16.1 29.11 0.64 0.07 0.81 7.5 8.2 8.2 10 16.1 27.66 0.74 0.07 0.81 8.6 9.7 9.7 25 16.1 25.96 0.87 0.07 0.81 10.3 11.6 11.6 50 16.1 24.99 0.99 0.07 0.81 11.7 13.4 13.4 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 65.000 to Point 65.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 30.00(In.) Upstream point elevation = 384.10(Ft.) Downstream point elevation = 384.00(Ft.) Pipe Slope = 0.0020 Ft/Ft Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.036(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 15.036(CFS) Normal flow depth in pipe = 20.67(In.) Flow top width inside pipe = 27.77(In.) Critical Depth = 15.68(In.) Pipe flow velocity = 4.17(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 24.46 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 8.235(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 8.235(CFS) Normal flow depth in pipe = 14.09(In.) Flow top width inside pipe = 29.94(In.) Critical Depth = 11.46(In.) Pipe flow velocity = 3.64(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 9.672(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 9.672(CFS) Normal flow depth in pipe = 15.48(In.) Flow top width inside pipe = 29.98(In.) Critical Depth = 12.45(In.) Pipe flow velocity = 3.79(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 11.647(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.647(CFS) Normal flow depth in pipe = 17.37(In.) Flow top width inside pipe = 29.62(In.) Critical Depth = 13.71(In.) Pipe flow velocity = 3.96(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 13.390(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 13.390(CFS) Normal flow depth in pipe = 19.03(In.) Flow top width inside pipe = 28.90(In.) Critical Depth = 14.77(In.) Pipe flow velocity = 4.08(Ft/s) ----------------------------------------------------------------- End of computations, total study area = 16.100 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 05/16/13 File: PRH100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “H”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 58.000 to Point 67.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 413.000(Ft.) Top (of initial area) elevation = 401.000(Ft.) Bottom (of initial area) elevation = 400.400(Ft.) Difference in elevation = 0.600(Ft.) Slope = 0.00145 s(%)= 0.15 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.497 min. Rainfall intensity = 1.705(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 4.494(CFS) Subarea runoff = 5.301(CFS) Total initial stream area = 3.600(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.6 12.50 1.10 0.07 0.81 2.9 3.4 3.4 10 3.6 12.50 1.24 0.07 0.81 3.2 3.8 3.8 25 3.6 12.50 1.40 0.07 0.81 3.7 4.3 4.3 50 3.6 12.50 1.56 0.07 0.81 4.1 4.8 4.8 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 67.000 to Point 67.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 400.400(Ft.) End of street segment elevation = 398.700(Ft.) Length of street segment = 238.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [2] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 5.964(CFS) Depth of flow = 0.473(Ft.), Average velocity = 3.613(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.306(Ft.) Flow velocity = 3.61(Ft/s) Travel time = 1.10 min. TC = 13.60 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.319(CFS) Rainfall intensity = 1.614(In/Hr) for a 100 year storm Subarea runoff = 0.958(CFS) for 0.900(Ac.) Total runoff = 6.259(CFS) Total area = 4.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.5 16.31 0.93 0.07 0.81 3.0 3.5 3.5 10 4.5 15.50 1.07 0.07 0.81 3.5 4.1 4.1 25 4.5 14.55 1.27 0.07 0.81 4.2 4.9 4.9 50 4.5 14.00 1.45 0.07 0.81 4.8 5.6 5.6 ----------------------------------------------------------------- Street flow at end of street = 6.259(CFS) Half street flow at end of street = 3.129(CFS) Depth of flow = 0.485(Ft.), Average velocity = 3.669(Ft/s) Flow width (from curb towards crown)= 2.318(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 3.485(CFS) Half street flow at end of street = 1.743(CFS) Depth of flow = 0.361(Ft.), Average velocity = 3.029(Ft/s) ** 10 year storm ** Street flow at end of street = 4.072(CFS) Half street flow at end of street = 2.036(CFS) Depth of flow = 0.390(Ft.), Average velocity = 3.190(Ft/s) ** 25 year storm ** Street flow at end of street = 4.877(CFS) Half street flow at end of street = 2.439(CFS) Depth of flow = 0.427(Ft.), Average velocity = 3.386(Ft/s) ** 50 year storm ** Street flow at end of street = 5.588(CFS) Half street flow at end of street = 2.794(CFS) Depth of flow = 0.457(Ft.), Average velocity = 3.538(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 67.100 to Point 68.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 393.99(Ft.) Downstream point elevation = 393.40(Ft.) Pipe Slope = 0.0064 Ft/Ft Pipe length = 92.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.259(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.259(CFS) Normal flow depth in pipe = 11.57(In.) Flow top width inside pipe = 17.25(In.) Critical Depth = 11.60(In.) Pipe flow velocity = 5.22(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 13.89 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.485(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.485(CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe = 17.90(In.) Critical Depth = 8.54(In.) Pipe flow velocity = 4.54(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.072(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.072(CFS) Normal flow depth in pipe = 8.83(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 9.27(In.) Pipe flow velocity = 4.72(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 4.877(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.877(CFS) Normal flow depth in pipe = 9.84(In.) Flow top width inside pipe = 17.92(In.) Critical Depth = 10.20(In.) Pipe flow velocity = 4.94(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 5.588(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.588(CFS) Normal flow depth in pipe = 10.72(In.) Flow top width inside pipe = 17.67(In.) Critical Depth = 10.94(In.) Pipe flow velocity = 5.09(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 68.100 to Point 68.100 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.945(CFS) Time of concentration = 13.89 min. Rainfall intensity = 1.592(In/Hr) for a 100 year storm Subarea runoff = 0.732(CFS) for 0.600(Ac.) Total runoff = 6.991(CFS) Total area = 5.10(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 5.1 16.67 0.92 0.07 0.81 3.4 3.9 3.9 10 5.1 15.83 1.06 0.07 0.81 3.9 4.5 4.5 25 5.1 14.86 1.26 0.07 0.81 4.7 5.4 5.4 50 5.1 14.31 1.43 0.07 0.81 5.3 6.2 6.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 68.100 to Point 68.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 398.000(Ft.) End of street segment elevation = 393.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.814(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.484(Ft.), Average velocity = 2.359(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.848(Ft.) Flow velocity = 2.36(Ft/s) Travel time = 6.36 min. TC = 20.25 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 5.748(CFS) The area added to the existing stream causes a a lower flow rate of Q = 6.675(CFS) therefore the upstream flow rate of Q = 6.991(CFS) is being used Rainfall intensity = 1.246(In/Hr) for a 100 year storm Subarea runoff = 0.000(CFS) for 1.200(Ac.) Total runoff = 6.991(CFS) Total area = 6.30(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 6.3 24.30 0.72 0.07 0.81 3.3 3.7 3.9 10 6.3 23.08 0.83 0.07 0.81 3.8 4.3 4.5 25 6.3 21.66 0.98 0.07 0.81 4.5 5.2 5.4 50 6.3 20.86 1.12 0.07 0.81 5.1 5.9 6.2 ----------------------------------------------------------------- Street flow at end of street = 6.991(CFS) Half street flow at end of street = 6.991(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.468(Ft.), Average velocity = 2.296(Ft/s) Flow width (from curb towards crown)= 17.083(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 3.891(CFS) Half street flow at end of street = 3.891(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.397(Ft.), Average velocity = 1.993(Ft/s) ** 10 year storm ** Street flow at end of street = 4.546(CFS) Half street flow at end of street = 4.546(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.414(Ft.), Average velocity = 2.069(Ft/s) ** 25 year storm ** Street flow at end of street = 5.447(CFS) Half street flow at end of street = 5.447(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.436(Ft.), Average velocity = 2.161(Ft/s) ** 50 year storm ** Street flow at end of street = 6.241(CFS) Half street flow at end of street = 6.241(CFS) WARNING: Travel time greater than 5 min. with TC less than 60 min. Depth of flow = 0.453(Ft.), Average velocity = 2.234(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 68.000 to Point 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 389.00(Ft.) Downstream point elevation = 388.00(Ft.) Pipe Slope = 0.0100 Ft/Ft Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.991(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.991(CFS) Normal flow depth in pipe = 10.73(In.) Flow top width inside pipe = 17.66(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 20.51 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.891(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.891(CFS) Normal flow depth in pipe = 7.58(In.) Flow top width inside pipe = 17.78(In.) Critical Depth = 9.04(In.) Pipe flow velocity = 5.50(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.546(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.546(CFS) Normal flow depth in pipe = 8.28(In.) Flow top width inside pipe = 17.94(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 5.73(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.447(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.447(CFS) Normal flow depth in pipe = 9.20(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 10.79(In.) Pipe flow velocity = 6.00(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.241(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.241(CFS) Normal flow depth in pipe = 9.98(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 11.59(In.) Pipe flow velocity = 6.20(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 69.000 to Point 69.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.300(Ac.) Runoff from this stream = 6.991(CFS) Time of concentration = 20.51 min. Rainfall intensity = 1.235(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 70.000 to Point 69.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 398.000(Ft.) Bottom (of initial area) elevation = 393.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00556 s(%)= 0.56 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.050 min. Rainfall intensity = 1.658(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.457(CFS) Subarea runoff = 1.716(CFS) Total initial stream area = 1.200(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.2 13.05 1.07 0.07 0.81 0.9 1.1 1.1 10 1.2 13.05 1.20 0.07 0.81 1.1 1.2 1.2 25 1.2 13.05 1.37 0.07 0.81 1.2 1.4 1.4 50 1.2 13.05 1.52 0.07 0.81 1.3 1.6 1.6 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 69.000 to Point 69.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.200(Ac.) Runoff from this stream = 1.716(CFS) Time of concentration = 13.05 min. Rainfall intensity = 1.658(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 6.991 20.51 0.069 0.814 1.235 2 1.716 13.05 0.069 0.814 1.658 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 6.991) + 0.734 * 1.000 * 1.000 * 1.000 * 1.716) + = 8.251 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.818 * 6.991) + 1.000 * 1.000 * 1.000 * 1.000 * 1.716) + = 7.436 Total of 2 streams to confluence: Flow rates before confluence point: 6.991 1.716 Maximum flow rates at confluence using above data: 8.251 7.436 Area of stream before confluence: 6.300 1.200 Effective area values after confluence: 7.500 4.985 Results of confluence: Total flow rate = 8.251(CFS) Time of concentration = 20.510 min. Effective stream area after confluence = 7.500(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 7.50(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.5 24.61 0.71 0.07 0.81 3.9 4.3 4.3 10 7.5 23.38 0.82 0.07 0.81 4.5 5.1 5.1 25 7.5 21.95 0.97 0.07 0.81 5.3 6.1 6.1 50 7.5 21.12 1.11 0.07 0.81 6.1 7.0 7.0 ----------------------------------------------------------------- End of computations, total study area = 7.500 (Ac.) 1 Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 10/02/13 File: PRI100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “I”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.653(In.) 2 24 0.986(In.) 100 6 1.630(In.) 100 24 2.830(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.313, Y100 = 0.711 or Y100 = 0.711 Note: Larger value of Y100 = 0.711 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.313 2 0.411 5 0.476 10 0.561 25 0.639 50 0.711 100 24 Hour Rainfall - Year Storm 0.986 2 1.442 5 1.743 10 2.136 25 2.493 50 2.830 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 71.000 to Point 73.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.821 Initial subarea data: 2 Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 396.000(Ft.) Bottom (of initial area) elevation = 392.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00444 s(%)= 0.44 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.646 min. Rainfall intensity = 1.863(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 3.027(CFS) Subarea runoff = 3.552(CFS) Total initial stream area = 2.200(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.2 13.65 1.08 0.07 0.81 1.7 2.0 2.0 10 2.2 13.65 1.25 0.07 0.81 2.0 2.3 2.3 25 2.2 13.65 1.47 0.07 0.81 2.4 2.8 2.8 50 2.2 13.65 1.67 0.07 0.82 2.7 3.2 3.2 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 73.000 to Point 74.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 21.00(In.) Upstream point elevation = 385.50(Ft.) Downstream point elevation = 385.30(Ft.) Pipe Slope = 0.0020 Ft/Ft Pipe length = 100.00(Ft.) Manning's N = 0.026 No. of pipes = 1 Required pipe flow = 3.552(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.552(CFS) Normal flow depth in pipe = 17.25(In.) Flow top width inside pipe = 16.09(In.) Critical Depth = 8.24(In.) Pipe flow velocity = 1.68(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 14.64 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.996(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 1.996(CFS) Normal flow depth in pipe = 11.27(In.) Flow top width inside pipe = 20.94(In.) Critical Depth = 6.10(In.) Pipe flow velocity = 1.52(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.334(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.334(CFS) Normal flow depth in pipe = 12.45(In.) Flow top width inside pipe = 20.64(In.) Critical Depth = 6.61(In.) Pipe flow velocity = 1.57(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.774(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 2.774(CFS) Normal flow depth in pipe = 13.99(In.) Flow top width inside pipe = 19.80(In.) Critical Depth = 7.24(In.) Pipe flow velocity = 1.63(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.175(CFS) Given pipe size = 21.00(In.) Calculated individual pipe flow = 3.175(CFS) 3 Normal flow depth in pipe = 15.52(In.) Flow top width inside pipe = 18.45(In.) Critical Depth = 7.76(In.) Pipe flow velocity = 1.67(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.000 to Point 74.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.200(Ac.) Runoff from this stream = 3.552(CFS) Time of concentration = 14.64 min. Rainfall intensity = 1.780(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8207 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.100 to Point 74.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.821 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 395.000(Ft.) Bottom (of initial area) elevation = 392.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00300 s(%)= 0.30 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.397 min. Rainfall intensity = 1.722(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 3.307(CFS) Subarea runoff = 3.869(CFS) Total initial stream area = 2.600(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.6 15.40 1.00 0.07 0.81 1.9 2.2 2.2 10 2.6 15.40 1.15 0.07 0.81 2.2 2.5 2.5 25 2.6 15.40 1.36 0.07 0.81 2.6 3.0 3.0 50 2.6 15.40 1.55 0.07 0.82 3.0 3.5 3.5 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.000 to Point 74.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.600(Ac.) Runoff from this stream = 3.869(CFS) Time of concentration = 15.40 min. Rainfall intensity = 1.722(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8207 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: 4 Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 3.552 14.64 0.069 0.821 1.780 2 3.869 15.40 0.069 0.821 1.722 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 3.552) + 1.000 * 1.000 * 1.000 * 0.975 * 3.869) + = 7.326 Qmax(2) = 0.966 * 1.000 * 1.000 * 1.000 * 3.552) + 1.000 * 1.000 * 1.000 * 1.000 * 3.869) + = 7.302 Total of 2 streams to confluence: Flow rates before confluence point: 3.552 3.869 Maximum flow rates at confluence using above data: 7.326 7.302 Area of stream before confluence: 2.200 2.600 Effective area values after confluence: 4.651 4.800 Results of confluence: Total flow rate = 7.326(CFS) Time of concentration = 14.639 min. Effective stream area after confluence = 4.651(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.821(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 4.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.7 17.57 0.91 0.07 0.81 3.1 3.5 3.5 10 4.7 16.69 1.09 0.07 0.81 3.7 4.3 4.3 25 4.7 15.66 1.34 0.07 0.81 4.6 5.3 5.3 50 4.7 15.08 1.57 0.07 0.82 5.4 6.3 6.3 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 74.000 to Point 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 384.40(Ft.) Downstream point elevation = 384.00(Ft.) Pipe Slope = 0.0011 Ft/Ft Pipe length = 368.00(Ft.) Manning's N = 0.026 No. of pipes = 1 Required pipe flow = 7.326(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.270(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.543(Ft.) Minor friction loss = 0.127(Ft.) K-factor = 1.50 Pipe flow velocity = 2.33(Ft/s) Travel time through pipe = 2.63 min. Time of concentration (TC) = 17.27 min. ----------------------------------------------------------------- 5 ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 3.538(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.538(CFS) Normal flow depth in pipe = 18.66(In.) Flow top width inside pipe = 19.97(In.) Critical Depth = 7.89(In.) Pipe flow velocity = 1.35(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 4.294(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.174(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.530(Ft.) Minor friction loss = 0.044(Ft.) K-factor = 1.50 Pipe flow velocity = 1.37(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 5.337(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.486(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.819(Ft.) Minor friction loss = 0.067(Ft.) K-factor = 1.50 Pipe flow velocity = 1.70(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 6.272(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.824(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.131(Ft.) Minor friction loss = 0.093(Ft.) K-factor = 1.50 Pipe flow velocity = 2.00(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 75.000 to Point 75.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.821 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.821 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.635(In/Hr) Minimum Q (Qmin=0.9YIA) = 32.291(CFS) Time of concentration = 17.27 min. Rainfall intensity = 1.598(In/Hr) for a 100 year storm Subarea runoff = 30.330(CFS) for 22.700(Ac.) Total runoff = 37.656(CFS) Total area = 27.35(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 27.4 20.72 0.82 0.07 0.81 16.4 18.5 18.5 10 27.4 19.69 0.98 0.07 0.81 19.6 22.5 22.5 25 27.4 18.48 1.21 0.07 0.81 24.2 28.0 28.0 50 27.4 17.79 1.41 0.07 0.82 28.3 33.0 33.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 75.000 to Point 76.000 6 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point elevation = 384.00(Ft.) Downstream point elevation = 380.00(Ft.) Pipe Slope = 0.0222 Ft/Ft Pipe length = 180.00(Ft.) Manning's N = 0.026 No. of pipes = 1 Required pipe flow = 37.656(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 37.656(CFS) Normal flow depth in pipe = 23.44(In.) Flow top width inside pipe = 34.32(In.) Critical Depth = 23.93(In.) Pipe flow velocity = 7.73(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 17.66 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 18.514(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 18.514(CFS) Normal flow depth in pipe = 15.21(In.) Flow top width inside pipe = 35.57(In.) Critical Depth = 16.54(In.) Pipe flow velocity = 6.52(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 22.510(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 22.510(CFS) Normal flow depth in pipe = 16.99(In.) Flow top width inside pipe = 35.94(In.) Critical Depth = 18.31(In.) Pipe flow velocity = 6.86(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 28.020(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 28.020(CFS) Normal flow depth in pipe = 19.34(In.) Flow top width inside pipe = 35.90(In.) Critical Depth = 20.56(In.) Pipe flow velocity = 7.24(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 32.960(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 32.960(CFS) Normal flow depth in pipe = 21.42(In.) Flow top width inside pipe = 35.34(In.) Critical Depth = 22.36(In.) Pipe flow velocity = 7.52(Ft/s) ----------------------------------------------------------------- End of computations, total study area = 27.500 (Ac.) Kern County Rational Hydrology Program (Hydrology Manual Dated 1992) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2007 Version 7.5 Rational Hydrology Study Date: 03/07/13 File: PRM100.out ------------------------------------------------------------------------ ROSEDALE HWY (ROUTE 58) WIDENING HYDROLOGY ANALYSIS FOR 100-YR PROPOSED CONDITION (AREA “M”) BY TYLER PHAM ------------------------------------------------------------------------ Program License Serial Number 6285 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ ENGLISH UNITS USED FOR RAINFALL DATA Rainfall map data: Year Storm Hour Rainfall 2 6 0.700(In.) 2 24 0.950(In.) 100 6 1.500(In.) 100 24 2.000(In.) Latitude in degrees = 35.40 SAN JOAQUIN VALLEY area of study Y2 = 0.327, Y100 = 0.614 or Y100 = 0.615 Note: Larger value of Y100 = 0.615 used Slope used for rainfall intensity curve b = 0.6500 Remaining year storm values: 1 Hour Rainfall - Year Storm 0.327 2 0.399 5 0.446 10 0.507 25 0.562 50 0.615 100 24 Hour Rainfall - Year Storm 0.950 2 1.210 5 1.381 10 1.605 25 1.808 50 2.000 100 Note: Computer estimated pipe sizes use 100 year storm flow rates NOTE: ENGLISH (IN-LB) INPUT DATA UNITS USED NOTE: ENGLISH (IN-LB) OUTPUT DATA UNITS USED ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 38.000 to Point 39.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 394.000(Ft.) Bottom (of initial area) elevation = 385.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.603 min. Rainfall intensity = 1.789(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.965(CFS) Subarea runoff = 2.323(CFS) Total initial stream area = 1.500(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.5 11.60 1.16 0.07 0.81 1.3 1.5 1.5 10 1.5 11.60 1.30 0.07 0.81 1.4 1.7 1.7 25 1.5 11.60 1.47 0.07 0.81 1.6 1.9 1.9 50 1.5 11.60 1.64 0.07 0.81 1.8 2.1 2.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 39.000 to Point 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 385.000(Ft.) End of street segment elevation = 384.500(Ft.) Length of street segment = 237.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [2] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 2.632(CFS) Depth of flow = 0.425(Ft.), Average velocity = 1.836(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.259(Ft.) Flow velocity = 1.84(Ft/s) Travel time = 2.15 min. TC = 13.75 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.229(CFS) Rainfall intensity = 1.602(In/Hr) for a 100 year storm Subarea runoff = 0.299(CFS) for 0.400(Ac.) Total runoff = 2.622(CFS) Total area = 1.90(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.9 16.51 0.92 0.07 0.81 1.3 1.5 1.5 10 1.9 15.68 1.07 0.07 0.81 1.5 1.7 1.7 25 1.9 14.72 1.26 0.07 0.81 1.8 2.0 2.0 50 1.9 14.17 1.44 0.07 0.81 2.0 2.3 2.3 ----------------------------------------------------------------- Street flow at end of street = 2.622(CFS) Half street flow at end of street = 1.311(CFS) Depth of flow = 0.424(Ft.), Average velocity = 1.833(Ft/s) Flow width (from curb towards crown)= 2.258(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.473(CFS) Half street flow at end of street = 0.736(CFS) Depth of flow = 0.321(Ft.), Average velocity = 1.511(Ft/s) ** 10 year storm ** Street flow at end of street = 1.705(CFS) Half street flow at end of street = 0.853(CFS) Depth of flow = 0.344(Ft.), Average velocity = 1.589(Ft/s) ** 25 year storm ** Street flow at end of street = 2.043(CFS) Half street flow at end of street = 1.021(CFS) Depth of flow = 0.375(Ft.), Average velocity = 1.688(Ft/s) ** 50 year storm ** Street flow at end of street = 2.341(CFS) Half street flow at end of street = 1.170(CFS) Depth of flow = 0.401(Ft.), Average velocity = 1.766(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 40.000 to Point 41.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 379.50(Ft.) Downstream point elevation = 379.00(Ft.) Pipe Slope = 0.0011 Ft/Ft Pipe length = 448.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.622(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.622(CFS) Normal flow depth in pipe = 11.60(In.) Flow top width inside pipe = 17.23(In.) Critical Depth = 7.35(In.) Pipe flow velocity = 2.18(Ft/s) Travel time through pipe = 3.43 min. Time of concentration (TC) = 17.18 min. WARNING: Travel time greater than 3 min. with TC less than 30 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.473(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.473(CFS) Normal flow depth in pipe = 8.13(In.) Flow top width inside pipe = 17.92(In.) Critical Depth = 5.46(In.) Pipe flow velocity = 1.90(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 1.705(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.705(CFS) Normal flow depth in pipe = 8.85(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 5.89(In.) Pipe flow velocity = 1.97(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.043(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.043(CFS) Normal flow depth in pipe = 9.87(In.) Flow top width inside pipe = 17.92(In.) Critical Depth = 6.47(In.) Pipe flow velocity = 2.06(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 2.341(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.341(CFS) Normal flow depth in pipe = 10.75(In.) Flow top width inside pipe = 17.66(In.) Critical Depth = 6.93(In.) Pipe flow velocity = 2.13(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 41.000 to Point 41.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 2.842(CFS) Time of concentration = 17.18 min. Rainfall intensity = 1.386(In/Hr) for a 100 year storm Subarea runoff = 0.698(CFS) for 0.900(Ac.) Total runoff = 3.320(CFS) Total area = 2.80(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 2.8 20.62 0.80 0.07 0.81 1.6 1.8 1.8 10 2.8 19.59 0.92 0.07 0.81 1.9 2.2 2.2 25 2.8 18.39 1.09 0.07 0.81 2.2 2.6 2.6 50 2.8 17.70 1.24 0.07 0.81 2.5 3.0 3.0 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 41.000 to Point 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 379.00(Ft.) Downstream point elevation = 366.70(Ft.) Pipe Slope = 0.0175 Ft/Ft Pipe length = 702.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.320(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.320(CFS) Normal flow depth in pipe = 7.43(In.) Flow top width inside pipe = 11.65(In.) Critical Depth = 9.36(In.) Pipe flow velocity = 6.51(Ft/s) Travel time through pipe = 1.80 min. Time of concentration (TC) = 18.98 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.838(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.838(CFS) Normal flow depth in pipe = 5.20(In.) Flow top width inside pipe = 11.89(In.) Critical Depth = 6.93(In.) Pipe flow velocity = 5.63(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.151(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.151(CFS) Normal flow depth in pipe = 5.69(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 7.53(In.) Pipe flow velocity = 5.87(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.582(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.582(CFS) Normal flow depth in pipe = 6.33(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 8.26(In.) Pipe flow velocity = 6.14(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 2.961(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.961(CFS) Normal flow depth in pipe = 6.89(In.) Flow top width inside pipe = 11.87(In.) Critical Depth = 8.86(In.) Pipe flow velocity = 6.34(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 42.000 to Point 42.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.996(CFS) Time of concentration = 18.98 min. Rainfall intensity = 1.299(In/Hr) for a 100 year storm Subarea runoff = 1.332(CFS) for 1.400(Ac.) Total runoff = 4.652(CFS) Total area = 4.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 4.2 22.78 0.75 0.07 0.81 2.3 2.6 2.6 10 4.2 21.64 0.86 0.07 0.81 2.6 3.0 3.0 25 4.2 20.31 1.02 0.07 0.81 3.1 3.6 3.6 50 4.2 19.55 1.17 0.07 0.81 3.6 4.1 4.1 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 42.000 to Point 42.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 18.00(In.) Upstream point elevation = 366.70(Ft.) Downstream point elevation = 366.00(Ft.) Pipe Slope = 0.0032 Ft/Ft Pipe length = 218.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.652(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.652(CFS) Normal flow depth in pipe = 11.98(In.) Flow top width inside pipe = 16.99(In.) Critical Depth = 9.94(In.) Pipe flow velocity = 3.73(Ft/s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 19.96 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 2.568(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.568(CFS) Normal flow depth in pipe = 8.26(In.) Flow top width inside pipe = 17.94(In.) Critical Depth = 7.28(In.) Pipe flow velocity = 3.24(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 3.009(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.009(CFS) Normal flow depth in pipe = 9.06(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 7.92(In.) Pipe flow velocity = 3.38(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 3.614(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.614(CFS) Normal flow depth in pipe = 10.13(In.) Flow top width inside pipe = 17.86(In.) Critical Depth = 8.70(In.) Pipe flow velocity = 3.53(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 4.147(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.147(CFS) Normal flow depth in pipe = 11.06(In.) Flow top width inside pipe = 17.52(In.) Critical Depth = 9.35(In.) Pipe flow velocity = 3.64(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 42.100 to Point 42.100 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 4.652(CFS) Time of concentration = 19.96 min. Rainfall intensity = 1.258(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 44.000 to Point 45.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 385.000(Ft.) Bottom (of initial area) elevation = 383.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00267 s(%)= 0.27 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.051 min. Rainfall intensity = 1.580(In/Hr) for a 100 year storm Minimum Q (Qmin=0.9YIA) = 1.620(CFS) Subarea runoff = 1.904(CFS) Total initial stream area = 1.400(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 1.4 14.05 1.02 0.07 0.81 1.0 1.2 1.2 10 1.4 14.05 1.14 0.07 0.81 1.2 1.4 1.4 25 1.4 14.05 1.30 0.07 0.81 1.3 1.6 1.6 50 1.4 14.05 1.45 0.07 0.81 1.5 1.7 1.7 ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 45.000 to Point 43.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 383.000(Ft.) End of street segment elevation = 381.600(Ft.) Length of street segment = 562.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.000(Ft.) Slope from gutter to grade break (v/hz) = 1.000 Slope from grade break to crown (v/hz) = 1.000 Street flow is on [2] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 2.000 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 = 3.128(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.445(Ft.), Average velocity = 2.054(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.278(Ft.) Flow velocity = 2.05(Ft/s) Travel time = 4.56 min. TC = 18.61 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil AMC II = 61.00 Pervious (Ap) = 0.100 Loss rate, Fm = 0.069(In/Hr), Fp = 0.686(In/Hr) Subarea (Ai) = 0.9000; Subarea Yield Fraction(Y) = 0.814 Area Averaged (Ai) = 0.9000; Average Yield Fraction(Y) = 0.814 Area averaged Fm = 0.069(In/Hr), Area Averaged Fp = 0.686(In/Hr) Minimum Q (Qmin=0.9YIA) = 3.084(CFS) Rainfall intensity = 1.316(In/Hr) for a 100 year storm Subarea runoff = 1.688(CFS) for 1.800(Ac.) Total runoff = 3.592(CFS) Total area = 3.20(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 3.2 22.33 0.76 0.07 0.81 1.8 2.0 2.0 10 3.2 21.22 0.88 0.07 0.81 2.0 2.3 2.3 25 3.2 19.91 1.04 0.07 0.81 2.4 2.8 2.8 50 3.2 19.17 1.18 0.07 0.81 2.8 3.2 3.2 ----------------------------------------------------------------- Street flow at end of street = 3.592(CFS) Half street flow at end of street = 1.796(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.477(Ft.), Average velocity = 2.147(Ft/s) Flow width (from curb towards crown)= 2.311(Ft.) ----------------------------------------------------------------- ****** OTHER STORM YEAR DEPTHS AT END OF STREET ****** ** 5 year storm ** Street flow at end of street = 1.984(CFS) Half street flow at end of street = 0.992(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.355(Ft.), Average velocity = 1.767(Ft/s) ** 10 year storm ** Street flow at end of street = 2.324(CFS) Half street flow at end of street = 1.162(CFS) WARNING: Travel time greater than 3 min. with TC less than 30 min. Depth of flow = 0.383(Ft.), Average velocity = 1.863(Ft/s) ** 25 year storm ** Street flow at end of street = 2.791(CFS) Half street flow at end of street = 1.396(CFS) Depth of flow = 0.420(Ft.), Average velocity = 1.979(Ft/s) ** 50 year storm ** Street flow at end of street = 3.203(CFS) Half street flow at end of street = 1.602(CFS) Depth of flow = 0.450(Ft.), Average velocity = 2.069(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 43.000 to Point 42.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ ** Pipe sized for a 100 year storm ** Nearest computed pipe diameter = 12.00(In.) Upstream point elevation = 376.60(Ft.) Downstream point elevation = 366.00(Ft.) Pipe Slope = 0.0331 Ft/Ft Pipe length = 320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.592(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.592(CFS) Normal flow depth in pipe = 6.38(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.70(In.) Pipe flow velocity = 8.47(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 19.24 min. ----------------------------------------------------------------- ****** OTHER STORM YEAR PIPE DATA ****** ** 5 year storm ** No. of pipes = 1 Required pipe flow = 1.984(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.984(CFS) Normal flow depth in pipe = 4.55(In.) Flow top width inside pipe = 11.65(In.) Critical Depth = 7.21(In.) Pipe flow velocity = 7.25(Ft/s) ** 10 year storm ** No. of pipes = 1 Required pipe flow = 2.324(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.324(CFS) Normal flow depth in pipe = 4.96(In.) Flow top width inside pipe = 11.82(In.) Critical Depth = 7.83(In.) Pipe flow velocity = 7.57(Ft/s) ** 25 year storm ** No. of pipes = 1 Required pipe flow = 2.791(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.791(CFS) Normal flow depth in pipe = 5.50(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 8.60(In.) Pipe flow velocity = 7.95(Ft/s) ** 50 year storm ** No. of pipes = 1 Required pipe flow = 3.203(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.203(CFS) Normal flow depth in pipe = 5.96(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 9.20(In.) Pipe flow velocity = 8.23(Ft/s) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point 42.100 to Point 42.100 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.200(Ac.) Runoff from this stream = 3.592(CFS) Time of concentration = 19.24 min. Rainfall intensity = 1.288(In/Hr) Area averaged loss rate (Fm) = 0.0686(In/Hr) Area averaged yield fraction Y = 0.8137 Area averaged SCS CN = 61.00 Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Fm Y Rainfall Intensity No. (CFS) (min) (In/Hr) (In/Hr) (In/Hr) 1 4.652 19.96 0.069 0.814 1.258 2 3.592 19.24 0.069 0.814 1.288 The following analysis considers each stream individually as the Q2,T2 (largest stream). If equations do not apply, 1.000 is used. The largest resulting flow rate is selected as governing flow. I2-Fm1 Y1*I2 I2 T2+T1 ------ ---- -- ----- * Q1 I1-Fm1 Y1*I1 I1 2*T1 Qmax(1) = 1.000 * 1.000 * 1.000 * 1.000 * 4.652) + 0.975 * 1.000 * 1.000 * 1.000 * 3.592) + = 8.155 Qmax(2) = 1.000 * 1.000 * 1.000 * 0.982 * 4.652) + 1.000 * 1.000 * 1.000 * 1.000 * 3.592) + = 8.161 Total of 2 streams to confluence: Flow rates before confluence point: 4.652 3.592 Maximum flow rates at confluence using above data: 8.155 8.161 Area of stream before confluence: 4.200 3.200 Effective area values after confluence: 7.400 7.223 Results of confluence: Total flow rate = 8.161(CFS) Time of concentration = 19.242 min. Effective stream area after confluence = 7.223(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.069(In/Hr) Study area average yield Y = 0.814(In/Hr) Study area average SCS CN = 61.000 Study area total (this main stream) = 7.40(Ac.) ----------------------------------------------------------------- ******* DATA FOR OTHER YEAR STORMS ******* Year Area TC Intensity Fm Avg Y Avg Qmin Qcalc Qtot (Ac) (Min) (In/Hr) (In/Hr) (In/Hr) (cfs) (cfs) (cfs) 5 7.2 23.09 0.74 0.07 0.81 3.9 4.4 4.4 10 7.2 21.94 0.86 0.07 0.81 4.5 5.1 5.1 25 7.2 20.59 1.02 0.07 0.81 5.4 6.2 6.2 50 7.2 19.82 1.16 0.07 0.81 6.1 7.1 7.1 ----------------------------------------------------------------- End of computations, total study area = 7.400 (Ac.) Appendix D Hydraulic Analysis Street Flow Analysis (5-Year storm) Inlet Capacity Calculations (10-Year storm) WSPG Calculations (10-Year storm) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 4 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.10 Highlighted Depth (ft) = 0.12 Q (cfs) = 0.100 Area (sqft) = 0.09 Velocity (ft/s) = 1.11 Wetted Perim (ft) = 0.64 Crit Depth, Yc (ft) = 0.11 Spread Width (ft) = 1.50 EGL (ft) = 0.14 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 5 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.20 Highlighted Depth (ft) = 0.31 Q (cfs) = 1.200 Area (sqft) = 1.02 Velocity (ft/s) = 1.17 Wetted Perim (ft) = 9.82 Crit Depth, Yc (ft) = 0.28 Spread Width (ft) = 9.50 EGL (ft) = 0.33 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 6 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 2.80 Highlighted Depth (ft) = 0.39 Q (cfs) = 2.800 Area (sqft) = 1.94 Velocity (ft/s) = 1.44 Wetted Perim (ft) = 13.90 Crit Depth, Yc (ft) = 0.35 Spread Width (ft) = 13.50 EGL (ft) = 0.42 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 8 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.60 Highlighted Depth (ft) = 0.26 Q (cfs) = 0.600 Area (sqft) = 0.61 Velocity (ft/s) = 0.98 Wetted Perim (ft) = 7.27 Crit Depth, Yc (ft) = 0.23 Spread Width (ft) = 7.00 EGL (ft) = 0.28 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 10 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 3.00 Highlighted Depth (ft) = 0.40 Q (cfs) = 3.000 Area (sqft) = 2.08 Velocity (ft/s) = 1.44 Wetted Perim (ft) = 14.41 Crit Depth, Yc (ft) = 0.36 Spread Width (ft) = 14.00 EGL (ft) = 0.43 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 11 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.80 Highlighted Depth (ft) = 0.35 Q (cfs) = 1.800 Area (sqft) = 1.44 Velocity (ft/s) = 1.25 Wetted Perim (ft) = 11.86 Crit Depth, Yc (ft) = 0.31 Spread Width (ft) = 11.50 EGL (ft) = 0.37 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 12 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.12 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.90 Highlighted Depth (ft) = 0.33 Q (cfs) = 0.900 Area (sqft) = 1.22 Velocity (ft/s) = 0.74 Wetted Perim (ft) = 10.84 Crit Depth, Yc (ft) = 0.26 Spread Width (ft) = 10.50 EGL (ft) = 0.34 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 16 (Drainage System No. 1) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 4.20 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.10 Highlighted Depth (ft) = 0.15 Q (cfs) = 1.100 Area (sqft) = 0.14 Velocity (ft/s) = 7.82 Wetted Perim (ft) = 0.35 Crit Depth, Yc (ft) = 0.27 Spread Width (ft) = 1.88 EGL (ft) = 1.10 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Grate Inlet # 1 (Drainage System No. 1) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.40 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.60 Highlighted Depth (ft) = 0.16 Q (cfs) = 0.600 Area (sqft) = 0.16 Velocity (ft/s) = 3.75 Wetted Perim (ft) = 0.32 Crit Depth, Yc (ft) = 0.23 Spread Width (ft) = 2.00 EGL (ft) = 0.38 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Grate Inlet # 2 (Drainage System No. 2) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.40 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.10 Highlighted Depth (ft) = 0.29 Q (cfs) = 1.100 Area (sqft) = 0.84 Velocity (ft/s) = 1.31 Wetted Perim (ft) = 8.80 Crit Depth, Yc (ft) = 0.27 Spread Width (ft) = 8.50 EGL (ft) = 0.32 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 17 (Drainage System No. 3) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.25 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.20 Highlighted Depth (ft) = 0.14 Q (cfs) = 0.200 Area (sqft) = 0.12 Velocity (ft/s) = 1.63 Wetted Perim (ft) = 0.44 Crit Depth, Yc (ft) = 0.15 Spread Width (ft) = 1.75 EGL (ft) = 0.18 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 18 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.50 Highlighted Depth (ft) = 0.16 Q (cfs) = 0.500 Area (sqft) = 0.16 Velocity (ft/s) = 3.13 Wetted Perim (ft) = 0.32 Crit Depth, Yc (ft) = 0.22 Spread Width (ft) = 2.00 EGL (ft) = 0.31 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 20 (Drainage System No. 4) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.39 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.30 Highlighted Depth (ft) = 0.14 Q (cfs) = 0.300 Area (sqft) = 0.12 Velocity (ft/s) = 2.45 Wetted Perim (ft) = 0.44 Crit Depth, Yc (ft) = 0.18 Spread Width (ft) = 1.75 EGL (ft) = 0.23 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 22 (Drainage System No. 5) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.22 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.50 Highlighted Depth (ft) = 0.26 Q (cfs) = 0.500 Area (sqft) = 0.61 Velocity (ft/s) = 0.82 Wetted Perim (ft) = 7.27 Crit Depth, Yc (ft) = 0.22 Spread Width (ft) = 7.00 EGL (ft) = 0.27 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 24 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.12 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.30 Highlighted Depth (ft) = 0.16 Q (cfs) = 0.300 Area (sqft) = 0.16 Velocity (ft/s) = 1.88 Wetted Perim (ft) = 0.32 Crit Depth, Yc (ft) = 0.18 Spread Width (ft) = 2.00 EGL (ft) = 0.21 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 25 (Drainage System No. 6) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.78 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.40 Highlighted Depth (ft) = 0.29 Q (cfs) = 1.400 Area (sqft) = 0.84 Velocity (ft/s) = 1.66 Wetted Perim (ft) = 8.80 Crit Depth, Yc (ft) = 0.29 Spread Width (ft) = 8.50 EGL (ft) = 0.33 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Existing CB 26 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.71 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.10 Highlighted Depth (ft) = 0.11 Q (cfs) = 0.100 Area (sqft) = 0.08 Velocity (ft/s) = 1.32 Wetted Perim (ft) = 0.76 Crit Depth, Yc (ft) = 0.11 Spread Width (ft) = 1.38 EGL (ft) = 0.14 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 32 (Drainage System No. 9-1) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.32 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.10 Highlighted Depth (ft) = 0.12 Q (cfs) = 0.100 Area (sqft) = 0.09 Velocity (ft/s) = 1.11 Wetted Perim (ft) = 0.64 Crit Depth, Yc (ft) = 0.11 Spread Width (ft) = 1.50 EGL (ft) = 0.14 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 34 (Drainage System No. 9) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.47 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.00 Highlighted Depth (ft) = 0.28 Q (cfs) = 1.000 Area (sqft) = 0.76 Velocity (ft/s) = 1.32 Wetted Perim (ft) = 8.29 Crit Depth, Yc (ft) = 0.26 Spread Width (ft) = 8.00 EGL (ft) = 0.31 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Existing CB 38 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.58 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 3.50 Highlighted Depth (ft) = 0.38 Q (cfs) = 3.500 Area (sqft) = 1.81 Velocity (ft/s) = 1.93 Wetted Perim (ft) = 13.39 Crit Depth, Yc (ft) = 0.37 Spread Width (ft) = 13.00 EGL (ft) = 0.44 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Ponding Depth at CB 42 (Drainage System No. 10) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.48 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.20 Highlighted Depth (ft) = 0.13 Q (cfs) = 0.200 Area (sqft) = 0.11 Velocity (ft/s) = 1.89 Wetted Perim (ft) = 0.54 Crit Depth, Yc (ft) = 0.15 Spread Width (ft) = 1.63 EGL (ft) = 0.19 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Jun 3 2013 Ponding Depth at Existing CB 44 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.22 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.00 Highlighted Depth (ft) = 0.31 Q (cfs) = 1.000 Area (sqft) = 1.02 Velocity (ft/s) = 0.98 Wetted Perim (ft) = 9.82 Crit Depth, Yc (ft) = 0.26 Spread Width (ft) = 9.50 EGL (ft) = 0.32 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 46 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.38 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.20 Highlighted Depth (ft) = 0.13 Q (cfs) = 0.200 Area (sqft) = 0.11 Velocity (ft/s) = 1.89 Wetted Perim (ft) = 0.54 Crit Depth, Yc (ft) = 0.15 Spread Width (ft) = 1.63 EGL (ft) = 0.19 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Existing CB 48 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.40 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.80 Highlighted Depth (ft) = 0.27 Q (cfs) = 0.800 Area (sqft) = 0.68 Velocity (ft/s) = 1.17 Wetted Perim (ft) = 7.78 Crit Depth, Yc (ft) = 0.25 Spread Width (ft) = 7.50 EGL (ft) = 0.29 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Existing CB 51 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.80 Highlighted Depth (ft) = 0.30 Q (cfs) = 0.800 Area (sqft) = 0.93 Velocity (ft/s) = 0.86 Wetted Perim (ft) = 9.31 Crit Depth, Yc (ft) = 0.25 Spread Width (ft) = 9.00 EGL (ft) = 0.31 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 52 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.20 Highlighted Depth (ft) = 0.14 Q (cfs) = 0.200 Area (sqft) = 0.12 Velocity (ft/s) = 1.63 Wetted Perim (ft) = 0.44 Crit Depth, Yc (ft) = 0.15 Spread Width (ft) = 1.75 EGL (ft) = 0.18 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Existing CB 54 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 3.90 Highlighted Depth (ft) = 0.40 Q (cfs) = 3.900 Area (sqft) = 2.08 Velocity (ft/s) = 1.88 Wetted Perim (ft) = 14.41 Crit Depth, Yc (ft) = 0.39 Spread Width (ft) = 14.00 EGL (ft) = 0.45 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Ponding Depth at Existing CB 55 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.60 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.10 Highlighted Depth (ft) = 0.16 Q (cfs) = 1.100 Area (sqft) = 0.16 Velocity (ft/s) = 6.88 Wetted Perim (ft) = 0.32 Crit Depth, Yc (ft) = 0.27 Spread Width (ft) = 2.00 EGL (ft) = 0.89 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at Existing CB 56 Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 1.90 Highlighted Depth (ft) = 0.33 Q (cfs) = 1.900 Area (sqft) = 1.22 Velocity (ft/s) = 1.55 Wetted Perim (ft) = 10.84 Crit Depth, Yc (ft) = 0.31 Spread Width (ft) = 10.50 EGL (ft) = 0.37 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at CB 57 (Drainage System No. 13) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.19 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 2.10 Highlighted Depth (ft) = 0.39 Q (cfs) = 2.100 Area (sqft) = 1.94 Velocity (ft/s) = 1.08 Wetted Perim (ft) = 13.90 Crit Depth, Yc (ft) = 0.32 Spread Width (ft) = 13.50 EGL (ft) = 0.41 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Ponding Depth at CB 69 (Drainage System No. 12) Gutter Cross Sl, Sx (ft/ft) = 0.02 Cross Sl, Sw (ft/ft) = 0.08 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.40 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.40 Highlighted Depth (ft) = 0.15 Q (cfs) = 0.400 Area (sqft) = 0.14 Velocity (ft/s) = 2.84 Wetted Perim (ft) = 0.35 Crit Depth, Yc (ft) = 0.20 Spread Width (ft) = 1.88 EGL (ft) = 0.28 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 4 Curb Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.30 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.10 Highlighted Q Total (cfs) = 0.10 Q Capt (cfs) = 0.10 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.67 Efficiency (%) = 100 Gutter Spread (ft) = 1.58 Gutter Vel (ft/s) = 1.01 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 5 Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.50 Highlighted Q Total (cfs) = 1.50 Q Capt (cfs) = 1.50 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.42 Efficiency (%) = 100 Gutter Spread (ft) = 10.10 Gutter Vel (ft/s) = 1.01 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 6 Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.20 Highlighted Q Total (cfs) = 3.20 Q Capt (cfs) = 3.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.83 Efficiency (%) = 100 Gutter Spread (ft) = 15.97 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 8 Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.80 Highlighted Q Total (cfs) = 0.80 Q Capt (cfs) = 0.80 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.59 Efficiency (%) = 100 Gutter Spread (ft) = 6.63 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 10 (1.49 cfs flows to downstream on Old Farm Rd) Curb Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.12 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 3.40 Highlighted Q Total (cfs) = 3.40 Q Capt (cfs) = 1.91 Q Bypass (cfs) = 1.49 Depth at Inlet (in) = 5.77 Efficiency (%) = 56 Gutter Spread (ft) = 16.00 Gutter Vel (ft/s) = 1.27 Bypass Spread (ft) = 11.50 Bypass Depth (in) = 4.20 Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 11 Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.00 Highlighted Q Total (cfs) = 2.00 Q Capt (cfs) = 2.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.94 Efficiency (%) = 100 Gutter Spread (ft) = 12.25 Gutter Vel (ft/s) = 1.27 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 12 Combination Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = 0.34 Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.10 Highlighted Q Total (cfs) = 1.10 Q Capt (cfs) = 1.10 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.08 Efficiency (%) = 100 Gutter Spread (ft) = 1.60 Gutter Vel (ft/s) = 1.27 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing Catch Basin 16 (Drainage System No. 1) Curb Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 4.20 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 1.20 Highlighted Q Total (cfs) = 1.20 Q Capt (cfs) = 0.56 Q Bypass (cfs) = 0.64 Depth at Inlet (in) = 2.57 Efficiency (%) = 47 Gutter Spread (ft) = 3.50 Gutter Vel (ft/s) = 4.83 Bypass Spread (ft) = 1.93 Bypass Depth (in) = 1.92 Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing Grate Inlet # 1 (Drainage System No. 1) Grate Inlet Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 10.00 Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = -0- Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.34 Highlighted Q Total (cfs) = 1.34 Q Capt (cfs) = 1.34 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.88 Efficiency (%) = 100 Gutter Spread (ft) = 7.82 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing Grate Inlet # 2 (Drainage System No. 2) Grate Inlet Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 10.00 Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = -0- Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.30 Highlighted Q Total (cfs) = 1.30 Q Capt (cfs) = 1.30 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.84 Efficiency (%) = 100 Gutter Spread (ft) = 7.66 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing Catch Basin 17 (Drainage System No. 3) Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.30 Highlighted Q Total (cfs) = 0.30 Q Capt (cfs) = 0.30 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.82 Efficiency (%) = 100 Gutter Spread (ft) = 3.44 Gutter Vel (ft/s) = 4.83 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 18 Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.50 Highlighted Q Total (cfs) = 0.50 Q Capt (cfs) = 0.50 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.16 Efficiency (%) = 100 Gutter Spread (ft) = 4.84 Gutter Vel (ft/s) = 1.27 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing Catch Basin 20 (Drainage System No. 4) Curb Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.39 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.50 Highlighted Q Total (cfs) = 0.50 Q Capt (cfs) = 0.48 Q Bypass (cfs) = 0.02 Depth at Inlet (in) = 2.87 Efficiency (%) = 97 Gutter Spread (ft) = 4.55 Gutter Vel (ft/s) = 1.50 Bypass Spread (ft) = 0.84 Bypass Depth (in) = 0.84 Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing CB 22 (Drainage System No. 5) Combination Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 6.40 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.22 Gutter n-value = 0.013 Calculations Compute by: Known Q Q (cfs) = 0.50 Highlighted Q Total (cfs) = 0.50 Q Capt (cfs) = 0.49 Q Bypass (cfs) = 0.01 Depth at Inlet (in) = 3.00 Efficiency (%) = 98 Gutter Spread (ft) = 5.00 Gutter Vel (ft/s) = 1.33 Bypass Spread (ft) = 0.60 Bypass Depth (in) = 0.60 Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 24 Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.30 Highlighted Q Total (cfs) = 0.30 Q Capt (cfs) = 0.30 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.82 Efficiency (%) = 100 Gutter Spread (ft) = 3.44 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing CB 25 (Drainage System No. 6) Combination Inlet Location = On grade Curb Length (ft) = 7.00 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.78 Gutter n-value = 0.013 Calculations Compute by: Known Q Q (cfs) = 1.70 Highlighted Q Total (cfs) = 1.70 Q Capt (cfs) = 1.70 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.73 Efficiency (%) = 100 Gutter Spread (ft) = 7.15 Gutter Vel (ft/s) = 2.67 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing Existing CB 26 Combination Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.71 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.20 Highlighted Q Total (cfs) = 0.20 Q Capt (cfs) = 0.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.84 Efficiency (%) = 100 Gutter Spread (ft) = 1.70 Gutter Vel (ft/s) = 1.67 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing CB 32 (Drainage System No. 9-1) Combination Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.32 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.20 Highlighted Q Total (cfs) = 0.20 Q Capt (cfs) = 0.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.65 Efficiency (%) = 100 Gutter Spread (ft) = 1.96 Gutter Vel (ft/s) = 1.25 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing CB 34 (Drainage System No. 9) Combination Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.47 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 1.20 Highlighted Q Total (cfs) = 1.20 Q Capt (cfs) = 1.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.62 Efficiency (%) = 100 Gutter Spread (ft) = 7.35 Gutter Vel (ft/s) = 1.80 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing Existing CB 38 Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.10 Highlighted Q Total (cfs) = 4.10 Q Capt (cfs) = 4.10 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.63 Efficiency (%) = 100 Gutter Spread (ft) = 15.14 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Mar 12 2013 Sizing CB 42 (Drainage System No. 10) Curb Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.48 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.30 Highlighted Q Total (cfs) = 0.30 Q Capt (cfs) = 0.30 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.87 Efficiency (%) = 100 Gutter Spread (ft) = 2.50 Gutter Vel (ft/s) = 1.59 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Jun 3 2013 Sizing Existing CB 44 Combination Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = 0.34 Grate Width (ft) = 2.13 Grate Length (ft) = 6.40 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.20 Highlighted Q Total (cfs) = 1.20 Q Capt (cfs) = 1.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.16 Efficiency (%) = 100 Gutter Spread (ft) = 1.68 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 46 Curb Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.38 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.20 Highlighted Q Total (cfs) = 0.20 Q Capt (cfs) = 0.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.57 Efficiency (%) = 100 Gutter Spread (ft) = 1.95 Gutter Vel (ft/s) = 1.31 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing Existing CB 48 Combination Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.40 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 1.00 Highlighted Q Total (cfs) = 1.00 Q Capt (cfs) = 1.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.64 Efficiency (%) = 100 Gutter Spread (ft) = 7.05 Gutter Vel (ft/s) = 1.62 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing Existing CB 51 Combination Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.20 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.90 Highlighted Q Total (cfs) = 0.90 Q Capt (cfs) = 0.90 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.04 Efficiency (%) = 100 Gutter Spread (ft) = 7.95 Gutter Vel (ft/s) = 1.20 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 52 Curb Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.20 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 0.20 Highlighted Q Total (cfs) = 0.20 Q Capt (cfs) = 0.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.89 Efficiency (%) = 100 Gutter Spread (ft) = 2.80 Gutter Vel (ft/s) = 1.01 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing EX. Catch Basin 54 Combination Inlet Location = On grade Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 1.60 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 4.50 Highlighted Q Total (cfs) = 4.50 Q Capt (cfs) = 2.95 Q Bypass (cfs) = 1.55 Depth at Inlet (in) = 5.90 Efficiency (%) = 66 Gutter Spread (ft) = 10.40 Gutter Vel (ft/s) = 3.75 Bypass Spread (ft) = 6.50 Bypass Depth (in) = 3.00 Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Monday, Sep 16 2013 Sizing Existing CB 55 Curb Inlet Location = On grade Curb Length (ft) = 7.00 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 1.60 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 1.20 Highlighted Q Total (cfs) = 1.20 Q Capt (cfs) = 1.20 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.84 Efficiency (%) = 100 Gutter Spread (ft) = 5.20 Gutter Vel (ft/s) = 3.07 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing Existing CB 56 Combination Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = 10.00 Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.75 Highlighted Q Total (cfs) = 3.75 Q Capt (cfs) = 3.75 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.84 Efficiency (%) = 100 Gutter Spread (ft) = 7.67 Gutter Vel (ft/s) = 3.75 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing CB 57 (Drainage System No. 13) Combination Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = 0.78 Grate Width (ft) = 2.13 Grate Length (ft) = 2.95 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.40 Highlighted Q Total (cfs) = 2.40 Q Capt (cfs) = 2.40 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.40 Efficiency (%) = 100 Gutter Spread (ft) = 1.92 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Tuesday, Jun 4 2013 Sizing CB 69 (Drainage System No. 12) Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 1.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 4.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.40 Highlighted Q Total (cfs) = 0.40 Q Capt (cfs) = 0.40 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.00 Efficiency (%) = 100 Gutter Spread (ft) = 4.17 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- SDBASIN3 SDBASIN4 SDBASIN6 SDBASIN9Ͳ24in 346 9 361.75 376.60 387.00 388.47 DSno.1&2 367.69 DSNo.3 367.73 DSNo.4&5 368.63 DSNo.6 370.53 DSNo.7 371.27 DSNo.9 377.91 DSNo.9Ͳ1 377.92 DSNo.11 393.27 DSNo.12 SOFFIT DSNo.13 392.22[1] [1]THEVALUEISCALCULATEDUSINGTHEPEAKRUNOFFFLOW(Q)CALTRANSRATIONALMETHOD.SEEATTACHMENTD(Area"I"),100%DRAINAGEREPORTDATEDOCTOBER2013 CALCULATEDHGLFOR PROPOSEDDRAINAGE SYSTEM SUMMARYOFHYDRAULICGRADELINE(HGL) EXISTINGTRUNKLINEDRAINAGESYSTEM ASUMPTIONBasinNo. HighWaterElevationandStartingHGL(FT) 1 FILE: SDBASIN3.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 9-27-2013 Time: 9:38: 8 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 4 1 1.500 CD 3 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING PROJECT HEADING LINE NO 2 IS - HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) HEADING LINE NO 3 IS - BY KV W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 359.000 1 361.750 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 632.000 364.490 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 636.000 365.190 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1139.000 365.780 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1143.500 365.790 1 2 2 .013 2.400 3.700 366.480 366.270 .000 25.000 RADIUS ANGLE 2.865 90.000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1262.000 365.970 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1265.500 365.980 1 2 2 .013 .500 .300 366.480 366.660 .000 90.000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1625.000 366.710 1 .013 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING 2 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1628.500 366.720 1 2 0 .013 .100 .000 367.220 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1975.000 367.510 1 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1978.500 367.520 1 2 2 .013 .100 .900 368.020 367.960 90.000 90.000 RADIUS ANGLE 2.228 90.000 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2424.000 368.730 1 .013 .000 .000 .000 0 ELEMENT NO 13 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2427.500 368.740 1 2 0 .013 .400 .000 369.240 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2603.000 369.140 1 .013 .000 .000 .000 0 ELEMENT NO 15 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2607.500 369.150 1 2 0 .013 .300 .000 369.650 .000 90.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2893.000 369.640 1 .013 .000 .000 .000 0 ELEMENT NO 17 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2896.000 369.650 3 2 0 .013 1.700 .000 370.150 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2979.000 370.860 3 .013 .000 .000 .000 0 ELEMENT NO 19 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 2979.000 370.860 3 370.860 3 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 359.000 2.750 361.750 11.80 2.40 .09 361.84 .00 1.15 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.338 .0103 .0008 .02 2.75 .00 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.338 359.272 2.500 361.772 11.80 2.40 .09 361.86 .00 1.15 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.225 .0103 .0008 .02 2.50 .00 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 149.564 359.511 2.268 361.780 11.80 2.52 .10 361.88 .00 1.15 1.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.033 .0103 .0007 .01 2.27 .25 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 162.597 359.646 2.134 361.780 11.80 2.64 .11 361.89 .00 1.15 1.77 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.532 .0103 .0008 .01 2.13 .29 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 173.129 359.755 2.023 361.777 11.80 2.77 .12 361.90 .00 1.15 1.97 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.044 .0103 .0009 .01 2.02 .33 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 182.173 359.848 1.925 361.773 11.80 2.91 .13 361.90 .00 1.15 2.10 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.982 .0103 .0010 .01 1.93 .37 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 190.154 359.930 1.838 361.768 11.80 3.05 .14 361.91 .00 1.15 2.21 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.125 .0103 .0011 .01 1.84 .41 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 197.279 360.004 1.758 361.762 11.80 3.20 .16 361.92 .00 1.15 2.28 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.409 .0103 .0012 .01 1.76 .44 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 203.688 360.070 1.684 361.754 11.80 3.36 .17 361.93 .00 1.15 2.34 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.781 .0103 .0014 .01 1.68 .48 .91 .013 .00 .00 PIPE 4 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 209.469 360.130 1.615 361.744 11.80 3.52 .19 361.94 .00 1.15 2.39 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.195 .0103 .0016 .01 1.61 .52 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 214.664 360.183 1.550 361.733 11.80 3.69 .21 361.94 .00 1.15 2.43 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.659 .0103 .0018 .01 1.55 .57 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 219.323 360.231 1.489 361.720 11.80 3.87 .23 361.95 .00 1.15 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.628 .0103 .0020 .01 1.49 .61 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 222.952 360.269 1.431 361.700 11.80 4.06 .26 361.96 .00 1.15 2.47 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 222.952 360.269 .910 361.179 11.80 7.30 .83 362.01 .00 1.15 2.41 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 217.999 .0103 .0103 2.25 .91 1.57 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 440.951 362.518 .910 363.429 11.80 7.30 .83 364.26 .00 1.15 2.41 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 69.395 .0103 .0105 .73 .91 1.57 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 510.345 363.235 .902 364.137 11.80 7.39 .85 364.99 .00 1.15 2.40 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 48.940 .0103 .0114 .56 .90 1.60 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 559.286 363.740 .871 364.611 11.80 7.75 .93 365.54 .00 1.15 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.462 .0103 .0130 .31 .87 1.71 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 582.748 363.982 .841 364.823 11.80 8.13 1.03 365.85 .00 1.15 2.36 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.260 .0103 .0149 .24 .84 1.83 .91 .013 .00 .00 PIPE 5 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 599.008 364.150 .813 364.962 11.80 8.53 1.13 366.09 .00 1.15 2.34 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.823 .0103 .0170 .22 .81 1.96 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 611.830 364.282 .785 365.067 11.80 8.94 1.24 366.31 .00 1.15 2.32 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.772 .0103 .0194 .21 .79 2.09 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 622.602 364.393 .758 365.151 11.80 9.38 1.37 366.52 .00 1.15 2.30 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.398 .0103 .0221 .21 .76 2.23 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 632.000 364.490 .733 365.223 11.80 9.84 1.50 366.73 .00 1.15 2.28 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1750 .0140 .06 .73 2.39 .013 .00 .00 PIPE | | | | | | | | | | | | | 636.000 365.190 1.152 366.342 11.80 5.34 .44 366.78 .00 1.15 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .977 .0012 .0041 .00 1.15 1.00 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 636.977 365.191 1.195 366.386 11.80 5.09 .40 366.79 .00 1.15 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.484 .0012 .0036 .01 1.19 .93 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 640.462 365.195 1.240 366.435 11.80 4.86 .37 366.80 .00 1.15 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.011 .0012 .0032 .02 1.24 .87 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 647.472 365.203 1.288 366.491 11.80 4.63 .33 366.82 .00 1.15 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.865 .0012 .0028 .03 1.29 .81 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 659.338 365.217 1.337 366.555 11.80 4.42 .30 366.86 .00 1.15 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.947 .0012 .0025 .05 1.34 .75 1.75 .013 .00 .00 PIPE 6 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 678.285 365.240 1.390 366.629 11.80 4.21 .28 366.90 .00 1.15 2.48 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.533 .0012 .0022 .06 1.39 .70 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 707.818 365.274 1.445 366.719 11.80 4.01 .25 366.97 .00 1.15 2.47 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 46.476 .0012 .0019 .09 1.44 .65 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 754.293 365.329 1.503 366.832 11.80 3.83 .23 367.06 .00 1.15 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 75.546 .0012 .0017 .13 1.50 .60 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 829.839 365.417 1.565 366.982 11.80 3.65 .21 367.19 .00 1.15 2.42 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 134.183 .0012 .0015 .20 1.57 .56 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 964.022 365.575 1.631 367.206 11.80 3.48 .19 367.39 .00 1.15 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 174.978 .0012 .0014 .24 1.63 .51 1.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 1139.000 365.780 1.678 367.458 11.80 3.37 .18 367.63 .29 1.15 2.35 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0022 .0008 .00 1.97 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 1143.500 365.790 1.903 367.693 5.70 1.42 .03 367.72 .00 .79 2.13 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 64.368 .0015 .0002 .02 1.90 .18 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 1207.868 365.888 1.817 367.705 5.70 1.49 .03 367.74 .00 .79 2.23 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 54.132 .0015 .0003 .01 1.82 .20 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 1262.000 365.970 1.747 367.717 5.70 1.56 .04 367.75 .00 .79 2.29 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0002 .00 1.75 .22 .013 .00 .00 PIPE DS1&2 7 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1265.500 365.980 1.756 367.736 4.90 1.33 .03 367.76 .00 .73 2.29 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 39.232 .0020 .0002 .01 1.76 .18 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1304.732 366.060 1.682 367.742 4.90 1.40 .03 367.77 .00 .73 2.35 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 36.861 .0020 .0002 .01 1.68 .20 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1341.593 366.135 1.613 367.747 4.90 1.46 .03 367.78 .00 .73 2.39 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.825 .0020 .0003 .01 1.61 .22 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1376.418 366.205 1.548 367.754 4.90 1.53 .04 367.79 .00 .73 2.43 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.190 .0020 .0003 .01 1.55 .24 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1409.608 366.273 1.487 367.760 4.90 1.61 .04 367.80 .00 .73 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.740 .0020 .0003 .01 1.49 .25 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1441.348 366.337 1.430 367.767 4.90 1.69 .04 367.81 .00 .73 2.47 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 30.485 .0020 .0004 .01 1.43 .27 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1471.833 366.399 1.376 367.774 4.90 1.77 .05 367.82 .00 .73 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.504 .0020 .0004 .01 1.38 .30 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1501.338 366.459 1.324 367.783 4.90 1.86 .05 367.84 .00 .73 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.697 .0020 .0005 .01 1.32 .32 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1530.035 366.517 1.275 367.792 4.90 1.95 .06 367.85 .00 .73 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.021 .0020 .0006 .02 1.27 .34 .88 .013 .00 .00 PIPE DS 3 8 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1558.055 366.574 1.228 367.802 4.90 2.04 .06 367.87 .00 .73 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.648 .0020 .0006 .02 1.23 .37 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1585.703 366.630 1.183 367.813 4.90 2.14 .07 367.88 .00 .73 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.494 .0020 .0007 .02 1.18 .39 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1613.197 366.686 1.140 367.826 4.90 2.25 .08 367.90 .00 .73 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.803 .0020 .0008 .01 1.14 .42 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1625.000 366.710 1.123 367.833 4.90 2.29 .08 367.91 .00 .73 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0008 .00 1.12 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1628.500 366.720 1.122 367.842 4.80 2.25 .08 367.92 .00 .72 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.543 .0023 .0009 .02 1.12 .43 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1651.043 366.771 1.082 367.853 4.80 2.36 .09 367.94 .00 .72 2.48 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.636 .0023 .0010 .02 1.08 .46 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1673.679 366.823 1.044 367.867 4.80 2.47 .09 367.96 .00 .72 2.47 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.216 .0023 .0011 .03 1.04 .49 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1696.896 366.876 1.007 367.883 4.80 2.59 .10 367.99 .00 .72 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.215 .0023 .0013 .03 1.01 .53 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1721.110 366.931 .972 367.903 4.80 2.72 .11 368.02 .00 .72 2.44 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.355 .0023 .0014 .04 .97 .56 .84 .013 .00 .00 PIPE 9 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1747.465 366.991 .938 367.929 4.80 2.85 .13 368.06 .00 .72 2.42 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 30.763 .0023 .0016 .05 .94 .60 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1778.228 367.061 .905 367.967 4.80 2.99 .14 368.11 .00 .72 2.40 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 41.357 .0023 .0019 .08 .91 .65 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1819.585 367.156 .874 368.030 4.80 3.14 .15 368.18 .00 .72 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 96.087 .0023 .0021 .20 .87 .69 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1915.672 367.375 .844 368.219 4.80 3.29 .17 368.39 .00 .72 2.36 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.044 .0023 .0023 .07 .84 .74 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1948.717 367.450 .843 368.293 4.80 3.30 .17 368.46 .00 .72 2.36 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.284 .0023 .0023 .06 .84 .74 .84 .013 .00 .00 PIPE | | | | | | | | | | | | | 1975.000 367.510 .843 368.353 4.80 3.30 .17 368.52 .36 .72 2.36 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0014 .00 1.20 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 1978.500 367.520 1.113 368.633 3.80 1.80 .05 368.68 .00 .64 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.004 .0027 .0005 .01 1.11 .34 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 1994.504 367.563 1.074 368.637 3.80 1.89 .06 368.69 .00 .64 2.48 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.528 .0027 .0006 .01 1.07 .37 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2010.032 367.606 1.036 368.641 3.80 1.98 .06 368.70 .00 .64 2.46 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.127 .0027 .0007 .01 1.04 .39 .71 .013 .00 .00 PIPE DS4&5 10 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2025.158 367.647 .999 368.646 3.80 2.07 .07 368.71 .00 .64 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.808 .0027 .0008 .01 1.00 .42 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2039.966 367.687 .964 368.651 3.80 2.18 .07 368.72 .00 .64 2.43 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.590 .0027 .0009 .01 .96 .45 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2054.556 367.727 .931 368.657 3.80 2.28 .08 368.74 .00 .64 2.42 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.504 .0027 .0011 .02 .93 .48 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2069.060 367.766 .899 368.665 3.80 2.39 .09 368.75 .00 .64 2.40 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.530 .0027 .0012 .02 .90 .52 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2083.590 367.805 .868 368.673 3.80 2.51 .10 368.77 .00 .64 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.807 .0027 .0014 .02 .87 .55 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2098.397 367.846 .838 368.684 3.80 2.63 .11 368.79 .00 .64 2.36 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.494 .0027 .0016 .02 .84 .59 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2113.891 367.888 .810 368.697 3.80 2.76 .12 368.82 .00 .64 2.34 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.846 .0027 .0018 .03 .81 .63 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2130.737 367.933 .782 368.715 3.80 2.90 .13 368.85 .00 .64 2.32 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.931 .0027 .0020 .04 .78 .68 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2150.668 367.988 .756 368.743 3.80 3.04 .14 368.89 .00 .64 2.30 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.929 .0027 .0023 .07 .76 .72 .71 .013 .00 .00 PIPE 11 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 9 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2179.597 368.066 .730 368.796 3.80 3.19 .16 368.95 .00 .64 2.27 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 46.804 .0027 .0026 .12 .73 .77 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2226.401 368.193 .714 368.907 3.80 3.29 .17 369.07 .00 .64 2.26 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 197.599 .0027 .0027 .53 .71 .81 .71 .013 .00 .00 PIPE | | | | | | | | | | | | | 2424.000 368.730 .714 369.444 3.80 3.29 .17 369.61 .00 .64 2.26 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0020 .01 .71 .81 .013 .00 .00 PIPE | | | | | | | | | | | | | 2427.500 368.740 .812 369.552 3.40 2.46 .09 369.65 .00 .60 2.34 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.054 .0023 .0014 .03 .81 .56 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 2448.554 368.788 .784 369.572 3.40 2.58 .10 369.68 .00 .60 2.32 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.536 .0023 .0016 .04 .78 .60 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 2473.091 368.844 .757 369.601 3.40 2.71 .11 369.72 .00 .60 2.30 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 32.644 .0023 .0018 .06 .76 .65 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 2505.735 368.918 .732 369.650 3.40 2.84 .13 369.78 .00 .60 2.28 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 71.882 .0023 .0021 .15 .73 .69 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 2577.616 369.082 .707 369.789 3.40 2.98 .14 369.93 .00 .60 2.25 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.384 .0023 .0023 .06 .71 .74 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 2603.000 369.140 .706 369.846 3.40 2.99 .14 369.98 .00 .60 2.25 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0022 .0018 .01 .71 .74 .013 .00 .00 PIPE 12 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 10 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2607.500 369.150 .773 369.923 3.10 2.40 .09 370.01 .00 .58 2.31 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 57.398 .0017 .0014 .08 .77 .57 .72 .013 .00 .00 PIPE | | | | | | | | | | | | | 2664.898 369.249 .747 369.996 3.10 2.52 .10 370.09 .00 .58 2.29 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 132.126 .0017 .0016 .21 .75 .60 .72 .013 .00 .00 PIPE | | | | | | | | | | | | | 2797.024 369.475 .723 370.198 3.10 2.63 .11 370.31 .00 .58 2.27 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 95.976 .0017 .0017 .16 .72 .64 .72 .013 .00 .00 PIPE | | | | | | | | | | | | | 2893.000 369.640 .723 370.363 3.10 2.63 .11 370.47 .00 .58 2.27 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0033 .0010 .00 .72 .64 .013 .00 .00 PIPE | | | | | | | | | | | | | 2896.000 369.650 .881 370.531 1.40 1.05 .02 370.55 .00 .41 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.071 .0146 .0003 .00 .88 .23 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2898.071 369.680 .850 370.530 1.40 1.10 .02 370.55 .00 .41 1.98 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.968 .0146 .0003 .00 .85 .24 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2900.039 369.709 .820 370.529 1.40 1.15 .02 370.55 .00 .41 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.876 .0146 .0003 .00 .82 .26 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2901.915 369.736 .791 370.528 1.40 1.21 .02 370.55 .00 .41 1.96 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.783 .0146 .0004 .00 .79 .28 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2903.698 369.762 .764 370.526 1.40 1.27 .03 370.55 .00 .41 1.94 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.696 .0146 .0004 .00 .76 .30 .31 .013 .00 .00 PIPE DS 6 13 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 11 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2905.394 369.787 .737 370.524 1.40 1.33 .03 370.55 .00 .41 1.93 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.607 .0146 .0005 .00 .74 .32 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2907.001 369.810 .712 370.522 1.40 1.40 .03 370.55 .00 .41 1.92 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.531 .0146 .0006 .00 .71 .34 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2908.532 369.833 .687 370.520 1.40 1.46 .03 370.55 .00 .41 1.90 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.447 .0146 .0006 .00 .69 .36 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2909.979 369.854 .664 370.518 1.40 1.54 .04 370.55 .00 .41 1.88 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.367 .0146 .0007 .00 .66 .39 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2911.345 369.874 .641 370.515 1.40 1.61 .04 370.56 .00 .41 1.87 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.292 .0146 .0008 .00 .64 .42 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2912.638 369.893 .619 370.512 1.40 1.69 .04 370.56 .00 .41 1.85 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.208 .0146 .0009 .00 .62 .44 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2913.845 369.910 .599 370.509 1.40 1.77 .05 370.56 .00 .41 1.83 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.135 .0146 .0011 .00 .60 .48 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2914.981 369.927 .578 370.505 1.40 1.86 .05 370.56 .00 .41 1.81 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.052 .0146 .0012 .00 .58 .51 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2916.032 369.942 .559 370.501 1.40 1.95 .06 370.56 .00 .41 1.79 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .972 .0146 .0014 .00 .56 .54 .31 .013 .00 .00 PIPE 14 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 12 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2917.004 369.956 .540 370.496 1.40 2.04 .06 370.56 .00 .41 1.78 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .479 .0146 .0016 .00 .54 .58 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2917.484 369.963 .522 370.485 1.40 2.14 .07 370.56 .00 .41 1.76 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 2917.484 369.963 .308 370.271 1.40 4.56 .32 370.59 .00 .41 1.44 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.494 .0146 .0146 .30 .31 1.75 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2937.978 370.262 .308 370.570 1.40 4.56 .32 370.89 .00 .41 1.44 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.871 .0146 .0141 .29 .31 1.75 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2958.849 370.566 .313 370.879 1.40 4.46 .31 371.19 .00 .41 1.45 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.792 .0146 .0128 .13 .31 1.69 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2968.641 370.709 .323 371.032 1.40 4.25 .28 371.31 .00 .41 1.47 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.269 .0146 .0112 .05 .32 1.58 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2972.910 370.771 .334 371.105 1.40 4.05 .26 371.36 .00 .41 1.49 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.481 .0146 .0097 .02 .33 1.48 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2975.391 370.807 .345 371.153 1.40 3.87 .23 371.38 .00 .41 1.51 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.563 .0146 .0085 .01 .35 1.39 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2976.954 370.830 .357 371.187 1.40 3.69 .21 371.40 .00 .41 1.53 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .990 .0146 .0074 .01 .36 1.30 .31 .013 .00 .00 PIPE 15 FILE: SDBASIN3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 13 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 9:38:18 ROSEDALE HWY (SR-58) WIDENING PROJECT HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 3) BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2977.943 370.845 .369 371.214 1.40 3.51 .19 371.41 .00 .41 1.55 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .622 .0146 .0065 .00 .37 1.22 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2978.565 370.854 .381 371.235 1.40 3.35 .17 371.41 .00 .41 1.57 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .331 .0146 .0057 .00 .38 1.14 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2978.896 370.858 .394 371.253 1.40 3.19 .16 371.41 .00 .41 1.59 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .104 .0146 .0049 .00 .39 1.07 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 2979.000 370.860 .409 371.269 1.40 3.03 .14 371.41 .00 .41 1.61 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- DS 7 FILE: DS1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time: 9:38 :36 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 1) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 366.800 1 371.010 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 200.000 367.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 204.000 367.020 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 227.000 367.130 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 230.500 367.150 1 1 0 .013 1.200 .000 367.140 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 248.500 367.460 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 248.500 367.460 1 367.490 FILE: DS1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time: 9:3 8:40 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 1) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 366.800 4.210 371.010 1.90 1.08 .02 371.03 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 100.000 .0020 .0003 .03 4.21 .00 .66 .013 .00 .00 PI PE | | | | | | | | | | | | | 200.000 367.000 4.043 371.043 1.90 1.08 .02 371.06 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0003 .00 4.04 .00 .013 .00 .00 PI PE | | | | | | | | | | | | | 204.000 367.020 4.024 371.044 1.90 1.08 .02 371.06 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.000 .0048 .0003 .01 4.02 .00 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 227.000 367.130 3.922 371.052 1.90 1.08 .02 371.07 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0057 .0002 .00 3.92 .00 .013 .00 .00 PI PE | | | | | | | | | | | | | 230.500 367.150 3.933 371.083 .70 .40 .00 371.09 .00 .31 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.000 .0172 .0000 .00 3.93 .00 .23 .013 .00 .00 PI PE | | | | | | | | | | | | | 248.500 367.460 3.624 371.084 .70 .40 .00 371.09 .00 .31 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS2.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time:10: 0 :57 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 2) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 366.480 1 367.690 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 198.000 366.800 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 202.000 367.000 1 1 0 .013 2.400 .000 366.880 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 226.000 368.170 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 230.000 368.670 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 234.000 368.710 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 234.000 368.710 1 368.710 FILE: DS2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10: 1: 1 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 2) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 366.480 1.210 367.690 3.70 2.42 .09 367.78 .00 .73 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.464 .0033 .0013 .03 1.21 .38 .85 .013 .00 .00 PI PE | | | | | | | | | | | | | 125.464 366.563 1.152 367.715 3.70 2.54 .10 367.82 .00 .73 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.817 .0033 .0015 .04 1.15 .42 .85 .013 .00 .00 PI PE | | | | | | | | | | | | | 149.281 366.641 1.100 367.741 3.70 2.66 .11 367.85 .00 .73 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.088 .0033 .0017 .04 1.10 .46 .85 .013 .00 .00 PI PE | | | | | | | | | | | | | 172.369 366.716 1.052 367.768 3.70 2.79 .12 367.89 .00 .73 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.044 .0033 .0019 .04 1.05 .50 .85 .013 .00 .00 PI PE | | | | | | | | | | | | | 195.413 366.792 1.008 367.799 3.70 2.93 .13 367.93 .00 .73 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.587 .0033 .0020 .01 1.01 .55 .85 .013 .00 .00 PI PE | | | | | | | | | | | | | 198.000 366.800 1.003 367.803 3.70 2.95 .13 367.94 .00 .73 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0500 .0011 .00 1.00 .55 .013 .00 .00 PI PE | | | | | | | | | | | | | 202.000 367.000 1.040 368.040 1.30 .99 .02 368.06 .00 .43 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .865 .0488 .0002 .00 1.04 .18 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 202.865 367.042 .997 368.039 1.30 1.04 .02 368.06 .00 .43 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .803 .0488 .0003 .00 1.00 .20 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 203.668 367.081 .956 368.037 1.30 1.09 .02 368.06 .00 .43 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .748 .0488 .0003 .00 .96 .21 .24 .013 .00 .00 PI PE FILE: DS2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10: 1: 1 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 2) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 204.416 367.118 .918 368.036 1.30 1.15 .02 368.06 .00 .43 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .699 .0488 .0003 .00 .92 .23 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 205.115 367.152 .882 368.034 1.30 1.20 .02 368.06 .00 .43 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .654 .0488 .0004 .00 .88 .25 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 205.770 367.184 .848 368.032 1.30 1.26 .02 368.06 .00 .43 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .615 .0488 .0004 .00 .85 .27 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 206.385 367.214 .816 368.030 1.30 1.32 .03 368.06 .00 .43 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .576 .0488 .0005 .00 .82 .29 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 206.961 367.242 .786 368.027 1.30 1.39 .03 368.06 .00 .43 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .542 .0488 .0006 .00 .79 .31 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 207.502 367.268 .756 368.025 1.30 1.46 .03 368.06 .00 .43 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .507 .0488 .0006 .00 .76 .33 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 208.010 367.293 .729 368.022 1.30 1.53 .04 368.06 .00 .43 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .476 .0488 .0007 .00 .73 .36 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 208.486 367.316 .702 368.018 1.30 1.60 .04 368.06 .00 .43 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .072 .0488 .0008 .00 .70 .38 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 208.558 367.320 .677 367.997 1.30 1.68 .04 368.04 .00 .43 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP FILE: DS2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10: 1: 1 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 2) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 208.558 367.320 .241 367.561 1.30 7.08 .78 368.34 .00 .43 1.10 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.442 .0488 .0468 .82 .24 3.05 .24 .013 .00 .00 PI PE | | | | | | | | | | | | | 226.000 368.170 .246 368.416 1.30 6.87 .73 369.15 .00 .43 1.11 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1250 .0263 .11 .25 2.93 .013 .00 .00 PI PE | | | | | | | | | | | | | 230.000 368.670 .379 369.049 1.30 3.70 .21 369.26 .00 .43 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.194 .0100 .0076 .01 .38 1.26 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 231.194 368.682 .384 369.066 1.30 3.63 .20 369.27 .00 .43 1.31 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.776 .0100 .0069 .01 .38 1.23 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 232.970 368.700 .398 369.097 1.30 3.46 .19 369.28 .00 .43 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .800 .0100 .0061 .00 .40 1.15 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 233.769 368.708 .411 369.119 1.30 3.30 .17 369.29 .00 .43 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .231 .0100 .0053 .00 .41 1.07 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 234.000 368.710 .427 369.137 1.30 3.14 .15 369.29 .00 .43 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS3.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time:10: 6 :13 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 3) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 366.150 1 367.730 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 109.000 366.240 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 109.000 366.240 1 366.240 FILE: DS3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10: 6:16 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 3) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 366.150 1.580 367.730 .30 .17 .00 367.73 .00 .20 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.009 .0100 .0000 .00 1.58 .00 .17 .013 .00 .00 PI PE | | | | | | | | | | | | | 108.009 366.230 1.500 367.730 .30 .17 .00 367.73 .00 .20 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .991 .0100 .0000 .00 1.50 .00 .17 .013 .00 .00 PI PE | | | | | | | | | | | | | 109.000 366.240 1.489 367.729 .30 .17 .00 367.73 .00 .20 .25 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS4.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time:10:10 :31 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 4) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 368.460 1 368.630 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 206.000 368.730 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 208.000 368.940 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 235.000 369.210 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 235.000 369.210 1 369.210 FILE: DS4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:1 0:35 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 4) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 368.460 .262 368.722 .50 2.42 .09 368.81 .00 .26 1.14 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .224 .0025 .0048 .00 .26 1.00 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 100.224 368.461 .270 368.731 .50 2.31 .08 368.81 .00 .26 1.15 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .953 .0025 .0042 .00 .27 .94 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 101.177 368.463 .280 368.743 .50 2.20 .08 368.82 .00 .26 1.17 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.349 .0025 .0037 .01 .28 .88 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 103.526 368.469 .289 368.758 .50 2.10 .07 368.83 .00 .26 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.193 .0025 .0032 .02 .29 .82 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 108.719 368.482 .299 368.781 .50 2.00 .06 368.84 .00 .26 1.20 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.099 .0025 .0028 .05 .30 .77 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 125.818 368.526 .309 368.835 .50 1.91 .06 368.89 .00 .26 1.21 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 71.317 .0025 .0026 .19 .31 .72 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 197.135 368.707 .309 369.016 .50 1.91 .06 369.07 .00 .26 1.21 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 197.135 368.707 .214 368.922 .50 3.23 .16 369.08 .00 .26 1.05 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .693 .0025 .0117 .01 .21 1.48 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 197.827 368.709 .214 368.923 .50 3.23 .16 369.09 .00 .26 1.05 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .926 .0025 .0126 .01 .21 1.48 .31 .013 .00 .00 PI PE FILE: DS4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:1 0:35 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 4) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 198.753 368.712 .207 368.919 .50 3.39 .18 369.10 .00 .26 1.04 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .936 .0025 .0144 .01 .21 1.58 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 199.689 368.714 .201 368.915 .50 3.55 .20 369.11 .00 .26 1.02 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .944 .0025 .0165 .02 .20 1.69 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 200.633 368.716 .194 368.911 .50 3.72 .22 369.13 .00 .26 1.01 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .931 .0025 .0189 .02 .19 1.80 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 201.565 368.719 .188 368.907 .50 3.91 .24 369.14 .00 .26 .99 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .925 .0025 .0217 .02 .19 1.92 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 202.490 368.721 .182 368.903 .50 4.10 .26 369.16 .00 .26 .98 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .909 .0025 .0248 .02 .18 2.05 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 203.399 368.723 .176 368.900 .50 4.30 .29 369.19 .00 .26 .97 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .887 .0025 .0285 .03 .18 2.18 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 204.286 368.726 .170 368.896 .50 4.51 .32 369.21 .00 .26 .95 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .869 .0025 .0326 .03 .17 2.33 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 205.156 368.728 .165 368.893 .50 4.73 .35 369.24 .00 .26 .94 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .844 .0025 .0374 .03 .17 2.48 .31 .013 .00 .00 PI PE | | | | | | | | | | | | | 206.000 368.730 .160 368.890 .50 4.96 .38 369.27 .00 .26 .93 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1050 .0250 .05 .16 2.65 .013 .00 .00 PI PE FILE: DS4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:1 0:35 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 4) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 208.000 368.940 .223 369.163 .50 3.05 .14 369.31 .00 .26 1.07 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.951 .0100 .0100 .13 .22 1.37 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 220.951 369.069 .223 369.292 .50 3.05 .14 369.44 .00 .26 1.07 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.190 .0100 .0095 .09 .22 1.37 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 230.141 369.161 .228 369.390 .50 2.94 .13 369.52 .00 .26 1.08 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.956 .0100 .0084 .02 .23 1.31 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 233.097 369.191 .236 369.427 .50 2.81 .12 369.55 .00 .26 1.09 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.220 .0100 .0074 .01 .24 1.22 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 234.317 369.203 .244 369.447 .50 2.68 .11 369.56 .00 .26 1.11 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .533 .0100 .0064 .00 .24 1.15 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 234.851 369.208 .252 369.461 .50 2.55 .10 369.56 .00 .26 1.12 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .149 .0100 .0056 .00 .25 1.08 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 235.000 369.210 .262 369.472 .50 2.42 .09 369.56 .00 .26 1.14 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS5.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time:10:15 :17 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 5) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 367.760 1 368.630 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 192.000 368.200 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 195.000 368.540 1 1 0 .013 .400 .000 368.460 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 207.000 368.660 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 207.000 368.660 1 368.660 FILE: DS5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:1 5:21 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 5) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 367.760 .870 368.630 .90 .85 .01 368.64 .00 .35 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.009 .0048 .0002 .00 .87 .18 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 107.009 367.794 .837 368.630 .90 .89 .01 368.64 .00 .35 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.655 .0048 .0002 .00 .84 .19 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 113.664 367.825 .805 368.630 .90 .93 .01 368.64 .00 .35 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.340 .0048 .0002 .00 .81 .20 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 120.003 367.856 .775 368.631 .90 .98 .01 368.65 .00 .35 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.001 .0048 .0003 .00 .78 .22 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 126.004 367.884 .747 368.631 .90 1.02 .02 368.65 .00 .35 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.750 .0048 .0003 .00 .75 .24 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 131.755 367.912 .719 368.631 .90 1.07 .02 368.65 .00 .35 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.476 .0048 .0004 .00 .72 .25 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 137.231 367.938 .693 368.631 .90 1.13 .02 368.65 .00 .35 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.245 .0048 .0004 .00 .69 .27 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 142.476 367.963 .668 368.631 .90 1.18 .02 368.65 .00 .35 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.014 .0048 .0005 .00 .67 .29 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 147.490 367.987 .645 368.632 .90 1.24 .02 368.66 .00 .35 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.804 .0048 .0005 .00 .64 .31 .36 .013 .00 .00 PI PE FILE: DS5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:1 5:21 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 5) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 152.293 368.010 .622 368.632 .90 1.30 .03 368.66 .00 .35 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.616 .0048 .0006 .00 .62 .33 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 156.910 368.032 .600 368.632 .90 1.36 .03 368.66 .00 .35 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.403 .0048 .0007 .00 .60 .36 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 161.313 368.053 .579 368.632 .90 1.43 .03 368.66 .00 .35 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.237 .0048 .0008 .00 .58 .38 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 165.550 368.073 .559 368.632 .90 1.50 .03 368.67 .00 .35 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.096 .0048 .0009 .00 .56 .41 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 169.646 368.093 .539 368.632 .90 1.57 .04 368.67 .00 .35 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.901 .0048 .0010 .00 .54 .44 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 173.547 368.112 .521 368.633 .90 1.65 .04 368.67 .00 .35 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.785 .0048 .0012 .00 .52 .47 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 177.332 368.130 .503 368.633 .90 1.73 .05 368.68 .00 .35 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.612 .0048 .0013 .00 .50 .50 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 180.944 368.147 .486 368.633 .90 1.82 .05 368.68 .00 .35 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.495 .0048 .0015 .01 .49 .54 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 184.439 368.164 .469 368.633 .90 1.90 .06 368.69 .00 .35 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.378 .0048 .0017 .01 .47 .58 .36 .013 .00 .00 PI PE FILE: DS5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:1 5:21 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 5) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 187.817 368.180 .454 368.633 .90 2.00 .06 368.70 .00 .35 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.261 .0048 .0020 .01 .45 .62 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 191.078 368.196 .438 368.634 .90 2.09 .07 368.70 .00 .35 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .922 .0048 .0022 .00 .44 .66 .36 .013 .00 .00 PI PE | | | | | | | | | | | | | 192.000 368.200 .434 368.634 .90 2.12 .07 368.70 .00 .35 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1133 .43 .67 .013 .00 .00 PI PE | | | | | | | | | | | | | 195.000 368.540 .224 368.764 .50 3.03 .14 368.91 .00 .26 1.07 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.141 .0100 .0094 .07 .22 1.36 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 202.141 368.611 .228 368.840 .50 2.94 .13 368.97 .00 .26 1.08 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.956 .0100 .0084 .02 .23 1.31 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 205.097 368.641 .236 368.877 .50 2.81 .12 369.00 .00 .26 1.09 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.220 .0100 .0074 .01 .24 1.22 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 206.317 368.653 .244 368.897 .50 2.68 .11 369.01 .00 .26 1.11 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .533 .0100 .0064 .00 .24 1.15 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 206.851 368.659 .252 368.911 .50 2.55 .10 369.01 .00 .26 1.12 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .149 .0100 .0056 .00 .25 1.08 .22 .013 .00 .00 PI PE | | | | | | | | | | | | | 207.000 368.660 .262 368.922 .50 2.42 .09 369.01 .00 .26 1.14 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS6.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 5-2013 Time: 6:1 8:51 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 3) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 370.230 1 370.580 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 109.000 370.320 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 109.000 370.320 1 370.320 FILE: DS6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 5-2013 Time: 6:1 8:52 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 3) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 370.230 .350 370.580 .10 .32 .00 370.58 .00 .12 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.149 .0100 .0001 .00 .35 .11 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 101.149 370.241 .338 370.580 .10 .33 .00 370.58 .00 .12 1.25 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.111 .0100 .0001 .00 .34 .12 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 102.260 370.253 .327 370.580 .10 .35 .00 370.58 .00 .12 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.070 .0100 .0001 .00 .33 .13 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 103.330 370.263 .316 370.580 .10 .37 .00 370.58 .00 .12 1.22 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.019 .0100 .0001 .00 .32 .14 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 104.350 370.273 .306 370.580 .10 .39 .00 370.58 .00 .12 1.21 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .999 .0100 .0001 .00 .31 .15 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 105.348 370.283 .296 370.579 .10 .41 .00 370.58 .00 .12 1.19 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .957 .0100 .0001 .00 .30 .16 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 106.306 370.293 .286 370.579 .10 .42 .00 370.58 .00 .12 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .916 .0100 .0002 .00 .29 .17 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 107.222 370.302 .277 370.579 .10 .45 .00 370.58 .00 .12 1.16 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .885 .0100 .0002 .00 .28 .18 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 108.106 370.311 .268 370.579 .10 .47 .00 370.58 .00 .12 1.15 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .863 .0100 .0002 .00 .27 .19 .10 .013 .00 .00 PI PE FILE: DS6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 5-2013 Time: 6:1 8:52 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 3) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 108.970 370.320 .259 370.579 .10 .49 .00 370.58 .00 .12 1.13 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .030 .0100 .0002 .00 .26 .20 .10 .013 .00 .00 PI PE | | | | | | | | | | | | | 109.000 370.320 .259 370.579 .10 .49 .00 370.58 .00 .12 1.13 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS7.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 6-2013 Time: 9:1 1:44 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 7) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 371.360 1 371.270 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 541.000 374.380 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 541.000 374.380 1 374.380 FILE: DS7.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 6-2013 Time: 9:1 1:46 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 7) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 371.360 .407 371.767 1.40 3.61 .20 371.97 .00 .44 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 424.569 .0068 .0068 2.91 .41 1.18 .41 .013 .00 .00 PI PE | | | | | | | | | | | | | 524.569 374.267 .407 374.675 1.40 3.61 .20 374.88 .00 .44 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.532 .0068 .0067 .08 .41 1.18 .41 .013 .00 .00 PI PE | | | | | | | | | | | | | 536.101 374.346 .413 374.759 1.40 3.54 .19 374.95 .00 .44 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.147 .0068 .0061 .03 .41 1.15 .41 .013 .00 .00 PI PE | | | | | | | | | | | | | 540.249 374.375 .427 374.802 1.40 3.37 .18 374.98 .00 .44 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .751 .0068 .0053 .00 .43 1.07 .41 .013 .00 .00 PI PE | | | | | | | | | | | | | 541.000 374.380 .443 374.823 1.40 3.21 .16 374.98 .00 .44 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1 FILE: SDBASIN4.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 9-27-2013 Time:10:48:44 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE WIDENING PROJECT HEADING LINE NO 2 IS - SD BASIN 4 HEADING LINE NO 3 IS - BY TP W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 373.000 1 376.600 ELEMENT NO 2 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 356.000 375.000 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 656.000 375.460 1 .013 .000 .000 90.000 1 ELEMENT NO 4 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 660.000 375.470 1 1 0 .013 2.600 .000 375.480 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 717.000 375.860 1 .013 .000 .000 -90.000 1 ELEMENT NO 6 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 720.000 375.870 2 2 0 .013 2.400 .000 375.880 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 804.000 377.470 2 .013 .000 .000 .000 0 ELEMENT NO 8 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 804.000 377.470 2 377.470 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING 2 FILE: SDBASIN4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:10:48:48 ROSEDALE WIDENING PROJECT SD BASIN 4 BY TP ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 373.000 3.600 376.600 6.40 2.04 .06 376.66 .00 .90 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0078 .0008 .19 3.60 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 356.000 375.000 1.785 376.785 6.40 2.16 .07 376.86 .00 .90 1.24 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 118.720 .0015 .0007 .09 1.79 .25 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 474.720 375.182 1.683 376.865 6.40 2.27 .08 376.95 .00 .90 1.46 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 106.074 .0015 .0008 .09 1.68 .29 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 580.794 375.345 1.598 376.943 6.40 2.38 .09 377.03 .00 .90 1.60 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 75.206 .0015 .0009 .07 1.60 .32 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 656.000 375.460 1.542 377.002 6.40 2.46 .09 377.10 .00 .90 1.68 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0006 .00 1.54 .35 .013 .00 .00 PIPE | | | | | | | | | | | | | 660.000 375.470 1.656 377.126 3.80 1.37 .03 377.16 .00 .68 1.51 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.111 .0068 .0003 .00 1.66 .18 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 672.111 375.553 1.574 377.127 3.80 1.43 .03 377.16 .00 .68 1.64 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.738 .0068 .0003 .00 1.57 .20 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 682.849 375.626 1.501 377.127 3.80 1.50 .04 377.16 .00 .68 1.73 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.732 .0068 .0004 .00 1.50 .22 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 692.581 375.693 1.434 377.127 3.80 1.58 .04 377.17 .00 .68 1.80 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.919 .0068 .0004 .00 1.43 .24 .61 .013 .00 .00 PIPE 3 FILE: SDBASIN4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:10:48:48 ROSEDALE WIDENING PROJECT SD BASIN 4 BY TP ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 701.500 375.754 1.373 377.127 3.80 1.65 .04 377.17 .00 .68 1.86 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.254 .0068 .0005 .00 1.37 .26 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 709.754 375.810 1.316 377.126 3.80 1.73 .05 377.17 .00 .68 1.90 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.246 .0068 .0005 .00 1.32 .28 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 717.000 375.860 1.266 377.126 3.80 1.81 .05 377.18 .00 .68 1.93 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0033 .0003 .00 1.27 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 720.000 375.870 1.351 377.221 1.40 .84 .01 377.23 .00 .44 .90 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.110 .0190 .0002 .00 1.35 .11 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 724.110 375.948 1.272 377.221 1.40 .88 .01 377.23 .00 .44 1.08 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.408 .0190 .0002 .00 1.27 .13 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 727.517 376.013 1.207 377.220 1.40 .92 .01 377.23 .00 .44 1.19 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.986 .0190 .0002 .00 1.21 .14 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 730.503 376.070 1.149 377.219 1.40 .96 .01 377.23 .00 .44 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.685 .0190 .0002 .00 1.15 .16 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 733.187 376.121 1.097 377.218 1.40 1.01 .02 377.23 .00 .44 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.447 .0190 .0002 .00 1.10 .17 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 735.634 376.168 1.050 377.217 1.40 1.06 .02 377.23 .00 .44 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.261 .0190 .0003 .00 1.05 .19 .31 .013 .00 .00 PIPE 4 FILE: SDBASIN4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:10:48:48 ROSEDALE WIDENING PROJECT SD BASIN 4 BY TP ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 737.895 376.211 1.005 377.216 1.40 1.11 .02 377.24 .00 .44 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.090 .0190 .0003 .00 1.01 .21 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 739.985 376.251 .964 377.215 1.40 1.17 .02 377.24 .00 .44 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.951 .0190 .0003 .00 .96 .22 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 741.936 376.288 .926 377.214 1.40 1.22 .02 377.24 .00 .44 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.821 .0190 .0004 .00 .93 .24 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 743.756 376.322 .889 377.212 1.40 1.28 .03 377.24 .00 .44 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.706 .0190 .0004 .00 .89 .26 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 745.462 376.355 .855 377.210 1.40 1.35 .03 377.24 .00 .44 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.605 .0190 .0005 .00 .86 .28 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 747.067 376.386 .823 377.208 1.40 1.41 .03 377.24 .00 .44 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.499 .0190 .0006 .00 .82 .30 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 748.566 376.414 .792 377.206 1.40 1.48 .03 377.24 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.412 .0190 .0006 .00 .79 .33 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 749.978 376.441 .762 377.203 1.40 1.55 .04 377.24 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.324 .0190 .0007 .00 .76 .35 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 751.301 376.466 .734 377.201 1.40 1.63 .04 377.24 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.239 .0190 .0008 .00 .73 .38 .31 .013 .00 .00 PIPE 5 FILE: SDBASIN4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:10:48:48 ROSEDALE WIDENING PROJECT SD BASIN 4 BY TP ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 752.540 376.490 .708 377.197 1.40 1.71 .05 377.24 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.157 .0190 .0009 .00 .71 .41 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 753.697 376.512 .682 377.194 1.40 1.79 .05 377.24 .00 .44 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.079 .0190 .0011 .00 .68 .44 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 754.777 376.532 .658 377.190 1.40 1.88 .05 377.24 .00 .44 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.004 .0190 .0012 .00 .66 .47 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 755.781 376.552 .634 377.186 1.40 1.97 .06 377.25 .00 .44 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .926 .0190 .0014 .00 .63 .50 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 756.707 376.569 .612 377.181 1.40 2.07 .07 377.25 .00 .44 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .271 .0190 .0016 .00 .61 .54 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 756.978 376.574 .591 377.165 1.40 2.17 .07 377.24 .00 .44 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 756.978 376.574 .315 376.889 1.40 5.19 .42 377.31 .00 .44 1.22 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.036 .0190 .0190 .19 .31 1.95 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 767.014 376.765 .315 377.081 1.40 5.18 .42 377.50 .00 .44 1.22 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.420 .0190 .0177 .36 .32 1.94 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 787.434 377.154 .326 377.481 1.40 4.94 .38 377.86 .00 .44 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.548 .0190 .0155 .10 .33 1.82 .31 .013 .00 .00 PIPE 6 FILE: SDBASIN4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:10:48:48 ROSEDALE WIDENING PROJECT SD BASIN 4 BY TP ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 793.982 377.279 .337 377.616 1.40 4.71 .34 377.96 .00 .44 1.25 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.592 .0190 .0135 .05 .34 1.70 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 797.574 377.348 .349 377.696 1.40 4.49 .31 378.01 .00 .44 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.281 .0190 .0118 .03 .35 1.59 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 799.854 377.391 .361 377.752 1.40 4.28 .28 378.04 .00 .44 1.28 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.548 .0190 .0104 .02 .36 1.49 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 801.402 377.421 .373 377.794 1.40 4.08 .26 378.05 .00 .44 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.072 .0190 .0091 .01 .37 1.40 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 802.474 377.441 .386 377.827 1.40 3.89 .24 378.06 .00 .44 1.31 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .725 .0190 .0079 .01 .39 1.31 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 803.200 377.455 .399 377.854 1.40 3.71 .21 378.07 .00 .44 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .465 .0190 .0069 .00 .40 1.23 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 803.664 377.464 .413 377.877 1.40 3.54 .19 378.07 .00 .44 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .251 .0190 .0061 .00 .41 1.15 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 803.916 377.468 .427 377.896 1.40 3.37 .18 378.07 .00 .44 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .084 .0190 .0053 .00 .43 1.07 .31 .013 .00 .00 PIPE | | | | | | | | | | | | | 804.000 377.470 .443 377.913 1.40 3.21 .16 378.07 .00 .44 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- DS 9 FILE: DS9.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time:10:20 :25 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 9) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 376.800 1 377.910 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 119.000 376.840 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 123.000 376.850 1 1 0 .013 .200 .000 376.850 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 390.000 377.360 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 393.500 377.400 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 402.500 377.490 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 402.500 377.490 1 377.490 FILE: DS9.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:2 0:29 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 9) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 376.800 1.110 377.910 1.40 1.00 .02 377.93 .00 .44 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.000 .0021 .0002 .00 1.11 .17 .55 .013 .00 .00 PI PE | | | | | | | | | | | | | 119.000 376.840 1.073 377.913 1.40 1.03 .02 377.93 .00 .44 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0002 .00 1.07 .18 .013 .00 .00 PI PE | | | | | | | | | | | | | 123.000 376.850 1.073 377.923 1.20 .89 .01 377.94 .00 .41 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.894 .0019 .0002 .00 1.07 .16 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 148.894 376.899 1.027 377.926 1.20 .93 .01 377.94 .00 .41 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.262 .0019 .0002 .01 1.03 .17 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 173.157 376.946 .984 377.930 1.20 .98 .01 377.95 .00 .41 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.890 .0019 .0002 .01 .98 .19 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 196.047 376.990 .945 377.934 1.20 1.02 .02 377.95 .00 .41 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.760 .0019 .0003 .01 .94 .20 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 217.806 377.031 .907 377.938 1.20 1.07 .02 377.96 .00 .41 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.820 .0019 .0003 .01 .91 .22 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 238.626 377.071 .872 377.943 1.20 1.13 .02 377.96 .00 .41 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.018 .0019 .0003 .01 .87 .23 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 258.644 377.109 .839 377.948 1.20 1.18 .02 377.97 .00 .41 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.365 .0019 .0004 .01 .84 .25 .52 .013 .00 .00 PI PE DS 9-1 FILE: DS9.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:2 0:29 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 9) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 278.009 377.146 .807 377.953 1.20 1.24 .02 377.98 .00 .41 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.808 .0019 .0004 .01 .81 .27 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 296.818 377.182 .777 377.959 1.20 1.30 .03 377.98 .00 .41 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.361 .0019 .0005 .01 .78 .29 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 315.179 377.217 .748 377.965 1.20 1.36 .03 377.99 .00 .41 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.191 .0019 .0006 .01 .75 .31 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 333.370 377.252 .721 377.973 1.20 1.43 .03 378.00 .00 .41 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.039 .0019 .0006 .01 .72 .34 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 351.408 377.286 .695 377.981 1.20 1.50 .03 378.02 .00 .41 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.092 .0019 .0007 .01 .69 .36 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 369.500 377.321 .670 377.991 1.20 1.57 .04 378.03 .00 .41 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.518 .0019 .0008 .02 .67 .39 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 388.019 377.356 .646 378.002 1.20 1.65 .04 378.04 .00 .41 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.981 .0019 .0009 .00 .65 .42 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 390.000 377.360 .643 378.003 1.20 1.66 .04 378.05 .00 .41 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0114 .0010 .00 .64 .42 .013 .00 .00 PI PE | | | | | | | | | | | | | 393.500 377.400 .598 377.998 1.20 1.83 .05 378.05 .00 .41 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.798 .0100 .0012 .00 .60 .48 .34 .013 .00 .00 PI PE FILE: DS9.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:10:2 0:29 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 9) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 395.298 377.418 .577 377.995 1.20 1.92 .06 378.05 .00 .41 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.667 .0100 .0014 .00 .58 .52 .34 .013 .00 .00 PI PE | | | | | | | | | | | | | 396.964 377.435 .557 377.991 1.20 2.01 .06 378.05 .00 .41 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.555 .0100 .0016 .00 .56 .55 .34 .013 .00 .00 PI PE | | | | | | | | | | | | | 398.519 377.450 .538 377.988 1.20 2.11 .07 378.06 .00 .41 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.423 .0100 .0018 .00 .54 .59 .34 .013 .00 .00 PI PE | | | | | | | | | | | | | 399.942 377.464 .519 377.983 1.20 2.21 .08 378.06 .00 .41 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.281 .0100 .0021 .00 .52 .63 .34 .013 .00 .00 PI PE | | | | | | | | | | | | | 401.223 377.477 .501 377.979 1.20 2.32 .08 378.06 .00 .41 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.153 .0100 .0024 .00 .50 .68 .34 .013 .00 .00 PI PE | | | | | | | | | | | | | 402.376 377.489 .484 377.973 1.20 2.43 .09 378.06 .00 .41 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .124 .0100 .0026 .00 .48 .72 .34 .013 .00 .00 PI PE | | | | | | | | | | | | | 402.500 377.490 .483 377.973 1.20 2.44 .09 378.07 .00 .41 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS9-1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time:11:26 :38 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 9-1) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 376.850 1 377.920 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 105.000 376.900 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 105.000 376.900 1 376.900 FILE: DS9-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time:11:2 6:41 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 9-1) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 376.850 1.070 377.920 .20 .15 .00 377.92 .00 .16 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.560 .0100 .0000 .00 1.07 .03 .14 .013 .00 .00 PI PE | | | | | | | | | | | | | 104.560 376.896 1.024 377.920 .20 .16 .00 377.92 .00 .16 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .440 .0100 .0000 .00 1.02 .03 .14 .013 .00 .00 PI PE | | | | | | | | | | | | | 105.000 376.900 1.020 377.920 .20 .16 .00 377.92 .00 .16 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1 FILE: SDBASIN6.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 9-27-2013 Time:11: 5:37 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 3 4 1 1.500 CD 4 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) HEADING LINE NO 3 IS - KEVIN VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 384.000 1 387.000 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 328.000 386.310 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 331.500 386.320 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 413.500 386.690 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 417.000 386.700 1 3 3 .013 .200 2.900 387.000 387.000 90.000 -45.000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 949.000 387.500 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 952.500 387.510 4 3 3 .013 1.000 1.000 388.000 388.000 45.000 -90.000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1554.500 387.870 4 .013 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING 2 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1558.000 387.880 4 3 0 .013 .100 .000 388.000 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1700.000 389.720 4 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1703.500 390.130 3 3 3 .013 .200 .200 390.500 390.500 90.000 -90.000 RADIUS ANGLE .000 .000 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2183.500 392.430 3 .013 .000 .000 .000 0 ELEMENT NO 13 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2187.000 392.500 3 3 0 .013 .900 .000 392.700 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2279.000 393.030 3 .013 .000 .000 .000 0 ELEMENT NO 15 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 2279.000 393.030 3 393.030 3 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 384.000 3.000 387.000 7.90 1.61 .04 387.04 .00 .93 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 51.226 .0101 .0004 .02 3.00 .00 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 151.226 384.519 2.500 387.019 7.90 1.61 .04 387.06 .00 .93 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.171 .0101 .0003 .01 2.50 .00 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 174.397 384.754 2.268 387.022 7.90 1.69 .04 387.07 .00 .93 1.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.289 .0101 .0003 .00 2.27 .17 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 187.686 384.888 2.134 387.022 7.90 1.77 .05 387.07 .00 .93 1.77 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.865 .0101 .0004 .00 2.13 .20 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 198.551 384.998 2.023 387.021 7.90 1.86 .05 387.07 .00 .93 1.97 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.438 .0101 .0004 .00 2.02 .22 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 207.989 385.094 1.925 387.020 7.90 1.95 .06 387.08 .00 .93 2.10 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.435 .0101 .0004 .00 1.93 .25 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 216.424 385.180 1.838 387.017 7.90 2.04 .06 387.08 .00 .93 2.21 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.640 .0101 .0005 .00 1.84 .27 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 224.064 385.257 1.758 387.015 7.90 2.14 .07 387.09 .00 .93 2.28 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.994 .0101 .0006 .00 1.76 .30 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 231.058 385.328 1.684 387.011 7.90 2.25 .08 387.09 .00 .93 2.34 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.443 .0101 .0006 .00 1.68 .32 .74 .013 .00 .00 PIPE 4 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 237.501 385.393 1.615 387.008 7.90 2.36 .09 387.09 .00 .93 2.39 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.947 .0101 .0007 .00 1.61 .35 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 243.449 385.453 1.550 387.003 7.90 2.47 .09 387.10 .00 .93 2.43 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.516 .0101 .0008 .00 1.55 .38 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 248.965 385.509 1.489 386.998 7.90 2.59 .10 387.10 .00 .93 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.096 .0101 .0009 .00 1.49 .41 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 254.061 385.561 1.431 386.992 7.90 2.72 .11 387.11 .00 .93 2.47 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.730 .0101 .0010 .00 1.43 .44 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 258.791 385.609 1.377 386.985 7.90 2.85 .13 387.11 .00 .93 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.350 .0101 .0011 .00 1.38 .48 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 263.141 385.653 1.325 386.978 7.90 2.99 .14 387.12 .00 .93 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0101 .0013 .01 1.33 .51 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 267.141 385.693 1.276 386.969 7.90 3.14 .15 387.12 .00 .93 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.655 .0101 .0015 .01 1.28 .55 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 270.796 385.730 1.229 386.959 7.90 3.29 .17 387.13 .00 .93 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.313 .0101 .0017 .01 1.23 .59 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 274.109 385.764 1.184 386.948 7.90 3.45 .18 387.13 .00 .93 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.744 .0101 .0019 .01 1.18 .63 .74 .013 .00 .00 PIPE 5 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 276.853 385.792 1.141 386.933 7.90 3.62 .20 387.14 .00 .93 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 276.853 385.792 .741 386.533 7.90 6.49 .65 387.19 .00 .93 2.28 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.961 .0101 .0097 .11 .74 1.56 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 287.813 385.903 .757 386.660 7.90 6.29 .61 387.27 .00 .93 2.30 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.971 .0101 .0087 .18 .76 1.50 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 308.784 386.115 .784 386.899 7.90 6.00 .56 387.46 .00 .93 2.32 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.392 .0101 .0076 .07 .78 1.40 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 318.176 386.210 .811 387.022 7.90 5.72 .51 387.53 .00 .93 2.34 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.098 .0101 .0067 .03 .81 1.31 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 323.274 386.262 .840 387.102 7.90 5.45 .46 387.56 .00 .93 2.36 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.862 .0101 .0059 .02 .84 1.23 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 326.136 386.291 .870 387.161 7.90 5.20 .42 387.58 .00 .93 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.439 .0101 .0051 .01 .87 1.15 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 327.576 386.306 .901 387.207 7.90 4.96 .38 387.59 .00 .93 2.40 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .424 .0101 .0045 .00 .90 1.07 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 328.000 386.310 .934 387.244 7.90 4.72 .35 387.59 .00 .93 2.42 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0039 .01 .93 1.00 .013 .00 .00 PIPE 6 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 331.500 386.320 .977 387.297 7.90 4.44 .31 387.60 .00 .93 2.44 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.037 .0045 .0038 .02 .98 .92 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 335.537 386.338 .943 387.281 7.90 4.66 .34 387.62 .00 .93 2.42 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 335.537 386.338 .916 387.255 7.90 4.85 .36 387.62 .00 .93 2.41 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 73.333 .0045 .0045 .33 .92 1.04 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 408.871 386.669 .916 387.585 7.90 4.85 .36 387.95 .00 .93 2.41 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.629 .0045 .0044 .02 .92 1.04 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 413.500 386.690 .934 387.624 7.90 4.72 .35 387.97 .00 .93 2.42 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0024 .01 .93 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 417.000 386.700 1.257 387.957 4.80 1.94 .06 388.02 .00 .72 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 43.248 .0015 .0006 .02 1.26 .34 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 460.248 386.765 1.211 387.976 4.80 2.04 .06 388.04 .00 .72 2.50 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 43.975 .0015 .0007 .03 1.21 .37 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 504.223 386.831 1.167 387.998 4.80 2.14 .07 388.07 .00 .72 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 45.788 .0015 .0007 .03 1.17 .40 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 550.011 386.900 1.125 388.025 4.80 2.24 .08 388.10 .00 .72 2.49 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 49.059 .0015 .0008 .04 1.13 .43 .94 .013 .00 .00 PIPE 7 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 599.070 386.974 1.085 388.059 4.80 2.35 .09 388.14 .00 .72 2.48 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 54.827 .0015 .0010 .05 1.09 .46 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 653.897 387.056 1.047 388.103 4.80 2.46 .09 388.20 .00 .72 2.47 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 66.859 .0015 .0011 .07 1.05 .49 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 720.756 387.157 1.010 388.166 4.80 2.58 .10 388.27 .00 .72 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 96.364 .0015 .0012 .12 1.01 .52 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 817.119 387.302 .974 388.276 4.80 2.71 .11 388.39 .00 .72 2.44 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 131.881 .0015 .0014 .18 .97 .56 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 949.000 387.500 .952 388.452 4.80 2.80 .12 388.57 .00 .72 2.43 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0010 .00 .95 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 952.500 387.510 1.082 388.592 2.80 1.61 .04 388.63 .00 .58 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 381.917 .0006 .0005 .19 1.08 .30 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 1334.417 387.738 1.042 388.780 2.80 1.69 .04 388.82 .00 .58 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 220.083 .0006 .0005 .12 1.04 .33 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 1554.500 387.870 1.029 388.899 2.80 1.72 .05 388.94 .00 .58 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0029 .0005 .00 1.03 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 1558.000 387.880 1.027 388.907 2.70 1.66 .04 388.95 .00 .57 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.707 .0130 .0006 .00 1.03 .32 .44 .013 .00 .00 PIPE 8 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1560.707 387.915 .989 388.904 2.70 1.74 .05 388.95 .00 .57 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.546 .0130 .0006 .00 .99 .35 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1563.253 387.948 .953 388.901 2.70 1.83 .05 388.95 .00 .57 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.387 .0130 .0007 .00 .95 .37 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1565.640 387.979 .919 388.898 2.70 1.92 .06 388.95 .00 .57 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.240 .0130 .0008 .00 .92 .40 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1567.879 388.008 .886 388.894 2.70 2.01 .06 388.96 .00 .57 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.097 .0130 .0009 .00 .89 .43 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1569.976 388.035 .854 388.889 2.70 2.11 .07 388.96 .00 .57 1.98 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.957 .0130 .0011 .00 .85 .46 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1571.933 388.061 .824 388.885 2.70 2.21 .08 388.96 .00 .57 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.821 .0130 .0012 .00 .82 .50 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1573.754 388.084 .795 388.879 2.70 2.32 .08 388.96 .00 .57 1.96 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.670 .0130 .0014 .00 .80 .53 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1575.424 388.106 .767 388.873 2.70 2.43 .09 388.96 .00 .57 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.537 .0130 .0016 .00 .77 .57 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1576.961 388.126 .741 388.866 2.70 2.55 .10 388.97 .00 .57 1.93 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .321 .0130 .0018 .00 .74 .61 .44 .013 .00 .00 PIPE 9 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1577.282 388.130 .715 388.845 2.70 2.68 .11 388.96 .00 .57 1.92 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1577.282 388.130 .437 388.567 2.70 5.31 .44 389.01 .00 .57 1.65 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 53.744 .0130 .0130 .70 .44 1.69 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1631.026 388.826 .437 389.264 2.70 5.31 .44 389.70 .00 .57 1.65 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.312 .0130 .0134 .42 .44 1.69 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1662.338 389.232 .430 389.662 2.70 5.44 .46 390.12 .00 .57 1.64 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.756 .0130 .0149 .25 .43 1.75 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1679.094 389.449 .416 389.865 2.70 5.71 .51 390.37 .00 .57 1.62 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.155 .0130 .0170 .16 .42 1.86 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1688.249 389.568 .402 389.970 2.70 5.99 .56 390.53 .00 .57 1.60 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.535 .0130 .0195 .13 .40 1.99 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1694.784 389.652 .389 390.042 2.70 6.28 .61 390.65 .00 .57 1.58 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.216 .0130 .0223 .12 .39 2.12 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1700.000 389.720 .376 390.096 2.70 6.58 .67 390.77 .00 .57 1.56 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1171 .0144 .05 .38 2.27 .013 .00 .00 PIPE | | | | | | | | | | | | | 1703.500 390.130 .573 390.703 2.30 3.70 .21 390.92 .00 .57 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.949 .0048 .0049 .01 .57 1.00 .58 .013 .00 .00 PIPE 10 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1705.449 390.139 .580 390.719 2.30 3.65 .21 390.93 .00 .57 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 478.051 .0048 .0047 2.26 .58 .98 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 2183.500 392.430 .580 393.010 2.30 3.65 .21 393.22 .00 .57 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0200 .0027 .01 .58 .98 .013 .00 .00 PIPE | | | | | | | | | | | | | 2187.000 392.500 .770 393.270 1.40 1.53 .04 393.31 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.895 .0058 .0007 .00 .77 .35 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2191.895 392.528 .742 393.270 1.40 1.61 .04 393.31 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.623 .0058 .0008 .00 .74 .37 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2196.518 392.555 .715 393.270 1.40 1.68 .04 393.31 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.417 .0058 .0009 .00 .72 .40 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2200.935 392.580 .689 393.269 1.40 1.77 .05 393.32 .00 .44 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.185 .0058 .0010 .00 .69 .43 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2205.120 392.604 .664 393.269 1.40 1.85 .05 393.32 .00 .44 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.968 .0058 .0012 .00 .66 .46 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2209.088 392.627 .641 393.268 1.40 1.94 .06 393.33 .00 .44 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.766 .0058 .0013 .00 .64 .49 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2212.854 392.649 .618 393.267 1.40 2.04 .06 393.33 .00 .44 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.603 .0058 .0015 .01 .62 .53 .43 .013 .00 .00 PIPE DS 11 11 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 9 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2216.457 392.670 .596 393.266 1.40 2.14 .07 393.34 .00 .44 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.383 .0058 .0017 .01 .60 .56 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2219.840 392.689 .576 393.265 1.40 2.24 .08 393.34 .00 .44 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.199 .0058 .0019 .01 .58 .60 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2223.039 392.708 .556 393.263 1.40 2.35 .09 393.35 .00 .44 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.000 .0058 .0022 .01 .56 .65 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2226.038 392.725 .536 393.261 1.40 2.47 .09 393.36 .00 .44 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.776 .0058 .0025 .01 .54 .69 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2228.815 392.741 .518 393.259 1.40 2.59 .10 393.36 .00 .44 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.549 .0058 .0029 .01 .52 .74 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2231.364 392.756 .500 393.256 1.40 2.71 .11 393.37 .00 .44 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.307 .0058 .0033 .01 .50 .79 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2233.670 392.769 .483 393.252 1.40 2.85 .13 393.38 .00 .44 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.923 .0058 .0038 .01 .48 .85 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2235.594 392.780 .467 393.247 1.40 2.98 .14 393.39 .00 .44 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .572 .0058 .0043 .00 .47 .90 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2236.165 392.783 .451 393.234 1.40 3.13 .15 393.39 .00 .44 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP 12 FILE: SDBASIN6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 10 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time:11: 5:43 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANALYSIS FOR 10-YR STORM (BASIN 6) KEVIN VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2236.165 392.783 .425 393.209 1.40 3.39 .18 393.39 .00 .44 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.717 .0058 .0058 .19 .43 1.08 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2269.882 392.977 .425 393.403 1.40 3.39 .18 393.58 .00 .44 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.576 .0058 .0057 .04 .43 1.08 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2276.458 393.015 .427 393.443 1.40 3.37 .18 393.62 .00 .44 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.542 .0058 .0053 .01 .43 1.07 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 2279.000 393.030 .443 393.473 1.40 3.21 .16 393.63 .00 .44 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS11.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 6-2013 Time: 4:5 6:10 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 11) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 392.440 1 393.270 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 337.000 393.190 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 341.000 393.200 1 1 0 .013 1.000 .000 393.200 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 925.000 395.050 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 929.000 395.060 1 1 0 .013 .900 .000 395.060 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1404.000 396.580 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1404.000 396.580 1 396.580 FILE: DS11.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 6-2013 Time: 4:5 6:12 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 11) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 392.440 .830 393.270 2.50 2.49 .10 393.37 .00 .60 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.052 .0032 .0017 .03 .83 .54 .68 .013 .00 .00 PI PE | | | | | | | | | | | | | 115.052 392.488 .799 393.286 2.50 2.61 .11 393.39 .00 .60 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.833 .0032 .0020 .03 .80 .58 .68 .013 .00 .00 PI PE | | | | | | | | | | | | | 130.885 392.538 .769 393.307 2.50 2.74 .12 393.42 .00 .60 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.662 .0032 .0022 .04 .77 .62 .68 .013 .00 .00 PI PE | | | | | | | | | | | | | 148.548 392.594 .741 393.334 2.50 2.87 .13 393.46 .00 .60 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.139 .0032 .0025 .06 .74 .67 .68 .013 .00 .00 PI PE | | | | | | | | | | | | | 170.687 392.664 .714 393.377 2.50 3.01 .14 393.52 .00 .60 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 39.586 .0032 .0029 .11 .71 .71 .68 .013 .00 .00 PI PE | | | | | | | | | | | | | 210.272 392.789 .688 393.477 2.50 3.16 .16 393.63 .00 .60 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 36.884 .0032 .0031 .11 .69 .77 .68 .013 .00 .00 PI PE | | | | | | | | | | | | | 247.156 392.906 .681 393.587 2.50 3.20 .16 393.75 .00 .60 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 89.844 .0032 .0031 .28 .68 .78 .68 .013 .00 .00 PI PE | | | | | | | | | | | | | 337.000 393.190 .681 393.871 2.50 3.20 .16 394.03 .00 .60 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0018 .01 .68 .78 .013 .00 .00 PI PE | | | | | | | | | | | | | 341.000 393.200 .876 394.076 1.50 1.40 .03 394.11 .00 .46 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.580 .0032 .0005 .01 .88 .29 .52 .013 .00 .00 PI PE FILE: DS11.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 6-2013 Time: 4:5 6:12 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 11) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 352.580 393.237 .843 394.079 1.50 1.47 .03 394.11 .00 .46 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.086 .0032 .0006 .01 .84 .31 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 363.665 393.272 .811 394.083 1.50 1.54 .04 394.12 .00 .46 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.662 .0032 .0007 .01 .81 .34 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 374.327 393.306 .781 394.086 1.50 1.61 .04 394.13 .00 .46 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.327 .0032 .0008 .01 .78 .36 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 384.655 393.338 .752 394.090 1.50 1.69 .04 394.13 .00 .46 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.006 .0032 .0009 .01 .75 .39 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 394.660 393.370 .724 394.094 1.50 1.78 .05 394.14 .00 .46 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.747 .0032 .0010 .01 .72 .42 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 404.407 393.401 .698 394.099 1.50 1.86 .05 394.15 .00 .46 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.611 .0032 .0011 .01 .70 .45 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 414.018 393.431 .673 394.104 1.50 1.95 .06 394.16 .00 .46 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.526 .0032 .0013 .01 .67 .48 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 423.545 393.462 .649 394.110 1.50 2.05 .07 394.18 .00 .46 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.573 .0032 .0014 .01 .65 .51 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 433.118 393.492 .626 394.118 1.50 2.15 .07 394.19 .00 .46 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.750 .0032 .0016 .02 .63 .55 .52 .013 .00 .00 PI PE FILE: DS11.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 6-2013 Time: 4:5 6:12 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 11) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 442.868 393.523 .604 394.127 1.50 2.25 .08 394.21 .00 .46 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.230 .0032 .0019 .02 .60 .59 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 453.099 393.555 .583 394.138 1.50 2.36 .09 394.22 .00 .46 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.292 .0032 .0021 .02 .58 .63 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 464.391 393.591 .563 394.153 1.50 2.48 .10 394.25 .00 .46 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.641 .0032 .0024 .03 .56 .68 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 478.032 393.634 .543 394.177 1.50 2.60 .10 394.28 .00 .46 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.164 .0032 .0028 .06 .54 .72 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 499.196 393.701 .524 394.226 1.50 2.73 .12 394.34 .00 .46 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.185 .0032 .0030 .08 .52 .77 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 526.381 393.787 .515 394.302 1.50 2.79 .12 394.42 .00 .46 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 398.619 .0032 .0031 1.24 .52 .80 .52 .013 .00 .00 PI PE | | | | | | | | | | | | | 925.000 395.050 .515 395.565 1.50 2.79 .12 395.69 .00 .46 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0017 .01 .52 .80 .013 .00 .00 PI PE | | | | | | | | | | | | | 929.000 395.060 .687 395.747 .60 .76 .01 395.76 .00 .29 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.881 .0032 .0002 .00 .69 .18 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 936.881 395.085 .662 395.747 .60 .80 .01 395.76 .00 .29 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.542 .0032 .0002 .00 .66 .20 .32 .013 .00 .00 PI PE FILE: DS11.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 6-2013 Time: 4:5 6:12 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 11) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 944.423 395.109 .639 395.748 .60 .84 .01 395.76 .00 .29 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.280 .0032 .0002 .00 .64 .21 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 951.704 395.133 .616 395.749 .60 .88 .01 395.76 .00 .29 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.986 .0032 .0003 .00 .62 .23 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 958.690 395.155 .594 395.749 .60 .92 .01 395.76 .00 .29 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.727 .0032 .0003 .00 .59 .24 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 965.416 395.177 .574 395.750 .60 .97 .01 395.76 .00 .29 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.539 .0032 .0004 .00 .57 .26 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 971.955 395.197 .554 395.751 .60 1.01 .02 395.77 .00 .29 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.283 .0032 .0004 .00 .55 .28 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 978.238 395.218 .535 395.752 .60 1.06 .02 395.77 .00 .29 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.066 .0032 .0005 .00 .53 .30 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 984.305 395.237 .516 395.753 .60 1.11 .02 395.77 .00 .29 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.927 .0032 .0005 .00 .52 .32 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 990.231 395.256 .499 395.754 .60 1.17 .02 395.78 .00 .29 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.756 .0032 .0006 .00 .50 .34 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 995.987 395.274 .482 395.756 .60 1.23 .02 395.78 .00 .29 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.591 .0032 .0007 .00 .48 .37 .32 .013 .00 .00 PI PE FILE: DS11.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 6-2013 Time: 4:5 6:12 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 11) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1001.578 395.292 .465 395.757 .60 1.29 .03 395.78 .00 .29 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.518 .0032 .0008 .00 .47 .39 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1007.096 395.310 .449 395.759 .60 1.35 .03 395.79 .00 .29 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.375 .0032 .0009 .00 .45 .42 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1012.471 395.327 .434 395.761 .60 1.41 .03 395.79 .00 .29 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.337 .0032 .0010 .01 .43 .45 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1017.808 395.344 .420 395.764 .60 1.48 .03 395.80 .00 .29 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.330 .0032 .0012 .01 .42 .48 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1023.138 395.361 .406 395.767 .60 1.55 .04 395.80 .00 .29 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.313 .0032 .0014 .01 .41 .51 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1028.451 395.378 .392 395.770 .60 1.63 .04 395.81 .00 .29 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.474 .0032 .0016 .01 .39 .54 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1033.925 395.396 .379 395.775 .60 1.71 .05 395.82 .00 .29 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.694 .0032 .0018 .01 .38 .58 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1039.620 395.414 .366 395.780 .60 1.79 .05 395.83 .00 .29 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.130 .0032 .0020 .01 .37 .62 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1045.750 395.434 .354 395.788 .60 1.88 .05 395.84 .00 .29 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.170 .0032 .0023 .02 .35 .66 .32 .013 .00 .00 PI PE FILE: DS11.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 3- 6-2013 Time: 4:5 6:12 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 11) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1052.919 395.457 .343 395.799 .60 1.97 .06 395.86 .00 .29 1.26 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.926 .0032 .0027 .03 .34 .71 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1062.845 395.488 .331 395.820 .60 2.07 .07 395.89 .00 .29 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.559 .0032 .0030 .05 .33 .76 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1080.404 395.545 .322 395.866 .60 2.16 .07 395.94 .00 .29 1.23 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 323.596 .0032 .0031 1.01 .32 .80 .32 .013 .00 .00 PI PE | | | | | | | | | | | | | 1404.000 396.580 .322 396.902 .60 2.16 .07 396.97 .00 .29 1.23 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: DS12.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6- 5-2013 Time: 8:38 :58 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y (10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 12) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 392.710 1 394.210 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 106.000 392.660 1 .013 .000 .000 .000 0 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 106.000 392.660 1 392.660 FILE: DS12.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 6- 5-2013 Time: 8:3 9: 6 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 12) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Pr s/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Ty pe Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 392.710 1.500 394.210 4.50 2.55 .10 394.31 .00 .81 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.000 -.0083 .0018 .01 1.50 .00 .00 .013 .00 .00 PI PE | | | | | | | | | | | | | 106.000 392.660 1.561 394.221 4.50 2.55 .10 394.32 .00 .81 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1 FILE: SDBASIN9-36in.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 9-27-2013 Time: 2: 2: 8 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 2.000 CD 3 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE WIDENING PROJECT HEADING LINE NO 2 IS - SD BASIN 9 (COUNTY RIGHT OF WAY) 36” CMP HEADING LINE NO 3 IS - BY KV W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 380.000 1 388.470 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 280.000 384.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 284.000 384.010 2 3 0 .013 56.440 .000 384.020 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 653.000 384.400 2 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 653.000 384.400 2 384.400 2 FILE: SDBASIN9-36in.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 2: 2:12 ROSEDALE WIDENING PROJECT SD BASIN 9 (COUNTY RIGHT OF WAY) 36” CMP BY KV ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 380.000 8.470 388.470 66.46 9.40 1.37 389.84 .00 2.61 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 180.000 .0222 .0099 1.79 8.47 .00 1.79 .013 .00 .00 PIPE | | | | | | | | | | | | | 280.000 384.000 6.257 390.257 66.46 9.40 1.37 391.63 .00 2.61 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0059 .02 6.26 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 284.000 384.010 7.486 391.496 10.02 3.19 .16 391.65 .00 1.13 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 369.000 .0011 .0020 .72 7.49 .00 2.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 653.000 384.400 7.820 392.220 10.02 3.19 .16 392.38 .00 1.13 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- DS 13 1 FILE: DS13.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 9-27-2013 Time: 2:11: 0 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ROSEDALE HWY (SR-58) WIDENING HEADING LINE NO 2 IS - HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 13) HEADING LINE NO 3 IS - BY: K. VU W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.000 389.080 1 392.220 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 102.000 389.100 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 102.000 389.100 1 389.100 2 FILE: DS13.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7035 WATER SURFACE PROFILE LISTING Date: 9-27-2013 Time: 2:11: 4 ROSEDALE HWY (SR-58) WIDENING HYDRAULIC ANAYLYSIS FOR 10-YR STORM (DRAINAGE SYSTEM 13) BY: K. VU ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 389.080 3.140 392.220 2.40 1.36 .03 392.25 .00 .59 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.000 .0100 .0005 .00 3.14 .00 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 102.000 389.100 3.121 392.221 2.40 1.36 .03 392.25 .00 .59 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Appendix E Drainage Plans and Profiles