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HomeMy WebLinkAboutAppendix L - Prelim Hydrology PRELIMINARY HYDROLOGY & HYDRAULIC REPORT FOR TRACT 20565 APNs: 0237-411-13, 14 LIVE OAK AVENUE FONTANA, CALIFORNIA 92337 Prepared for: NH Southridge LLC 500 Newport Center Drive, Suite 570 Newport Beach, CA 92600 Tel: (949) 344-2705 September 20, 2022 Revision: March 23, 2023 UNITED CIVIL, INC. 1180 Durfee Ave, Suite 220 South El Monte, CA 91733 Tel: (626) 575-9999 Fax: (626) 575-9986 i TABLE OF CONTENTS Introduction Page 1 Methodology Page 4 Hydrologic Data and Design Criteria Page 5 Drainage Analysis Page 6 Stormwater Quality and Detention/Infiltration Basin Page 7 Hydraulic Calculations and Storm Drain Sizing Page 8 Conclusion Page 9 References Page 10 TABLES: Table 1 – Existing Hydrology (100-year) Table 2 – Existing Hydrology (Offsite Runon) Table 3 – Proposed Hydrology Table 4 – Retention and WQMP Summary Table 5 – Underground Pipe System Summary Table 6 – Drawdown Summary Table 7 – Routing Analysis (Stage-Discharge) Table 8 – Routing Analysis (Storage-Volume Table (Above Ground Infiltration Basin) Table 9 – Above Ground Infiltration Basin Routing Summary Table 10 – Storm Drain Sizing Table 11 – Catch Basin Inlet Sizing Table 12 – Riprap Sizing Table 13 – V-Gutter Sizing ii APPENDIX: Appendix A: Vicinity Map Appendix B: Hydrologic Data & Design Criteria Appendix C: Rational Method Calculation – Existing Condition – Proposed Condition Appendix D: Unit Hydrograph Calculation - Existing Condition – Existing Condition – Proposed Condition Appendix E: Hydrograph Routing Calculations Appendix F: Hydraulic Calculations Appendix G: Street Capacity Calculations Appendix H: Hydrology Maps 1 1. INTRODUCTION 1.1 PROJECT DESCRIPTION The project site is an irregular-shaped plot located on Live Oak Avenue identified as APN 0237-411-13 and 0237-411-14. It is bounded by Village Dr. in the north Live Oak Ave. in the west and Residential homes in the south. East of the project is an undeveloped hillside area consisting of rocks and little to no vegetation. The southwest corner of the site is an existing park with a parking lot. The site is in the City of Fontana, San Bernardino County, California. It is approximately 37 acres and currently undeveloped use as a hiking area. The project site consists of two lots with one lot belonging to the City of Fontana. The proposed development is part of the Southridge Village Specific Plan. It consists of 255 detached condominiums with interior streets, open space areas and a recreational area. A detention/infiltration basin and an infiltration trench are proposed to mitigate the increased peak flow and volume from the development, as well as to infiltrate the Water Quality Management Plan’s (WQMP) Design Capture Volume (DCV) to satisfy stormwater quality requirement. The existing site will be split into three parcels with the proposed project site being in Parcel 1, a future public park in Parcel 2, and a future public hiking trail in Parcel 3. Parcel 2 and Parcel 3 will be transferred to the City of Fontana. 1.2 OBJECTIVES Content of this report will include: 1) Determine 100-year 24-hour peak flow and volume of existing and proposed conditions for onsite and offsite tributary areas. 2) Design detention/infiltration basin to retain 100-year increased volume and mitigate peak outflow to 90% of existing condition. 3) Determine hydraulic capacity of proposed storm drain system for 100-year storm. 4) Provide storm water treatment using infiltration to satisfy requirements for Water Quality Management Plan (WQMP). Refer to separate WQMP report. 2. HYDROLOGIC DATA AND DESIGN CRITERIA The project site is in San Bernardino County’s Valley Area. Per the NOAA Atlas 14, Point Precipitation Frequency Estimates, the 100-year 1-hour, 6-hour, and 24-hour isohyet area 1.28, 3.03, 5.53 respectively. The slope for rainfall intensity curve is 0.6. The soil group is type B, per the San Bernardino County’s Hydrology Manual. Antecedent Moisture Condition (AMC) III is used for 100-year storm, per County of San Bernardino Detention Basin Design Criteria. The proposed development type is 5-7 dwelling units/ac. San Bernardino County requires the increase volume to be detained onsite. Criteria for a detention basin requires the post-development 100-year peak flow to be less than or equal to 90% of the existing 100-year peak flow. 2 3. METHODOLOGY Hydrology analyses for the development were calculated using Version 9.0 of CivilCadd/CivilDesign software program. Said program is an approved software by San Bernardino County’s Hydrology methods. Rational Hydrology Method program was used to determine Time of Concentration (Tc). The same Tc was used in the Unit Hydrograph Method to calculate the 100-year volume. Normally, the Tc is adjusted in the Unit Hydrograph calculation to derive a peak flow equal or more than the peak flow result from the Rational Method. No adjustment to the Tc was needed since the peak flows in the unit hydrograph method was greater. A Flood Hydrograph Routing program was used to perform basin and infiltration pipe routing analyses using the hydrograph generated from the Unit Hydrograph Method program. 4. DRAINAGE ANALYSES 4.1 EXISTING CONDITION The site is currently undeveloped. Topography depicts the site with multiple drainage paths which results to multiple subareas. The majority of the runoff from the site is discharged into an inlet in the neighboring public park which conveys runoff into a public storm drain line in Cherry Avenue. Runoff from tributary area B is observed to be conveyed into an existing curb inlet catch basin on Live Oak Avenue. Runoff from tributary area C is observed to be conveyed into an existing curb inlet catch basin on Village Drive. There are offsite run-on coming from the undeveloped neighboring property along the north property line. That area is a hillside that slopes down to the project site. For the hydrology calculation, the site is divided into three tributary areas (A, B, C) that consist of multiple subareas. Tributary Area A Ultimately drains to an existing inlet in the neighboring public park and constitutes of four subareas (A1 to A4). Subareas include the areas south of the existing catch basin on Live Oak and the hillside in the east portion of the site. Tributary Area B Ultimately drains to an existing curb inlet catch basin on Live Oak Avenue and constitutes of one subarea (B1). It consists of an area in the west part of the site fronting Live Oak Avenue. Tributary Area C Ultimately drains to an existing curb inlet catch basin on Village Drive and constitutes of one subarea (C1). It consists of the northern area of the project site. Time of Concentration (Tc) for the tributary areas are calculated using the Rational method. Peak flow and volume are calculated by Unit Hydrograph method. Results are provided in the attachments at the end of this report. 3 4.2 PROPOSED CONDITION Proposed development will include two onsite discharge locations: above ground infiltration basin and an underground infiltration system. Each discharge location will require a tributary area. Those tributary areas will be divided into subareas. Offsite runoff from the neighboring north property will be conveyed through a concrete channel that discharge to the existing storm drain on Live Oak Ave. Tributary Area A Runoff will discharge onto an above ground infiltration basin located adjacent to the southerly property entrance from Live Oak. Area A is divided into twelve subareas that include most of the site excluding the north area. Drainage from the proposed homes will be conveyed to the adjacent private street and onto an onsite private main street. V-gutters are included to convey drainage from the surrounding 2:1 slopes. Underground storm drain pipes are also included to collect runoff from proposed yard inlets and catch basins on the proposed private streets. Runoff will then be conveyed and discharged onto the basin. The basin is preceded by a diversion system that includes a CDS unit for pre-treatment. Required by WQMP, the “first flush” based on a 2-yr storm, must be pre-treated prior discharging onto the basin. Overflow will be conveyed through a 42” diameter riser. That riser includes an underground 18” diameter pipe that connects to the back of an existing curb inlet catch basin on Like Oak Ave. The 18” pipe does not have enough capacity to convey the peak flow from the basin. To accommodate for the rest of the flow, an 18 foot wide parkway drain is proposed. Said parkway drain will discharge onto the curb and gutter on Live Oak Ave. and will eventually be conveyed into an existing curb inlet catch basin located south of the on Cherry Ave. Tributary Area B Runoff will discharge into an underground infiltration trench that includes an 8-foot depth of gravel. Area B includes the north area of the site. Drainage from proposed homes will be conveyed to the adjacent private street and onto an onsite private main street. Underground storm drain pipes are also included to collect runoff from proposed yard inlets and catch basins from the proposed streets. Runoff is discharged via storm drain pipes into the infiltration system. A diversion structure that includes a CDS unit precedes the basin for pre-treatment. The infiltration trench is only designed for WQMP’s DCV, which is based on the 2-yr storm. The diversion structure is included to divert the 2 year storm from the main storm drain pipe to the CDS unit and into the underground infiltration system. When the system is full, overflow is diverted back to the CDS unit and conveyed into the main pipe. The main pipe is an 18” diameter that connects to an existing storm drain on Live Oak Ave. Rational method and Unit Hydrograph calculations are provided in the attachments. Offsite Run-on Run-on from the neighboring north property will be conveyed by a proposed trapezoidal shaped concrete channel that spans along the north property line and discharged onto Live Oak Ave. 4 5. STORMWATER QUALITY AND DETENTION/INFILTRATION BASIN County of San Bernardino requires the 100-year increased volume and peak flow to be mitigated on site. The existing onsite 100-year peak flow (based on unit hydrograph method) for tributary area A and B is 59.00 cfs and 14.0 cfs, respectively. 90% of that is 53.1 cfs and 12.6 cfs, total sum of 65.7 cfs. Thus, the total outflow from the above and underground infiltration systems needs to be controlled not to exceed 65.7 cfs. The volume difference to be mitigated between existing (10.18 ac-ft) and proposed (10.57 ac-ft) condition is 0.39 ac-ft. For the development, the required WQMP treatment volume (DCV) for tributary area A and B is 62,328 cf and 10,412 cf, respectively (see WQMP report). Infiltration rates, per soils report, are 10 and 97 inch per hour for area A and B, respectively. Factor of safety used for the study is 2.6. Above ground infiltration basin is 5’ deep (1’ min. freeboard) with a 3:1 side slope. The basin’s bottom elevation is 915 ft, and the top berm is at 920 ft. For overflow a 42” diameter CMP riser and an 18’ wide parkway drain is included in the basin to control outflow rate. The top of the riser and the parkway drain is used as a spillway for overflow. The riser is connected to an 18” storm drain pipe that connects to the back of an existing catch basin on Live Oak Ave while the parkway drain is discharge to a curb and gutter towards the existing parking area that used to be the Old Live Oak Ave. The basin was routed for 100- year hydrograph. That routing analysis includes mitigating the WQMP requirement of a 48-hour maximum infiltration drawdown time, a 24-hour maximum draining time after 100-yr storm event and a peak flowrate of 50.95 cfs (less than 90% of the existing condition, 59.0 cfs). Result shows the above ground basin satisfies all three requirements with a water depth at 5’ and a peak outflow of 50.95 cfs. Draining time of the basin begins when inflow is at zero (24.583 hr) and ends when storage is at zero (39.50 hr). Time difference indicates the time it takes to empty the basin. That time is 14.92 hours. The infiltration trench includes has a volume capacity of 10,541 cf more than the required DCV (10,412 cf). See separate WQMP report for calculation. Routing analysis for the underground infiltration system isn’t necessary since the total peak flow from both systems does not exceed 90% of the total existing peak flow. For a printout of the results refer to the attachments at the end of the report. 6. HYDRAULIC CALCULATIONS AND STORM DRAIN SIZING Bentley Flowmaster was used for sizing the v-gutters. Catch basin sizing method by the County of Los Angeles was used for sizing the catch basins. Pipe size were calculated using the Civil Design software through the Rational Method. Riprap calculations method per LA County Sedimentation Manual provide reference to size of the rocks for the riprap pad based on discharge velocity pipe inlet. The calculations and results are provided in the attachments at the end of the report. 7. CONCLUSIONS 100-year 24-hour peak flow and volume for the existing and proposed conditions for the development were calculated using the Rational and Unit Hydrograph method. Those results were used to design the infiltration basins to mitigate 100-yr peak outflow to a maximum of 90% of the existing condition’s peak flow with a 24-hr draining time period. Results show that the proposed basin meets all these requirements. In addition, both infiltration basin and the infiltration trench are found to have more than enough capacity to satisfy the WQMP requirements. 5 REFERENCES 1. San Bernardino County Hydrology Manual, August 1986. 2. Detention Basin Design Criteria for San Bernardino County, 1987 3. San Bernardino County, Rational Hydrology, CivilDesign Engineering Software. 4. Bentley FlowMaster V8i, Bentley System Inc., 2009 5. County of Los Angeles Catch Basin Inlet Capacity Subarea Area Length Soil Group *CN (AMC 2)*IMP Tc (ac)(ft)10-YR 100-YR 10-YR 100-YR (min)Q10 Q100 Q100 V100 (ac-ft) A1 9.42 1000 B 0.811 1.28 2 3 78 0 23.63 7.38 16.76 A2 8.32 B 0.811 1.28 2 3 78 0 6.52 14.81 CONF.17.74 23.63 13.90 31.57 A3 2.24 873 B 0.811 1.28 2 3 78 0 13.58 2.82 5.69 A4 10.5 B 0.811 1.28 2 3 78 0 13.24 26.65 CONF.30.48 13.58 29.18 58.57 59.00 10.16 B1 4.67 720 B 0.811 1.28 2 3 78 0 13.93 5.76 11.65 10.07 1.51 C1 2.4 861 B 0.811 1.28 2 3 78 0 23.24 1.78 4.20 *Undeveloped Table 1 - Existing Hydrology Rain 1-hr AMC Q (cfs)Unit Hydrograph Subarea Area Length Soil Group 100 yr Rainfall 1-hr AMC Land Use Tc Q100 (ac)(ft)B (inch)(min)cfs A1 1.45 252 B 1.28 3 Undeveloped 6 6.72 B2 0.67 230 B 1.28 3 undeveloped 5 3.33 C3 0.26 183 B 1.28 3 Undeveloped 5 1.39 D4 0.23 118 B 1.28 3 Undeveloped 5 1.35 E5 0.35 198 B 1.28 3 Undeveloped 5 1.83 F6 0.32 169 B 1.28 3 Undeveloped 5 1.74 G7 0.25 175 B 1.28 3 Undeveloped 5 1.33 H8 0.4 187 B 1.28 3 Undeveloped 5 2.1 I9 0.47 186 B 1.28 3 Undeveloped 5 2.59 J10 0.32 223 B 1.28 3 Undeveloped 5 1.63 K11 0.53 224 B 1.28 3 Undeveloped 5 2.72 L12 0.47 206 B 1.28 3 Undeveloped 5 2.43 M13 0.18 146 B 1.28 3 Undeveloped 5 1.04 N14 0.32 215 B 1.28 3 Undeveloped 5 1.65 O15 0.28 230 B 1.28 3 Undeveloped 5 1.4 P16 0.2 116 B 1.28 3 Undeveloped 5 1.21 Q17 0.43 526 B 1.28 3 Undeveloped 8 1.6 R18 0.45 110 B 1.28 3 Undeveloped 5 2.61 S19 0.17 176 B 1.28 3 Undeveloped 7 1.81 T20 0.22 194 B 1.28 3 Undeveloped 7 0.89 Table 2 - Offsite Runon Tributary Area Existing Q100 Proposed Q100 *Q100 Allowed Existing V100 Proposed V100 **DCV Detention/Infiltration (cfs)(cfs)(cfs)(ac-ft)(ac-ft)(cf)(ac-ft)(cf)Note A 58.57 80.45 52.713 10.16 10.57 62,328 2.93 127,429 Basin B 11.65 14.01 10.485 1.51 1.77 10,412 0.24 10,541 Infiltration Trench *Allowable discharge to public, 90% of Existing Q100 **Per separate WQMP report Retention Volume Table 4 - Retention and WQMP Summary WQMP Retention Volume Infiltration Rate FS Effective Infiltration Average Contact Area Drawdown Time (cf)(in/hr)(inch/hr)(sf)(hr) Infiltration Trench 10,541 97 2.6 37 9,240 6.70 Basin 127,429 10 2.6 3.8 -48 max Table 6 - Drawdown Summary Table 7 - Routing Analysis Stage-Discharge (Outflow Calculation) Discharge 1 At Elevation= 917.8 C= 0.62 d= 42.00 inches A= 9.621127502 sq.ft. No. of holes= 1 Stage (ft) Discharge 1 Elevation Head (2gh)^0.5 Q1 913.0 0.0 0.000 0.000 913.5 0.5 0.000 0.000 914.0 1.0 0.000 0.000 914.5 1.5 0.000 0.000 915.0 2.0 0.000 0.000 915.5 2.5 0.000 0.000 916.0 3.0 0.000 0.000 916.5 3.5 0.000 0.000 917.0 4.0 0.000 0.000 917.5 4.5 0.000 0.000 917.8 4.8 0.000 0.000 918.0 5.0 3.589 21.408 918.4 5.4 6.216 37.080 918.5 5.5 6.714 40.051 919.0 6.0 8.791 52.439 919.5 6.5 10.463 62.414 920.0 7.0 11.903 71.002 TABLE 8 - Routing Analysis - Storage -Volume Table (Above Ground Infiltration Basin) Stage (Elevation) Depth from Bottom of Gravel Area Cumulative Volume Qinf Qout ft (sf) (ac-ft) (cfs) (cfs) 915 0 18,883 0.00 1.66097 1.661 915.5 0.5 20,008 0.22 1.75999 1.760 916 1 21,134 0.46 1.85901 1.859 916.5 1.5 22,351 0.71 1.96606 1.966 917 2 23,568 0.97 2.07311 2.073 917.5 2.5 24,853 1.26 2.18614 2.186 917.8 2.8 25,597 1.43 2.25159 2.252 918 3 26,138 1.55 2.29918 23.707 918.45 3.45 27,336 1.83 2.40456 39.484 918.5 3.5 27,471 1.86 2.41643 42.467 919 4 28,804 2.19 2.53369 54.972 919.5 4.5 30,447 2.55 2.67816 65.093 920 5 32,089 2.93 2.82264 73.825 (1) Elevation 917.81 is the WQMP level, DCV= 62,328 cf (2) Elevation 918.44 is the Retention Level, Volume = 79,924 cf (3) Assumed adjusted infiltration rate = 5 in/hr (See WQMP report) Basin Bottom Elev. Basin Berm Elev. Side Slop e Basin Volume WQMP Volume (DCV) Δvolume (unit hydrograph) Unit Hydrograph Peak Flow DCV Elev. Retention Volume Retention Elev. Routed Peak Flow (ft)(ft)(ac-ft)(cf)(cf)(cfs)(ft)(cf)(ft)(cfs) 915 920 3:1 2.93 62,328 17,860 59 917.8 79,924 918.45 50.95 Table 9 - Above Ground Infiltration Basin Routing Summary Location Subarea Type Botto m Width Top Width Side Slope Depth Slope Q Capacit y Q100 (ac)(cfs)(cfs) Along North PL Offsite Runon Trapezoid 2 4 1:1 2 0.02 74.98 37.49 V-Gutter Per Plan V shape 0 2 1:01 1 0.01 5.72 - Table 13 - V-Gutter Sizing Riprap #Subarea Area Q100 Velocity Length Width T- thickness Cutoff Filter Thickness D50 (ac)(cfs)(ft/s)(ft)(ft)(ft)(ft)(in)(in) 1 A1-A11 26.02 73.85 2.84 80 4.5 3 6 6 1.5 (1) Assume 50% clogging, local depression = 2" (2) Pond to barrier curb with excess spill over the down drain Table 12 - Riprap Sizing 5 REFERENCES 1. San Bernardino County Hydrology Manual, August 1986. 2. Detention Basin Design Criteria for San Bernardino County, 1987 3. San Bernardino County, Rational Hydrology, CivilDesign Engineering Software. 4. Bentley FlowMaster V8i, Bentley System Inc., 2009 5. County of Los Angeles Catch Basin Inlet Capacity 6 APPENDIX A VICINITY MAP 7 APPENDIX B HYDROLOGIC DATA & REFERENCES NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, USA* Latitude: 34.0419°, Longitude: -117.4819° Elevation: 955.79 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, GeoffreyBonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.102 (0.085‑0.124) 0.134 (0.112‑0.163) 0.176 (0.146‑0.214) 0.211 (0.174‑0.259) 0.259 (0.206‑0.328) 0.296 (0.230‑0.384) 0.334 (0.253‑0.444) 0.374 (0.275‑0.512) 0.429 (0.303‑0.614) 0.473 (0.322‑0.701) 10-min 0.146 (0.122‑0.177) 0.192 (0.160‑0.233) 0.253 (0.210‑0.307) 0.302 (0.249‑0.371) 0.371 (0.295‑0.471) 0.424 (0.330‑0.550) 0.478 (0.363‑0.637) 0.536 (0.395‑0.734) 0.615 (0.434‑0.880) 0.678 (0.462‑1.00) 15-min 0.177 (0.148‑0.214) 0.233 (0.194‑0.282) 0.306 (0.254‑0.372) 0.366 (0.301‑0.449) 0.448 (0.356‑0.569) 0.512 (0.399‑0.665) 0.579 (0.439‑0.770) 0.648 (0.477‑0.888) 0.744 (0.525‑1.06) 0.820 (0.558‑1.22) 30-min 0.266 (0.222‑0.323) 0.350 (0.292‑0.425) 0.460 (0.382‑0.560) 0.551 (0.453‑0.675) 0.675 (0.537‑0.857) 0.771 (0.600‑1.00) 0.871 (0.661‑1.16) 0.975 (0.719‑1.34) 1.12 (0.790‑1.60) 1.23 (0.840‑1.83) 60-min 0.392 (0.327‑0.475) 0.515 (0.429‑0.625) 0.677 (0.563‑0.824) 0.811 (0.667‑0.994) 0.993 (0.790‑1.26) 1.14 (0.884‑1.47) 1.28 (0.973‑1.71) 1.44 (1.06‑1.97) 1.65 (1.16‑2.36) 1.82 (1.24‑2.69) 2-hr 0.580 (0.484‑0.703) 0.755 (0.629‑0.916) 0.980 (0.814‑1.19) 1.16 (0.957‑1.43) 1.41 (1.12‑1.79) 1.59 (1.24‑2.07) 1.78 (1.35‑2.37) 1.98 (1.46‑2.71) 2.24 (1.58‑3.20) 2.44 (1.66‑3.62) 3-hr 0.732 (0.611‑0.887) 0.949 (0.791‑1.15) 1.23 (1.02‑1.49) 1.45 (1.19‑1.78) 1.74 (1.39‑2.21) 1.97 (1.53‑2.55) 2.19 (1.66‑2.92) 2.42 (1.78‑3.32) 2.73 (1.92‑3.90) 2.96 (2.02‑4.39) 6-hr 1.03 (0.863‑1.25) 1.34 (1.12‑1.63) 1.73 (1.43‑2.10) 2.03 (1.67‑2.49) 2.43 (1.94‑3.09) 2.73 (2.13‑3.55) 3.03 (2.30‑4.03) 3.32 (2.45‑4.56) 3.72 (2.62‑5.32) 4.01 (2.73‑5.95) 12-hr 1.36 (1.13‑1.65) 1.78 (1.48‑2.15) 2.30 (1.91‑2.79) 2.70 (2.23‑3.31) 3.23 (2.57‑4.10) 3.62 (2.82‑4.70) 4.00 (3.04‑5.33) 4.38 (3.23‑6.00) 4.87 (3.44‑6.97) 5.23 (3.56‑7.76) 24-hr 1.82 (1.61‑2.09) 2.40 (2.13‑2.77) 3.14 (2.77‑3.63) 3.71 (3.25‑4.33) 4.46 (3.77‑5.37) 5.00 (4.15‑6.15) 5.53 (4.48‑6.97) 6.06 (4.77‑7.84) 6.74 (5.10‑9.09) 7.24 (5.30‑10.1) 2-day 2.19 (1.94‑2.53) 2.96 (2.62‑3.42) 3.94 (3.48‑4.56) 4.71 (4.12‑5.50) 5.72 (4.85‑6.90) 6.48 (5.37‑7.97) 7.22 (5.85‑9.09) 7.96 (6.27‑10.3) 8.93 (6.76‑12.0) 9.66 (7.07‑13.5) 3-day 2.38 (2.10‑2.74) 3.26 (2.88‑3.77) 4.40 (3.88‑5.09) 5.31 (4.64‑6.19) 6.51 (5.51‑7.84) 7.41 (6.15‑9.12) 8.32 (6.74‑10.5) 9.23 (7.27‑11.9) 10.4 (7.90‑14.1) 11.4 (8.31‑15.8) 4-day 2.57 (2.28‑2.97) 3.57 (3.16‑4.12) 4.86 (4.28‑5.62) 5.89 (5.15‑6.87) 7.27 (6.16‑8.76) 8.32 (6.90‑10.2) 9.37 (7.59‑11.8) 10.4 (8.23‑13.5) 11.9 (8.98‑16.0) 13.0 (9.48‑18.1) 7-day 2.97 (2.63‑3.42) 4.17 (3.68‑4.81) 5.74 (5.06‑6.64) 7.01 (6.14‑8.18) 8.75 (7.41‑10.5) 10.1 (8.36‑12.4) 11.4 (9.26‑14.4) 12.8 (10.1‑16.6) 14.7 (11.1‑19.8) 16.2 (11.8‑22.6) 10-day 3.21 (2.84‑3.70) 4.53 (4.01‑5.23) 6.29 (5.54‑7.27) 7.73 (6.76‑9.01) 9.70 (8.22‑11.7) 11.2 (9.32‑13.8) 12.8 (10.4‑16.1) 14.4 (11.4‑18.7) 16.6 (12.6‑22.5) 18.4 (13.4‑25.6) 20-day 3.79 (3.36‑4.37) 5.43 (4.80‑6.26) 7.64 (6.73‑8.84) 9.49 (8.30‑11.1) 12.1 (10.2‑14.6) 14.1 (11.7‑17.4) 16.3 (13.2‑20.5) 18.5 (14.6‑24.0) 21.7 (16.4‑29.2) 24.2 (17.7‑33.7) 30-day 4.47 (3.96‑5.16) 6.41 (5.67‑7.40) 9.07 (7.99‑10.5) 11.3 (9.90‑13.2) 14.5 (12.3‑17.5) 17.0 (14.1‑21.0) 19.7 (16.0‑24.9) 22.6 (17.8‑29.3) 26.6 (20.1‑35.9) 29.9 (21.9‑41.7) 45-day 5.30 (4.69‑6.11) 7.55 (6.68‑8.72) 10.7 (9.41‑12.3) 13.3 (11.7‑15.6) 17.2 (14.5‑20.7) 20.3 (16.8‑24.9) 23.6 (19.1‑29.7) 27.1 (21.4‑35.1) 32.2 (24.4‑43.4) 36.3 (26.6‑50.7) 60-day 6.20 (5.49‑7.15) 8.74 (7.73‑10.1) 12.3 (10.8‑14.2) 15.3 (13.4‑17.9) 19.8 (16.7‑23.8) 23.4 (19.4‑28.8) 27.3 (22.1‑34.3) 31.4 (24.8‑40.7) 37.5 (28.4‑50.5) 42.4 (31.0‑59.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top r 2.3 RIP RAP AND APRONS 2.31 Rock Rip Rap I n situations where velocities discharging from a drain are moderàte (~15 fps),. rock rip rap may be the most economical type of dissipator to construct. Aesthetically, the rock may blend into the natural environment. However, in some areas, it may be more of. an eyesore than a formed structure that can be effectively screened with landscaping. .' ,,,, ",. .'",, .' There are two possible approaches. One Figure 2. 31a is a horizontal apron with sufficient length and width to allow the flows to disperse.- The other alternative would be a preformed scour hole, lined with rock. Preformed scour holes can effectively dissipate flow energy and reduce downstream erosion. However, uncontrolled scour holes can undermine the drain and result in subsequent structural failure. A scour hole is objectionable in most areas because it collects debris and presents a safety hazard. The ponded water also breeds insects without proper maintenance. The criteria presented in this report will be for horizontal rock rip rap aprons, and it is recommended that they be used instead of a preformed scour hole. Energy dissipation may not be as effective, but there will not be the hazard~ discussed above. SamDle Problem: Given: Storm drain discharging into a retention basin. 00= 36" RCP Q = 60 cfs Vo = 8.5 fps Design a rock rip-rap apron to reduce scour,.J 9 . .," Solution: Using the empirical equation Lsp = Do Q1.7x-1 + 8 D~ 2 Yields Lsp = 1 7x-L + 8 = 14.56 . 5/2Do Do Solving for apron length, Lsp = (3')(14.56) = 43.69' Use Lsp = 44', with a flare of 1:2 (transverse:long.) Use an upstream width = 3Do = 9' Therefore, downstream width = Y2Lsp + 3Do = 31' Find stone sizing per Chart Q-10 in the Sedimentation Manual D 50 = 11" 2.32 Flared Apron with Sil For drains with moderate flow rates and moderate velocities ( ~ 15 fps), a flared apron with an end sil can provide a simple arid effective dissipator. The apron can be constructed of concrete or rock rip rap. The apron should have a width of at least 3 pipe diameters. The divergence angle should be at least 1: 1.75 if an end sil is employed (See Fig. 2.32a), and at least 1:3 without. A Figure 2. 32a small channel should be cut in the sil to accommodate low flows, 10 ,,' " " " -c::."- Q)- ~24 tab~ CJoa: 48 42 36 30 18 12 6 o RIPRAP ROCK SIZE : J o 5 10 15 Bottom Velocity (fps) For rock with specific gravity = 2.65 Source: Bureau of Reclamation o 20 Hydrology/Sedientation Appendi Q - 10 June 199 5330 3700 =i230::.eU)* LO CD,. 1350 (§ U)"0C::0D.-691 292 Q)c:ocñëã CJ.~ Q).ca.(J-o 86 -.c C) 'a3~ 11 8 APPENDIX C RATIONAL METHOD CALCULATION 9 EXISTING CONDITION San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 05/25/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR EXISTING CONDITION - TRIBUTARY AREA A - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.811(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 997.000(Ft.) Bottom (of initial area) elevation = 965.600(Ft.) Difference in elevation = 31.400(Ft.) Slope = 0.03140 s(%)= 3.14 TC = k(0.746)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.634 min. Rainfall intensity = 2.239(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.795 Subarea runoff = 16.762(CFS) Total initial stream area = 9.420(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.262(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Time of concentration = 23.63 min. Rainfall intensity = 2.239(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.795 Subarea runoff = 14.805(CFS) for 8.320(Ac.) Total runoff = 31.566(CFS) Effective area this stream = 17.74(Ac.) Total Study Area (Main Stream No. 1) = 17.74(Ac.) Area averaged Fm value = 0.262(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 17.740(Ac.) Runoff from this stream = 31.566(CFS) Time of concentration = 23.63 min. Rainfall intensity = 2.239(In/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 31.57 17.740 23.63 0.262 2.239 Qmax(1) = 1.000 * 1.000 * 31.566) + = 31.566 Total of 1 streams to confluence: Flow rates before confluence point: 31.566 Maximum flow rates at confluence using above data: 31.566 Area of streams before confluence: 17.740 Effective area values after confluence: 17.740 Results of confluence: Total flow rate = 31.566(CFS) Time of concentration = 23.634 min. Effective stream area after confluence = 17.740(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.262(In/Hr) Study area total (this main stream) = 17.74(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 65.00 Adjusted SCS curve number for AMC 3 = 83.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.302(In/Hr) Initial subarea data: Initial area flow distance = 873.000(Ft.) Top (of initial area) elevation = 990.000(Ft.) Bottom (of initial area) elevation = 940.800(Ft.) Difference in elevation = 49.200(Ft.) Slope = 0.05636 s(%)= 5.64 TC = k(0.509)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.575 min. Rainfall intensity = 3.122(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.813 Subarea runoff = 5.685(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.950 Initial area Fm value = 0.302(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 65.00 Adjusted SCS curve number for AMC 3 = 83.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.302(In/Hr) Time of concentration = 13.57 min. Rainfall intensity = 3.122(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.813 Subarea runoff = 26.649(CFS) for 10.500(Ac.) Total runoff = 32.334(CFS) Effective area this stream = 12.74(Ac.) Total Study Area (Main Stream No. 1) = 30.48(Ac.) Area averaged Fm value = 0.302(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.740(Ac.) Runoff from this stream = 32.334(CFS) Time of concentration = 13.57 min. Rainfall intensity = 3.122(In/Hr) Area averaged loss rate (Fm) = 0.3022(In/Hr) Area averaged Pervious ratio (Ap) = 0.9500 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 31.57 17.740 23.63 0.262 2.239 Qmax(1) = 1.000 * 1.000 * 31.566) + = 31.566 Total of 1 streams to confluence: Flow rates before confluence point: 31.566 Maximum flow rates at confluence using above data: 31.566 Area of streams before confluence: 17.740 Effective area values after confluence: 17.740 Results of confluence: Total flow rate = 31.566(CFS) Time of concentration = 23.634 min. Effective stream area after confluence = 17.740(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.262(In/Hr) Study area total (this main stream) = 17.74(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 17.740(Ac.) Runoff from this stream = 31.566(CFS) Time of concentration = 23.63 min. Rainfall intensity = 2.239(In/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 31.57 17.740 23.63 0.262 2.239 2 32.33 12.740 13.57 0.302 3.122 Qmax(1) = 1.000 * 1.000 * 31.566) + 0.687 * 1.000 * 32.334) + = 53.769 Qmax(2) = 1.447 * 0.574 * 31.566) + 1.000 * 1.000 * 32.334) + = 58.568 Total of 2 streams to confluence: Flow rates before confluence point: 31.566 32.334 Maximum flow rates at confluence using above data: 53.769 58.568 Area of streams before confluence: 17.740 12.740 Effective area values after confluence: 30.480 22.930 Results of confluence: Total flow rate = 58.568(CFS) Time of concentration = 13.575 min. Effective stream area after confluence = 22.930(Ac.) Study area average Pervious fraction(Ap) = 0.979 Study area average soil loss rate(Fm) = 0.279(In/Hr) Study area total (this main stream) = 30.48(Ac.) End of computations, Total Study Area = 30.48 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.979 Area averaged SCS curve number = 67.3 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 05/24/22 ------------------------------------------------------------------------ B1 area existing condition rational method Southridge tributary area b - 100 year storm event ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.811(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 65.00 Adjusted SCS curve number for AMC 3 = 83.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.302(In/Hr) Initial subarea data: Initial area flow distance = 727.000(Ft.) Top (of initial area) elevation = 940.000(Ft.) Bottom (of initial area) elevation = 915.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.03439 s(%)= 3.44 TC = k(0.509)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.927 min. Rainfall intensity = 3.075(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.812 Subarea runoff = 11.652(CFS) Total initial stream area = 4.670(Ac.) Pervious area fraction = 0.950 Initial area Fm value = 0.302(In/Hr) End of computations, Total Study Area = 4.67 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.950 Area averaged SCS curve number = 65.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 05/25/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR EXISTING CONDITION - TRIB AREA C - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.811(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 65.00 Adjusted SCS curve number for AMC 3 = 83.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.318(In/Hr) Initial subarea data: Initial area flow distance = 861.000(Ft.) Top (of initial area) elevation = 959.000(Ft.) Bottom (of initial area) elevation = 925.500(Ft.) Difference in elevation = 33.500(Ft.) Slope = 0.03891 s(%)= 3.89 TC = k(0.813)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.241 min. Rainfall intensity = 2.261(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.773 Subarea runoff = 4.197(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.318(In/Hr) End of computations, Total Study Area = 2.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 65.0 10 OFFSITE RUNON San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA A1 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 252.000(Ft.) Top (of initial area) elevation = 1101.000(Ft.) Bottom (of initial area) elevation = 989.000(Ft.) Difference in elevation = 112.000(Ft.) Slope = 0.44444 s(%)= 44.44 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.638 min. Rainfall intensity = 5.289(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 6.720(CFS) Total initial stream area = 1.450(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 1.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA B2 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.810(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 230.000(Ft.) Top (of initial area) elevation = 1128.000(Ft.) Bottom (of initial area) elevation = 978.000(Ft.) Difference in elevation = 150.000(Ft.) Slope = 0.65217 s(%)= 65.22 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.035 min. Rainfall intensity = 5.661(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 3.329(CFS) Total initial stream area = 0.670(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.67 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA C3 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.810(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 183.000(Ft.) Top (of initial area) elevation = 1119.000(Ft.) Bottom (of initial area) elevation = 978.000(Ft.) Difference in elevation = 141.000(Ft.) Slope = 0.77049 s(%)= 77.05 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.444 min. Rainfall intensity = 6.101(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 1.395(CFS) Total initial stream area = 0.260(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.26 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA D4 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 118.000(Ft.) Top (of initial area) elevation = 1057.000(Ft.) Bottom (of initial area) elevation = 980.000(Ft.) Difference in elevation = 77.000(Ft.) Slope = 0.65254 s(%)= 65.25 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 3.855 min. Rainfall intensity = 6.645(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 1.347(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA E5 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 198.000(Ft.) Top (of initial area) elevation = 1128.000(Ft.) Bottom (of initial area) elevation = 984.000(Ft.) Difference in elevation = 144.000(Ft.) Slope = 0.72727 s(%)= 72.73 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.640 min. Rainfall intensity = 5.946(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 1.829(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR F6 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.810(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 169.000(Ft.) Top (of initial area) elevation = 1115.000(Ft.) Bottom (of initial area) elevation = 989.000(Ft.) Difference in elevation = 126.000(Ft.) Slope = 0.74556 s(%)= 74.56 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.333 min. Rainfall intensity = 6.195(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 1.744(CFS) Total initial stream area = 0.320(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.32 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA G7 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.810(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 175.000(Ft.) Top (of initial area) elevation = 1102.000(Ft.) Bottom (of initial area) elevation = 988.000(Ft.) Difference in elevation = 114.000(Ft.) Slope = 0.65143 s(%)= 65.14 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.514 min. Rainfall intensity = 6.044(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 1.328(CFS) Total initial stream area = 0.250(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.25 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA H8 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 187.000(Ft.) Top (of initial area) elevation = 1100.000(Ft.) Bottom (of initial area) elevation = 976.000(Ft.) Difference in elevation = 124.000(Ft.) Slope = 0.66310 s(%)= 66.31 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.619 min. Rainfall intensity = 5.961(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 2.096(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA I9 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 186.000(Ft.) Top (of initial area) elevation = 1163.000(Ft.) Bottom (of initial area) elevation = 977.000(Ft.) Difference in elevation = 186.000(Ft.) Slope = 1.00000 s(%)= 100.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.246 min. Rainfall intensity = 6.271(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 2.593(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA J10 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 223.000(Ft.) Top (of initial area) elevation = 1146.000(Ft.) Bottom (of initial area) elevation = 979.000(Ft.) Difference in elevation = 167.000(Ft.) Slope = 0.74888 s(%)= 74.89 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.837 min. Rainfall intensity = 5.799(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 1.630(CFS) Total initial stream area = 0.320(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.32 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA K11 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 224.000(Ft.) Top (of initial area) elevation = 1149.000(Ft.) Bottom (of initial area) elevation = 968.000(Ft.) Difference in elevation = 181.000(Ft.) Slope = 0.80804 s(%)= 80.80 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.773 min. Rainfall intensity = 5.846(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 2.722(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.53 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA L12 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 206.000(Ft.) Top (of initial area) elevation = 1117.000(Ft.) Bottom (of initial area) elevation = 969.000(Ft.) Difference in elevation = 148.000(Ft.) Slope = 0.71845 s(%)= 71.84 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.725 min. Rainfall intensity = 5.881(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 2.428(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA M13 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 146.000(Ft.) Top (of initial area) elevation = 1111.000(Ft.) Bottom (of initial area) elevation = 975.000(Ft.) Difference in elevation = 136.000(Ft.) Slope = 0.93151 s(%)= 93.15 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 3.909 min. Rainfall intensity = 6.590(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 1.045(CFS) Total initial stream area = 0.180(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.18 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA N14 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 215.000(Ft.) Top (of initial area) elevation = 1143.000(Ft.) Bottom (of initial area) elevation = 975.000(Ft.) Difference in elevation = 168.000(Ft.) Slope = 0.78140 s(%)= 78.14 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.727 min. Rainfall intensity = 5.880(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 1.653(CFS) Total initial stream area = 0.320(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.32 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA O15 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 230.000(Ft.) Top (of initial area) elevation = 1127.000(Ft.) Bottom (of initial area) elevation = 970.000(Ft.) Difference in elevation = 157.000(Ft.) Slope = 0.68261 s(%)= 68.26 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.989 min. Rainfall intensity = 5.692(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 1.399(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR ARA P16 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 116.000(Ft.) Top (of initial area) elevation = 1060.000(Ft.) Bottom (of initial area) elevation = 965.000(Ft.) Difference in elevation = 95.000(Ft.) Slope = 0.81897 s(%)= 81.90 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 3.658 min. Rainfall intensity = 6.857(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.882 Subarea runoff = 1.209(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR ARA Q17 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 526.000(Ft.) Top (of initial area) elevation = 1144.000(Ft.) Bottom (of initial area) elevation = 969.000(Ft.) Difference in elevation = 175.000(Ft.) Slope = 0.33270 s(%)= 33.27 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.019 min. Rainfall intensity = 4.282(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.871 Subarea runoff = 1.603(CFS) Total initial stream area = 0.430(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.43 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA R18 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 110.000(Ft.) Top (of initial area) elevation = 1020.000(Ft.) Bottom (of initial area) elevation = 962.000(Ft.) Difference in elevation = 58.000(Ft.) Slope = 0.52727 s(%)= 52.73 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 3.911 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 2.611(CFS) Total initial stream area = 0.450(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA S19 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 176.000(Ft.) Top (of initial area) elevation = 973.000(Ft.) Bottom (of initial area) elevation = 961.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.06818 s(%)= 6.82 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.106 min. Rainfall intensity = 4.604(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 1.808(CFS) Total initial stream area = 0.450(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 03/01/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR AREA T20 - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea 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 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 194.000(Ft.) Top (of initial area) elevation = 973.000(Ft.) Bottom (of initial area) elevation = 956.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.08763 s(%)= 8.76 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.027 min. Rainfall intensity = 4.635(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 0.890(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 0.22 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 11 PROPOSED CONDITION San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 09/19/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR PROPOSED CONDITION - TRIBUTARY AREA A - 100 YR ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Initial subarea data: Initial area flow distance = 955.000(Ft.) Top (of initial area) elevation = 985.500(Ft.) Bottom (of initial area) elevation = 955.700(Ft.) Difference in elevation = 29.800(Ft.) Slope = 0.03120 s(%)= 3.12 TC = k(0.373)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.615 min. Rainfall intensity = 3.428(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.854 Subarea runoff = 13.611(CFS) Total initial stream area = 4.650(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Time of concentration = 11.62 min. Rainfall intensity = 3.428(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.854 Subarea runoff = 8.781(CFS) for 3.000(Ac.) Total runoff = 22.392(CFS) Effective area this stream = 7.65(Ac.) Total Study Area (Main Stream No. 1) = 7.65(Ac.) Area averaged Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.440(In/Hr) Time of concentration = 11.62 min. Rainfall intensity = 3.428(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.842 Subarea runoff = 4.223(CFS) for 1.570(Ac.) Total runoff = 26.615(CFS) Effective area this stream = 9.22(Ac.) Total Study Area (Main Stream No. 1) = 9.22(Ac.) Area averaged Fm value = 0.221(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.220(Ac.) Runoff from this stream = 26.615(CFS) Time of concentration = 11.62 min. Rainfall intensity = 3.428(In/Hr) Area averaged loss rate (Fm) = 0.2209(In/Hr) Area averaged Pervious ratio (Ap) = 0.5022 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 26.62 9.220 11.62 0.221 3.428 Qmax(1) = 1.000 * 1.000 * 26.615) + = 26.615 Total of 1 streams to confluence: Flow rates before confluence point: 26.615 Maximum flow rates at confluence using above data: 26.615 Area of streams before confluence: 9.220 Effective area values after confluence: 9.220 Results of confluence: Total flow rate = 26.615(CFS) Time of concentration = 11.615 min. Effective stream area after confluence = 9.220(Ac.) Study area average Pervious fraction(Ap) = 0.502 Study area average soil loss rate(Fm) = 0.221(In/Hr) Study area total (this main stream) = 9.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Initial subarea data: Initial area flow distance = 953.000(Ft.) Top (of initial area) elevation = 983.000(Ft.) Bottom (of initial area) elevation = 956.500(Ft.) Difference in elevation = 26.500(Ft.) Slope = 0.02781 s(%)= 2.78 TC = k(0.373)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.876 min. Rainfall intensity = 3.383(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.853 Subarea runoff = 7.937(CFS) Total initial stream area = 2.750(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Time of concentration = 11.88 min. Rainfall intensity = 3.383(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 7.245(CFS) for 2.510(Ac.) Total runoff = 15.182(CFS) Effective area this stream = 5.26(Ac.) Total Study Area (Main Stream No. 1) = 14.48(Ac.) Area averaged Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 7.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Time of concentration = 11.88 min. Rainfall intensity = 3.383(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 8.659(CFS) for 3.000(Ac.) Total runoff = 23.841(CFS) Effective area this stream = 8.26(Ac.) Total Study Area (Main Stream No. 1) = 17.48(Ac.) Area averaged Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.260(Ac.) Runoff from this stream = 23.841(CFS) Time of concentration = 11.88 min. Rainfall intensity = 3.383(In/Hr) Area averaged loss rate (Fm) = 0.1760(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 26.62 9.220 11.62 0.221 3.428 2 23.84 8.260 11.88 0.176 3.383 Qmax(1) = 1.000 * 1.000 * 26.615) + 1.014 * 0.978 * 23.841) + = 50.262 Qmax(2) = 0.986 * 1.000 * 26.615) + 1.000 * 1.000 * 23.841) + = 50.079 Total of 2 streams to confluence: Flow rates before confluence point: 26.615 23.841 Maximum flow rates at confluence using above data: 50.262 50.079 Area of streams before confluence: 9.220 8.260 Effective area values after confluence: 17.299 17.480 Results of confluence: Total flow rate = 50.262(CFS) Time of concentration = 11.615 min. Effective stream area after confluence = 17.299(Ac.) Study area average Pervious fraction(Ap) = 0.454 Study area average soil loss rate(Fm) = 0.200(In/Hr) Study area total (this main stream) = 17.48(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Initial subarea data: Initial area flow distance = 450.000(Ft.) Top (of initial area) elevation = 932.500(Ft.) Bottom (of initial area) elevation = 930.000(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.00556 s(%)= 0.56 TC = k(0.373)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.140 min. Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.853 Subarea runoff = 7.628(CFS) Total initial stream area = 2.680(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Time of concentration = 12.14 min. Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 6.831(CFS) for 2.400(Ac.) Total runoff = 14.460(CFS) Effective area this stream = 5.08(Ac.) Total Study Area (Main Stream No. 1) = 22.56(Ac.) Area averaged Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Time of concentration = 12.14 min. Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 5.892(CFS) for 2.070(Ac.) Total runoff = 20.352(CFS) Effective area this stream = 7.15(Ac.) Total Study Area (Main Stream No. 1) = 24.63(Ac.) Area averaged Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Time of concentration = 12.14 min. Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 4.355(CFS) for 1.530(Ac.) Total runoff = 24.707(CFS) Effective area this stream = 8.68(Ac.) Total Study Area (Main Stream No. 1) = 26.16(Ac.) Area averaged Fm value = 0.176(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.004(In/Hr) Time of concentration = 12.14 min. Rainfall intensity = 3.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 0.390(CFS) for 0.130(Ac.) Total runoff = 25.097(CFS) Effective area this stream = 8.81(Ac.) Total Study Area (Main Stream No. 1) = 26.29(Ac.) Area averaged Fm value = 0.173(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 8.810(Ac.) Runoff from this stream = 25.097(CFS) Time of concentration = 12.14 min. Rainfall intensity = 3.339(In/Hr) Area averaged loss rate (Fm) = 0.1734(In/Hr) Area averaged Pervious ratio (Ap) = 0.3942 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 26.62 9.220 11.62 0.221 3.428 2 23.84 8.260 11.88 0.176 3.383 3 25.10 8.810 12.14 0.173 3.339 Qmax(1) = 1.000 * 1.000 * 26.615) + 1.014 * 0.978 * 23.841) + 1.028 * 0.957 * 25.097) + = 74.955 Qmax(2) = 0.986 * 1.000 * 26.615) + 1.000 * 1.000 * 23.841) + 1.014 * 0.978 * 25.097) + = 74.975 Qmax(3) = 0.972 * 1.000 * 26.615) + 0.986 * 1.000 * 23.841) + 1.000 * 1.000 * 25.097) + = 74.480 Total of 3 streams to confluence: Flow rates before confluence point: 26.615 23.841 25.097 Maximum flow rates at confluence using above data: 74.955 74.975 74.480 Area of streams before confluence: 9.220 8.260 8.810 Effective area values after confluence: 25.728 26.099 26.290 Results of confluence: Total flow rate = 74.975(CFS) Time of concentration = 11.876 min. Effective stream area after confluence = 26.099(Ac.) Study area average Pervious fraction(Ap) = 0.434 Study area average soil loss rate(Fm) = 0.191(In/Hr) Study area total (this main stream) = 26.29(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.440(In/Hr) Time of concentration = 11.88 min. Rainfall intensity = 3.383(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.844 Subarea runoff = 5.671(CFS) for 2.140(Ac.) Total runoff = 80.646(CFS) Effective area this stream = 28.24(Ac.) Total Study Area (Main Stream No. 1) = 28.43(Ac.) Area averaged Fm value = 0.210(In/Hr) End of computations, Total Study Area = 28.43 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.477 Area averaged SCS curve number = 56.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 06/07/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR PROPOSED CONDITION - TRIBUTARY AREA B - 100 YR STORM ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.811(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.176(In/Hr) Initial subarea data: Initial area flow distance = 1056.000(Ft.) Top (of initial area) elevation = 967.000(Ft.) Bottom (of initial area) elevation = 925.000(Ft.) Difference in elevation = 42.000(Ft.) Slope = 0.03977 s(%)= 3.98 TC = k(0.373)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.519 min. Rainfall intensity = 3.445(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.854 Subarea runoff = 14.007(CFS) Total initial stream area = 4.760(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.176(In/Hr) End of computations, Total Study Area = 4.76 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.400 Area averaged SCS curve number = 56.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 06/06/22 ------------------------------------------------------------------------ RATIONAL METHOD FOR PROPOSED CONDITION - TRIBUTARY AREA C - 100 YR ------------------------------------------------------------------------ Program License Serial Number 6362 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.811(In.) 100 Year storm 1 hour rainfall = 1.280(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.280 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ PARK subarea 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 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.374(In/Hr) Initial subarea data: Initial area flow distance = 246.000(Ft.) Top (of initial area) elevation = 929.000(Ft.) Bottom (of initial area) elevation = 927.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00813 s(%)= 0.81 TC = k(0.483)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.437 min. Rainfall intensity = 3.460(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.803 Subarea runoff = 2.667(CFS) Total initial stream area = 0.960(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.374(In/Hr) End of computations, Total Study Area = 0.96 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.850 Area averaged SCS curve number = 56.0 12 APPENDIX D UNIT HYDROGRAPH CALCULATION 13 EXISTING CONDITION U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 05/25/22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6362 --------------------------------------------------------------------- UNIT HYDROGRAPH FOR EXISTING CONDITION - TRIB AREA A - 100 YR STORM -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 30.48 1 0.81 -------------------------------------------------------------------- Rainfall data for year 2 30.48 6 1.34 -------------------------------------------------------------------- Rainfall data for year 2 30.48 24 2.40 -------------------------------------------------------------------- Rainfall data for year 100 30.48 1 1.28 -------------------------------------------------------------------- Rainfall data for year 100 30.48 6 3.03 -------------------------------------------------------------------- Rainfall data for year 100 30.48 24 5.53 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.3 84.8 30.48 1.000 0.286 0.979 0.280 Area-averaged adjusted loss rate Fm (In/Hr) = 0.280 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 29.84 0.979 67.3 84.8 1.79 0.695 0.64 0.021 98.0 98.0 0.20 0.957 Area-averaged catchment yield fraction, Y = 0.701 Area-averaged low loss fraction, Yb = 0.299 User entry of time of concentration = 0.300 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 30.48(Ac.) Catchment Lag time = 0.240 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 34.7222 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.280(In/Hr) Average low loss rate fraction (Yb) = 0.299 (decimal) VALLEY UNDEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.474(In) Computed peak 30-minute rainfall = 0.970(In) Specified peak 1-hour rainfall = 1.280(In) Computed peak 3-hour rainfall = 2.171(In) Specified peak 6-hour rainfall = 3.030(In) Specified peak 24-hour rainfall = 5.530(In) Rainfall depth area reduction factors: Using a total area of 30.48(Ac.) (Ref: fig. E-4) 5-minute factor = 0.999 Adjusted rainfall = 0.473(In) 30-minute factor = 0.999 Adjusted rainfall = 0.969(In) 1-hour factor = 0.999 Adjusted rainfall = 1.278(In) 3-hour factor = 1.000 Adjusted rainfall = 2.171(In) 6-hour factor = 1.000 Adjusted rainfall = 3.030(In) 24-hour factor = 1.000 Adjusted rainfall = 5.530(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 368.62 (CFS)) 1 3.546 13.071 2 17.421 51.146 3 40.461 84.927 4 60.129 72.502 5 70.639 38.741 6 76.635 22.103 7 80.989 16.050 8 84.407 12.596 9 87.123 10.013 10 89.292 7.994 11 91.140 6.813 12 92.621 5.461 13 93.789 4.303 14 94.862 3.958 15 95.854 3.655 16 96.638 2.891 17 97.312 2.484 18 97.901 2.171 19 98.388 1.792 20 98.771 1.413 21 99.118 1.280 22 99.465 1.280 23 99.812 1.280 24 100.000 0.691 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4731 0.4731 2 0.6242 0.1511 3 0.7341 0.1099 4 0.8236 0.0895 5 0.9005 0.0769 6 0.9687 0.0681 7 1.0303 0.0616 8 1.0868 0.0565 9 1.1392 0.0524 10 1.1883 0.0490 11 1.2345 0.0462 12 1.2782 0.0437 13 1.3285 0.0503 14 1.3768 0.0483 15 1.4233 0.0466 16 1.4683 0.0450 17 1.5119 0.0435 18 1.5541 0.0422 19 1.5951 0.0410 20 1.6351 0.0399 21 1.6740 0.0389 22 1.7119 0.0380 23 1.7490 0.0371 24 1.7853 0.0363 25 1.8208 0.0355 26 1.8555 0.0348 27 1.8896 0.0341 28 1.9230 0.0334 29 1.9558 0.0328 30 1.9880 0.0322 31 2.0197 0.0317 32 2.0508 0.0311 33 2.0815 0.0306 34 2.1117 0.0302 35 2.1414 0.0297 36 2.1707 0.0293 37 2.1995 0.0288 38 2.2279 0.0284 39 2.2559 0.0280 40 2.2835 0.0276 41 2.3108 0.0273 42 2.3377 0.0269 43 2.3643 0.0266 44 2.3906 0.0263 45 2.4166 0.0260 46 2.4423 0.0257 47 2.4677 0.0254 48 2.4928 0.0251 49 2.5177 0.0248 50 2.5423 0.0246 51 2.5666 0.0243 52 2.5907 0.0241 53 2.6145 0.0238 54 2.6382 0.0236 55 2.6615 0.0234 56 2.6847 0.0232 57 2.7077 0.0230 58 2.7304 0.0227 59 2.7530 0.0225 60 2.7753 0.0223 61 2.7975 0.0222 62 2.8194 0.0220 63 2.8412 0.0218 64 2.8628 0.0216 65 2.8843 0.0214 66 2.9055 0.0213 67 2.9266 0.0211 68 2.9475 0.0209 69 2.9683 0.0208 70 2.9889 0.0206 71 3.0094 0.0205 72 3.0297 0.0203 73 3.0479 0.0182 74 3.0660 0.0181 75 3.0839 0.0179 76 3.1016 0.0178 77 3.1193 0.0176 78 3.1368 0.0175 79 3.1542 0.0174 80 3.1715 0.0173 81 3.1886 0.0171 82 3.2056 0.0170 83 3.2226 0.0169 84 3.2393 0.0168 85 3.2560 0.0167 86 3.2726 0.0166 87 3.2891 0.0165 88 3.3054 0.0164 89 3.3217 0.0163 90 3.3378 0.0161 91 3.3539 0.0160 92 3.3698 0.0159 93 3.3857 0.0158 94 3.4014 0.0158 95 3.4171 0.0157 96 3.4326 0.0156 97 3.4481 0.0155 98 3.4635 0.0154 99 3.4788 0.0153 100 3.4940 0.0152 101 3.5091 0.0151 102 3.5242 0.0150 103 3.5391 0.0150 104 3.5540 0.0149 105 3.5688 0.0148 106 3.5835 0.0147 107 3.5981 0.0146 108 3.6127 0.0146 109 3.6272 0.0145 110 3.6416 0.0144 111 3.6559 0.0143 112 3.6701 0.0143 113 3.6843 0.0142 114 3.6985 0.0141 115 3.7125 0.0140 116 3.7265 0.0140 117 3.7404 0.0139 118 3.7542 0.0138 119 3.7680 0.0138 120 3.7817 0.0137 121 3.7954 0.0136 122 3.8089 0.0136 123 3.8225 0.0135 124 3.8359 0.0135 125 3.8493 0.0134 126 3.8626 0.0133 127 3.8759 0.0133 128 3.8891 0.0132 129 3.9023 0.0132 130 3.9154 0.0131 131 3.9284 0.0130 132 3.9414 0.0130 133 3.9544 0.0129 134 3.9672 0.0129 135 3.9801 0.0128 136 3.9928 0.0128 137 4.0055 0.0127 138 4.0182 0.0127 139 4.0308 0.0126 140 4.0434 0.0126 141 4.0559 0.0125 142 4.0684 0.0125 143 4.0808 0.0124 144 4.0931 0.0124 145 4.1054 0.0123 146 4.1177 0.0123 147 4.1299 0.0122 148 4.1421 0.0122 149 4.1542 0.0121 150 4.1663 0.0121 151 4.1783 0.0120 152 4.1903 0.0120 153 4.2023 0.0119 154 4.2142 0.0119 155 4.2260 0.0119 156 4.2378 0.0118 157 4.2496 0.0118 158 4.2613 0.0117 159 4.2730 0.0117 160 4.2846 0.0116 161 4.2962 0.0116 162 4.3078 0.0116 163 4.3193 0.0115 164 4.3308 0.0115 165 4.3423 0.0114 166 4.3537 0.0114 167 4.3650 0.0114 168 4.3763 0.0113 169 4.3876 0.0113 170 4.3989 0.0112 171 4.4101 0.0112 172 4.4213 0.0112 173 4.4324 0.0111 174 4.4435 0.0111 175 4.4546 0.0111 176 4.4656 0.0110 177 4.4766 0.0110 178 4.4876 0.0110 179 4.4985 0.0109 180 4.5094 0.0109 181 4.5202 0.0109 182 4.5310 0.0108 183 4.5418 0.0108 184 4.5526 0.0108 185 4.5633 0.0107 186 4.5740 0.0107 187 4.5847 0.0107 188 4.5953 0.0106 189 4.6059 0.0106 190 4.6164 0.0106 191 4.6270 0.0105 192 4.6375 0.0105 193 4.6479 0.0105 194 4.6584 0.0104 195 4.6688 0.0104 196 4.6792 0.0104 197 4.6895 0.0103 198 4.6998 0.0103 199 4.7101 0.0103 200 4.7204 0.0103 201 4.7306 0.0102 202 4.7408 0.0102 203 4.7510 0.0102 204 4.7611 0.0101 205 4.7712 0.0101 206 4.7813 0.0101 207 4.7914 0.0101 208 4.8014 0.0100 209 4.8114 0.0100 210 4.8214 0.0100 211 4.8313 0.0100 212 4.8413 0.0099 213 4.8512 0.0099 214 4.8610 0.0099 215 4.8709 0.0098 216 4.8807 0.0098 217 4.8905 0.0098 218 4.9003 0.0098 219 4.9100 0.0097 220 4.9197 0.0097 221 4.9294 0.0097 222 4.9391 0.0097 223 4.9487 0.0096 224 4.9584 0.0096 225 4.9679 0.0096 226 4.9775 0.0096 227 4.9871 0.0095 228 4.9966 0.0095 229 5.0061 0.0095 230 5.0156 0.0095 231 5.0250 0.0095 232 5.0344 0.0094 233 5.0439 0.0094 234 5.0532 0.0094 235 5.0626 0.0094 236 5.0719 0.0093 237 5.0813 0.0093 238 5.0906 0.0093 239 5.0998 0.0093 240 5.1091 0.0093 241 5.1183 0.0092 242 5.1275 0.0092 243 5.1367 0.0092 244 5.1459 0.0092 245 5.1550 0.0091 246 5.1641 0.0091 247 5.1732 0.0091 248 5.1823 0.0091 249 5.1914 0.0091 250 5.2004 0.0090 251 5.2094 0.0090 252 5.2184 0.0090 253 5.2274 0.0090 254 5.2364 0.0090 255 5.2453 0.0089 256 5.2542 0.0089 257 5.2631 0.0089 258 5.2720 0.0089 259 5.2808 0.0089 260 5.2897 0.0088 261 5.2985 0.0088 262 5.3073 0.0088 263 5.3161 0.0088 264 5.3249 0.0088 265 5.3336 0.0087 266 5.3423 0.0087 267 5.3510 0.0087 268 5.3597 0.0087 269 5.3684 0.0087 270 5.3770 0.0087 271 5.3857 0.0086 272 5.3943 0.0086 273 5.4029 0.0086 274 5.4115 0.0086 275 5.4200 0.0086 276 5.4286 0.0085 277 5.4371 0.0085 278 5.4456 0.0085 279 5.4541 0.0085 280 5.4626 0.0085 281 5.4710 0.0085 282 5.4795 0.0084 283 5.4879 0.0084 284 5.4963 0.0084 285 5.5047 0.0084 286 5.5131 0.0084 287 5.5214 0.0084 288 5.5298 0.0083 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0083 0.0025 0.0058 2 0.0084 0.0025 0.0059 3 0.0084 0.0025 0.0059 4 0.0084 0.0025 0.0059 5 0.0084 0.0025 0.0059 6 0.0085 0.0025 0.0059 7 0.0085 0.0025 0.0060 8 0.0085 0.0025 0.0060 9 0.0085 0.0026 0.0060 10 0.0086 0.0026 0.0060 11 0.0086 0.0026 0.0060 12 0.0086 0.0026 0.0060 13 0.0087 0.0026 0.0061 14 0.0087 0.0026 0.0061 15 0.0087 0.0026 0.0061 16 0.0087 0.0026 0.0061 17 0.0088 0.0026 0.0061 18 0.0088 0.0026 0.0062 19 0.0088 0.0026 0.0062 20 0.0088 0.0026 0.0062 21 0.0089 0.0027 0.0062 22 0.0089 0.0027 0.0062 23 0.0089 0.0027 0.0063 24 0.0090 0.0027 0.0063 25 0.0090 0.0027 0.0063 26 0.0090 0.0027 0.0063 27 0.0091 0.0027 0.0063 28 0.0091 0.0027 0.0064 29 0.0091 0.0027 0.0064 30 0.0091 0.0027 0.0064 31 0.0092 0.0027 0.0064 32 0.0092 0.0028 0.0065 33 0.0093 0.0028 0.0065 34 0.0093 0.0028 0.0065 35 0.0093 0.0028 0.0065 36 0.0093 0.0028 0.0065 37 0.0094 0.0028 0.0066 38 0.0094 0.0028 0.0066 39 0.0095 0.0028 0.0066 40 0.0095 0.0028 0.0066 41 0.0095 0.0029 0.0067 42 0.0095 0.0029 0.0067 43 0.0096 0.0029 0.0067 44 0.0096 0.0029 0.0067 45 0.0097 0.0029 0.0068 46 0.0097 0.0029 0.0068 47 0.0097 0.0029 0.0068 48 0.0098 0.0029 0.0068 49 0.0098 0.0029 0.0069 50 0.0098 0.0029 0.0069 51 0.0099 0.0030 0.0069 52 0.0099 0.0030 0.0070 53 0.0100 0.0030 0.0070 54 0.0100 0.0030 0.0070 55 0.0101 0.0030 0.0070 56 0.0101 0.0030 0.0071 57 0.0101 0.0030 0.0071 58 0.0102 0.0030 0.0071 59 0.0102 0.0031 0.0072 60 0.0103 0.0031 0.0072 61 0.0103 0.0031 0.0072 62 0.0103 0.0031 0.0072 63 0.0104 0.0031 0.0073 64 0.0104 0.0031 0.0073 65 0.0105 0.0031 0.0074 66 0.0105 0.0032 0.0074 67 0.0106 0.0032 0.0074 68 0.0106 0.0032 0.0074 69 0.0107 0.0032 0.0075 70 0.0107 0.0032 0.0075 71 0.0108 0.0032 0.0076 72 0.0108 0.0032 0.0076 73 0.0109 0.0033 0.0076 74 0.0109 0.0033 0.0077 75 0.0110 0.0033 0.0077 76 0.0110 0.0033 0.0077 77 0.0111 0.0033 0.0078 78 0.0111 0.0033 0.0078 79 0.0112 0.0034 0.0079 80 0.0112 0.0034 0.0079 81 0.0113 0.0034 0.0079 82 0.0114 0.0034 0.0080 83 0.0114 0.0034 0.0080 84 0.0115 0.0034 0.0080 85 0.0116 0.0035 0.0081 86 0.0116 0.0035 0.0081 87 0.0117 0.0035 0.0082 88 0.0117 0.0035 0.0082 89 0.0118 0.0035 0.0083 90 0.0119 0.0035 0.0083 91 0.0119 0.0036 0.0084 92 0.0120 0.0036 0.0084 93 0.0121 0.0036 0.0085 94 0.0121 0.0036 0.0085 95 0.0122 0.0037 0.0086 96 0.0123 0.0037 0.0086 97 0.0124 0.0037 0.0087 98 0.0124 0.0037 0.0087 99 0.0125 0.0037 0.0088 100 0.0126 0.0038 0.0088 101 0.0127 0.0038 0.0089 102 0.0127 0.0038 0.0089 103 0.0128 0.0038 0.0090 104 0.0129 0.0039 0.0090 105 0.0130 0.0039 0.0091 106 0.0130 0.0039 0.0091 107 0.0132 0.0039 0.0092 108 0.0132 0.0040 0.0093 109 0.0133 0.0040 0.0093 110 0.0134 0.0040 0.0094 111 0.0135 0.0040 0.0095 112 0.0136 0.0041 0.0095 113 0.0137 0.0041 0.0096 114 0.0138 0.0041 0.0097 115 0.0139 0.0042 0.0097 116 0.0140 0.0042 0.0098 117 0.0141 0.0042 0.0099 118 0.0142 0.0042 0.0099 119 0.0143 0.0043 0.0100 120 0.0144 0.0043 0.0101 121 0.0146 0.0044 0.0102 122 0.0146 0.0044 0.0103 123 0.0148 0.0044 0.0104 124 0.0149 0.0045 0.0104 125 0.0150 0.0045 0.0105 126 0.0151 0.0045 0.0106 127 0.0153 0.0046 0.0107 128 0.0154 0.0046 0.0108 129 0.0156 0.0047 0.0109 130 0.0157 0.0047 0.0110 131 0.0158 0.0047 0.0111 132 0.0159 0.0048 0.0112 133 0.0161 0.0048 0.0113 134 0.0163 0.0049 0.0114 135 0.0165 0.0049 0.0115 136 0.0166 0.0050 0.0116 137 0.0168 0.0050 0.0118 138 0.0169 0.0051 0.0118 139 0.0171 0.0051 0.0120 140 0.0173 0.0052 0.0121 141 0.0175 0.0052 0.0123 142 0.0176 0.0053 0.0124 143 0.0179 0.0054 0.0126 144 0.0181 0.0054 0.0126 145 0.0203 0.0061 0.0142 146 0.0205 0.0061 0.0143 147 0.0208 0.0062 0.0146 148 0.0209 0.0063 0.0147 149 0.0213 0.0064 0.0149 150 0.0214 0.0064 0.0150 151 0.0218 0.0065 0.0153 152 0.0220 0.0066 0.0154 153 0.0223 0.0067 0.0157 154 0.0225 0.0067 0.0158 155 0.0230 0.0069 0.0161 156 0.0232 0.0069 0.0162 157 0.0236 0.0071 0.0165 158 0.0238 0.0071 0.0167 159 0.0243 0.0073 0.0171 160 0.0246 0.0074 0.0172 161 0.0251 0.0075 0.0176 162 0.0254 0.0076 0.0178 163 0.0260 0.0078 0.0182 164 0.0263 0.0079 0.0184 165 0.0269 0.0081 0.0189 166 0.0273 0.0082 0.0191 167 0.0280 0.0084 0.0196 168 0.0284 0.0085 0.0199 169 0.0293 0.0088 0.0205 170 0.0297 0.0089 0.0208 171 0.0306 0.0092 0.0215 172 0.0311 0.0093 0.0218 173 0.0322 0.0096 0.0226 174 0.0328 0.0098 0.0230 175 0.0341 0.0102 0.0239 176 0.0348 0.0104 0.0244 177 0.0363 0.0109 0.0254 178 0.0371 0.0111 0.0260 179 0.0389 0.0116 0.0273 180 0.0399 0.0120 0.0280 181 0.0422 0.0126 0.0296 182 0.0435 0.0130 0.0305 183 0.0466 0.0139 0.0326 184 0.0483 0.0145 0.0339 185 0.0437 0.0131 0.0306 186 0.0462 0.0138 0.0324 187 0.0524 0.0157 0.0367 188 0.0565 0.0169 0.0396 189 0.0681 0.0204 0.0477 190 0.0769 0.0230 0.0539 191 0.1099 0.0233 0.0866 192 0.1511 0.0233 0.1278 193 0.4731 0.0233 0.4497 194 0.0895 0.0233 0.0662 195 0.0616 0.0184 0.0432 196 0.0490 0.0147 0.0344 197 0.0503 0.0150 0.0352 198 0.0450 0.0135 0.0315 199 0.0410 0.0123 0.0288 200 0.0380 0.0114 0.0266 201 0.0355 0.0106 0.0249 202 0.0334 0.0100 0.0234 203 0.0317 0.0095 0.0222 204 0.0302 0.0090 0.0211 205 0.0288 0.0086 0.0202 206 0.0276 0.0083 0.0194 207 0.0266 0.0080 0.0186 208 0.0257 0.0077 0.0180 209 0.0248 0.0074 0.0174 210 0.0241 0.0072 0.0169 211 0.0234 0.0070 0.0164 212 0.0227 0.0068 0.0159 213 0.0222 0.0066 0.0155 214 0.0216 0.0065 0.0151 215 0.0211 0.0063 0.0148 216 0.0206 0.0062 0.0144 217 0.0182 0.0054 0.0127 218 0.0178 0.0053 0.0125 219 0.0174 0.0052 0.0122 220 0.0170 0.0051 0.0119 221 0.0167 0.0050 0.0117 222 0.0164 0.0049 0.0115 223 0.0160 0.0048 0.0112 224 0.0158 0.0047 0.0110 225 0.0155 0.0046 0.0108 226 0.0152 0.0046 0.0107 227 0.0150 0.0045 0.0105 228 0.0147 0.0044 0.0103 229 0.0145 0.0043 0.0101 230 0.0143 0.0043 0.0100 231 0.0140 0.0042 0.0098 232 0.0138 0.0041 0.0097 233 0.0136 0.0041 0.0096 234 0.0135 0.0040 0.0094 235 0.0133 0.0040 0.0093 236 0.0131 0.0039 0.0092 237 0.0129 0.0039 0.0091 238 0.0128 0.0038 0.0089 239 0.0126 0.0038 0.0088 240 0.0125 0.0037 0.0087 241 0.0123 0.0037 0.0086 242 0.0122 0.0036 0.0085 243 0.0120 0.0036 0.0084 244 0.0119 0.0036 0.0083 245 0.0118 0.0035 0.0082 246 0.0116 0.0035 0.0082 247 0.0115 0.0034 0.0081 248 0.0114 0.0034 0.0080 249 0.0113 0.0034 0.0079 250 0.0112 0.0033 0.0078 251 0.0111 0.0033 0.0078 252 0.0110 0.0033 0.0077 253 0.0109 0.0032 0.0076 254 0.0108 0.0032 0.0075 255 0.0107 0.0032 0.0075 256 0.0106 0.0032 0.0074 257 0.0105 0.0031 0.0073 258 0.0104 0.0031 0.0073 259 0.0103 0.0031 0.0072 260 0.0102 0.0031 0.0071 261 0.0101 0.0030 0.0071 262 0.0100 0.0030 0.0070 263 0.0100 0.0030 0.0070 264 0.0099 0.0030 0.0069 265 0.0098 0.0029 0.0069 266 0.0097 0.0029 0.0068 267 0.0096 0.0029 0.0068 268 0.0096 0.0029 0.0067 269 0.0095 0.0028 0.0067 270 0.0094 0.0028 0.0066 271 0.0094 0.0028 0.0066 272 0.0093 0.0028 0.0065 273 0.0092 0.0028 0.0065 274 0.0092 0.0027 0.0064 275 0.0091 0.0027 0.0064 276 0.0090 0.0027 0.0063 277 0.0090 0.0027 0.0063 278 0.0089 0.0027 0.0062 279 0.0089 0.0027 0.0062 280 0.0088 0.0026 0.0062 281 0.0087 0.0026 0.0061 282 0.0087 0.0026 0.0061 283 0.0086 0.0026 0.0061 284 0.0086 0.0026 0.0060 285 0.0085 0.0026 0.0060 286 0.0085 0.0025 0.0059 287 0.0084 0.0025 0.0059 288 0.0084 0.0025 0.0059 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.50(In) Total effective rainfall = 4.03(In) Peak flow rate in flood hydrograph = 59.00(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.08 Q | | | | 0+10 0.0031 0.38 Q | | | | 0+15 0.0091 0.87 Q | | | | 0+20 0.0181 1.30 Q | | | | 0+25 0.0286 1.53 VQ | | | | 0+30 0.0401 1.66 VQ | | | | 0+35 0.0522 1.76 VQ | | | | 0+40 0.0649 1.84 VQ | | | | 0+45 0.0780 1.90 VQ | | | | 0+50 0.0915 1.96 VQ | | | | 0+55 0.1052 2.00 VQ | | | | 1+ 0 0.1193 2.04 VQ | | | | 1+ 5 0.1336 2.07 VQ | | | | 1+10 0.1480 2.10 VQ | | | | 1+15 0.1627 2.13 VQ | | | | 1+20 0.1775 2.15 VQ | | | | 1+25 0.1925 2.17 VQ | | | | 1+30 0.2076 2.19 VQ | | | | 1+35 0.2229 2.21 VQ | | | | 1+40 0.2382 2.23 VQ | | | | 1+45 0.2536 2.24 VQ | | | | 1+50 0.2692 2.26 |Q | | | | 1+55 0.2848 2.27 |Q | | | | 2+ 0 0.3005 2.28 |Q | | | | 2+ 5 0.3163 2.29 |Q | | | | 2+10 0.3321 2.30 |Q | | | | 2+15 0.3480 2.31 |Q | | | | 2+20 0.3639 2.31 |Q | | | | 2+25 0.3799 2.32 |Q | | | | 2+30 0.3960 2.33 |Q | | | | 2+35 0.4121 2.34 |Q | | | | 2+40 0.4282 2.34 |Q | | | | 2+45 0.4444 2.35 |Q | | | | 2+50 0.4607 2.36 |Q | | | | 2+55 0.4770 2.37 |Q | | | | 3+ 0 0.4933 2.38 |Q | | | | 3+ 5 0.5098 2.39 |Q | | | | 3+10 0.5263 2.39 |QV | | | | 3+15 0.5428 2.40 |QV | | | | 3+20 0.5594 2.41 |QV | | | | 3+25 0.5761 2.42 |QV | | | | 3+30 0.5928 2.43 |QV | | | | 3+35 0.6096 2.44 |QV | | | | 3+40 0.6265 2.45 |QV | | | | 3+45 0.6434 2.46 |QV | | | | 3+50 0.6604 2.47 |QV | | | | 3+55 0.6774 2.47 |QV | | | | 4+ 0 0.6945 2.48 |QV | | | | 4+ 5 0.7117 2.49 |QV | | | | 4+10 0.7289 2.50 |QV | | | | 4+15 0.7462 2.51 |QV | | | | 4+20 0.7636 2.52 |QV | | | | 4+25 0.7810 2.53 |Q V | | | | 4+30 0.7985 2.54 |Q V | | | | 4+35 0.8161 2.55 |Q V | | | | 4+40 0.8338 2.56 |Q V | | | | 4+45 0.8515 2.57 |Q V | | | | 4+50 0.8693 2.58 |Q V | | | | 4+55 0.8871 2.59 |Q V | | | | 5+ 0 0.9051 2.60 |Q V | | | | 5+ 5 0.9231 2.62 |Q V | | | | 5+10 0.9412 2.63 |Q V | | | | 5+15 0.9593 2.64 |Q V | | | | 5+20 0.9776 2.65 |Q V | | | | 5+25 0.9959 2.66 |Q V | | | | 5+30 1.0143 2.67 |Q V | | | | 5+35 1.0328 2.68 |Q V | | | | 5+40 1.0513 2.69 |Q V | | | | 5+45 1.0700 2.71 |Q V | | | | 5+50 1.0887 2.72 |Q V | | | | 5+55 1.1075 2.73 |Q V | | | | 6+ 0 1.1264 2.74 |Q V | | | | 6+ 5 1.1454 2.76 |Q V | | | | 6+10 1.1645 2.77 |Q V | | | | 6+15 1.1836 2.78 |Q V | | | | 6+20 1.2029 2.79 |Q V | | | | 6+25 1.2222 2.81 |Q V | | | | 6+30 1.2416 2.82 |Q V | | | | 6+35 1.2612 2.83 |Q V | | | | 6+40 1.2808 2.85 |Q V | | | | 6+45 1.3005 2.86 |Q V | | | | 6+50 1.3203 2.88 |Q V | | | | 6+55 1.3402 2.89 |Q V | | | | 7+ 0 1.3602 2.90 |Q V | | | | 7+ 5 1.3803 2.92 |Q V | | | | 7+10 1.4005 2.93 |Q V | | | | 7+15 1.4208 2.95 |Q V | | | | 7+20 1.4412 2.96 |Q V | | | | 7+25 1.4618 2.98 |Q V | | | | 7+30 1.4824 3.00 |Q V | | | | 7+35 1.5031 3.01 | Q V | | | | 7+40 1.5240 3.03 | Q V | | | | 7+45 1.5450 3.04 | Q V | | | | 7+50 1.5661 3.06 | Q V | | | | 7+55 1.5873 3.08 | Q V | | | | 8+ 0 1.6086 3.10 | Q V | | | | 8+ 5 1.6300 3.11 | Q V | | | | 8+10 1.6516 3.13 | Q V | | | | 8+15 1.6733 3.15 | Q V | | | | 8+20 1.6951 3.17 | Q V | | | | 8+25 1.7170 3.19 | Q V | | | | 8+30 1.7391 3.20 | Q V | | | | 8+35 1.7613 3.22 | Q V | | | | 8+40 1.7836 3.24 | Q V | | | | 8+45 1.8061 3.26 | Q V | | | | 8+50 1.8287 3.28 | Q V | | | | 8+55 1.8515 3.30 | Q V | | | | 9+ 0 1.8744 3.33 | Q V | | | | 9+ 5 1.8974 3.35 | Q V | | | | 9+10 1.9206 3.37 | Q V | | | | 9+15 1.9440 3.39 | Q V | | | | 9+20 1.9675 3.41 | Q V | | | | 9+25 1.9911 3.44 | Q V | | | | 9+30 2.0150 3.46 | Q V | | | | 9+35 2.0390 3.48 | Q V | | | | 9+40 2.0631 3.51 | Q V | | | | 9+45 2.0874 3.53 | Q V | | | | 9+50 2.1119 3.56 | Q V | | | | 9+55 2.1366 3.58 | Q V | | | | 10+ 0 2.1615 3.61 | Q V | | | | 10+ 5 2.1865 3.64 | Q V | | | | 10+10 2.2118 3.66 | Q V | | | | 10+15 2.2372 3.69 | Q V | | | | 10+20 2.2628 3.72 | Q V | | | | 10+25 2.2886 3.75 | Q V | | | | 10+30 2.3147 3.78 | Q V| | | | 10+35 2.3409 3.81 | Q V| | | | 10+40 2.3674 3.84 | Q V| | | | 10+45 2.3941 3.87 | Q V| | | | 10+50 2.4210 3.91 | Q V| | | | 10+55 2.4481 3.94 | Q V| | | | 11+ 0 2.4755 3.97 | Q V| | | | 11+ 5 2.5031 4.01 | Q V| | | | 11+10 2.5309 4.05 | Q V| | | | 11+15 2.5590 4.08 | Q V | | | 11+20 2.5874 4.12 | Q V | | | 11+25 2.6161 4.16 | Q V | | | 11+30 2.6450 4.20 | Q V | | | 11+35 2.6742 4.24 | Q V | | | 11+40 2.7037 4.28 | Q V | | | 11+45 2.7334 4.32 | Q V | | | 11+50 2.7635 4.37 | Q V | | | 11+55 2.7939 4.42 | Q V | | | 12+ 0 2.8247 4.46 | Q |V | | | 12+ 5 2.8559 4.53 | Q |V | | | 12+10 2.8879 4.65 | Q |V | | | 12+15 2.9211 4.82 | Q |V | | | 12+20 2.9553 4.97 | Q |V | | | 12+25 2.9904 5.08 | Q |V | | | 12+30 3.0260 5.17 | Q |V | | | 12+35 3.0622 5.25 | Q |V | | | 12+40 3.0989 5.33 | Q | V | | | 12+45 3.1361 5.41 | Q | V | | | 12+50 3.1739 5.49 | Q | V | | | 12+55 3.2123 5.57 | Q | V | | | 13+ 0 3.2511 5.64 | Q | V | | | 13+ 5 3.2905 5.72 | Q | V | | | 13+10 3.3305 5.81 | Q | V | | | 13+15 3.3711 5.89 | Q | V | | | 13+20 3.4123 5.98 | Q | V | | | 13+25 3.4541 6.07 | Q | V | | | 13+30 3.4965 6.16 | Q | V | | | 13+35 3.5396 6.26 | Q | V | | | 13+40 3.5834 6.36 | Q | V | | | 13+45 3.6279 6.47 | Q | V | | | 13+50 3.6732 6.58 | Q | V | | | 13+55 3.7193 6.69 | Q | V | | | 14+ 0 3.7663 6.81 | Q | V | | | 14+ 5 3.8141 6.94 | Q | V | | | 14+10 3.8628 7.08 | Q | V | | | 14+15 3.9126 7.23 | Q | V | | | 14+20 3.9634 7.38 | Q | V | | | 14+25 4.0154 7.54 | Q | V | | | 14+30 4.0686 7.72 | Q | V | | | 14+35 4.1230 7.90 | Q | V | | | 14+40 4.1788 8.10 | Q | V | | | 14+45 4.2361 8.32 | Q | V | | | 14+50 4.2950 8.55 | Q | V | | | 14+55 4.3556 8.81 | Q | V | | | 15+ 0 4.4182 9.08 | Q | V | | | 15+ 5 4.4829 9.39 | Q | V | | | 15+10 4.5499 9.73 | Q | V | | | 15+15 4.6195 10.11 | Q | V | | | 15+20 4.6921 10.54 | Q | V | | | 15+25 4.7674 10.94 | Q | V | | | 15+30 4.8445 11.19 | Q | V | | | 15+35 4.9226 11.33 | Q | V| | | 15+40 5.0030 11.68 | Q | V| | | 15+45 5.0886 12.43 | Q | V| | | 15+50 5.1821 13.58 | Q| V | | 15+55 5.2885 15.45 | Q V | | 16+ 0 5.4196 19.04 | | Q |V | | 16+ 5 5.6198 29.07 | | Q|V | | 16+10 5.9432 46.95 | | | V |Q | 16+15 6.3496 59.00 | | | V | Q| 16+20 6.7014 51.09 | | | V | Q | 16+25 6.9426 35.03 | | | Q V | | 16+30 7.1226 26.12 | | Q | V | | 16+35 7.2750 22.13 | | Q | V | | 16+40 7.4097 19.56 | | Q | V | | 16+45 7.5298 17.44 | |Q | V| | 16+50 7.6377 15.68 | Q | V| | 16+55 7.7365 14.34 | Q| | V | 17+ 0 7.8265 13.07 | Q | | V | 17+ 5 7.9091 12.00 | Q | | V | 17+10 7.9869 11.29 | Q | | |V | 17+15 8.0602 10.65 | Q | | |V | 17+20 8.1283 9.89 | Q | | |V | 17+25 8.1924 9.31 | Q | | | V | 17+30 8.2531 8.80 | Q | | | V | 17+35 8.3103 8.31 | Q | | | V | 17+40 8.3644 7.86 | Q | | | V | 17+45 8.4162 7.53 | Q | | | V | 17+50 8.4662 7.26 | Q | | | V | 17+55 8.5142 6.96 | Q | | | V | 18+ 0 8.5587 6.46 | Q | | | V | 18+ 5 8.5997 5.96 | Q | | | V | 18+10 8.6390 5.70 | Q | | | V | 18+15 8.6764 5.43 | Q | | | V | 18+20 8.7121 5.18 | Q | | | V | 18+25 8.7465 4.99 | Q | | | V | 18+30 8.7798 4.84 | Q | | | V | 18+35 8.8122 4.70 | Q | | | V | 18+40 8.8437 4.58 | Q | | | V | 18+45 8.8745 4.47 | Q | | | V | 18+50 8.9045 4.36 | Q | | | V | 18+55 8.9339 4.27 | Q | | | V | 19+ 0 8.9627 4.18 | Q | | | V | 19+ 5 8.9909 4.09 | Q | | | V | 19+10 9.0185 4.01 | Q | | | V | 19+15 9.0456 3.94 | Q | | | V | 19+20 9.0723 3.87 | Q | | | V | 19+25 9.0985 3.80 | Q | | | V | 19+30 9.1242 3.74 | Q | | | V | 19+35 9.1496 3.68 | Q | | | V | 19+40 9.1745 3.62 | Q | | | V | 19+45 9.1991 3.57 | Q | | | V | 19+50 9.2233 3.51 | Q | | | V | 19+55 9.2471 3.46 | Q | | | V | 20+ 0 9.2707 3.42 | Q | | | V | 20+ 5 9.2939 3.37 | Q | | | V | 20+10 9.3168 3.33 | Q | | | V | 20+15 9.3394 3.29 | Q | | | V | 20+20 9.3618 3.24 | Q | | | V | 20+25 9.3838 3.21 | Q | | | V | 20+30 9.4057 3.17 | Q | | | V | 20+35 9.4272 3.13 | Q | | | V | 20+40 9.4485 3.10 | Q | | | V | 20+45 9.4696 3.06 | Q | | | V | 20+50 9.4905 3.03 | Q | | | V | 20+55 9.5111 3.00 |Q | | | V | 21+ 0 9.5315 2.96 |Q | | | V | 21+ 5 9.5517 2.93 |Q | | | V | 21+10 9.5717 2.90 |Q | | | V | 21+15 9.5915 2.88 |Q | | | V | 21+20 9.6111 2.85 |Q | | | V | 21+25 9.6305 2.82 |Q | | | V | 21+30 9.6498 2.79 |Q | | | V | 21+35 9.6688 2.77 |Q | | | V | 21+40 9.6877 2.74 |Q | | | V | 21+45 9.7064 2.72 |Q | | | V | 21+50 9.7250 2.69 |Q | | | V | 21+55 9.7434 2.67 |Q | | | V | 22+ 0 9.7616 2.65 |Q | | | V | 22+ 5 9.7797 2.62 |Q | | | V | 22+10 9.7976 2.60 |Q | | | V | 22+15 9.8154 2.58 |Q | | | V | 22+20 9.8330 2.56 |Q | | | V | 22+25 9.8505 2.54 |Q | | | V | 22+30 9.8679 2.52 |Q | | | V | 22+35 9.8851 2.50 |Q | | | V | 22+40 9.9022 2.48 |Q | | | V | 22+45 9.9192 2.46 |Q | | | V | 22+50 9.9360 2.45 |Q | | | V | 22+55 9.9527 2.43 |Q | | | V | 23+ 0 9.9693 2.41 |Q | | | V | 23+ 5 9.9858 2.39 |Q | | | V| 23+10 10.0022 2.38 |Q | | | V| 23+15 10.0184 2.36 |Q | | | V| 23+20 10.0345 2.34 |Q | | | V| 23+25 10.0506 2.33 |Q | | | V| 23+30 10.0665 2.31 |Q | | | V| 23+35 10.0823 2.30 |Q | | | V| 23+40 10.0980 2.28 |Q | | | V| 23+45 10.1136 2.27 |Q | | | V| 23+50 10.1291 2.25 |Q | | | V| 23+55 10.1445 2.24 |Q | | | V| 24+ 0 10.1598 2.22 |Q | | | V| 24+ 5 10.1745 2.13 |Q | | | V| 24+10 10.1871 1.82 |Q | | | V| 24+15 10.1961 1.32 Q | | | V| 24+20 10.2022 0.88 Q | | | V| 24+25 10.2067 0.65 Q | | | V| 24+30 10.2103 0.52 Q | | | V| 24+35 10.2132 0.42 Q | | | V| 24+40 10.2156 0.35 Q | | | V| 24+45 10.2176 0.29 Q | | | V| 24+50 10.2192 0.24 Q | | | V| 24+55 10.2206 0.20 Q | | | V| 25+ 0 10.2217 0.16 Q | | | V| 25+ 5 10.2226 0.14 Q | | | V| 25+10 10.2234 0.11 Q | | | V| 25+15 10.2240 0.09 Q | | | V| 25+20 10.2245 0.07 Q | | | V| 25+25 10.2250 0.06 Q | | | V| 25+30 10.2253 0.05 Q | | | V| 25+35 10.2255 0.04 Q | | | V| 25+40 10.2257 0.03 Q | | | V| 25+45 10.2258 0.02 Q | | | V| 25+50 10.2259 0.01 Q | | | V| 25+55 10.2259 0.00 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 05/24/22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6362 --------------------------------------------------------------------- unit hydrograph tributary area B Subarea B1 - Southridge existing 100 year storm event -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 4.67 1 1.28 -------------------------------------------------------------------- Rainfall data for year 100 4.67 6 3.03 -------------------------------------------------------------------- Rainfall data for year 100 4.67 24 5.53 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 65.0 83.0 4.67 1.000 0.318 0.950 0.302 Area-averaged adjusted loss rate Fm (In/Hr) = 0.302 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 4.44 0.950 65.0 83.0 2.05 0.661 0.23 0.050 98.0 98.0 0.20 0.957 Area-averaged catchment yield fraction, Y = 0.676 Area-averaged low loss fraction, Yb = 0.324 User entry of time of concentration = 0.232 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 4.67(Ac.) Catchment Lag time = 0.186 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 44.8801 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.302(In/Hr) Average low loss rate fraction (Yb) = 0.324 (decimal) VALLEY UNDEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.474(In) Computed peak 30-minute rainfall = 0.970(In) Specified peak 1-hour rainfall = 1.280(In) Computed peak 3-hour rainfall = 2.171(In) Specified peak 6-hour rainfall = 3.030(In) Specified peak 24-hour rainfall = 5.530(In) Rainfall depth area reduction factors: Using a total area of 4.67(Ac.) (Ref: fig. E-4) 5-minute factor = 1.000 Adjusted rainfall = 0.474(In) 30-minute factor = 1.000 Adjusted rainfall = 0.970(In) 1-hour factor = 1.000 Adjusted rainfall = 1.280(In) 3-hour factor = 1.000 Adjusted rainfall = 2.171(In) 6-hour factor = 1.000 Adjusted rainfall = 3.030(In) 24-hour factor = 1.000 Adjusted rainfall = 5.530(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 56.48 (CFS)) 1 5.190 2.931 2 27.024 12.331 3 55.605 16.142 4 70.690 8.519 5 78.104 4.188 6 83.134 2.841 7 86.871 2.111 8 89.681 1.587 9 91.883 1.243 10 93.544 0.938 11 94.937 0.787 12 96.151 0.686 13 97.092 0.532 14 97.870 0.439 15 98.487 0.348 16 98.956 0.265 17 99.405 0.253 18 100.000 0.127 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4736 0.4736 2 0.6250 0.1513 3 0.7350 0.1100 4 0.8246 0.0896 5 0.9016 0.0770 6 0.9698 0.0682 7 1.0315 0.0617 8 1.0881 0.0566 9 1.1406 0.0525 10 1.1897 0.0491 11 1.2359 0.0462 12 1.2797 0.0438 13 1.3300 0.0502 14 1.3782 0.0483 15 1.4247 0.0465 16 1.4697 0.0449 17 1.5132 0.0435 18 1.5554 0.0422 19 1.5964 0.0410 20 1.6362 0.0399 21 1.6751 0.0389 22 1.7130 0.0379 23 1.7500 0.0370 24 1.7862 0.0362 25 1.8217 0.0354 26 1.8564 0.0347 27 1.8904 0.0340 28 1.9237 0.0334 29 1.9565 0.0328 30 1.9887 0.0322 31 2.0203 0.0316 32 2.0514 0.0311 33 2.0820 0.0306 34 2.1121 0.0301 35 2.1418 0.0297 36 2.1710 0.0292 37 2.1998 0.0288 38 2.2282 0.0284 39 2.2562 0.0280 40 2.2838 0.0276 41 2.3111 0.0273 42 2.3381 0.0269 43 2.3647 0.0266 44 2.3910 0.0263 45 2.4169 0.0260 46 2.4426 0.0257 47 2.4680 0.0254 48 2.4931 0.0251 49 2.5180 0.0248 50 2.5426 0.0246 51 2.5669 0.0243 52 2.5910 0.0241 53 2.6148 0.0238 54 2.6384 0.0236 55 2.6618 0.0234 56 2.6850 0.0232 57 2.7080 0.0230 58 2.7307 0.0227 59 2.7532 0.0225 60 2.7756 0.0223 61 2.7977 0.0222 62 2.8197 0.0220 63 2.8415 0.0218 64 2.8631 0.0216 65 2.8845 0.0214 66 2.9058 0.0213 67 2.9269 0.0211 68 2.9478 0.0209 69 2.9686 0.0208 70 2.9892 0.0206 71 3.0096 0.0205 72 3.0300 0.0203 73 3.0481 0.0182 74 3.0662 0.0181 75 3.0841 0.0179 76 3.1019 0.0178 77 3.1195 0.0176 78 3.1371 0.0175 79 3.1544 0.0174 80 3.1717 0.0173 81 3.1889 0.0171 82 3.2059 0.0170 83 3.2228 0.0169 84 3.2396 0.0168 85 3.2563 0.0167 86 3.2728 0.0166 87 3.2893 0.0165 88 3.3057 0.0164 89 3.3219 0.0163 90 3.3381 0.0161 91 3.3541 0.0160 92 3.3701 0.0159 93 3.3859 0.0158 94 3.4017 0.0158 95 3.4173 0.0157 96 3.4329 0.0156 97 3.4483 0.0155 98 3.4637 0.0154 99 3.4790 0.0153 100 3.4942 0.0152 101 3.5094 0.0151 102 3.5244 0.0150 103 3.5393 0.0150 104 3.5542 0.0149 105 3.5690 0.0148 106 3.5837 0.0147 107 3.5984 0.0146 108 3.6129 0.0146 109 3.6274 0.0145 110 3.6418 0.0144 111 3.6561 0.0143 112 3.6704 0.0143 113 3.6846 0.0142 114 3.6987 0.0141 115 3.7127 0.0140 116 3.7267 0.0140 117 3.7406 0.0139 118 3.7545 0.0138 119 3.7682 0.0138 120 3.7820 0.0137 121 3.7956 0.0136 122 3.8092 0.0136 123 3.8227 0.0135 124 3.8362 0.0135 125 3.8495 0.0134 126 3.8629 0.0133 127 3.8762 0.0133 128 3.8894 0.0132 129 3.9025 0.0132 130 3.9156 0.0131 131 3.9287 0.0130 132 3.9417 0.0130 133 3.9546 0.0129 134 3.9675 0.0129 135 3.9803 0.0128 136 3.9931 0.0128 137 4.0058 0.0127 138 4.0184 0.0127 139 4.0311 0.0126 140 4.0436 0.0126 141 4.0561 0.0125 142 4.0686 0.0125 143 4.0810 0.0124 144 4.0934 0.0124 145 4.1057 0.0123 146 4.1179 0.0123 147 4.1301 0.0122 148 4.1423 0.0122 149 4.1544 0.0121 150 4.1665 0.0121 151 4.1786 0.0120 152 4.1905 0.0120 153 4.2025 0.0119 154 4.2144 0.0119 155 4.2262 0.0119 156 4.2380 0.0118 157 4.2498 0.0118 158 4.2615 0.0117 159 4.2732 0.0117 160 4.2849 0.0116 161 4.2965 0.0116 162 4.3080 0.0116 163 4.3196 0.0115 164 4.3310 0.0115 165 4.3425 0.0114 166 4.3539 0.0114 167 4.3652 0.0114 168 4.3766 0.0113 169 4.3879 0.0113 170 4.3991 0.0112 171 4.4103 0.0112 172 4.4215 0.0112 173 4.4326 0.0111 174 4.4437 0.0111 175 4.4548 0.0111 176 4.4658 0.0110 177 4.4768 0.0110 178 4.4878 0.0110 179 4.4987 0.0109 180 4.5096 0.0109 181 4.5204 0.0109 182 4.5313 0.0108 183 4.5421 0.0108 184 4.5528 0.0108 185 4.5635 0.0107 186 4.5742 0.0107 187 4.5849 0.0107 188 4.5955 0.0106 189 4.6061 0.0106 190 4.6167 0.0106 191 4.6272 0.0105 192 4.6377 0.0105 193 4.6482 0.0105 194 4.6586 0.0104 195 4.6690 0.0104 196 4.6794 0.0104 197 4.6897 0.0103 198 4.7000 0.0103 199 4.7103 0.0103 200 4.7206 0.0103 201 4.7308 0.0102 202 4.7410 0.0102 203 4.7512 0.0102 204 4.7613 0.0101 205 4.7714 0.0101 206 4.7815 0.0101 207 4.7916 0.0101 208 4.8016 0.0100 209 4.8116 0.0100 210 4.8216 0.0100 211 4.8316 0.0100 212 4.8415 0.0099 213 4.8514 0.0099 214 4.8612 0.0099 215 4.8711 0.0098 216 4.8809 0.0098 217 4.8907 0.0098 218 4.9005 0.0098 219 4.9102 0.0097 220 4.9199 0.0097 221 4.9296 0.0097 222 4.9393 0.0097 223 4.9489 0.0096 224 4.9586 0.0096 225 4.9682 0.0096 226 4.9777 0.0096 227 4.9873 0.0095 228 4.9968 0.0095 229 5.0063 0.0095 230 5.0158 0.0095 231 5.0252 0.0095 232 5.0346 0.0094 233 5.0441 0.0094 234 5.0534 0.0094 235 5.0628 0.0094 236 5.0721 0.0093 237 5.0815 0.0093 238 5.0907 0.0093 239 5.1000 0.0093 240 5.1093 0.0092 241 5.1185 0.0092 242 5.1277 0.0092 243 5.1369 0.0092 244 5.1461 0.0092 245 5.1552 0.0091 246 5.1643 0.0091 247 5.1734 0.0091 248 5.1825 0.0091 249 5.1916 0.0091 250 5.2006 0.0090 251 5.2096 0.0090 252 5.2186 0.0090 253 5.2276 0.0090 254 5.2365 0.0090 255 5.2455 0.0089 256 5.2544 0.0089 257 5.2633 0.0089 258 5.2722 0.0089 259 5.2810 0.0089 260 5.2899 0.0088 261 5.2987 0.0088 262 5.3075 0.0088 263 5.3163 0.0088 264 5.3250 0.0088 265 5.3338 0.0087 266 5.3425 0.0087 267 5.3512 0.0087 268 5.3599 0.0087 269 5.3686 0.0087 270 5.3772 0.0087 271 5.3859 0.0086 272 5.3945 0.0086 273 5.4031 0.0086 274 5.4117 0.0086 275 5.4202 0.0086 276 5.4288 0.0085 277 5.4373 0.0085 278 5.4458 0.0085 279 5.4543 0.0085 280 5.4628 0.0085 281 5.4712 0.0085 282 5.4797 0.0084 283 5.4881 0.0084 284 5.4965 0.0084 285 5.5049 0.0084 286 5.5133 0.0084 287 5.5216 0.0084 288 5.5300 0.0083 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0083 0.0027 0.0056 2 0.0084 0.0027 0.0057 3 0.0084 0.0027 0.0057 4 0.0084 0.0027 0.0057 5 0.0084 0.0027 0.0057 6 0.0085 0.0027 0.0057 7 0.0085 0.0028 0.0057 8 0.0085 0.0028 0.0058 9 0.0085 0.0028 0.0058 10 0.0086 0.0028 0.0058 11 0.0086 0.0028 0.0058 12 0.0086 0.0028 0.0058 13 0.0087 0.0028 0.0059 14 0.0087 0.0028 0.0059 15 0.0087 0.0028 0.0059 16 0.0087 0.0028 0.0059 17 0.0088 0.0028 0.0059 18 0.0088 0.0028 0.0059 19 0.0088 0.0029 0.0060 20 0.0088 0.0029 0.0060 21 0.0089 0.0029 0.0060 22 0.0089 0.0029 0.0060 23 0.0089 0.0029 0.0060 24 0.0090 0.0029 0.0061 25 0.0090 0.0029 0.0061 26 0.0090 0.0029 0.0061 27 0.0091 0.0029 0.0061 28 0.0091 0.0029 0.0061 29 0.0091 0.0030 0.0062 30 0.0091 0.0030 0.0062 31 0.0092 0.0030 0.0062 32 0.0092 0.0030 0.0062 33 0.0092 0.0030 0.0063 34 0.0093 0.0030 0.0063 35 0.0093 0.0030 0.0063 36 0.0093 0.0030 0.0063 37 0.0094 0.0030 0.0063 38 0.0094 0.0030 0.0064 39 0.0095 0.0031 0.0064 40 0.0095 0.0031 0.0064 41 0.0095 0.0031 0.0064 42 0.0095 0.0031 0.0065 43 0.0096 0.0031 0.0065 44 0.0096 0.0031 0.0065 45 0.0097 0.0031 0.0065 46 0.0097 0.0031 0.0066 47 0.0097 0.0032 0.0066 48 0.0098 0.0032 0.0066 49 0.0098 0.0032 0.0066 50 0.0098 0.0032 0.0067 51 0.0099 0.0032 0.0067 52 0.0099 0.0032 0.0067 53 0.0100 0.0032 0.0067 54 0.0100 0.0032 0.0068 55 0.0101 0.0033 0.0068 56 0.0101 0.0033 0.0068 57 0.0101 0.0033 0.0069 58 0.0102 0.0033 0.0069 59 0.0102 0.0033 0.0069 60 0.0103 0.0033 0.0069 61 0.0103 0.0033 0.0070 62 0.0103 0.0034 0.0070 63 0.0104 0.0034 0.0070 64 0.0104 0.0034 0.0071 65 0.0105 0.0034 0.0071 66 0.0105 0.0034 0.0071 67 0.0106 0.0034 0.0072 68 0.0106 0.0034 0.0072 69 0.0107 0.0035 0.0072 70 0.0107 0.0035 0.0072 71 0.0108 0.0035 0.0073 72 0.0108 0.0035 0.0073 73 0.0109 0.0035 0.0074 74 0.0109 0.0035 0.0074 75 0.0110 0.0036 0.0074 76 0.0110 0.0036 0.0075 77 0.0111 0.0036 0.0075 78 0.0111 0.0036 0.0075 79 0.0112 0.0036 0.0076 80 0.0112 0.0036 0.0076 81 0.0113 0.0037 0.0077 82 0.0114 0.0037 0.0077 83 0.0114 0.0037 0.0077 84 0.0115 0.0037 0.0078 85 0.0116 0.0037 0.0078 86 0.0116 0.0038 0.0078 87 0.0117 0.0038 0.0079 88 0.0117 0.0038 0.0079 89 0.0118 0.0038 0.0080 90 0.0119 0.0038 0.0080 91 0.0119 0.0039 0.0081 92 0.0120 0.0039 0.0081 93 0.0121 0.0039 0.0082 94 0.0121 0.0039 0.0082 95 0.0122 0.0040 0.0083 96 0.0123 0.0040 0.0083 97 0.0124 0.0040 0.0084 98 0.0124 0.0040 0.0084 99 0.0125 0.0041 0.0085 100 0.0126 0.0041 0.0085 101 0.0127 0.0041 0.0086 102 0.0127 0.0041 0.0086 103 0.0128 0.0042 0.0087 104 0.0129 0.0042 0.0087 105 0.0130 0.0042 0.0088 106 0.0130 0.0042 0.0088 107 0.0132 0.0043 0.0089 108 0.0132 0.0043 0.0089 109 0.0133 0.0043 0.0090 110 0.0134 0.0043 0.0091 111 0.0135 0.0044 0.0091 112 0.0136 0.0044 0.0092 113 0.0137 0.0044 0.0093 114 0.0138 0.0045 0.0093 115 0.0139 0.0045 0.0094 116 0.0140 0.0045 0.0095 117 0.0141 0.0046 0.0095 118 0.0142 0.0046 0.0096 119 0.0143 0.0046 0.0097 120 0.0144 0.0047 0.0097 121 0.0146 0.0047 0.0098 122 0.0146 0.0047 0.0099 123 0.0148 0.0048 0.0100 124 0.0149 0.0048 0.0101 125 0.0150 0.0049 0.0102 126 0.0151 0.0049 0.0102 127 0.0153 0.0050 0.0103 128 0.0154 0.0050 0.0104 129 0.0156 0.0050 0.0105 130 0.0157 0.0051 0.0106 131 0.0158 0.0051 0.0107 132 0.0159 0.0052 0.0108 133 0.0161 0.0052 0.0109 134 0.0163 0.0053 0.0110 135 0.0165 0.0053 0.0111 136 0.0166 0.0054 0.0112 137 0.0168 0.0054 0.0114 138 0.0169 0.0055 0.0114 139 0.0171 0.0056 0.0116 140 0.0173 0.0056 0.0117 141 0.0175 0.0057 0.0118 142 0.0176 0.0057 0.0119 143 0.0179 0.0058 0.0121 144 0.0181 0.0058 0.0122 145 0.0203 0.0066 0.0137 146 0.0205 0.0066 0.0138 147 0.0208 0.0067 0.0140 148 0.0209 0.0068 0.0142 149 0.0213 0.0069 0.0144 150 0.0214 0.0069 0.0145 151 0.0218 0.0071 0.0147 152 0.0220 0.0071 0.0149 153 0.0223 0.0072 0.0151 154 0.0225 0.0073 0.0152 155 0.0230 0.0074 0.0155 156 0.0232 0.0075 0.0157 157 0.0236 0.0076 0.0160 158 0.0238 0.0077 0.0161 159 0.0243 0.0079 0.0165 160 0.0246 0.0080 0.0166 161 0.0251 0.0081 0.0170 162 0.0254 0.0082 0.0172 163 0.0260 0.0084 0.0176 164 0.0263 0.0085 0.0178 165 0.0269 0.0087 0.0182 166 0.0273 0.0088 0.0184 167 0.0280 0.0091 0.0189 168 0.0284 0.0092 0.0192 169 0.0292 0.0095 0.0198 170 0.0297 0.0096 0.0201 171 0.0306 0.0099 0.0207 172 0.0311 0.0101 0.0210 173 0.0322 0.0104 0.0218 174 0.0328 0.0106 0.0221 175 0.0340 0.0110 0.0230 176 0.0347 0.0112 0.0235 177 0.0362 0.0117 0.0245 178 0.0370 0.0120 0.0250 179 0.0389 0.0126 0.0263 180 0.0399 0.0129 0.0270 181 0.0422 0.0137 0.0285 182 0.0435 0.0141 0.0294 183 0.0465 0.0151 0.0315 184 0.0483 0.0156 0.0326 185 0.0438 0.0142 0.0296 186 0.0462 0.0150 0.0313 187 0.0525 0.0170 0.0355 188 0.0566 0.0183 0.0383 189 0.0682 0.0221 0.0461 190 0.0770 0.0249 0.0521 191 0.1100 0.0252 0.0849 192 0.1513 0.0252 0.1261 193 0.4736 0.0252 0.4485 194 0.0896 0.0252 0.0645 195 0.0617 0.0200 0.0417 196 0.0491 0.0159 0.0332 197 0.0502 0.0163 0.0340 198 0.0449 0.0146 0.0304 199 0.0410 0.0133 0.0277 200 0.0379 0.0123 0.0256 201 0.0354 0.0115 0.0240 202 0.0334 0.0108 0.0226 203 0.0316 0.0102 0.0214 204 0.0301 0.0098 0.0204 205 0.0288 0.0093 0.0195 206 0.0276 0.0090 0.0187 207 0.0266 0.0086 0.0180 208 0.0257 0.0083 0.0174 209 0.0248 0.0080 0.0168 210 0.0241 0.0078 0.0163 211 0.0234 0.0076 0.0158 212 0.0227 0.0074 0.0154 213 0.0222 0.0072 0.0150 214 0.0216 0.0070 0.0146 215 0.0211 0.0068 0.0143 216 0.0206 0.0067 0.0139 217 0.0182 0.0059 0.0123 218 0.0178 0.0058 0.0120 219 0.0174 0.0056 0.0118 220 0.0170 0.0055 0.0115 221 0.0167 0.0054 0.0113 222 0.0164 0.0053 0.0111 223 0.0160 0.0052 0.0108 224 0.0158 0.0051 0.0107 225 0.0155 0.0050 0.0105 226 0.0152 0.0049 0.0103 227 0.0150 0.0048 0.0101 228 0.0147 0.0048 0.0099 229 0.0145 0.0047 0.0098 230 0.0143 0.0046 0.0096 231 0.0140 0.0045 0.0095 232 0.0138 0.0045 0.0094 233 0.0136 0.0044 0.0092 234 0.0135 0.0044 0.0091 235 0.0133 0.0043 0.0090 236 0.0131 0.0042 0.0089 237 0.0129 0.0042 0.0087 238 0.0128 0.0041 0.0086 239 0.0126 0.0041 0.0085 240 0.0125 0.0040 0.0084 241 0.0123 0.0040 0.0083 242 0.0122 0.0039 0.0082 243 0.0120 0.0039 0.0081 244 0.0119 0.0039 0.0080 245 0.0118 0.0038 0.0080 246 0.0116 0.0038 0.0079 247 0.0115 0.0037 0.0078 248 0.0114 0.0037 0.0077 249 0.0113 0.0037 0.0076 250 0.0112 0.0036 0.0076 251 0.0111 0.0036 0.0075 252 0.0110 0.0035 0.0074 253 0.0109 0.0035 0.0073 254 0.0108 0.0035 0.0073 255 0.0107 0.0035 0.0072 256 0.0106 0.0034 0.0071 257 0.0105 0.0034 0.0071 258 0.0104 0.0034 0.0070 259 0.0103 0.0033 0.0070 260 0.0102 0.0033 0.0069 261 0.0101 0.0033 0.0068 262 0.0100 0.0032 0.0068 263 0.0100 0.0032 0.0067 264 0.0099 0.0032 0.0067 265 0.0098 0.0032 0.0066 266 0.0097 0.0031 0.0066 267 0.0096 0.0031 0.0065 268 0.0096 0.0031 0.0065 269 0.0095 0.0031 0.0064 270 0.0094 0.0031 0.0064 271 0.0094 0.0030 0.0063 272 0.0093 0.0030 0.0063 273 0.0092 0.0030 0.0062 274 0.0092 0.0030 0.0062 275 0.0091 0.0029 0.0062 276 0.0090 0.0029 0.0061 277 0.0090 0.0029 0.0061 278 0.0089 0.0029 0.0060 279 0.0089 0.0029 0.0060 280 0.0088 0.0029 0.0060 281 0.0087 0.0028 0.0059 282 0.0087 0.0028 0.0059 283 0.0086 0.0028 0.0058 284 0.0086 0.0028 0.0058 285 0.0085 0.0028 0.0058 286 0.0085 0.0027 0.0057 287 0.0084 0.0027 0.0057 288 0.0084 0.0027 0.0057 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.62(In) Total effective rainfall = 3.91(In) Peak flow rate in flood hydrograph = 10.07(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | | 0+10 0.0007 0.09 Q | | | | 0+15 0.0019 0.18 Q | | | | 0+20 0.0035 0.23 Q | | | | 0+25 0.0052 0.25 Q | | | | 0+30 0.0070 0.27 Q | | | | 0+35 0.0090 0.28 Q | | | | 0+40 0.0110 0.29 Q | | | | 0+45 0.0130 0.30 Q | | | | 0+50 0.0151 0.30 Q | | | | 0+55 0.0172 0.31 Q | | | | 1+ 0 0.0194 0.31 Q | | | | 1+ 5 0.0216 0.32 Q | | | | 1+10 0.0238 0.32 Q | | | | 1+15 0.0260 0.32 Q | | | | 1+20 0.0283 0.33 Q | | | | 1+25 0.0305 0.33 Q | | | | 1+30 0.0328 0.33 Q | | | | 1+35 0.0351 0.33 Q | | | | 1+40 0.0374 0.33 Q | | | | 1+45 0.0397 0.33 QV | | | | 1+50 0.0420 0.34 QV | | | | 1+55 0.0443 0.34 QV | | | | 2+ 0 0.0466 0.34 QV | | | | 2+ 5 0.0490 0.34 QV | | | | 2+10 0.0513 0.34 QV | | | | 2+15 0.0537 0.34 QV | | | | 2+20 0.0560 0.34 QV | | | | 2+25 0.0584 0.34 QV | | | | 2+30 0.0607 0.34 QV | | | | 2+35 0.0631 0.35 QV | | | | 2+40 0.0655 0.35 QV | | | | 2+45 0.0679 0.35 QV | | | | 2+50 0.0703 0.35 QV | | | | 2+55 0.0727 0.35 QV | | | | 3+ 0 0.0751 0.35 QV | | | | 3+ 5 0.0776 0.35 Q V | | | | 3+10 0.0800 0.35 Q V | | | | 3+15 0.0824 0.36 Q V | | | | 3+20 0.0849 0.36 Q V | | | | 3+25 0.0874 0.36 Q V | | | | 3+30 0.0898 0.36 Q V | | | | 3+35 0.0923 0.36 Q V | | | | 3+40 0.0948 0.36 Q V | | | | 3+45 0.0973 0.36 Q V | | | | 3+50 0.0998 0.36 Q V | | | | 3+55 0.1023 0.37 Q V | | | | 4+ 0 0.1049 0.37 Q V | | | | 4+ 5 0.1074 0.37 Q V | | | | 4+10 0.1100 0.37 Q V | | | | 4+15 0.1125 0.37 Q V | | | | 4+20 0.1151 0.37 Q V | | | | 4+25 0.1177 0.37 Q V | | | | 4+30 0.1203 0.38 Q V | | | | 4+35 0.1229 0.38 Q V | | | | 4+40 0.1255 0.38 Q V | | | | 4+45 0.1281 0.38 Q V | | | | 4+50 0.1307 0.38 Q V | | | | 4+55 0.1334 0.38 Q V | | | | 5+ 0 0.1360 0.39 Q V | | | | 5+ 5 0.1387 0.39 Q V | | | | 5+10 0.1414 0.39 Q V | | | | 5+15 0.1440 0.39 Q V | | | | 5+20 0.1467 0.39 Q V | | | | 5+25 0.1495 0.39 Q V | | | | 5+30 0.1522 0.40 Q V | | | | 5+35 0.1549 0.40 Q V | | | | 5+40 0.1577 0.40 Q V | | | | 5+45 0.1604 0.40 Q V | | | | 5+50 0.1632 0.40 Q V | | | | 5+55 0.1660 0.40 Q V | | | | 6+ 0 0.1688 0.41 Q V | | | | 6+ 5 0.1716 0.41 Q V | | | | 6+10 0.1744 0.41 Q V | | | | 6+15 0.1772 0.41 Q V | | | | 6+20 0.1801 0.41 Q V | | | | 6+25 0.1829 0.42 Q V | | | | 6+30 0.1858 0.42 Q V | | | | 6+35 0.1887 0.42 Q V | | | | 6+40 0.1916 0.42 Q V | | | | 6+45 0.1945 0.42 Q V | | | | 6+50 0.1974 0.43 Q V | | | | 6+55 0.2004 0.43 Q V | | | | 7+ 0 0.2034 0.43 Q V | | | | 7+ 5 0.2063 0.43 Q V | | | | 7+10 0.2093 0.43 Q V | | | | 7+15 0.2123 0.44 Q V | | | | 7+20 0.2154 0.44 Q V | | | | 7+25 0.2184 0.44 Q V | | | | 7+30 0.2214 0.44 Q V | | | | 7+35 0.2245 0.45 Q V | | | | 7+40 0.2276 0.45 Q V | | | | 7+45 0.2307 0.45 Q V | | | | 7+50 0.2338 0.45 Q V | | | | 7+55 0.2370 0.46 Q V | | | | 8+ 0 0.2401 0.46 Q V | | | | 8+ 5 0.2433 0.46 Q V | | | | 8+10 0.2465 0.46 Q V | | | | 8+15 0.2497 0.47 Q V | | | | 8+20 0.2529 0.47 Q V | | | | 8+25 0.2562 0.47 Q V | | | | 8+30 0.2595 0.47 Q V | | | | 8+35 0.2628 0.48 Q V | | | | 8+40 0.2661 0.48 Q V | | | | 8+45 0.2694 0.48 Q V | | | | 8+50 0.2727 0.49 Q V | | | | 8+55 0.2761 0.49 Q V | | | | 9+ 0 0.2795 0.49 Q V | | | | 9+ 5 0.2829 0.50 Q V | | | | 9+10 0.2864 0.50 Q V | | | | 9+15 0.2898 0.50 |Q V | | | | 9+20 0.2933 0.51 |Q V | | | | 9+25 0.2968 0.51 |Q V | | | | 9+30 0.3004 0.51 |Q V | | | | 9+35 0.3039 0.52 |Q V | | | | 9+40 0.3075 0.52 |Q V | | | | 9+45 0.3111 0.52 |Q V | | | | 9+50 0.3147 0.53 |Q V | | | | 9+55 0.3184 0.53 |Q V | | | | 10+ 0 0.3221 0.54 |Q V | | | | 10+ 5 0.3258 0.54 |Q V | | | | 10+10 0.3296 0.54 |Q V | | | | 10+15 0.3333 0.55 |Q V | | | | 10+20 0.3371 0.55 |Q V | | | | 10+25 0.3410 0.56 |Q V| | | | 10+30 0.3448 0.56 |Q V| | | | 10+35 0.3487 0.57 |Q V| | | | 10+40 0.3526 0.57 |Q V| | | | 10+45 0.3566 0.58 |Q V| | | | 10+50 0.3606 0.58 |Q V| | | | 10+55 0.3646 0.59 |Q V| | | | 11+ 0 0.3687 0.59 |Q V| | | | 11+ 5 0.3728 0.60 |Q V| | | | 11+10 0.3769 0.60 |Q V| | | | 11+15 0.3811 0.61 |Q V | | | 11+20 0.3853 0.61 |Q V | | | 11+25 0.3896 0.62 |Q V | | | 11+30 0.3939 0.62 |Q V | | | 11+35 0.3982 0.63 |Q V | | | 11+40 0.4026 0.64 |Q V | | | 11+45 0.4070 0.64 |Q V | | | 11+50 0.4115 0.65 |Q V | | | 11+55 0.4160 0.66 |Q V | | | 12+ 0 0.4206 0.66 |Q |V | | | 12+ 5 0.4253 0.68 |Q |V | | | 12+10 0.4301 0.70 |Q |V | | | 12+15 0.4351 0.73 |Q |V | | | 12+20 0.4403 0.75 |Q |V | | | 12+25 0.4455 0.76 |Q |V | | | 12+30 0.4509 0.77 |Q |V | | | 12+35 0.4563 0.79 |Q | V | | | 12+40 0.4618 0.80 |Q | V | | | 12+45 0.4673 0.81 |Q | V | | | 12+50 0.4730 0.82 |Q | V | | | 12+55 0.4787 0.83 |Q | V | | | 13+ 0 0.4845 0.84 |Q | V | | | 13+ 5 0.4904 0.86 |Q | V | | | 13+10 0.4964 0.87 |Q | V | | | 13+15 0.5025 0.88 |Q | V | | | 13+20 0.5086 0.89 |Q | V | | | 13+25 0.5149 0.91 |Q | V | | | 13+30 0.5212 0.92 |Q | V | | | 13+35 0.5277 0.94 |Q | V | | | 13+40 0.5342 0.95 |Q | V | | | 13+45 0.5409 0.97 |Q | V | | | 13+50 0.5477 0.98 |Q | V | | | 13+55 0.5546 1.00 | Q | V | | | 14+ 0 0.5616 1.02 | Q | V | | | 14+ 5 0.5688 1.04 | Q | V | | | 14+10 0.5761 1.06 | Q | V | | | 14+15 0.5835 1.08 | Q | V | | | 14+20 0.5912 1.11 | Q | V | | | 14+25 0.5989 1.13 | Q | V | | | 14+30 0.6069 1.16 | Q | V | | | 14+35 0.6151 1.19 | Q | V | | | 14+40 0.6235 1.22 | Q | V | | | 14+45 0.6321 1.25 | Q | V | | | 14+50 0.6410 1.29 | Q | V | | | 14+55 0.6501 1.33 | Q | V | | | 15+ 0 0.6596 1.37 | Q | V | | | 15+ 5 0.6694 1.42 | Q | V | | | 15+10 0.6795 1.47 | Q | V | | | 15+15 0.6901 1.53 | Q | V | | | 15+20 0.7011 1.60 | Q | V | | | 15+25 0.7126 1.67 | Q | V | | | 15+30 0.7242 1.68 | Q | V| | | 15+35 0.7359 1.70 | Q | V| | | 15+40 0.7481 1.78 | Q | V| | | 15+45 0.7614 1.92 | Q | V | | 15+50 0.7760 2.12 | Q | V | | 15+55 0.7930 2.47 | Q | V | | 16+ 0 0.8149 3.19 | Q | |V | | 16+ 5 0.8513 5.27 | Q | V | | 16+10 0.9142 9.13 | | Q | V | | 16+15 0.9835 10.07 | | Q V | | 16+20 1.0290 6.61 | | Q | V | | 16+25 1.0595 4.43 | Q | | V | | 16+30 1.0841 3.57 | Q | | V | | 16+35 1.1053 3.07 | Q | | V| | 16+40 1.1237 2.68 | Q | | V| | 16+45 1.1400 2.37 | Q | | V | 16+50 1.1546 2.11 | Q | | V | 16+55 1.1679 1.93 | Q | | V | 17+ 0 1.1802 1.78 | Q | | |V | 17+ 5 1.1914 1.63 | Q | | |V | 17+10 1.2018 1.51 | Q | | |V | 17+15 1.2114 1.40 | Q | | | V | 17+20 1.2203 1.30 | Q | | | V | 17+25 1.2287 1.22 | Q | | | V | 17+30 1.2364 1.12 | Q | | | V | 17+35 1.2435 1.02 | Q | | | V | 17+40 1.2502 0.98 |Q | | | V | 17+45 1.2567 0.95 |Q | | | V | 17+50 1.2630 0.91 |Q | | | V | 17+55 1.2691 0.89 |Q | | | V | 18+ 0 1.2750 0.86 |Q | | | V | 18+ 5 1.2808 0.83 |Q | | | V | 18+10 1.2863 0.80 |Q | | | V | 18+15 1.2915 0.76 |Q | | | V | 18+20 1.2965 0.73 |Q | | | V | 18+25 1.3013 0.70 |Q | | | V | 18+30 1.3060 0.68 |Q | | | V | 18+35 1.3106 0.67 |Q | | | V | 18+40 1.3151 0.65 |Q | | | V | 18+45 1.3195 0.64 |Q | | | V | 18+50 1.3238 0.62 |Q | | | V | 18+55 1.3280 0.61 |Q | | | V | 19+ 0 1.3321 0.60 |Q | | | V | 19+ 5 1.3361 0.59 |Q | | | V | 19+10 1.3401 0.58 |Q | | | V | 19+15 1.3440 0.57 |Q | | | V | 19+20 1.3478 0.56 |Q | | | V | 19+25 1.3516 0.55 |Q | | | V | 19+30 1.3553 0.54 |Q | | | V | 19+35 1.3589 0.53 |Q | | | V | 19+40 1.3625 0.52 |Q | | | V | 19+45 1.3661 0.52 |Q | | | V | 19+50 1.3696 0.51 |Q | | | V | 19+55 1.3731 0.50 |Q | | | V | 20+ 0 1.3765 0.50 Q | | | V | 20+ 5 1.3798 0.49 Q | | | V | 20+10 1.3832 0.48 Q | | | V | 20+15 1.3864 0.48 Q | | | V | 20+20 1.3897 0.47 Q | | | V | 20+25 1.3929 0.47 Q | | | V | 20+30 1.3961 0.46 Q | | | V | 20+35 1.3992 0.46 Q | | | V | 20+40 1.4023 0.45 Q | | | V | 20+45 1.4054 0.45 Q | | | V | 20+50 1.4084 0.44 Q | | | V | 20+55 1.4114 0.44 Q | | | V | 21+ 0 1.4144 0.43 Q | | | V | 21+ 5 1.4173 0.43 Q | | | V | 21+10 1.4202 0.42 Q | | | V | 21+15 1.4231 0.42 Q | | | V | 21+20 1.4260 0.41 Q | | | V | 21+25 1.4288 0.41 Q | | | V | 21+30 1.4316 0.41 Q | | | V | 21+35 1.4344 0.40 Q | | | V | 21+40 1.4371 0.40 Q | | | V | 21+45 1.4399 0.40 Q | | | V | 21+50 1.4426 0.39 Q | | | V | 21+55 1.4452 0.39 Q | | | V | 22+ 0 1.4479 0.39 Q | | | V | 22+ 5 1.4505 0.38 Q | | | V | 22+10 1.4532 0.38 Q | | | V | 22+15 1.4558 0.38 Q | | | V | 22+20 1.4583 0.37 Q | | | V | 22+25 1.4609 0.37 Q | | | V | 22+30 1.4634 0.37 Q | | | V | 22+35 1.4659 0.37 Q | | | V | 22+40 1.4684 0.36 Q | | | V | 22+45 1.4709 0.36 Q | | | V | 22+50 1.4734 0.36 Q | | | V | 22+55 1.4758 0.35 Q | | | V| 23+ 0 1.4782 0.35 Q | | | V| 23+ 5 1.4806 0.35 Q | | | V| 23+10 1.4830 0.35 Q | | | V| 23+15 1.4854 0.34 Q | | | V| 23+20 1.4878 0.34 Q | | | V| 23+25 1.4901 0.34 Q | | | V| 23+30 1.4924 0.34 Q | | | V| 23+35 1.4947 0.34 Q | | | V| 23+40 1.4970 0.33 Q | | | V| 23+45 1.4993 0.33 Q | | | V| 23+50 1.5016 0.33 Q | | | V| 23+55 1.5038 0.33 Q | | | V| 24+ 0 1.5061 0.33 Q | | | V| 24+ 5 1.5082 0.31 Q | | | V| 24+10 1.5098 0.24 Q | | | V| 24+15 1.5108 0.14 Q | | | V| 24+20 1.5115 0.09 Q | | | V| 24+25 1.5119 0.07 Q | | | V| 24+30 1.5123 0.05 Q | | | V| 24+35 1.5126 0.04 Q | | | V| 24+40 1.5128 0.03 Q | | | V| 24+45 1.5130 0.03 Q | | | V| 24+50 1.5131 0.02 Q | | | V| 24+55 1.5132 0.02 Q | | | V| 25+ 0 1.5133 0.01 Q | | | V| 25+ 5 1.5134 0.01 Q | | | V| 25+10 1.5134 0.01 Q | | | V| 25+15 1.5134 0.00 Q | | | V| 25+20 1.5134 0.00 Q | | | V| 25+25 1.5135 0.00 Q | | | V| ----------------------------------------------------------------------- 14 PROPOSED CONDITION U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 06/07/22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6362 --------------------------------------------------------------------- UNIT HYDROGRAPH FOR TRIBUTARY AREA A - 100 YR STORM Southridge -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 28.43 1 0.81 -------------------------------------------------------------------- Rainfall data for year 2 28.43 6 1.34 -------------------------------------------------------------------- Rainfall data for year 2 28.43 24 2.40 -------------------------------------------------------------------- Rainfall data for year 100 28.43 1 1.28 -------------------------------------------------------------------- Rainfall data for year 100 28.43 6 3.03 -------------------------------------------------------------------- Rainfall data for year 100 28.43 24 5.53 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 56.0 75.8 28.43 1.000 0.440 0.400 0.176 Area-averaged adjusted loss rate Fm (In/Hr) = 0.176 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 11.37 0.400 56.0 75.8 3.19 0.535 17.06 0.600 98.0 98.0 0.20 0.957 Area-averaged catchment yield fraction, Y = 0.788 Area-averaged low loss fraction, Yb = 0.212 User entry of time of concentration = 0.219 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 28.43(Ac.) Catchment Lag time = 0.175 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 47.5647 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.176(In/Hr) Average low loss rate fraction (Yb) = 0.212 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.474(In) Computed peak 30-minute rainfall = 0.970(In) Specified peak 1-hour rainfall = 1.280(In) Computed peak 3-hour rainfall = 2.171(In) Specified peak 6-hour rainfall = 3.030(In) Specified peak 24-hour rainfall = 5.530(In) Rainfall depth area reduction factors: Using a total area of 28.43(Ac.) (Ref: fig. E-4) 5-minute factor = 0.999 Adjusted rainfall = 0.473(In) 30-minute factor = 0.999 Adjusted rainfall = 0.969(In) 1-hour factor = 0.999 Adjusted rainfall = 1.278(In) 3-hour factor = 1.000 Adjusted rainfall = 2.171(In) 6-hour factor = 1.000 Adjusted rainfall = 3.030(In) 24-hour factor = 1.000 Adjusted rainfall = 5.530(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 343.83 (CFS)) 1 4.163 14.313 2 27.117 78.922 3 64.777 129.484 4 87.678 78.740 5 96.107 28.981 6 98.508 8.258 7 99.365 2.945 8 100.000 2.183 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4731 0.4731 2 0.6243 0.1512 3 0.7342 0.1099 4 0.8237 0.0895 5 0.9006 0.0769 6 0.9688 0.0681 7 1.0304 0.0616 8 1.0869 0.0565 9 1.1393 0.0524 10 1.1884 0.0490 11 1.2346 0.0462 12 1.2783 0.0437 13 1.3286 0.0503 14 1.3769 0.0483 15 1.4234 0.0466 16 1.4684 0.0450 17 1.5120 0.0435 18 1.5542 0.0422 19 1.5952 0.0410 20 1.6352 0.0399 21 1.6741 0.0389 22 1.7120 0.0380 23 1.7491 0.0371 24 1.7853 0.0362 25 1.8208 0.0355 26 1.8556 0.0347 27 1.8896 0.0341 28 1.9230 0.0334 29 1.9559 0.0328 30 1.9881 0.0322 31 2.0197 0.0317 32 2.0509 0.0311 33 2.0815 0.0306 34 2.1117 0.0302 35 2.1414 0.0297 36 2.1707 0.0293 37 2.1995 0.0288 38 2.2279 0.0284 39 2.2559 0.0280 40 2.2835 0.0276 41 2.3108 0.0273 42 2.3378 0.0269 43 2.3644 0.0266 44 2.3907 0.0263 45 2.4167 0.0260 46 2.4423 0.0257 47 2.4677 0.0254 48 2.4929 0.0251 49 2.5177 0.0248 50 2.5423 0.0246 51 2.5666 0.0243 52 2.5907 0.0241 53 2.6146 0.0238 54 2.6382 0.0236 55 2.6616 0.0234 56 2.6847 0.0232 57 2.7077 0.0230 58 2.7304 0.0227 59 2.7530 0.0225 60 2.7753 0.0223 61 2.7975 0.0222 62 2.8195 0.0220 63 2.8412 0.0218 64 2.8628 0.0216 65 2.8843 0.0214 66 2.9055 0.0213 67 2.9266 0.0211 68 2.9476 0.0209 69 2.9683 0.0208 70 2.9890 0.0206 71 3.0094 0.0205 72 3.0297 0.0203 73 3.0479 0.0182 74 3.0660 0.0181 75 3.0839 0.0179 76 3.1017 0.0178 77 3.1193 0.0176 78 3.1368 0.0175 79 3.1542 0.0174 80 3.1715 0.0173 81 3.1886 0.0171 82 3.2057 0.0170 83 3.2226 0.0169 84 3.2394 0.0168 85 3.2560 0.0167 86 3.2726 0.0166 87 3.2891 0.0165 88 3.3054 0.0164 89 3.3217 0.0163 90 3.3378 0.0161 91 3.3539 0.0160 92 3.3698 0.0159 93 3.3857 0.0158 94 3.4014 0.0158 95 3.4171 0.0157 96 3.4327 0.0156 97 3.4481 0.0155 98 3.4635 0.0154 99 3.4788 0.0153 100 3.4940 0.0152 101 3.5091 0.0151 102 3.5242 0.0150 103 3.5391 0.0150 104 3.5540 0.0149 105 3.5688 0.0148 106 3.5835 0.0147 107 3.5981 0.0146 108 3.6127 0.0146 109 3.6272 0.0145 110 3.6416 0.0144 111 3.6559 0.0143 112 3.6702 0.0143 113 3.6844 0.0142 114 3.6985 0.0141 115 3.7125 0.0140 116 3.7265 0.0140 117 3.7404 0.0139 118 3.7542 0.0138 119 3.7680 0.0138 120 3.7817 0.0137 121 3.7954 0.0136 122 3.8090 0.0136 123 3.8225 0.0135 124 3.8359 0.0135 125 3.8493 0.0134 126 3.8627 0.0133 127 3.8759 0.0133 128 3.8892 0.0132 129 3.9023 0.0132 130 3.9154 0.0131 131 3.9285 0.0130 132 3.9414 0.0130 133 3.9544 0.0129 134 3.9673 0.0129 135 3.9801 0.0128 136 3.9928 0.0128 137 4.0056 0.0127 138 4.0182 0.0127 139 4.0308 0.0126 140 4.0434 0.0126 141 4.0559 0.0125 142 4.0684 0.0125 143 4.0808 0.0124 144 4.0931 0.0124 145 4.1055 0.0123 146 4.1177 0.0123 147 4.1299 0.0122 148 4.1421 0.0122 149 4.1542 0.0121 150 4.1663 0.0121 151 4.1783 0.0120 152 4.1903 0.0120 153 4.2023 0.0119 154 4.2142 0.0119 155 4.2260 0.0119 156 4.2378 0.0118 157 4.2496 0.0118 158 4.2613 0.0117 159 4.2730 0.0117 160 4.2847 0.0116 161 4.2963 0.0116 162 4.3078 0.0116 163 4.3193 0.0115 164 4.3308 0.0115 165 4.3423 0.0114 166 4.3537 0.0114 167 4.3650 0.0114 168 4.3764 0.0113 169 4.3876 0.0113 170 4.3989 0.0112 171 4.4101 0.0112 172 4.4213 0.0112 173 4.4324 0.0111 174 4.4435 0.0111 175 4.4546 0.0111 176 4.4656 0.0110 177 4.4766 0.0110 178 4.4876 0.0110 179 4.4985 0.0109 180 4.5094 0.0109 181 4.5202 0.0109 182 4.5311 0.0108 183 4.5419 0.0108 184 4.5526 0.0108 185 4.5633 0.0107 186 4.5740 0.0107 187 4.5847 0.0107 188 4.5953 0.0106 189 4.6059 0.0106 190 4.6165 0.0106 191 4.6270 0.0105 192 4.6375 0.0105 193 4.6480 0.0105 194 4.6584 0.0104 195 4.6688 0.0104 196 4.6792 0.0104 197 4.6895 0.0103 198 4.6998 0.0103 199 4.7101 0.0103 200 4.7204 0.0103 201 4.7306 0.0102 202 4.7408 0.0102 203 4.7510 0.0102 204 4.7611 0.0101 205 4.7712 0.0101 206 4.7813 0.0101 207 4.7914 0.0101 208 4.8014 0.0100 209 4.8114 0.0100 210 4.8214 0.0100 211 4.8314 0.0100 212 4.8413 0.0099 213 4.8512 0.0099 214 4.8611 0.0099 215 4.8709 0.0098 216 4.8807 0.0098 217 4.8905 0.0098 218 4.9003 0.0098 219 4.9100 0.0097 220 4.9197 0.0097 221 4.9294 0.0097 222 4.9391 0.0097 223 4.9488 0.0096 224 4.9584 0.0096 225 4.9680 0.0096 226 4.9775 0.0096 227 4.9871 0.0095 228 4.9966 0.0095 229 5.0061 0.0095 230 5.0156 0.0095 231 5.0250 0.0095 232 5.0345 0.0094 233 5.0439 0.0094 234 5.0533 0.0094 235 5.0626 0.0094 236 5.0720 0.0093 237 5.0813 0.0093 238 5.0906 0.0093 239 5.0998 0.0093 240 5.1091 0.0093 241 5.1183 0.0092 242 5.1275 0.0092 243 5.1367 0.0092 244 5.1459 0.0092 245 5.1550 0.0091 246 5.1641 0.0091 247 5.1732 0.0091 248 5.1823 0.0091 249 5.1914 0.0091 250 5.2004 0.0090 251 5.2094 0.0090 252 5.2184 0.0090 253 5.2274 0.0090 254 5.2364 0.0090 255 5.2453 0.0089 256 5.2542 0.0089 257 5.2631 0.0089 258 5.2720 0.0089 259 5.2809 0.0089 260 5.2897 0.0088 261 5.2985 0.0088 262 5.3073 0.0088 263 5.3161 0.0088 264 5.3249 0.0088 265 5.3336 0.0087 266 5.3423 0.0087 267 5.3510 0.0087 268 5.3597 0.0087 269 5.3684 0.0087 270 5.3771 0.0087 271 5.3857 0.0086 272 5.3943 0.0086 273 5.4029 0.0086 274 5.4115 0.0086 275 5.4201 0.0086 276 5.4286 0.0085 277 5.4371 0.0085 278 5.4456 0.0085 279 5.4541 0.0085 280 5.4626 0.0085 281 5.4711 0.0085 282 5.4795 0.0084 283 5.4879 0.0084 284 5.4963 0.0084 285 5.5047 0.0084 286 5.5131 0.0084 287 5.5215 0.0084 288 5.5298 0.0083 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0083 0.0018 0.0066 2 0.0084 0.0018 0.0066 3 0.0084 0.0018 0.0066 4 0.0084 0.0018 0.0066 5 0.0084 0.0018 0.0067 6 0.0085 0.0018 0.0067 7 0.0085 0.0018 0.0067 8 0.0085 0.0018 0.0067 9 0.0085 0.0018 0.0067 10 0.0086 0.0018 0.0068 11 0.0086 0.0018 0.0068 12 0.0086 0.0018 0.0068 13 0.0087 0.0018 0.0068 14 0.0087 0.0018 0.0068 15 0.0087 0.0018 0.0069 16 0.0087 0.0018 0.0069 17 0.0088 0.0019 0.0069 18 0.0088 0.0019 0.0069 19 0.0088 0.0019 0.0070 20 0.0088 0.0019 0.0070 21 0.0089 0.0019 0.0070 22 0.0089 0.0019 0.0070 23 0.0089 0.0019 0.0070 24 0.0090 0.0019 0.0071 25 0.0090 0.0019 0.0071 26 0.0090 0.0019 0.0071 27 0.0091 0.0019 0.0071 28 0.0091 0.0019 0.0072 29 0.0091 0.0019 0.0072 30 0.0091 0.0019 0.0072 31 0.0092 0.0019 0.0072 32 0.0092 0.0019 0.0073 33 0.0093 0.0020 0.0073 34 0.0093 0.0020 0.0073 35 0.0093 0.0020 0.0073 36 0.0093 0.0020 0.0074 37 0.0094 0.0020 0.0074 38 0.0094 0.0020 0.0074 39 0.0095 0.0020 0.0075 40 0.0095 0.0020 0.0075 41 0.0095 0.0020 0.0075 42 0.0095 0.0020 0.0075 43 0.0096 0.0020 0.0076 44 0.0096 0.0020 0.0076 45 0.0097 0.0020 0.0076 46 0.0097 0.0021 0.0076 47 0.0097 0.0021 0.0077 48 0.0098 0.0021 0.0077 49 0.0098 0.0021 0.0077 50 0.0098 0.0021 0.0078 51 0.0099 0.0021 0.0078 52 0.0099 0.0021 0.0078 53 0.0100 0.0021 0.0079 54 0.0100 0.0021 0.0079 55 0.0101 0.0021 0.0079 56 0.0101 0.0021 0.0080 57 0.0101 0.0021 0.0080 58 0.0102 0.0022 0.0080 59 0.0102 0.0022 0.0081 60 0.0103 0.0022 0.0081 61 0.0103 0.0022 0.0081 62 0.0103 0.0022 0.0082 63 0.0104 0.0022 0.0082 64 0.0104 0.0022 0.0082 65 0.0105 0.0022 0.0083 66 0.0105 0.0022 0.0083 67 0.0106 0.0022 0.0084 68 0.0106 0.0022 0.0084 69 0.0107 0.0023 0.0084 70 0.0107 0.0023 0.0085 71 0.0108 0.0023 0.0085 72 0.0108 0.0023 0.0085 73 0.0109 0.0023 0.0086 74 0.0109 0.0023 0.0086 75 0.0110 0.0023 0.0087 76 0.0110 0.0023 0.0087 77 0.0111 0.0024 0.0088 78 0.0111 0.0024 0.0088 79 0.0112 0.0024 0.0088 80 0.0112 0.0024 0.0089 81 0.0113 0.0024 0.0089 82 0.0114 0.0024 0.0090 83 0.0114 0.0024 0.0090 84 0.0115 0.0024 0.0091 85 0.0116 0.0024 0.0091 86 0.0116 0.0025 0.0091 87 0.0117 0.0025 0.0092 88 0.0117 0.0025 0.0092 89 0.0118 0.0025 0.0093 90 0.0119 0.0025 0.0093 91 0.0119 0.0025 0.0094 92 0.0120 0.0025 0.0094 93 0.0121 0.0026 0.0095 94 0.0121 0.0026 0.0096 95 0.0122 0.0026 0.0096 96 0.0123 0.0026 0.0097 97 0.0124 0.0026 0.0097 98 0.0124 0.0026 0.0098 99 0.0125 0.0026 0.0099 100 0.0126 0.0027 0.0099 101 0.0127 0.0027 0.0100 102 0.0127 0.0027 0.0100 103 0.0128 0.0027 0.0101 104 0.0129 0.0027 0.0102 105 0.0130 0.0027 0.0102 106 0.0130 0.0028 0.0103 107 0.0132 0.0028 0.0104 108 0.0132 0.0028 0.0104 109 0.0133 0.0028 0.0105 110 0.0134 0.0028 0.0106 111 0.0135 0.0029 0.0107 112 0.0136 0.0029 0.0107 113 0.0137 0.0029 0.0108 114 0.0138 0.0029 0.0109 115 0.0139 0.0029 0.0110 116 0.0140 0.0030 0.0110 117 0.0141 0.0030 0.0111 118 0.0142 0.0030 0.0112 119 0.0143 0.0030 0.0113 120 0.0144 0.0030 0.0114 121 0.0146 0.0031 0.0115 122 0.0146 0.0031 0.0115 123 0.0148 0.0031 0.0117 124 0.0149 0.0031 0.0117 125 0.0150 0.0032 0.0119 126 0.0151 0.0032 0.0119 127 0.0153 0.0032 0.0121 128 0.0154 0.0033 0.0121 129 0.0156 0.0033 0.0123 130 0.0157 0.0033 0.0123 131 0.0158 0.0034 0.0125 132 0.0159 0.0034 0.0126 133 0.0161 0.0034 0.0127 134 0.0163 0.0034 0.0128 135 0.0165 0.0035 0.0130 136 0.0166 0.0035 0.0131 137 0.0168 0.0036 0.0132 138 0.0169 0.0036 0.0133 139 0.0171 0.0036 0.0135 140 0.0173 0.0037 0.0136 141 0.0175 0.0037 0.0138 142 0.0176 0.0037 0.0139 143 0.0179 0.0038 0.0141 144 0.0181 0.0038 0.0142 145 0.0203 0.0043 0.0160 146 0.0205 0.0043 0.0161 147 0.0208 0.0044 0.0164 148 0.0209 0.0044 0.0165 149 0.0213 0.0045 0.0168 150 0.0214 0.0045 0.0169 151 0.0218 0.0046 0.0172 152 0.0220 0.0047 0.0173 153 0.0223 0.0047 0.0176 154 0.0225 0.0048 0.0178 155 0.0230 0.0049 0.0181 156 0.0232 0.0049 0.0183 157 0.0236 0.0050 0.0186 158 0.0238 0.0050 0.0188 159 0.0243 0.0052 0.0192 160 0.0246 0.0052 0.0194 161 0.0251 0.0053 0.0198 162 0.0254 0.0054 0.0200 163 0.0260 0.0055 0.0205 164 0.0263 0.0056 0.0207 165 0.0269 0.0057 0.0212 166 0.0273 0.0058 0.0215 167 0.0280 0.0059 0.0221 168 0.0284 0.0060 0.0224 169 0.0293 0.0062 0.0231 170 0.0297 0.0063 0.0234 171 0.0306 0.0065 0.0242 172 0.0311 0.0066 0.0246 173 0.0322 0.0068 0.0254 174 0.0328 0.0069 0.0259 175 0.0341 0.0072 0.0269 176 0.0347 0.0074 0.0274 177 0.0362 0.0077 0.0286 178 0.0371 0.0078 0.0292 179 0.0389 0.0082 0.0307 180 0.0399 0.0085 0.0315 181 0.0422 0.0089 0.0333 182 0.0435 0.0092 0.0343 183 0.0466 0.0099 0.0367 184 0.0483 0.0102 0.0381 185 0.0437 0.0093 0.0345 186 0.0462 0.0098 0.0364 187 0.0524 0.0111 0.0413 188 0.0565 0.0120 0.0446 189 0.0681 0.0144 0.0537 190 0.0769 0.0147 0.0622 191 0.1099 0.0147 0.0953 192 0.1512 0.0147 0.1365 193 0.4731 0.0147 0.4584 194 0.0895 0.0147 0.0749 195 0.0616 0.0130 0.0486 196 0.0490 0.0104 0.0387 197 0.0503 0.0106 0.0396 198 0.0450 0.0095 0.0355 199 0.0410 0.0087 0.0323 200 0.0380 0.0080 0.0299 201 0.0355 0.0075 0.0280 202 0.0334 0.0071 0.0263 203 0.0317 0.0067 0.0250 204 0.0302 0.0064 0.0238 205 0.0288 0.0061 0.0227 206 0.0276 0.0059 0.0218 207 0.0266 0.0056 0.0210 208 0.0257 0.0054 0.0202 209 0.0248 0.0053 0.0196 210 0.0241 0.0051 0.0190 211 0.0234 0.0050 0.0184 212 0.0227 0.0048 0.0179 213 0.0222 0.0047 0.0175 214 0.0216 0.0046 0.0170 215 0.0211 0.0045 0.0166 216 0.0206 0.0044 0.0163 217 0.0182 0.0039 0.0143 218 0.0178 0.0038 0.0140 219 0.0174 0.0037 0.0137 220 0.0170 0.0036 0.0134 221 0.0167 0.0035 0.0132 222 0.0164 0.0035 0.0129 223 0.0160 0.0034 0.0126 224 0.0158 0.0033 0.0124 225 0.0155 0.0033 0.0122 226 0.0152 0.0032 0.0120 227 0.0150 0.0032 0.0118 228 0.0147 0.0031 0.0116 229 0.0145 0.0031 0.0114 230 0.0143 0.0030 0.0112 231 0.0140 0.0030 0.0111 232 0.0138 0.0029 0.0109 233 0.0136 0.0029 0.0108 234 0.0135 0.0028 0.0106 235 0.0133 0.0028 0.0105 236 0.0131 0.0028 0.0103 237 0.0129 0.0027 0.0102 238 0.0128 0.0027 0.0101 239 0.0126 0.0027 0.0099 240 0.0125 0.0026 0.0098 241 0.0123 0.0026 0.0097 242 0.0122 0.0026 0.0096 243 0.0120 0.0025 0.0095 244 0.0119 0.0025 0.0094 245 0.0118 0.0025 0.0093 246 0.0116 0.0025 0.0092 247 0.0115 0.0024 0.0091 248 0.0114 0.0024 0.0090 249 0.0113 0.0024 0.0089 250 0.0112 0.0024 0.0088 251 0.0111 0.0023 0.0087 252 0.0110 0.0023 0.0086 253 0.0109 0.0023 0.0086 254 0.0108 0.0023 0.0085 255 0.0107 0.0023 0.0084 256 0.0106 0.0022 0.0083 257 0.0105 0.0022 0.0083 258 0.0104 0.0022 0.0082 259 0.0103 0.0022 0.0081 260 0.0102 0.0022 0.0080 261 0.0101 0.0021 0.0080 262 0.0100 0.0021 0.0079 263 0.0100 0.0021 0.0078 264 0.0099 0.0021 0.0078 265 0.0098 0.0021 0.0077 266 0.0097 0.0021 0.0077 267 0.0096 0.0020 0.0076 268 0.0096 0.0020 0.0075 269 0.0095 0.0020 0.0075 270 0.0094 0.0020 0.0074 271 0.0094 0.0020 0.0074 272 0.0093 0.0020 0.0073 273 0.0092 0.0020 0.0073 274 0.0092 0.0019 0.0072 275 0.0091 0.0019 0.0072 276 0.0090 0.0019 0.0071 277 0.0090 0.0019 0.0071 278 0.0089 0.0019 0.0070 279 0.0089 0.0019 0.0070 280 0.0088 0.0019 0.0069 281 0.0087 0.0019 0.0069 282 0.0087 0.0018 0.0068 283 0.0086 0.0018 0.0068 284 0.0086 0.0018 0.0068 285 0.0085 0.0018 0.0067 286 0.0085 0.0018 0.0067 287 0.0084 0.0018 0.0066 288 0.0084 0.0018 0.0066 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.05(In) Total effective rainfall = 4.48(In) Peak flow rate in flood hydrograph = 80.24(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 22.5 45.0 67.5 90.0 ----------------------------------------------------------------------- 0+ 5 0.0006 0.09 Q | | | | 0+10 0.0049 0.61 Q | | | | 0+15 0.0150 1.47 Q | | | | 0+20 0.0287 1.99 Q | | | | 0+25 0.0437 2.18 Q | | | | 0+30 0.0592 2.24 Q | | | | 0+35 0.0748 2.27 VQ | | | | 0+40 0.0906 2.29 VQ | | | | 0+45 0.1064 2.30 VQ | | | | 0+50 0.1223 2.31 VQ | | | | 0+55 0.1382 2.31 VQ | | | | 1+ 0 0.1542 2.32 VQ | | | | 1+ 5 0.1703 2.33 VQ | | | | 1+10 0.1863 2.34 VQ | | | | 1+15 0.2025 2.34 VQ | | | | 1+20 0.2187 2.35 VQ | | | | 1+25 0.2349 2.36 VQ | | | | 1+30 0.2512 2.36 VQ | | | | 1+35 0.2675 2.37 |Q | | | | 1+40 0.2839 2.38 |Q | | | | 1+45 0.3003 2.39 |Q | | | | 1+50 0.3168 2.40 |Q | | | | 1+55 0.3334 2.40 |Q | | | | 2+ 0 0.3500 2.41 |Q | | | | 2+ 5 0.3667 2.42 |Q | | | | 2+10 0.3834 2.43 |Q | | | | 2+15 0.4002 2.44 |Q | | | | 2+20 0.4170 2.44 |Q | | | | 2+25 0.4339 2.45 |Q | | | | 2+30 0.4508 2.46 |Q | | | | 2+35 0.4678 2.47 |Q | | | | 2+40 0.4849 2.48 |Q | | | | 2+45 0.5020 2.49 |Q | | | | 2+50 0.5192 2.49 |Q | | | | 2+55 0.5364 2.50 |QV | | | | 3+ 0 0.5537 2.51 |QV | | | | 3+ 5 0.5711 2.52 |QV | | | | 3+10 0.5885 2.53 |QV | | | | 3+15 0.6060 2.54 |QV | | | | 3+20 0.6236 2.55 |QV | | | | 3+25 0.6412 2.56 |QV | | | | 3+30 0.6589 2.57 |QV | | | | 3+35 0.6767 2.58 |QV | | | | 3+40 0.6945 2.59 |QV | | | | 3+45 0.7124 2.60 |QV | | | | 3+50 0.7303 2.61 |QV | | | | 3+55 0.7483 2.62 |QV | | | | 4+ 0 0.7664 2.63 |QV | | | | 4+ 5 0.7846 2.64 |QV | | | | 4+10 0.8028 2.65 |Q V | | | | 4+15 0.8211 2.66 |Q V | | | | 4+20 0.8395 2.67 |Q V | | | | 4+25 0.8579 2.68 |Q V | | | | 4+30 0.8765 2.69 |Q V | | | | 4+35 0.8951 2.70 |Q V | | | | 4+40 0.9137 2.71 |Q V | | | | 4+45 0.9325 2.72 |Q V | | | | 4+50 0.9513 2.73 |Q V | | | | 4+55 0.9702 2.74 |Q V | | | | 5+ 0 0.9892 2.76 |Q V | | | | 5+ 5 1.0083 2.77 |Q V | | | | 5+10 1.0274 2.78 |Q V | | | | 5+15 1.0466 2.79 |Q V | | | | 5+20 1.0659 2.80 |Q V | | | | 5+25 1.0853 2.82 |Q V | | | | 5+30 1.1048 2.83 |Q V | | | | 5+35 1.1244 2.84 |Q V | | | | 5+40 1.1440 2.85 |Q V | | | | 5+45 1.1638 2.87 |Q V | | | | 5+50 1.1836 2.88 |Q V | | | | 5+55 1.2035 2.89 |Q V | | | | 6+ 0 1.2235 2.91 |Q V | | | | 6+ 5 1.2436 2.92 |Q V | | | | 6+10 1.2638 2.93 |Q V | | | | 6+15 1.2841 2.95 |Q V | | | | 6+20 1.3045 2.96 |Q V | | | | 6+25 1.3250 2.97 |Q V | | | | 6+30 1.3456 2.99 |Q V | | | | 6+35 1.3663 3.00 |Q V | | | | 6+40 1.3870 3.02 |Q V | | | | 6+45 1.4079 3.03 |Q V | | | | 6+50 1.4289 3.05 |Q V | | | | 6+55 1.4500 3.06 |Q V | | | | 7+ 0 1.4712 3.08 |Q V | | | | 7+ 5 1.4926 3.10 |Q V | | | | 7+10 1.5140 3.11 |Q V | | | | 7+15 1.5355 3.13 |Q V | | | | 7+20 1.5572 3.14 |Q V | | | | 7+25 1.5789 3.16 |Q V | | | | 7+30 1.6008 3.18 |Q V | | | | 7+35 1.6228 3.19 |Q V | | | | 7+40 1.6450 3.21 |Q V | | | | 7+45 1.6672 3.23 |Q V | | | | 7+50 1.6896 3.25 |Q V | | | | 7+55 1.7121 3.27 |Q V | | | | 8+ 0 1.7347 3.29 |Q V | | | | 8+ 5 1.7574 3.30 |Q V | | | | 8+10 1.7803 3.32 |Q V | | | | 8+15 1.8034 3.34 |Q V | | | | 8+20 1.8265 3.36 |Q V | | | | 8+25 1.8498 3.38 |Q V | | | | 8+30 1.8733 3.40 |Q V | | | | 8+35 1.8968 3.42 |Q V | | | | 8+40 1.9206 3.45 |Q V | | | | 8+45 1.9445 3.47 |Q V | | | | 8+50 1.9685 3.49 |Q V | | | | 8+55 1.9927 3.51 |Q V | | | | 9+ 0 2.0170 3.53 |Q V | | | | 9+ 5 2.0415 3.56 |Q V | | | | 9+10 2.0662 3.58 |Q V | | | | 9+15 2.0910 3.61 |Q V | | | | 9+20 2.1160 3.63 |Q V | | | | 9+25 2.1412 3.65 |Q V | | | | 9+30 2.1665 3.68 |Q V | | | | 9+35 2.1920 3.71 |Q V | | | | 9+40 2.2177 3.73 |Q V | | | | 9+45 2.2436 3.76 |Q V | | | | 9+50 2.2697 3.79 |Q V | | | | 9+55 2.2960 3.82 |Q V | | | | 10+ 0 2.3225 3.84 |Q V | | | | 10+ 5 2.3491 3.87 |Q V | | | | 10+10 2.3760 3.90 |Q V | | | | 10+15 2.4031 3.93 |Q V| | | | 10+20 2.4304 3.96 |Q V| | | | 10+25 2.4580 4.00 |Q V| | | | 10+30 2.4857 4.03 |Q V| | | | 10+35 2.5137 4.06 |Q V| | | | 10+40 2.5419 4.10 |Q V| | | | 10+45 2.5704 4.13 |Q V| | | | 10+50 2.5991 4.17 |Q V| | | | 10+55 2.6280 4.21 |Q V| | | | 11+ 0 2.6573 4.24 |Q V | | | 11+ 5 2.6867 4.28 |Q V | | | 11+10 2.7165 4.32 |Q V | | | 11+15 2.7465 4.36 |Q V | | | 11+20 2.7769 4.40 |Q V | | | 11+25 2.8075 4.45 |Q V | | | 11+30 2.8384 4.49 |Q V | | | 11+35 2.8696 4.54 | Q V | | | 11+40 2.9012 4.58 | Q V | | | 11+45 2.9331 4.63 | Q |V | | | 11+50 2.9653 4.68 | Q |V | | | 11+55 2.9978 4.73 | Q |V | | | 12+ 0 3.0308 4.78 | Q |V | | | 12+ 5 3.0642 4.86 | Q |V | | | 12+10 3.0989 5.04 | Q |V | | | 12+15 3.1354 5.30 | Q |V | | | 12+20 3.1731 5.48 | Q |V | | | 12+25 3.2116 5.59 | Q | V | | | 12+30 3.2506 5.66 | Q | V | | | 12+35 3.2901 5.73 | Q | V | | | 12+40 3.3301 5.81 | Q | V | | | 12+45 3.3706 5.88 | Q | V | | | 12+50 3.4116 5.95 | Q | V | | | 12+55 3.4531 6.03 | Q | V | | | 13+ 0 3.4951 6.11 | Q | V | | | 13+ 5 3.5378 6.19 | Q | V | | | 13+10 3.5810 6.28 | Q | V | | | 13+15 3.6249 6.37 | Q | V | | | 13+20 3.6694 6.46 | Q | V | | | 13+25 3.7145 6.56 | Q | V | | | 13+30 3.7604 6.66 | Q | V | | | 13+35 3.8070 6.77 | Q | V | | | 13+40 3.8544 6.88 | Q | V | | | 13+45 3.9026 7.00 | Q | V | | | 13+50 3.9517 7.12 | Q | V | | | 13+55 4.0017 7.26 | Q | V | | | 14+ 0 4.0526 7.39 | Q | V | | | 14+ 5 4.1045 7.54 | Q | V | | | 14+10 4.1575 7.70 | Q | V | | | 14+15 4.2117 7.87 | Q | V | | | 14+20 4.2672 8.05 | Q | V | | | 14+25 4.3239 8.24 | Q | V | | | 14+30 4.3820 8.44 | Q | V | | | 14+35 4.4417 8.66 | Q | V | | | 14+40 4.5029 8.89 | Q | V | | | 14+45 4.5659 9.14 | Q | V | | | 14+50 4.6307 9.42 | Q | V | | | 14+55 4.6977 9.72 | Q | V | | | 15+ 0 4.7669 10.05 | Q | V | | | 15+ 5 4.8387 10.42 | Q | V | | | 15+10 4.9133 10.83 | Q | V | | | 15+15 4.9911 11.30 | Q | V | | | 15+20 5.0725 11.82 | Q | V| | | 15+25 5.1575 12.33 | Q | V| | | 15+30 5.2435 12.49 | Q | V| | | 15+35 5.3292 12.44 | Q | V | | 15+40 5.4181 12.91 | Q | V | | 15+45 5.5145 14.00 | Q | V | | 15+50 5.6225 15.69 | Q | |V | | 15+55 5.7494 18.42 | Q | |V | | 16+ 0 5.9118 23.58 | Q | V | | 16+ 5 6.1645 36.69 | | Q | V | | 16+10 6.6114 64.90 | | | V Q | | 16+15 7.1641 80.24 | | | V | Q | 16+20 7.5444 55.22 | | | Q V | | 16+25 7.7554 30.63 | | Q | V| | 16+30 7.8864 19.03 | Q | | V| | 16+35 7.9905 15.11 | Q | | V | 16+40 8.0830 13.44 | Q | | V | 16+45 8.1624 11.52 | Q | | V | 16+50 8.2352 10.58 | Q | | |V | 16+55 8.3030 9.84 | Q | | |V | 17+ 0 8.3667 9.25 | Q | | |V | 17+ 5 8.4269 8.74 | Q | | |V | 17+10 8.4841 8.30 | Q | | | V | 17+15 8.5386 7.92 | Q | | | V | 17+20 8.5909 7.59 | Q | | | V | 17+25 8.6411 7.30 | Q | | | V | 17+30 8.6896 7.03 | Q | | | V | 17+35 8.7364 6.80 | Q | | | V | 17+40 8.7818 6.59 | Q | | | V | 17+45 8.8258 6.39 | Q | | | V | 17+50 8.8686 6.21 | Q | | | V | 17+55 8.9103 6.05 | Q | | | V | 18+ 0 8.9509 5.90 | Q | | | V | 18+ 5 8.9903 5.73 | Q | | | V | 18+10 9.0281 5.48 | Q | | | V | 18+15 9.0636 5.15 | Q | | | V | 18+20 9.0974 4.91 | Q | | | V | 18+25 9.1302 4.76 | Q | | | V | 18+30 9.1622 4.65 | Q | | | V | 18+35 9.1935 4.55 | Q | | | V | 18+40 9.2242 4.46 |Q | | | V | 18+45 9.2543 4.37 |Q | | | V | 18+50 9.2839 4.29 |Q | | | V | 18+55 9.3129 4.21 |Q | | | V | 19+ 0 9.3414 4.14 |Q | | | V | 19+ 5 9.3694 4.07 |Q | | | V | 19+10 9.3970 4.00 |Q | | | V | 19+15 9.4242 3.94 |Q | | | V | 19+20 9.4509 3.88 |Q | | | V | 19+25 9.4772 3.82 |Q | | | V | 19+30 9.5031 3.77 |Q | | | V | 19+35 9.5287 3.71 |Q | | | V | 19+40 9.5539 3.66 |Q | | | V | 19+45 9.5788 3.61 |Q | | | V | 19+50 9.6033 3.56 |Q | | | V | 19+55 9.6275 3.52 |Q | | | V | 20+ 0 9.6514 3.47 |Q | | | V | 20+ 5 9.6750 3.43 |Q | | | V | 20+10 9.6984 3.39 |Q | | | V | 20+15 9.7214 3.35 |Q | | | V | 20+20 9.7442 3.31 |Q | | | V | 20+25 9.7667 3.27 |Q | | | V | 20+30 9.7890 3.23 |Q | | | V | 20+35 9.8110 3.20 |Q | | | V | 20+40 9.8328 3.16 |Q | | | V | 20+45 9.8544 3.13 |Q | | | V | 20+50 9.8757 3.10 |Q | | | V | 20+55 9.8968 3.07 |Q | | | V | 21+ 0 9.9177 3.04 |Q | | | V | 21+ 5 9.9384 3.01 |Q | | | V | 21+10 9.9589 2.98 |Q | | | V | 21+15 9.9793 2.95 |Q | | | V | 21+20 9.9994 2.92 |Q | | | V | 21+25 10.0193 2.89 |Q | | | V | 21+30 10.0391 2.87 |Q | | | V | 21+35 10.0587 2.84 |Q | | | V | 21+40 10.0781 2.82 |Q | | | V | 21+45 10.0973 2.79 |Q | | | V | 21+50 10.1164 2.77 |Q | | | V | 21+55 10.1353 2.75 |Q | | | V | 22+ 0 10.1541 2.72 |Q | | | V | 22+ 5 10.1727 2.70 |Q | | | V | 22+10 10.1911 2.68 |Q | | | V | 22+15 10.2095 2.66 |Q | | | V | 22+20 10.2276 2.64 |Q | | | V | 22+25 10.2457 2.62 |Q | | | V | 22+30 10.2636 2.60 |Q | | | V | 22+35 10.2813 2.58 |Q | | | V | 22+40 10.2990 2.56 |Q | | | V | 22+45 10.3165 2.54 |Q | | | V | 22+50 10.3338 2.52 |Q | | | V | 22+55 10.3511 2.51 |Q | | | V| 23+ 0 10.3682 2.49 |Q | | | V| 23+ 5 10.3853 2.47 |Q | | | V| 23+10 10.4022 2.45 |Q | | | V| 23+15 10.4189 2.44 |Q | | | V| 23+20 10.4356 2.42 |Q | | | V| 23+25 10.4522 2.40 |Q | | | V| 23+30 10.4686 2.39 |Q | | | V| 23+35 10.4850 2.37 |Q | | | V| 23+40 10.5012 2.36 |Q | | | V| 23+45 10.5174 2.34 |Q | | | V| 23+50 10.5334 2.33 |Q | | | V| 23+55 10.5493 2.31 |Q | | | V| 24+ 0 10.5652 2.30 |Q | | | V| 24+ 5 10.5803 2.19 Q | | | V| 24+10 10.5917 1.66 Q | | | V| 24+15 10.5973 0.80 Q | | | V| 24+20 10.5992 0.28 Q | | | V| 24+25 10.5998 0.09 Q | | | V| 24+30 10.6000 0.03 Q | | | V| 24+35 10.6001 0.01 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 06/07/22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6362 --------------------------------------------------------------------- UNIT HYDROGRAPH FOR TRIBUTARY AREA B - 100 YR STORM Southridge -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 4.76 1 1.28 -------------------------------------------------------------------- Rainfall data for year 100 4.76 6 3.03 -------------------------------------------------------------------- Rainfall data for year 100 4.76 24 5.53 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 56.0 75.8 4.76 1.000 0.440 0.400 0.176 Area-averaged adjusted loss rate Fm (In/Hr) = 0.176 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.90 0.400 56.0 75.8 3.19 0.535 2.86 0.600 98.0 98.0 0.20 0.957 Area-averaged catchment yield fraction, Y = 0.788 Area-averaged low loss fraction, Yb = 0.212 User entry of time of concentration = 0.192 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 4.76(Ac.) Catchment Lag time = 0.154 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 54.2535 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.176(In/Hr) Average low loss rate fraction (Yb) = 0.212 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.474(In) Computed peak 30-minute rainfall = 0.970(In) Specified peak 1-hour rainfall = 1.280(In) Computed peak 3-hour rainfall = 2.171(In) Specified peak 6-hour rainfall = 3.030(In) Specified peak 24-hour rainfall = 5.530(In) Rainfall depth area reduction factors: Using a total area of 4.76(Ac.) (Ref: fig. E-4) 5-minute factor = 1.000 Adjusted rainfall = 0.474(In) 30-minute factor = 1.000 Adjusted rainfall = 0.970(In) 1-hour factor = 1.000 Adjusted rainfall = 1.280(In) 3-hour factor = 1.000 Adjusted rainfall = 2.171(In) 6-hour factor = 1.000 Adjusted rainfall = 3.030(In) 24-hour factor = 1.000 Adjusted rainfall = 5.530(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 57.57 (CFS)) 1 5.359 3.085 2 34.666 16.871 3 75.152 23.306 4 92.822 10.172 5 97.986 2.973 6 99.171 0.682 7 100.000 0.477 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4736 0.4736 2 0.6250 0.1513 3 0.7350 0.1100 4 0.8246 0.0896 5 0.9016 0.0770 6 0.9698 0.0682 7 1.0315 0.0617 8 1.0881 0.0566 9 1.1406 0.0525 10 1.1897 0.0491 11 1.2359 0.0462 12 1.2797 0.0438 13 1.3300 0.0502 14 1.3782 0.0483 15 1.4247 0.0465 16 1.4697 0.0449 17 1.5132 0.0435 18 1.5554 0.0422 19 1.5963 0.0410 20 1.6362 0.0399 21 1.6751 0.0389 22 1.7130 0.0379 23 1.7500 0.0370 24 1.7862 0.0362 25 1.8217 0.0354 26 1.8564 0.0347 27 1.8904 0.0340 28 1.9237 0.0334 29 1.9565 0.0328 30 1.9887 0.0322 31 2.0203 0.0316 32 2.0514 0.0311 33 2.0820 0.0306 34 2.1121 0.0301 35 2.1418 0.0297 36 2.1710 0.0292 37 2.1998 0.0288 38 2.2282 0.0284 39 2.2562 0.0280 40 2.2838 0.0276 41 2.3111 0.0273 42 2.3381 0.0269 43 2.3647 0.0266 44 2.3910 0.0263 45 2.4169 0.0260 46 2.4426 0.0257 47 2.4680 0.0254 48 2.4931 0.0251 49 2.5180 0.0248 50 2.5426 0.0246 51 2.5669 0.0243 52 2.5910 0.0241 53 2.6148 0.0238 54 2.6384 0.0236 55 2.6618 0.0234 56 2.6850 0.0232 57 2.7080 0.0230 58 2.7307 0.0227 59 2.7532 0.0225 60 2.7756 0.0223 61 2.7977 0.0222 62 2.8197 0.0220 63 2.8415 0.0218 64 2.8631 0.0216 65 2.8845 0.0214 66 2.9058 0.0213 67 2.9269 0.0211 68 2.9478 0.0209 69 2.9686 0.0208 70 2.9892 0.0206 71 3.0096 0.0205 72 3.0300 0.0203 73 3.0481 0.0182 74 3.0662 0.0181 75 3.0841 0.0179 76 3.1019 0.0178 77 3.1195 0.0176 78 3.1371 0.0175 79 3.1544 0.0174 80 3.1717 0.0173 81 3.1889 0.0171 82 3.2059 0.0170 83 3.2228 0.0169 84 3.2396 0.0168 85 3.2563 0.0167 86 3.2728 0.0166 87 3.2893 0.0165 88 3.3057 0.0164 89 3.3219 0.0163 90 3.3381 0.0161 91 3.3541 0.0160 92 3.3701 0.0159 93 3.3859 0.0158 94 3.4017 0.0158 95 3.4173 0.0157 96 3.4329 0.0156 97 3.4483 0.0155 98 3.4637 0.0154 99 3.4790 0.0153 100 3.4942 0.0152 101 3.5094 0.0151 102 3.5244 0.0150 103 3.5393 0.0150 104 3.5542 0.0149 105 3.5690 0.0148 106 3.5837 0.0147 107 3.5984 0.0146 108 3.6129 0.0146 109 3.6274 0.0145 110 3.6418 0.0144 111 3.6561 0.0143 112 3.6704 0.0143 113 3.6846 0.0142 114 3.6987 0.0141 115 3.7127 0.0140 116 3.7267 0.0140 117 3.7406 0.0139 118 3.7545 0.0138 119 3.7682 0.0138 120 3.7819 0.0137 121 3.7956 0.0136 122 3.8092 0.0136 123 3.8227 0.0135 124 3.8362 0.0135 125 3.8495 0.0134 126 3.8629 0.0133 127 3.8762 0.0133 128 3.8894 0.0132 129 3.9025 0.0132 130 3.9156 0.0131 131 3.9287 0.0130 132 3.9417 0.0130 133 3.9546 0.0129 134 3.9675 0.0129 135 3.9803 0.0128 136 3.9931 0.0128 137 4.0058 0.0127 138 4.0184 0.0127 139 4.0311 0.0126 140 4.0436 0.0126 141 4.0561 0.0125 142 4.0686 0.0125 143 4.0810 0.0124 144 4.0934 0.0124 145 4.1057 0.0123 146 4.1179 0.0123 147 4.1301 0.0122 148 4.1423 0.0122 149 4.1544 0.0121 150 4.1665 0.0121 151 4.1786 0.0120 152 4.1905 0.0120 153 4.2025 0.0119 154 4.2144 0.0119 155 4.2262 0.0119 156 4.2380 0.0118 157 4.2498 0.0118 158 4.2615 0.0117 159 4.2732 0.0117 160 4.2849 0.0116 161 4.2965 0.0116 162 4.3080 0.0116 163 4.3196 0.0115 164 4.3310 0.0115 165 4.3425 0.0114 166 4.3539 0.0114 167 4.3652 0.0114 168 4.3766 0.0113 169 4.3879 0.0113 170 4.3991 0.0112 171 4.4103 0.0112 172 4.4215 0.0112 173 4.4326 0.0111 174 4.4437 0.0111 175 4.4548 0.0111 176 4.4658 0.0110 177 4.4768 0.0110 178 4.4878 0.0110 179 4.4987 0.0109 180 4.5096 0.0109 181 4.5204 0.0109 182 4.5313 0.0108 183 4.5421 0.0108 184 4.5528 0.0108 185 4.5635 0.0107 186 4.5742 0.0107 187 4.5849 0.0107 188 4.5955 0.0106 189 4.6061 0.0106 190 4.6167 0.0106 191 4.6272 0.0105 192 4.6377 0.0105 193 4.6482 0.0105 194 4.6586 0.0104 195 4.6690 0.0104 196 4.6794 0.0104 197 4.6897 0.0103 198 4.7000 0.0103 199 4.7103 0.0103 200 4.7206 0.0103 201 4.7308 0.0102 202 4.7410 0.0102 203 4.7512 0.0102 204 4.7613 0.0101 205 4.7714 0.0101 206 4.7815 0.0101 207 4.7916 0.0101 208 4.8016 0.0100 209 4.8116 0.0100 210 4.8216 0.0100 211 4.8316 0.0100 212 4.8415 0.0099 213 4.8514 0.0099 214 4.8612 0.0099 215 4.8711 0.0098 216 4.8809 0.0098 217 4.8907 0.0098 218 4.9005 0.0098 219 4.9102 0.0097 220 4.9199 0.0097 221 4.9296 0.0097 222 4.9393 0.0097 223 4.9489 0.0096 224 4.9586 0.0096 225 4.9682 0.0096 226 4.9777 0.0096 227 4.9873 0.0095 228 4.9968 0.0095 229 5.0063 0.0095 230 5.0158 0.0095 231 5.0252 0.0095 232 5.0346 0.0094 233 5.0441 0.0094 234 5.0534 0.0094 235 5.0628 0.0094 236 5.0721 0.0093 237 5.0815 0.0093 238 5.0907 0.0093 239 5.1000 0.0093 240 5.1093 0.0092 241 5.1185 0.0092 242 5.1277 0.0092 243 5.1369 0.0092 244 5.1461 0.0092 245 5.1552 0.0091 246 5.1643 0.0091 247 5.1734 0.0091 248 5.1825 0.0091 249 5.1916 0.0091 250 5.2006 0.0090 251 5.2096 0.0090 252 5.2186 0.0090 253 5.2276 0.0090 254 5.2365 0.0090 255 5.2455 0.0089 256 5.2544 0.0089 257 5.2633 0.0089 258 5.2722 0.0089 259 5.2810 0.0089 260 5.2899 0.0088 261 5.2987 0.0088 262 5.3075 0.0088 263 5.3163 0.0088 264 5.3250 0.0088 265 5.3338 0.0087 266 5.3425 0.0087 267 5.3512 0.0087 268 5.3599 0.0087 269 5.3686 0.0087 270 5.3772 0.0087 271 5.3859 0.0086 272 5.3945 0.0086 273 5.4031 0.0086 274 5.4117 0.0086 275 5.4202 0.0086 276 5.4288 0.0085 277 5.4373 0.0085 278 5.4458 0.0085 279 5.4543 0.0085 280 5.4628 0.0085 281 5.4712 0.0085 282 5.4797 0.0084 283 5.4881 0.0084 284 5.4965 0.0084 285 5.5049 0.0084 286 5.5133 0.0084 287 5.5216 0.0084 288 5.5300 0.0083 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0083 0.0018 0.0066 2 0.0084 0.0018 0.0066 3 0.0084 0.0018 0.0066 4 0.0084 0.0018 0.0066 5 0.0084 0.0018 0.0067 6 0.0085 0.0018 0.0067 7 0.0085 0.0018 0.0067 8 0.0085 0.0018 0.0067 9 0.0085 0.0018 0.0067 10 0.0086 0.0018 0.0067 11 0.0086 0.0018 0.0068 12 0.0086 0.0018 0.0068 13 0.0087 0.0018 0.0068 14 0.0087 0.0018 0.0068 15 0.0087 0.0018 0.0069 16 0.0087 0.0018 0.0069 17 0.0088 0.0019 0.0069 18 0.0088 0.0019 0.0069 19 0.0088 0.0019 0.0070 20 0.0088 0.0019 0.0070 21 0.0089 0.0019 0.0070 22 0.0089 0.0019 0.0070 23 0.0089 0.0019 0.0070 24 0.0090 0.0019 0.0071 25 0.0090 0.0019 0.0071 26 0.0090 0.0019 0.0071 27 0.0091 0.0019 0.0071 28 0.0091 0.0019 0.0072 29 0.0091 0.0019 0.0072 30 0.0091 0.0019 0.0072 31 0.0092 0.0019 0.0072 32 0.0092 0.0019 0.0073 33 0.0092 0.0020 0.0073 34 0.0093 0.0020 0.0073 35 0.0093 0.0020 0.0073 36 0.0093 0.0020 0.0074 37 0.0094 0.0020 0.0074 38 0.0094 0.0020 0.0074 39 0.0095 0.0020 0.0075 40 0.0095 0.0020 0.0075 41 0.0095 0.0020 0.0075 42 0.0095 0.0020 0.0075 43 0.0096 0.0020 0.0076 44 0.0096 0.0020 0.0076 45 0.0097 0.0020 0.0076 46 0.0097 0.0021 0.0076 47 0.0097 0.0021 0.0077 48 0.0098 0.0021 0.0077 49 0.0098 0.0021 0.0077 50 0.0098 0.0021 0.0078 51 0.0099 0.0021 0.0078 52 0.0099 0.0021 0.0078 53 0.0100 0.0021 0.0079 54 0.0100 0.0021 0.0079 55 0.0101 0.0021 0.0079 56 0.0101 0.0021 0.0080 57 0.0101 0.0021 0.0080 58 0.0102 0.0022 0.0080 59 0.0102 0.0022 0.0081 60 0.0103 0.0022 0.0081 61 0.0103 0.0022 0.0081 62 0.0103 0.0022 0.0082 63 0.0104 0.0022 0.0082 64 0.0104 0.0022 0.0082 65 0.0105 0.0022 0.0083 66 0.0105 0.0022 0.0083 67 0.0106 0.0022 0.0084 68 0.0106 0.0022 0.0084 69 0.0107 0.0023 0.0084 70 0.0107 0.0023 0.0085 71 0.0108 0.0023 0.0085 72 0.0108 0.0023 0.0085 73 0.0109 0.0023 0.0086 74 0.0109 0.0023 0.0086 75 0.0110 0.0023 0.0087 76 0.0110 0.0023 0.0087 77 0.0111 0.0024 0.0088 78 0.0111 0.0024 0.0088 79 0.0112 0.0024 0.0088 80 0.0112 0.0024 0.0089 81 0.0113 0.0024 0.0089 82 0.0114 0.0024 0.0090 83 0.0114 0.0024 0.0090 84 0.0115 0.0024 0.0091 85 0.0116 0.0024 0.0091 86 0.0116 0.0025 0.0091 87 0.0117 0.0025 0.0092 88 0.0117 0.0025 0.0092 89 0.0118 0.0025 0.0093 90 0.0119 0.0025 0.0093 91 0.0119 0.0025 0.0094 92 0.0120 0.0025 0.0094 93 0.0121 0.0026 0.0095 94 0.0121 0.0026 0.0096 95 0.0122 0.0026 0.0096 96 0.0123 0.0026 0.0097 97 0.0124 0.0026 0.0097 98 0.0124 0.0026 0.0098 99 0.0125 0.0026 0.0099 100 0.0126 0.0027 0.0099 101 0.0127 0.0027 0.0100 102 0.0127 0.0027 0.0100 103 0.0128 0.0027 0.0101 104 0.0129 0.0027 0.0102 105 0.0130 0.0027 0.0102 106 0.0130 0.0028 0.0103 107 0.0132 0.0028 0.0104 108 0.0132 0.0028 0.0104 109 0.0133 0.0028 0.0105 110 0.0134 0.0028 0.0106 111 0.0135 0.0029 0.0107 112 0.0136 0.0029 0.0107 113 0.0137 0.0029 0.0108 114 0.0138 0.0029 0.0109 115 0.0139 0.0029 0.0110 116 0.0140 0.0030 0.0110 117 0.0141 0.0030 0.0111 118 0.0142 0.0030 0.0112 119 0.0143 0.0030 0.0113 120 0.0144 0.0030 0.0114 121 0.0146 0.0031 0.0115 122 0.0146 0.0031 0.0115 123 0.0148 0.0031 0.0117 124 0.0149 0.0031 0.0117 125 0.0150 0.0032 0.0119 126 0.0151 0.0032 0.0119 127 0.0153 0.0032 0.0121 128 0.0154 0.0033 0.0121 129 0.0156 0.0033 0.0123 130 0.0157 0.0033 0.0123 131 0.0158 0.0034 0.0125 132 0.0159 0.0034 0.0126 133 0.0161 0.0034 0.0127 134 0.0163 0.0034 0.0128 135 0.0165 0.0035 0.0130 136 0.0166 0.0035 0.0131 137 0.0168 0.0036 0.0132 138 0.0169 0.0036 0.0133 139 0.0171 0.0036 0.0135 140 0.0173 0.0037 0.0136 141 0.0175 0.0037 0.0138 142 0.0176 0.0037 0.0139 143 0.0179 0.0038 0.0141 144 0.0181 0.0038 0.0142 145 0.0203 0.0043 0.0160 146 0.0205 0.0043 0.0161 147 0.0208 0.0044 0.0164 148 0.0209 0.0044 0.0165 149 0.0213 0.0045 0.0168 150 0.0214 0.0045 0.0169 151 0.0218 0.0046 0.0172 152 0.0220 0.0046 0.0173 153 0.0223 0.0047 0.0176 154 0.0225 0.0048 0.0178 155 0.0230 0.0049 0.0181 156 0.0232 0.0049 0.0183 157 0.0236 0.0050 0.0186 158 0.0238 0.0050 0.0188 159 0.0243 0.0052 0.0192 160 0.0246 0.0052 0.0194 161 0.0251 0.0053 0.0198 162 0.0254 0.0054 0.0200 163 0.0260 0.0055 0.0205 164 0.0263 0.0056 0.0207 165 0.0269 0.0057 0.0212 166 0.0273 0.0058 0.0215 167 0.0280 0.0059 0.0221 168 0.0284 0.0060 0.0224 169 0.0292 0.0062 0.0230 170 0.0297 0.0063 0.0234 171 0.0306 0.0065 0.0241 172 0.0311 0.0066 0.0245 173 0.0322 0.0068 0.0254 174 0.0328 0.0069 0.0258 175 0.0340 0.0072 0.0268 176 0.0347 0.0073 0.0274 177 0.0362 0.0077 0.0285 178 0.0370 0.0078 0.0292 179 0.0389 0.0082 0.0306 180 0.0399 0.0084 0.0314 181 0.0422 0.0089 0.0333 182 0.0435 0.0092 0.0343 183 0.0465 0.0098 0.0367 184 0.0483 0.0102 0.0381 185 0.0438 0.0093 0.0345 186 0.0462 0.0098 0.0364 187 0.0525 0.0111 0.0414 188 0.0566 0.0120 0.0446 189 0.0682 0.0144 0.0538 190 0.0770 0.0147 0.0623 191 0.1100 0.0147 0.0954 192 0.1513 0.0147 0.1367 193 0.4736 0.0147 0.4590 194 0.0896 0.0147 0.0750 195 0.0617 0.0131 0.0486 196 0.0491 0.0104 0.0387 197 0.0502 0.0106 0.0396 198 0.0449 0.0095 0.0354 199 0.0410 0.0087 0.0323 200 0.0379 0.0080 0.0299 201 0.0354 0.0075 0.0279 202 0.0334 0.0071 0.0263 203 0.0316 0.0067 0.0249 204 0.0301 0.0064 0.0237 205 0.0288 0.0061 0.0227 206 0.0276 0.0059 0.0218 207 0.0266 0.0056 0.0210 208 0.0257 0.0054 0.0202 209 0.0248 0.0053 0.0196 210 0.0241 0.0051 0.0190 211 0.0234 0.0050 0.0184 212 0.0227 0.0048 0.0179 213 0.0222 0.0047 0.0175 214 0.0216 0.0046 0.0170 215 0.0211 0.0045 0.0166 216 0.0206 0.0044 0.0163 217 0.0182 0.0039 0.0143 218 0.0178 0.0038 0.0140 219 0.0174 0.0037 0.0137 220 0.0170 0.0036 0.0134 221 0.0167 0.0035 0.0132 222 0.0164 0.0035 0.0129 223 0.0160 0.0034 0.0126 224 0.0158 0.0033 0.0124 225 0.0155 0.0033 0.0122 226 0.0152 0.0032 0.0120 227 0.0150 0.0032 0.0118 228 0.0147 0.0031 0.0116 229 0.0145 0.0031 0.0114 230 0.0143 0.0030 0.0112 231 0.0140 0.0030 0.0111 232 0.0138 0.0029 0.0109 233 0.0136 0.0029 0.0108 234 0.0135 0.0028 0.0106 235 0.0133 0.0028 0.0105 236 0.0131 0.0028 0.0103 237 0.0129 0.0027 0.0102 238 0.0128 0.0027 0.0101 239 0.0126 0.0027 0.0099 240 0.0125 0.0026 0.0098 241 0.0123 0.0026 0.0097 242 0.0122 0.0026 0.0096 243 0.0120 0.0025 0.0095 244 0.0119 0.0025 0.0094 245 0.0118 0.0025 0.0093 246 0.0116 0.0025 0.0092 247 0.0115 0.0024 0.0091 248 0.0114 0.0024 0.0090 249 0.0113 0.0024 0.0089 250 0.0112 0.0024 0.0088 251 0.0111 0.0023 0.0087 252 0.0110 0.0023 0.0086 253 0.0109 0.0023 0.0086 254 0.0108 0.0023 0.0085 255 0.0107 0.0023 0.0084 256 0.0106 0.0022 0.0083 257 0.0105 0.0022 0.0083 258 0.0104 0.0022 0.0082 259 0.0103 0.0022 0.0081 260 0.0102 0.0022 0.0080 261 0.0101 0.0021 0.0080 262 0.0100 0.0021 0.0079 263 0.0100 0.0021 0.0078 264 0.0099 0.0021 0.0078 265 0.0098 0.0021 0.0077 266 0.0097 0.0021 0.0077 267 0.0096 0.0020 0.0076 268 0.0096 0.0020 0.0075 269 0.0095 0.0020 0.0075 270 0.0094 0.0020 0.0074 271 0.0094 0.0020 0.0074 272 0.0093 0.0020 0.0073 273 0.0092 0.0020 0.0073 274 0.0092 0.0019 0.0072 275 0.0091 0.0019 0.0072 276 0.0090 0.0019 0.0071 277 0.0090 0.0019 0.0071 278 0.0089 0.0019 0.0070 279 0.0089 0.0019 0.0070 280 0.0088 0.0019 0.0069 281 0.0087 0.0019 0.0069 282 0.0087 0.0018 0.0068 283 0.0086 0.0018 0.0068 284 0.0086 0.0018 0.0068 285 0.0085 0.0018 0.0067 286 0.0085 0.0018 0.0067 287 0.0084 0.0018 0.0066 288 0.0084 0.0018 0.0066 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.05(In) Total effective rainfall = 4.48(In) Peak flow rate in flood hydrograph = 13.85(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | | 0+10 0.0010 0.13 Q | | | | 0+15 0.0030 0.28 Q | | | | 0+20 0.0054 0.35 Q | | | | 0+25 0.0080 0.37 Q | | | | 0+30 0.0106 0.38 Q | | | | 0+35 0.0132 0.38 Q | | | | 0+40 0.0159 0.38 Q | | | | 0+45 0.0185 0.39 Q | | | | 0+50 0.0212 0.39 Q | | | | 0+55 0.0239 0.39 Q | | | | 1+ 0 0.0266 0.39 Q | | | | 1+ 5 0.0292 0.39 Q | | | | 1+10 0.0319 0.39 Q | | | | 1+15 0.0346 0.39 Q | | | | 1+20 0.0374 0.39 Q | | | | 1+25 0.0401 0.40 Q | | | | 1+30 0.0428 0.40 Q | | | | 1+35 0.0455 0.40 QV | | | | 1+40 0.0483 0.40 QV | | | | 1+45 0.0510 0.40 QV | | | | 1+50 0.0538 0.40 QV | | | | 1+55 0.0566 0.40 QV | | | | 2+ 0 0.0594 0.40 QV | | | | 2+ 5 0.0622 0.41 QV | | | | 2+10 0.0650 0.41 QV | | | | 2+15 0.0678 0.41 QV | | | | 2+20 0.0706 0.41 QV | | | | 2+25 0.0734 0.41 QV | | | | 2+30 0.0763 0.41 QV | | | | 2+35 0.0791 0.41 QV | | | | 2+40 0.0820 0.42 QV | | | | 2+45 0.0848 0.42 QV | | | | 2+50 0.0877 0.42 QV | | | | 2+55 0.0906 0.42 Q V | | | | 3+ 0 0.0935 0.42 Q V | | | | 3+ 5 0.0964 0.42 Q V | | | | 3+10 0.0993 0.42 Q V | | | | 3+15 0.1023 0.43 Q V | | | | 3+20 0.1052 0.43 Q V | | | | 3+25 0.1082 0.43 Q V | | | | 3+30 0.1111 0.43 Q V | | | | 3+35 0.1141 0.43 Q V | | | | 3+40 0.1171 0.43 Q V | | | | 3+45 0.1201 0.44 Q V | | | | 3+50 0.1231 0.44 Q V | | | | 3+55 0.1261 0.44 Q V | | | | 4+ 0 0.1291 0.44 Q V | | | | 4+ 5 0.1322 0.44 Q V | | | | 4+10 0.1352 0.44 Q V | | | | 4+15 0.1383 0.45 Q V | | | | 4+20 0.1414 0.45 Q V | | | | 4+25 0.1445 0.45 Q V | | | | 4+30 0.1476 0.45 Q V | | | | 4+35 0.1507 0.45 Q V | | | | 4+40 0.1538 0.45 Q V | | | | 4+45 0.1570 0.46 Q V | | | | 4+50 0.1601 0.46 Q V | | | | 4+55 0.1633 0.46 Q V | | | | 5+ 0 0.1665 0.46 Q V | | | | 5+ 5 0.1697 0.46 Q V | | | | 5+10 0.1729 0.47 Q V | | | | 5+15 0.1761 0.47 Q V | | | | 5+20 0.1794 0.47 Q V | | | | 5+25 0.1826 0.47 Q V | | | | 5+30 0.1859 0.47 Q V | | | | 5+35 0.1891 0.48 Q V | | | | 5+40 0.1924 0.48 Q V | | | | 5+45 0.1957 0.48 Q V | | | | 5+50 0.1991 0.48 Q V | | | | 5+55 0.2024 0.48 Q V | | | | 6+ 0 0.2058 0.49 Q V | | | | 6+ 5 0.2091 0.49 Q V | | | | 6+10 0.2125 0.49 Q V | | | | 6+15 0.2159 0.49 Q V | | | | 6+20 0.2193 0.50 Q V | | | | 6+25 0.2228 0.50 Q V | | | | 6+30 0.2262 0.50 |Q V | | | | 6+35 0.2297 0.50 |Q V | | | | 6+40 0.2332 0.51 |Q V | | | | 6+45 0.2367 0.51 |Q V | | | | 6+50 0.2402 0.51 |Q V | | | | 6+55 0.2437 0.51 |Q V | | | | 7+ 0 0.2473 0.52 |Q V | | | | 7+ 5 0.2509 0.52 |Q V | | | | 7+10 0.2545 0.52 |Q V | | | | 7+15 0.2581 0.52 |Q V | | | | 7+20 0.2617 0.53 |Q V | | | | 7+25 0.2654 0.53 |Q V | | | | 7+30 0.2690 0.53 |Q V | | | | 7+35 0.2727 0.54 |Q V | | | | 7+40 0.2764 0.54 |Q V | | | | 7+45 0.2802 0.54 |Q V | | | | 7+50 0.2839 0.54 |Q V | | | | 7+55 0.2877 0.55 |Q V | | | | 8+ 0 0.2915 0.55 |Q V | | | | 8+ 5 0.2953 0.55 |Q V | | | | 8+10 0.2991 0.56 |Q V | | | | 8+15 0.3030 0.56 |Q V | | | | 8+20 0.3069 0.56 |Q V | | | | 8+25 0.3108 0.57 |Q V | | | | 8+30 0.3147 0.57 |Q V | | | | 8+35 0.3187 0.57 |Q V | | | | 8+40 0.3226 0.58 |Q V | | | | 8+45 0.3266 0.58 |Q V | | | | 8+50 0.3307 0.59 |Q V | | | | 8+55 0.3347 0.59 |Q V | | | | 9+ 0 0.3388 0.59 |Q V | | | | 9+ 5 0.3429 0.60 |Q V | | | | 9+10 0.3471 0.60 |Q V | | | | 9+15 0.3512 0.60 |Q V | | | | 9+20 0.3554 0.61 |Q V | | | | 9+25 0.3596 0.61 |Q V | | | | 9+30 0.3639 0.62 |Q V | | | | 9+35 0.3682 0.62 |Q V | | | | 9+40 0.3725 0.63 |Q V | | | | 9+45 0.3768 0.63 |Q V | | | | 9+50 0.3812 0.64 |Q V | | | | 9+55 0.3856 0.64 |Q V | | | | 10+ 0 0.3901 0.64 |Q V | | | | 10+ 5 0.3945 0.65 |Q V | | | | 10+10 0.3990 0.65 |Q V | | | | 10+15 0.4036 0.66 |Q V| | | | 10+20 0.4082 0.67 |Q V| | | | 10+25 0.4128 0.67 |Q V| | | | 10+30 0.4174 0.68 |Q V| | | | 10+35 0.4221 0.68 |Q V| | | | 10+40 0.4269 0.69 |Q V| | | | 10+45 0.4317 0.69 |Q V| | | | 10+50 0.4365 0.70 |Q V| | | | 10+55 0.4413 0.71 |Q V| | | | 11+ 0 0.4462 0.71 |Q V | | | 11+ 5 0.4512 0.72 |Q V | | | 11+10 0.4562 0.73 |Q V | | | 11+15 0.4612 0.73 |Q V | | | 11+20 0.4663 0.74 |Q V | | | 11+25 0.4714 0.75 |Q V | | | 11+30 0.4766 0.75 |Q V | | | 11+35 0.4819 0.76 |Q V | | | 11+40 0.4872 0.77 |Q V | | | 11+45 0.4925 0.78 |Q |V | | | 11+50 0.4979 0.79 |Q |V | | | 11+55 0.5034 0.79 |Q |V | | | 12+ 0 0.5089 0.80 |Q |V | | | 12+ 5 0.5146 0.82 |Q |V | | | 12+10 0.5204 0.85 |Q |V | | | 12+15 0.5266 0.90 |Q |V | | | 12+20 0.5330 0.92 |Q | V | | | 12+25 0.5395 0.94 |Q | V | | | 12+30 0.5460 0.95 |Q | V | | | 12+35 0.5527 0.96 |Q | V | | | 12+40 0.5594 0.98 |Q | V | | | 12+45 0.5662 0.99 |Q | V | | | 12+50 0.5731 1.00 |Q | V | | | 12+55 0.5800 1.01 | Q | V | | | 13+ 0 0.5871 1.03 | Q | V | | | 13+ 5 0.5943 1.04 | Q | V | | | 13+10 0.6015 1.05 | Q | V | | | 13+15 0.6089 1.07 | Q | V | | | 13+20 0.6164 1.09 | Q | V | | | 13+25 0.6240 1.10 | Q | V | | | 13+30 0.6317 1.12 | Q | V | | | 13+35 0.6395 1.14 | Q | V | | | 13+40 0.6475 1.16 | Q | V | | | 13+45 0.6556 1.18 | Q | V | | | 13+50 0.6639 1.20 | Q | V | | | 13+55 0.6723 1.22 | Q | V | | | 14+ 0 0.6808 1.24 | Q | V | | | 14+ 5 0.6896 1.27 | Q | V | | | 14+10 0.6985 1.30 | Q | V | | | 14+15 0.7076 1.32 | Q | V | | | 14+20 0.7169 1.35 | Q | V | | | 14+25 0.7265 1.39 | Q | V | | | 14+30 0.7363 1.42 | Q | V | | | 14+35 0.7463 1.46 | Q | V | | | 14+40 0.7566 1.50 | Q | V | | | 14+45 0.7672 1.54 | Q | V | | | 14+50 0.7782 1.59 | Q | V | | | 14+55 0.7894 1.64 | Q | V | | | 15+ 0 0.8011 1.70 | Q | V | | | 15+ 5 0.8133 1.76 | Q | V | | | 15+10 0.8259 1.83 | Q | V | | | 15+15 0.8390 1.91 | Q | V | | | 15+20 0.8528 2.00 | Q | V| | | 15+25 0.8672 2.09 | Q | V| | | 15+30 0.8816 2.09 | Q | V| | | 15+35 0.8959 2.08 | Q | V | | 15+40 0.9110 2.19 | Q | V | | 15+45 0.9276 2.40 | Q | V | | 15+50 0.9462 2.71 | Q | |V | | 15+55 0.9684 3.22 | Q | |V | | 16+ 0 0.9974 4.21 | Q | | V | | 16+ 5 1.0441 6.79 | | Q | V | | 16+10 1.1293 12.37 | | | QV | | 16+15 1.2247 13.85 | | | Q | | 16+20 1.2788 7.86 | | Q | V | | 16+25 1.3076 4.17 | Q | | V| | 16+30 1.3267 2.78 | Q | | V| | 16+35 1.3434 2.43 | Q | | V | 16+40 1.3576 2.05 | Q | | V | 16+45 1.3704 1.87 | Q | | V | 16+50 1.3823 1.73 | Q | | |V | 16+55 1.3935 1.61 | Q | | |V | 17+ 0 1.4039 1.52 | Q | | |V | 17+ 5 1.4138 1.44 | Q | | |V | 17+10 1.4233 1.37 | Q | | | V | 17+15 1.4323 1.31 | Q | | | V | 17+20 1.4409 1.26 | Q | | | V | 17+25 1.4492 1.21 | Q | | | V | 17+30 1.4573 1.17 | Q | | | V | 17+35 1.4650 1.13 | Q | | | V | 17+40 1.4725 1.09 | Q | | | V | 17+45 1.4799 1.06 | Q | | | V | 17+50 1.4870 1.03 | Q | | | V | 17+55 1.4939 1.01 | Q | | | V | 18+ 0 1.5006 0.98 |Q | | | V | 18+ 5 1.5072 0.95 |Q | | | V | 18+10 1.5134 0.90 |Q | | | V | 18+15 1.5193 0.85 |Q | | | V | 18+20 1.5249 0.81 |Q | | | V | 18+25 1.5303 0.79 |Q | | | V | 18+30 1.5356 0.77 |Q | | | V | 18+35 1.5408 0.76 |Q | | | V | 18+40 1.5459 0.74 |Q | | | V | 18+45 1.5510 0.73 |Q | | | V | 18+50 1.5559 0.71 |Q | | | V | 18+55 1.5607 0.70 |Q | | | V | 19+ 0 1.5655 0.69 |Q | | | V | 19+ 5 1.5701 0.68 |Q | | | V | 19+10 1.5747 0.67 |Q | | | V | 19+15 1.5793 0.66 |Q | | | V | 19+20 1.5837 0.65 |Q | | | V | 19+25 1.5881 0.64 |Q | | | V | 19+30 1.5924 0.63 |Q | | | V | 19+35 1.5967 0.62 |Q | | | V | 19+40 1.6009 0.61 |Q | | | V | 19+45 1.6050 0.60 |Q | | | V | 19+50 1.6091 0.59 |Q | | | V | 19+55 1.6132 0.59 |Q | | | V | 20+ 0 1.6172 0.58 |Q | | | V | 20+ 5 1.6211 0.57 |Q | | | V | 20+10 1.6250 0.57 |Q | | | V | 20+15 1.6288 0.56 |Q | | | V | 20+20 1.6326 0.55 |Q | | | V | 20+25 1.6364 0.55 |Q | | | V | 20+30 1.6401 0.54 |Q | | | V | 20+35 1.6438 0.53 |Q | | | V | 20+40 1.6474 0.53 |Q | | | V | 20+45 1.6510 0.52 |Q | | | V | 20+50 1.6546 0.52 |Q | | | V | 20+55 1.6581 0.51 |Q | | | V | 21+ 0 1.6616 0.51 |Q | | | V | 21+ 5 1.6651 0.50 |Q | | | V | 21+10 1.6685 0.50 Q | | | V | 21+15 1.6719 0.49 Q | | | V | 21+20 1.6752 0.49 Q | | | V | 21+25 1.6786 0.48 Q | | | V | 21+30 1.6819 0.48 Q | | | V | 21+35 1.6851 0.47 Q | | | V | 21+40 1.6884 0.47 Q | | | V | 21+45 1.6916 0.47 Q | | | V | 21+50 1.6948 0.46 Q | | | V | 21+55 1.6979 0.46 Q | | | V | 22+ 0 1.7011 0.46 Q | | | V | 22+ 5 1.7042 0.45 Q | | | V | 22+10 1.7073 0.45 Q | | | V | 22+15 1.7103 0.44 Q | | | V | 22+20 1.7134 0.44 Q | | | V | 22+25 1.7164 0.44 Q | | | V | 22+30 1.7194 0.43 Q | | | V | 22+35 1.7223 0.43 Q | | | V | 22+40 1.7253 0.43 Q | | | V | 22+45 1.7282 0.42 Q | | | V | 22+50 1.7311 0.42 Q | | | V| 22+55 1.7340 0.42 Q | | | V| 23+ 0 1.7369 0.42 Q | | | V| 23+ 5 1.7397 0.41 Q | | | V| 23+10 1.7425 0.41 Q | | | V| 23+15 1.7453 0.41 Q | | | V| 23+20 1.7481 0.40 Q | | | V| 23+25 1.7509 0.40 Q | | | V| 23+30 1.7536 0.40 Q | | | V| 23+35 1.7564 0.40 Q | | | V| 23+40 1.7591 0.39 Q | | | V| 23+45 1.7618 0.39 Q | | | V| 23+50 1.7645 0.39 Q | | | V| 23+55 1.7671 0.39 Q | | | V| 24+ 0 1.7698 0.38 Q | | | V| 24+ 5 1.7723 0.36 Q | | | V| 24+10 1.7740 0.25 Q | | | V| 24+15 1.7746 0.09 Q | | | V| 24+20 1.7748 0.03 Q | | | V| 24+25 1.7749 0.01 Q | | | V| 24+30 1.7749 0.00 Q | | | V ----------------------------------------------------------------------- 15 APPENDIX E ROUTING ANALYSES FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014 Study date: 03/22/23 --------------------------------------------------------------------- ROUTING ANALYSIS FOR TRIBUTARY AREA A - 100 YR 24 HR -------------------------------------------------------------------- Program License Serial Number 6362 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: UNP100A.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 80.750 (CFS) Total volume = 10.315 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 294 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 915.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 915.00 (Ft.) Initial basin storage = 0.22 (Ac.Ft) Initial basin outflow = 1.76 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 915.500 0.220 1.760 0.214 0.226 916.000 0.460 1.859 0.454 0.466 916.500 0.710 1.966 0.703 0.717 917.000 0.970 2.073 0.963 0.977 917.500 1.260 2.186 1.252 1.268 917.800 1.430 14.917 1.379 1.481 918.000 1.550 27.174 1.456 1.644 918.450 1.830 41.588 1.687 1.973 918.500 1.860 44.427 1.707 2.013 919.000 2.190 56.489 1.995 2.385 919.500 2.550 66.369 2.321 2.779 920.000 2.930 74.946 2.672 3.188 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 20.2 40.37 60.56 80.75 (Ft.) 0.083 0.11 1.62 0.203 O | | | | 842.88 0.167 0.69 1.55 0.194 O | | | | 808.72 0.250 1.56 1.53 0.191 O | | | | 796.61 0.333 2.00 1.54 0.193 O | | | | 803.51 0.417 2.15 1.57 0.197 O | | | | 818.33 0.500 2.19 1.61 0.201 O | | | | 834.96 0.583 2.22 1.64 0.205 O | | | | 851.68 0.667 2.23 1.67 0.209 O | | | | 868.04 0.750 2.23 1.70 0.212 O | | | | 883.71 0.833 2.24 1.73 0.216 O | | | | 898.73 0.917 2.25 1.76 0.219 O | | | | 913.13 1.000 2.25 1.76 0.223 O | | | | 915.51 1.083 2.26 1.76 0.226 O | | | | 915.51 1.167 2.27 1.76 0.230 O | | | | 915.52 1.250 2.28 1.77 0.233 O | | | | 915.53 1.333 2.28 1.77 0.237 O | | | | 915.53 1.417 2.29 1.77 0.240 O | | | | 915.54 1.500 2.30 1.77 0.244 O | | | | 915.55 1.583 2.30 1.77 0.248 O | | | | 915.56 1.667 2.31 1.77 0.251 O | | | | 915.57 1.750 2.32 1.77 0.255 O | | | | 915.57 1.833 2.33 1.78 0.259 O | | | | 915.58 1.917 2.34 1.78 0.263 O | | | | 915.59 2.000 2.34 1.78 0.266 O | | | | 915.60 2.083 2.35 1.78 0.270 O | | | | 915.60 2.167 2.36 1.78 0.274 O | | | | 915.61 2.250 2.37 1.78 0.278 O | | | | 915.62 2.333 2.37 1.79 0.282 O | | | | 915.63 2.417 2.38 1.79 0.286 O | | | | 915.64 2.500 2.39 1.79 0.291 O | | | | 915.65 2.583 2.40 1.79 0.295 O | | | | 915.66 2.667 2.41 1.79 0.299 O | | | | 915.66 2.750 2.42 1.79 0.303 O | | | | 915.67 2.833 2.42 1.80 0.307 O | | | | 915.68 2.917 2.43 1.80 0.312 O | | | | 915.69 3.000 2.44 1.80 0.316 O | | | | 915.70 3.083 2.45 1.80 0.321 O | | | | 915.71 3.167 2.46 1.80 0.325 O | | | | 915.72 3.250 2.47 1.81 0.330 O | | | | 915.73 3.333 2.48 1.81 0.334 O | | | | 915.74 3.417 2.49 1.81 0.339 O | | | | 915.75 3.500 2.50 1.81 0.344 O | | | | 915.76 3.583 2.50 1.81 0.348 O | | | | 915.77 3.667 2.51 1.81 0.353 O | | | | 915.78 3.750 2.52 1.82 0.358 O | | | | 915.79 3.833 2.53 1.82 0.363 OI | | | | 915.80 3.917 2.54 1.82 0.368 OI | | | | 915.81 4.000 2.55 1.82 0.373 OI | | | | 915.82 4.083 2.56 1.83 0.378 OI | | | | 915.83 4.167 2.57 1.83 0.383 OI | | | | 915.84 4.250 2.58 1.83 0.388 OI | | | | 915.85 4.333 2.59 1.83 0.393 OI | | | | 915.86 4.417 2.60 1.83 0.399 OI | | | | 915.87 4.500 2.61 1.84 0.404 OI | | | | 915.88 4.583 2.62 1.84 0.409 OI | | | | 915.89 4.667 2.63 1.84 0.415 OI | | | | 915.91 4.750 2.65 1.84 0.420 OI | | | | 915.92 4.833 2.66 1.84 0.426 OI | | | | 915.93 4.917 2.67 1.85 0.431 OI | | | | 915.94 5.000 2.68 1.85 0.437 OI | | | | 915.95 5.083 2.69 1.85 0.443 OI | | | | 915.96 5.167 2.70 1.85 0.449 OI | | | | 915.98 5.250 2.71 1.86 0.455 OI | | | | 915.99 5.333 2.72 1.86 0.460 OI | | | | 916.00 5.417 2.74 1.86 0.466 OI | | | | 916.01 5.500 2.75 1.86 0.472 OI | | | | 916.02 5.583 2.76 1.87 0.479 OI | | | | 916.04 5.667 2.77 1.87 0.485 OI | | | | 916.05 5.750 2.79 1.87 0.491 OI | | | | 916.06 5.833 2.80 1.87 0.497 OI | | | | 916.07 5.917 2.81 1.88 0.504 OI | | | | 916.09 6.000 2.82 1.88 0.510 OI | | | | 916.10 6.083 2.84 1.88 0.517 OI | | | | 916.11 6.167 2.85 1.89 0.523 OI | | | | 916.13 6.250 2.86 1.89 0.530 OI | | | | 916.14 6.333 2.88 1.89 0.537 OI | | | | 916.15 6.417 2.89 1.89 0.544 OI | | | | 916.17 6.500 2.90 1.90 0.550 OI | | | | 916.18 6.583 2.92 1.90 0.557 OI | | | | 916.19 6.667 2.93 1.90 0.565 OI | | | | 916.21 6.750 2.95 1.91 0.572 OI | | | | 916.22 6.833 2.96 1.91 0.579 OI | | | | 916.24 6.917 2.98 1.91 0.586 OI | | | | 916.25 7.000 2.99 1.92 0.594 OI | | | | 916.27 7.083 3.01 1.92 0.601 OI | | | | 916.28 7.167 3.02 1.92 0.609 OI | | | | 916.30 7.250 3.04 1.93 0.616 OI | | | | 916.31 7.333 3.06 1.93 0.624 OI | | | | 916.33 7.417 3.07 1.93 0.632 OI | | | | 916.34 7.500 3.09 1.94 0.640 OI | | | | 916.36 7.583 3.11 1.94 0.648 OI | | | | 916.38 7.667 3.12 1.94 0.656 OI | | | | 916.39 7.750 3.14 1.95 0.664 OI | | | | 916.41 7.833 3.16 1.95 0.672 OI | | | | 916.42 7.917 3.18 1.95 0.680 OI | | | | 916.44 8.000 3.19 1.96 0.689 OI | | | | 916.46 8.083 3.21 1.96 0.697 OI | | | | 916.47 8.167 3.23 1.96 0.706 OI | | | | 916.49 8.250 3.25 1.97 0.715 OI | | | | 916.51 8.333 3.27 1.97 0.724 OI | | | | 916.53 8.417 3.29 1.98 0.733 OI | | | | 916.54 8.500 3.31 1.98 0.742 OI | | | | 916.56 8.583 3.33 1.98 0.751 OI | | | | 916.58 8.667 3.35 1.99 0.760 OI | | | | 916.60 8.750 3.37 1.99 0.770 OI | | | | 916.62 8.833 3.39 1.99 0.779 OI | | | | 916.63 8.917 3.41 2.00 0.789 OI | | | | 916.65 9.000 3.44 2.00 0.799 OI | | | | 916.67 9.083 3.46 2.01 0.809 OI | | | | 916.69 9.167 3.48 2.01 0.819 OI | | | | 916.71 9.250 3.50 2.02 0.829 OI | | | | 916.73 9.333 3.53 2.02 0.839 OI | | | | 916.75 9.417 3.55 2.02 0.850 OI | | | | 916.77 9.500 3.58 2.03 0.860 OI | | | | 916.79 9.583 3.60 2.03 0.871 OI | | | | 916.81 9.667 3.63 2.04 0.882 OI | | | | 916.83 9.750 3.66 2.04 0.893 OI | | | | 916.85 9.833 3.68 2.05 0.904 OI | | | | 916.87 9.917 3.71 2.05 0.916 OI | | | | 916.90 10.000 3.74 2.06 0.927 OI | | | | 916.92 10.083 3.77 2.06 0.939 OI | | | | 916.94 10.167 3.79 2.07 0.951 OI | | | | 916.96 10.250 3.83 2.07 0.963 OI | | | | 916.99 10.333 3.86 2.07 0.975 OI | | | | 917.01 10.417 3.89 2.08 0.987 OI | | | | 917.03 10.500 3.92 2.08 1.000 OI | | | | 917.05 10.583 3.95 2.09 1.012 OI | | | | 917.07 10.667 3.98 2.09 1.025 OI | | | | 917.10 10.750 4.02 2.10 1.038 OI | | | | 917.12 10.833 4.05 2.10 1.052 OI | | | | 917.14 10.917 4.09 2.11 1.065 OI | | | | 917.16 11.000 4.13 2.12 1.079 OI | | | | 917.19 11.083 4.16 2.12 1.093 OI | | | | 917.21 11.167 4.20 2.13 1.107 OI | | | | 917.24 11.250 4.24 2.13 1.122 OI | | | | 917.26 11.333 4.28 2.14 1.136 OI | | | | 917.29 11.417 4.32 2.14 1.151 OI | | | | 917.31 11.500 4.37 2.15 1.166 OI | | | | 917.34 11.583 4.41 2.16 1.182 OI | | | | 917.36 11.667 4.46 2.16 1.197 OI | | | | 917.39 11.750 4.50 2.17 1.213 OI | | | | 917.42 11.833 4.55 2.17 1.230 OI | | | | 917.45 11.917 4.60 2.18 1.246 OI | | | | 917.48 12.000 4.65 2.36 1.262 OI | | | | 917.50 12.083 4.73 3.31 1.275 |O | | | | 917.53 12.167 4.92 3.93 1.283 |O | | | | 917.54 12.250 5.18 4.39 1.289 |OI | | | | 917.55 12.333 5.35 4.75 1.294 |OI | | | | 917.56 12.417 5.44 5.01 1.298 |OI | | | | 917.57 12.500 5.51 5.20 1.300 | O | | | | 917.57 12.583 5.58 5.34 1.302 | O | | | | 917.57 12.667 5.65 5.46 1.304 | O | | | | 917.58 12.750 5.72 5.55 1.305 | O | | | | 917.58 12.833 5.79 5.63 1.306 | O | | | | 917.58 12.917 5.87 5.71 1.307 | O | | | | 917.58 13.000 5.94 5.79 1.308 | O | | | | 917.58 13.083 6.03 5.87 1.309 | O | | | | 917.59 13.167 6.11 5.95 1.310 | O | | | | 917.59 13.250 6.20 6.03 1.311 | O | | | | 917.59 13.333 6.29 6.12 1.313 | O | | | | 917.59 13.417 6.39 6.21 1.314 | O | | | | 917.59 13.500 6.48 6.30 1.315 | O | | | | 917.60 13.583 6.59 6.40 1.316 | O | | | | 917.60 13.667 6.70 6.50 1.318 | O | | | | 917.60 13.750 6.82 6.61 1.319 | O | | | | 917.60 13.833 6.94 6.72 1.320 | O | | | | 917.61 13.917 7.07 6.83 1.322 | O | | | | 917.61 14.000 7.20 6.96 1.324 | O | | | | 917.61 14.083 7.35 7.09 1.325 | O | | | | 917.62 14.167 7.50 7.22 1.327 | O | | | | 917.62 14.250 7.67 7.37 1.329 | OI | | | | 917.62 14.333 7.84 7.53 1.331 | OI | | | | 917.63 14.417 8.03 7.70 1.334 | O | | | | 917.63 14.500 8.23 7.87 1.336 | O | | | | 917.63 14.583 8.44 8.06 1.338 | O | | | | 917.64 14.667 8.67 8.26 1.341 | O | | | | 917.64 14.750 8.92 8.48 1.344 | O | | | | 917.65 14.833 9.19 8.72 1.347 | O | | | | 917.65 14.917 9.49 8.97 1.351 | O | | | | 917.66 15.000 9.81 9.25 1.354 | O | | | | 917.67 15.083 10.18 9.56 1.358 | OI | | | | 917.67 15.167 10.58 9.89 1.363 | OI | | | | 917.68 15.250 11.04 10.27 1.368 | O | | | | 917.69 15.333 11.56 10.69 1.374 | O | | | | 917.70 15.417 12.06 11.15 1.380 | O | | | | 917.71 15.500 12.15 11.54 1.385 | O | | | | 917.72 15.583 12.08 11.78 1.388 | O | | | | 917.73 15.667 12.62 12.01 1.391 | OI | | | | 917.73 15.750 13.77 12.50 1.398 | OI | | | | 917.74 15.833 15.50 13.37 1.409 | OI | | | | 917.76 15.917 18.31 14.82 1.429 | O I| | | | 917.80 16.000 23.78 18.03 1.461 | O|I | | | 917.85 16.083 37.99 24.72 1.526 | |O I| | | 917.96 16.167 68.76 34.38 1.690 | | O | | I | 918.23 16.250 80.75 46.81 1.925 | | | O | I 918.60 16.333 49.88 50.95 2.038 | | | IO | | 918.77 16.417 26.58 48.11 1.961 | | I | O | | 918.65 16.500 16.91 40.35 1.806 | I | O| | | 918.41 16.583 14.65 32.95 1.662 | I | O | | | 918.18 16.667 12.04 26.95 1.548 | I | O | | | 918.00 16.750 10.97 18.91 1.469 | I O| | | | 917.87 16.833 10.12 14.64 1.426 | IO | | | | 917.79 16.917 9.45 12.65 1.400 | I O | | | | 917.75 17.000 8.88 11.22 1.381 | IO | | | | 917.71 17.083 8.40 10.16 1.367 | IO | | | | 917.69 17.167 7.99 9.36 1.356 | O | | | | 917.67 17.250 7.63 8.72 1.347 | O | | | | 917.65 17.333 7.32 8.21 1.340 | IO | | | | 917.64 17.417 7.04 7.79 1.335 | IO | | | | 917.63 17.500 6.79 7.43 1.330 | O | | | | 917.62 17.583 6.57 7.12 1.326 | O | | | | 917.62 17.667 6.36 6.85 1.322 | O | | | | 917.61 17.750 6.18 6.61 1.319 | O | | | | 917.60 17.833 6.01 6.40 1.316 | O | | | | 917.60 17.917 5.85 6.21 1.314 | O | | | | 917.59 18.000 5.70 6.03 1.311 | O | | | | 917.59 18.083 5.54 5.86 1.309 | O | | | | 917.59 18.167 5.28 5.68 1.307 | O | | | | 917.58 18.250 4.95 5.45 1.304 |IO | | | | 917.58 18.333 4.74 5.20 1.300 |IO | | | | 917.57 18.417 4.60 4.98 1.297 |O | | | | 917.57 18.500 4.50 4.80 1.295 |O | | | | 917.56 18.583 4.40 4.66 1.293 |O | | | | 917.56 18.667 4.31 4.53 1.291 |O | | | | 917.56 18.750 4.23 4.43 1.290 |O | | | | 917.55 18.833 4.15 4.33 1.289 |O | | | | 917.55 18.917 4.08 4.24 1.287 |O | | | | 917.55 19.000 4.01 4.16 1.286 |O | | | | 917.55 19.083 3.94 4.08 1.285 |O | | | | 917.54 19.167 3.88 4.01 1.284 |O | | | | 917.54 19.250 3.82 3.95 1.283 |O | | | | 917.54 19.333 3.76 3.88 1.283 |O | | | | 917.54 19.417 3.70 3.82 1.282 |O | | | | 917.54 19.500 3.65 3.76 1.281 |O | | | | 917.54 19.583 3.60 3.70 1.280 |O | | | | 917.54 19.667 3.55 3.65 1.280 |O | | | | 917.53 19.750 3.50 3.60 1.279 |O | | | | 917.53 19.833 3.45 3.55 1.278 |O | | | | 917.53 19.917 3.41 3.50 1.278 |O | | | | 917.53 20.000 3.36 3.45 1.277 |O | | | | 917.53 20.083 3.32 3.41 1.276 |O | | | | 917.53 20.167 3.28 3.36 1.276 |O | | | | 917.53 20.250 3.24 3.32 1.275 |O | | | | 917.53 20.333 3.21 3.28 1.275 |O | | | | 917.53 20.417 3.17 3.24 1.274 |O | | | | 917.52 20.500 3.13 3.21 1.274 |O | | | | 917.52 20.583 3.10 3.17 1.273 |O | | | | 917.52 20.667 3.07 3.13 1.273 |O | | | | 917.52 20.750 3.03 3.10 1.272 |O | | | | 917.52 20.833 3.00 3.07 1.272 |O | | | | 917.52 20.917 2.97 3.03 1.271 |O | | | | 917.52 21.000 2.94 3.00 1.271 |O | | | | 917.52 21.083 2.91 2.97 1.271 |O | | | | 917.52 21.167 2.89 2.94 1.270 |O | | | | 917.52 21.250 2.86 2.91 1.270 |O | | | | 917.52 21.333 2.83 2.89 1.269 |O | | | | 917.52 21.417 2.81 2.86 1.269 |O | | | | 917.52 21.500 2.78 2.83 1.269 |O | | | | 917.52 21.583 2.76 2.81 1.268 |O | | | | 917.51 21.667 2.73 2.78 1.268 |O | | | | 917.51 21.750 2.71 2.76 1.268 |O | | | | 917.51 21.833 2.69 2.73 1.267 |O | | | | 917.51 21.917 2.66 2.71 1.267 |O | | | | 917.51 22.000 2.64 2.69 1.267 |O | | | | 917.51 22.083 2.62 2.66 1.266 |O | | | | 917.51 22.167 2.60 2.64 1.266 |O | | | | 917.51 22.250 2.58 2.62 1.266 |O | | | | 917.51 22.333 2.56 2.60 1.266 |O | | | | 917.51 22.417 2.54 2.58 1.265 |O | | | | 917.51 22.500 2.52 2.56 1.265 IO | | | | 917.51 22.583 2.50 2.54 1.265 IO | | | | 917.51 22.667 2.48 2.52 1.264 O | | | | 917.51 22.750 2.47 2.50 1.264 O | | | | 917.51 22.833 2.45 2.48 1.264 O | | | | 917.51 22.917 2.43 2.46 1.264 O | | | | 917.51 23.000 2.41 2.45 1.263 O | | | | 917.51 23.083 2.40 2.43 1.263 O | | | | 917.51 23.167 2.38 2.41 1.263 O | | | | 917.51 23.250 2.36 2.40 1.263 O | | | | 917.50 23.333 2.35 2.38 1.263 O | | | | 917.50 23.417 2.33 2.36 1.262 O | | | | 917.50 23.500 2.32 2.35 1.262 O | | | | 917.50 23.583 2.30 2.33 1.262 O | | | | 917.50 23.667 2.29 2.32 1.262 O | | | | 917.50 23.750 2.27 2.30 1.262 O | | | | 917.50 23.833 2.26 2.29 1.261 O | | | | 917.50 23.917 2.25 2.27 1.261 O | | | | 917.50 24.000 2.23 2.26 1.261 O | | | | 917.50 24.083 2.11 2.22 1.261 O | | | | 917.50 24.167 1.52 2.19 1.258 O | | | | 917.50 24.250 0.65 2.18 1.250 O | | | | 917.48 24.333 0.20 2.18 1.238 O | | | | 917.46 24.417 0.06 2.17 1.224 O | | | | 917.44 24.500 0.02 2.17 1.209 O | | | | 917.41 24.583 0.00 2.16 1.195 O | | | | 917.39 24.667 0.00 2.15 1.180 O | | | | 917.36 24.750 0.00 2.15 1.165 O | | | | 917.34 24.833 0.00 2.14 1.150 O | | | | 917.31 24.917 0.00 2.14 1.135 O | | | | 917.29 25.000 0.00 2.13 1.121 O | | | | 917.26 25.083 0.00 2.13 1.106 O | | | | 917.23 25.167 0.00 2.12 1.091 O | | | | 917.21 25.250 0.00 2.11 1.077 O | | | | 917.18 25.333 0.00 2.11 1.062 O | | | | 917.16 25.417 0.00 2.10 1.048 O | | | | 917.13 25.500 0.00 2.10 1.033 O | | | | 917.11 25.583 0.00 2.09 1.019 O | | | | 917.08 25.667 0.00 2.09 1.005 O | | | | 917.06 25.750 0.00 2.08 0.990 O | | | | 917.03 25.833 0.00 2.08 0.976 O | | | | 917.01 25.917 0.00 2.07 0.962 O | | | | 916.98 26.000 0.00 2.06 0.947 O | | | | 916.96 26.083 0.00 2.06 0.933 O | | | | 916.93 26.167 0.00 2.05 0.919 O | | | | 916.90 26.250 0.00 2.05 0.905 O | | | | 916.87 26.333 0.00 2.04 0.891 O | | | | 916.85 26.417 0.00 2.03 0.877 O | | | | 916.82 26.500 0.00 2.03 0.863 O | | | | 916.79 26.583 0.00 2.02 0.849 O | | | | 916.77 26.667 0.00 2.02 0.835 O | | | | 916.74 26.750 0.00 2.01 0.821 O | | | | 916.71 26.833 0.00 2.01 0.807 O | | | | 916.69 26.917 0.00 2.00 0.793 O | | | | 916.66 27.000 0.00 1.99 0.780 O | | | | 916.63 27.083 0.00 1.99 0.766 O | | | | 916.61 27.167 0.00 1.98 0.752 O | | | | 916.58 27.250 0.00 1.98 0.739 O | | | | 916.56 27.333 0.00 1.97 0.725 O | | | | 916.53 27.417 0.00 1.97 0.711 O | | | | 916.50 27.500 0.00 1.96 0.698 O | | | | 916.48 27.583 0.00 1.96 0.684 O | | | | 916.45 27.667 0.00 1.95 0.671 O | | | | 916.42 27.750 0.00 1.94 0.658 O | | | | 916.40 27.833 0.00 1.94 0.644 O | | | | 916.37 27.917 0.00 1.93 0.631 O | | | | 916.34 28.000 0.00 1.93 0.618 O | | | | 916.32 28.083 0.00 1.92 0.604 O | | | | 916.29 28.167 0.00 1.92 0.591 O | | | | 916.26 28.250 0.00 1.91 0.578 O | | | | 916.24 28.333 0.00 1.90 0.565 O | | | | 916.21 28.417 0.00 1.90 0.552 O | | | | 916.18 28.500 0.00 1.89 0.539 O | | | | 916.16 28.583 0.00 1.89 0.526 O | | | | 916.13 28.667 0.00 1.88 0.513 O | | | | 916.11 28.750 0.00 1.88 0.500 O | | | | 916.08 28.833 0.00 1.87 0.487 O | | | | 916.05 28.917 0.00 1.86 0.474 O | | | | 916.03 29.000 0.00 1.86 0.461 O | | | | 916.00 29.083 0.00 1.85 0.448 O | | | | 915.98 29.167 0.00 1.85 0.436 O | | | | 915.95 29.250 0.00 1.84 0.423 O | | | | 915.92 29.333 0.00 1.84 0.410 O | | | | 915.90 29.417 0.00 1.83 0.398 O | | | | 915.87 29.500 0.00 1.83 0.385 O | | | | 915.84 29.583 0.00 1.82 0.372 O | | | | 915.82 29.667 0.00 1.82 0.360 O | | | | 915.79 29.750 0.00 1.81 0.347 O | | | | 915.77 29.833 0.00 1.81 0.335 O | | | | 915.74 29.917 0.00 1.80 0.322 O | | | | 915.71 30.000 0.00 1.80 0.310 O | | | | 915.69 30.083 0.00 1.79 0.298 O | | | | 915.66 30.167 0.00 1.79 0.285 O | | | | 915.64 30.250 0.00 1.78 0.273 O | | | | 915.61 30.333 0.00 1.78 0.261 O | | | | 915.59 30.417 0.00 1.77 0.249 O | | | | 915.56 30.500 0.00 1.77 0.236 O | | | | 915.53 30.583 0.00 1.76 0.224 O | | | | 915.51 30.667 0.00 1.70 0.212 O | | | | 883.87 30.750 0.00 1.61 0.201 O | | | | 836.48 30.833 0.00 1.52 0.190 O | | | | 791.62 30.917 0.00 1.44 0.180 O | | | | 749.18 31.000 0.00 1.36 0.170 O | | | | 709.01 31.083 0.00 1.29 0.161 O | | | | 670.99 31.167 0.00 1.22 0.153 O | | | | 635.01 31.250 0.00 1.16 0.144 O | | | | 600.96 31.333 0.00 1.09 0.137 O | | | | 568.74 31.417 0.00 1.03 0.129 O | | | | 538.25 31.500 0.00 0.98 0.122 O | | | | 509.39 31.583 0.00 0.93 0.116 O | | | | 482.07 31.667 0.00 0.88 0.110 O | | | | 456.22 31.750 0.00 0.83 0.104 O | | | | 431.76 31.833 0.00 0.79 0.098 O | | | | 408.61 31.917 0.00 0.74 0.093 O | | | | 386.70 32.000 0.00 0.70 0.088 O | | | | 365.97 32.083 0.00 0.67 0.083 O | | | | 346.34 32.167 0.00 0.63 0.079 O | | | | 327.77 32.250 0.00 0.60 0.075 O | | | | 310.20 32.333 0.00 0.56 0.071 O | | | | 293.57 32.417 0.00 0.53 0.067 O | | | | 277.82 32.500 0.00 0.51 0.063 O | | | | 262.93 32.583 0.00 0.48 0.060 O | | | | 248.83 32.667 0.00 0.45 0.057 O | | | | 235.49 32.750 0.00 0.43 0.054 O | | | | 222.86 32.833 0.00 0.41 0.051 O | | | | 210.91 32.917 0.00 0.38 0.048 O | | | | 199.60 33.000 0.00 0.36 0.045 O | | | | 188.90 33.083 0.00 0.34 0.043 O | | | | 178.77 33.167 0.00 0.33 0.041 O | | | | 169.19 33.250 0.00 0.31 0.038 O | | | | 160.11 33.333 0.00 0.29 0.036 O | | | | 151.53 33.417 0.00 0.28 0.034 O | | | | 143.40 33.500 0.00 0.26 0.033 O | | | | 135.71 33.583 0.00 0.25 0.031 O | | | | 128.44 33.667 0.00 0.23 0.029 O | | | | 121.55 33.750 0.00 0.22 0.028 O | | | | 115.03 33.833 0.00 0.21 0.026 O | | | | 108.87 33.917 0.00 0.20 0.025 O | | | | 103.03 34.000 0.00 0.19 0.023 O | | | | 97.50 34.083 0.00 0.18 0.022 O | | | | 92.28 34.167 0.00 0.17 0.021 O | | | | 87.33 34.250 0.00 0.16 0.020 O | | | | 82.65 34.333 0.00 0.15 0.019 O | | | | 78.21 34.417 0.00 0.14 0.018 O | | | | 74.02 34.500 0.00 0.13 0.017 O | | | | 70.05 34.583 0.00 0.13 0.016 O | | | | 66.30 34.667 0.00 0.12 0.015 O | | | | 62.74 34.750 0.00 0.11 0.014 O | | | | 59.38 34.833 0.00 0.11 0.014 O | | | | 56.19 34.917 0.00 0.10 0.013 O | | | | 53.18 35.000 0.00 0.10 0.012 O | | | | 50.33 35.083 0.00 0.09 0.011 O | | | | 47.63 35.167 0.00 0.09 0.011 O | | | | 45.08 35.250 0.00 0.08 0.010 O | | | | 42.66 35.333 0.00 0.08 0.010 O | | | | 40.37 35.417 0.00 0.07 0.009 O | | | | 38.21 35.500 0.00 0.07 0.009 O | | | | 36.16 35.583 0.00 0.07 0.008 O | | | | 34.22 35.667 0.00 0.06 0.008 O | | | | 32.38 35.750 0.00 0.06 0.007 O | | | | 30.65 35.833 0.00 0.06 0.007 O | | | | 29.00 35.917 0.00 0.05 0.007 O | | | | 27.45 36.000 0.00 0.05 0.006 O | | | | 25.98 36.083 0.00 0.05 0.006 O | | | | 24.58 36.167 0.00 0.04 0.006 O | | | | 23.27 36.250 0.00 0.04 0.005 O | | | | 22.02 36.333 0.00 0.04 0.005 O | | | | 20.84 36.417 0.00 0.04 0.005 O | | | | 19.72 36.500 0.00 0.04 0.004 O | | | | 18.66 36.583 0.00 0.03 0.004 O | | | | 17.66 36.667 0.00 0.03 0.004 O | | | | 16.72 36.750 0.00 0.03 0.004 O | | | | 15.82 36.833 0.00 0.03 0.004 O | | | | 14.97 36.917 0.00 0.03 0.003 O | | | | 14.17 37.000 0.00 0.03 0.003 O | | | | 13.41 37.083 0.00 0.02 0.003 O | | | | 12.69 37.167 0.00 0.02 0.003 O | | | | 12.01 37.250 0.00 0.02 0.003 O | | | | 11.37 37.333 0.00 0.02 0.003 O | | | | 10.76 37.417 0.00 0.02 0.002 O | | | | 10.18 37.500 0.00 0.02 0.002 O | | | | 9.63 37.583 0.00 0.02 0.002 O | | | | 9.12 37.667 0.00 0.02 0.002 O | | | | 8.63 37.750 0.00 0.02 0.002 O | | | | 8.17 37.833 0.00 0.01 0.002 O | | | | 7.73 37.917 0.00 0.01 0.002 O | | | | 7.31 38.000 0.00 0.01 0.002 O | | | | 6.92 38.083 0.00 0.01 0.002 O | | | | 6.55 38.167 0.00 0.01 0.001 O | | | | 6.20 38.250 0.00 0.01 0.001 O | | | | 5.87 38.333 0.00 0.01 0.001 O | | | | 5.55 38.417 0.00 0.01 0.001 O | | | | 5.25 38.500 0.00 0.01 0.001 O | | | | 4.97 38.583 0.00 0.01 0.001 O | | | | 4.71 38.667 0.00 0.01 0.001 O | | | | 4.45 38.750 0.00 0.01 0.001 O | | | | 4.21 38.833 0.00 0.01 0.001 O | | | | 3.99 38.917 0.00 0.01 0.001 O | | | | 3.77 39.000 0.00 0.01 0.001 O | | | | 3.57 39.083 0.00 0.01 0.001 O | | | | 3.38 39.167 0.00 0.01 0.001 O | | | | 3.20 39.250 0.00 0.01 0.001 O | | | | 3.03 39.333 0.00 0.01 0.001 O | | | | 2.87 39.417 0.00 0.01 0.001 O | | | | 2.71 39.500 0.00 0.00 0.001 O | | | | 2.57 39.583 0.00 0.00 0.001 O | | | | 2.43 39.667 0.00 0.00 0.001 O | | | | 2.30 39.750 0.00 0.00 0.001 O | | | | 2.18 39.833 0.00 0.00 0.000 O | | | | 2.06 39.917 0.00 0.00 0.000 O | | | | 1.95 40.000 0.00 0.00 0.000 O | | | | 1.84 40.083 0.00 0.00 0.000 O | | | | 1.75 40.167 0.00 0.00 0.000 O | | | | 1.65 40.250 0.00 0.00 0.000 O | | | | 1.56 40.333 0.00 0.00 0.000 O | | | | 1.48 40.417 0.00 0.00 0.000 O | | | | 1.40 40.500 0.00 0.00 0.000 O | | | | 1.32 40.583 0.00 0.00 0.000 O | | | | 1.25 40.667 0.00 0.00 0.000 O | | | | 1.19 40.750 0.00 0.00 0.000 O | | | | 1.12 40.833 0.00 0.00 0.000 O | | | | 1.06 40.917 0.00 0.00 0.000 O | | | | 1.01 41.000 0.00 0.00 0.000 O | | | | 0.95 41.083 0.00 0.00 0.000 O | | | | 0.90 41.167 0.00 0.00 0.000 O | | | | 0.85 41.250 0.00 0.00 0.000 O | | | | 0.81 41.333 0.00 0.00 0.000 O | | | | 0.76 41.417 0.00 0.00 0.000 O | | | | 0.72 41.500 0.00 0.00 0.000 O | | | | 0.68 41.583 0.00 0.00 0.000 O | | | | 0.65 41.667 0.00 0.00 0.000 O | | | | 0.61 41.750 0.00 0.00 0.000 O | | | | 0.58 41.833 0.00 0.00 0.000 O | | | | 0.55 41.917 0.00 0.00 0.000 O | | | | 0.52 ****************************HYDROGRAPH DATA**************************** Number of intervals = 503 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 50.950 (CFS) Total volume = 10.523 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- 16 APPENDIX F HYDRAULIC CALCULATIONS Date: County/City Case No.: Enter the area tributary to this feature, Max = 10 acres At=5 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP=10,528 ft3 Enter Infiltration rate I = 97.0 in/hr Enter Factor of Safety, FS (unitless) FS = 2 Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n =40 % D1 =D1 =727.50 ft Enter depth to historic high groundwater mark (measured from finished grade)100 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade)100 ft D2 is the smaller of: D2 =89.0 ft DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet.DMAX =8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR =8.00 ft Calculate the design depth of water, dW Design dW =(DR) x (n/100)Design dW=3.20 ft Minimum Surface Area, AS AS= VBMP AS = 3,290 ft2 dW Proposed Design Surface Area AD = 3,294 ft2 Minimum Width = DR + 1 foot pea gravel '9.00 ft Sediment Control Provided? (Use pulldown) Geotechnical report attached? (Use pulldown) Fonata Design Volume If the trench has been designed correctly, there should be no error messages on the spreadsheet. Trench Sizing Depth to groundwater - 11 ft; & Depth to impermeable layer - 6 ft Calculate D1. 12 (in/ft) x (n /100) x FS Required Entries Calculated Cells I (in/hr) x 72 hrs 9/19/2022 Calculate Maximium Depth of the Reservoir Layer Designed by: UNITED CIVIL, INC John Luong Infiltration Trench - Design Procedure BMP ID Legend: Company Name: Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT PRELIMINARY DRAFT - SUBJECT TO REVISION Project: Box ID: Design Information (Input) Box conduit invert slope So =0.0200 ft/ft Box Manning's n-value n =0.0130 Box Width W =8.00 ft Box Height H =0.50 ft Design discharge Q =2.91 cfs Full-flow capacity (Calculated) Full-flow area Af =4.00 sq ft Full-flow wetted perimeter Pf =17.00 ft Full-flow capacity Qf =24.71 cfs Calculations of Normal Flow Condition Normal flow depth (<H )Yn =0.10 ft Flow area An =0.83 sq ft Wetted perimeter Pn =8.21 ft Flow velocity Vn =3.51 fps Discharge Qn =2.91 cfs Percent Full Flow =11.78%of full flow Normal Depth Froude Number Frn =1.92 supercritical Calculation of Critical Flow Condition Critical flow depth Yc =0.16 ft Critical flow area Ac =1.28 sq ft Critical flow velocity Vc =2.27 fps Critical Depth Froude Number Frc =1.00 BOX CONDUIT FLOW (Normal & Critical Depth Computation) Southridge in Fontana Overflow Parkway Drain Parkway Drain.xls, Box Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0200 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =24.00 inches Design discharge Q =14.00 cfs Full-flow Capacity (Calculated) Full-flow area Af =3.14 sq ft Full-flow wetted perimeter Pf =6.28 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =32.08 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =1.49 radians Flow area An =1.42 sq ft Top width Tn =1.99 ft Wetted perimeter Pn =2.99 ft Flow depth Yn =0.92 ft Flow velocity Vn =9.86 fps Discharge Qn =14.00 cfs Percent Full Flow Flow =43.64%of full flow Normal Depth Froude Number Frn =2.06 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =1.93 radians Critical flow area Ac =2.25 sq ft Critical top width Tc =1.88 ft Critical flow depth Yc =1.35 ft Critical flow velocity Vc =6.22 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge in Fontana Overflow 24" SD Parkway Drain.xls, Pipe 3/24/2023, 09:57 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0777 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =18.00 inches Design discharge Q =29.36 cfs Full-flow Capacity (Calculated) Full-flow area Af =1.77 sq ft Full-flow wetted perimeter Pf =4.71 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =29.36 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =1.55 sq ft Top width Tn =1.15 ft Wetted perimeter Pn =3.40 ft Flow depth Yn =1.23 ft Flow velocity Vn =18.94 fps Discharge Qn =29.36 cfs Percent Full Flow Flow =100.00%of full flow Normal Depth Froude Number Frn =2.88 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =3.00 radians Critical flow area Ac =1.77 sq ft Critical top width Tc =0.21 ft Critical flow depth Yc =1.49 ft Critical flow velocity Vc =16.62 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge in Fontana Overflow pipe 18" SD Overflow Pipe.xls, Pipe 3/24/2023, 10:02 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0260 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =18.00 inches Design discharge Q =16.98 cfs Full-flow Capacity (Calculated) Full-flow area Af =1.77 sq ft Full-flow wetted perimeter Pf =4.71 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =16.98 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =1.55 sq ft Top width Tn =1.15 ft Wetted perimeter Pn =3.40 ft Flow depth Yn =1.23 ft Flow velocity Vn =10.96 fps Discharge Qn =16.98 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =1.67 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.74 radians Critical flow area Ac =1.74 sq ft Critical top width Tc =0.59 ft Critical flow depth Yc =1.44 ft Critical flow velocity Vc =9.74 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-1 Hydraulic SD.xlsm, Pipe 5/6/2022, 9:34 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0100 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =24.00 inches Design discharge Q =22.68 cfs Full-flow Capacity (Calculated) Full-flow area Af =3.14 sq ft Full-flow wetted perimeter Pf =6.28 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =22.68 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =2.76 sq ft Top width Tn =1.54 ft Wetted perimeter Pn =4.53 ft Flow depth Yn =1.64 ft Flow velocity Vn =8.23 fps Discharge Qn =22.68 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =1.08 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.34 radians Critical flow area Ac =2.84 sq ft Critical top width Tc =1.44 ft Critical flow depth Yc =1.70 ft Critical flow velocity Vc =7.98 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-2 Hydraulic SD.xlsm, Pipe 5/6/2022, 9:39 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0310 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =12.00 inches Design discharge Q =6.29 cfs Full-flow Capacity (Calculated) Full-flow area Af =0.79 sq ft Full-flow wetted perimeter Pf =3.14 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =6.29 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =0.69 sq ft Top width Tn =0.77 ft Wetted perimeter Pn =2.26 ft Flow depth Yn =0.82 ft Flow velocity Vn =9.13 fps Discharge Qn =6.29 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =1.70 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.75 radians Critical flow area Ac =0.78 sq ft Critical top width Tc =0.38 ft Critical flow depth Yc =0.96 ft Critical flow velocity Vc =8.11 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-3 Hydraulic SD.xlsm, Pipe 5/6/2022, 9:41 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0480 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =21.00 inches Design discharge Q =34.81 cfs Full-flow Capacity (Calculated) Full-flow area Af =2.41 sq ft Full-flow wetted perimeter Pf =5.50 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =34.81 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =2.11 sq ft Top width Tn =1.35 ft Wetted perimeter Pn =3.96 ft Flow depth Yn =1.43 ft Flow velocity Vn =16.50 fps Discharge Qn =34.81 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =2.32 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.93 radians Critical flow area Ac =2.40 sq ft Critical top width Tc =0.37 ft Critical flow depth Yc =1.73 ft Critical flow velocity Vc =14.50 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-4 Hydraulic SD.xlsm, Pipe 5/6/2022, 9:43 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0500 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =21.00 inches Design discharge Q =35.52 cfs Full-flow Capacity (Calculated) Full-flow area Af =2.41 sq ft Full-flow wetted perimeter Pf =5.50 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =35.53 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =2.11 sq ft Top width Tn =1.35 ft Wetted perimeter Pn =3.96 ft Flow depth Yn =1.43 ft Flow velocity Vn =16.84 fps Discharge Qn =35.52 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =2.37 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.94 radians Critical flow area Ac =2.40 sq ft Critical top width Tc =0.35 ft Critical flow depth Yc =1.73 ft Critical flow velocity Vc =14.79 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-5 Hydraulic SD.xlsm, Pipe 5/6/2022, 9:49 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0500 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =24.00 inches Design discharge Q =50.72 cfs Full-flow Capacity (Calculated) Full-flow area Af =3.14 sq ft Full-flow wetted perimeter Pf =6.28 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =50.72 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =2.76 sq ft Top width Tn =1.54 ft Wetted perimeter Pn =4.53 ft Flow depth Yn =1.64 ft Flow velocity Vn =18.40 fps Discharge Qn =50.72 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =2.42 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.95 radians Critical flow area Ac =3.14 sq ft Critical top width Tc =0.39 ft Critical flow depth Yc =1.98 ft Critical flow velocity Vc =16.17 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-6 Hydraulic SD.xlsm, Pipe 5/6/2022, 10:04 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0100 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =21.00 inches Design discharge Q =15.89 cfs Full-flow Capacity (Calculated) Full-flow area Af =2.41 sq ft Full-flow wetted perimeter Pf =5.50 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =15.89 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =2.11 sq ft Top width Tn =1.35 ft Wetted perimeter Pn =3.96 ft Flow depth Yn =1.43 ft Flow velocity Vn =7.53 fps Discharge Qn =15.89 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =1.06 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.32 radians Critical flow area Ac =2.16 sq ft Critical top width Tc =1.28 ft Critical flow depth Yc =1.47 ft Critical flow velocity Vc =7.36 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-7 Hydraulic SD.xlsm, Pipe 5/6/2022, 10:04 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0200 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =10.00 inches Design discharge Q =3.11 cfs Full-flow Capacity (Calculated) Full-flow area Af =0.55 sq ft Full-flow wetted perimeter Pf =2.62 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =3.11 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.27 radians Flow area An =0.48 sq ft Top width Tn =0.64 ft Wetted perimeter Pn =1.89 ft Flow depth Yn =0.68 ft Flow velocity Vn =6.49 fps Discharge Qn =3.11 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =1.32 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.54 radians Critical flow area Ac =0.52 sq ft Critical top width Tc =0.47 ft Critical flow depth Yc =0.76 ft Critical flow velocity Vc =5.96 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-8 Hydraulic SD.xlsm, Pipe 5/6/2022, 10:06 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.2000 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =18.00 inches Design discharge Q =47.10 cfs Full-flow Capacity (Calculated) Full-flow area Af =1.77 sq ft Full-flow wetted perimeter Pf =4.71 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =47.10 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =1.55 sq ft Top width Tn =1.15 ft Wetted perimeter Pn =3.40 ft Flow depth Yn =1.23 ft Flow velocity Vn =30.38 fps Discharge Qn =47.10 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =4.62 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =3.09 radians Critical flow area Ac =1.77 sq ft Critical top width Tc =0.08 ft Critical flow depth Yc =1.50 ft Critical flow velocity Vc =26.65 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line A-9 Hydraulic SD.xlsm, Pipe 5/6/2022, 10:08 AM Project: Pipe ID: Design Information (Input) Pipe Invert Slope So =0.0400 ft/ft Pipe Manning's n-value n =0.0130 Pipe Diameter D =15.00 inches Design discharge Q =12.95 cfs Full-flow Capacity (Calculated) Full-flow area Af =1.23 sq ft Full-flow wetted perimeter Pf =3.93 ft Half Central Angle Theta =3.14 radians Full-flow capacity Qf =12.95 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14)Theta =2.26 radians Flow area An =1.08 sq ft Top width Tn =0.96 ft Wetted perimeter Pn =2.83 ft Flow depth Yn =1.02 ft Flow velocity Vn =12.03 fps Discharge Qn =12.95 cfs Percent Full Flow Flow =100.0%of full flow Normal Depth Froude Number Frn =2.00 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14)Theta-c =2.86 radians Critical flow area Ac =1.22 sq ft Critical top width Tc =0.35 ft Critical flow depth Yc =1.23 ft Critical flow velocity Vc =10.60 fps Critical Depth Froude Number Frc =1.00 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Southridge Fontana Line B-1 Hydraulic SD.xlsm, Pipe 5/6/2022, 10:09 AM 17 APPENDIX G HYDROLOGY MAPS A19.42 A28.32 A32.24 A410.5 B14.67 C12.40 NOT A PART NOT A PART LI V E O A K A V E . O L D L I V E O A K A V E . VILLAGE D R . NOT A PART LIVE O A K A V E . SOUTHRIDGE PROPERTY FONTANA, CA PREPARED BY: UNITED CIVIL, INC. 30141 AGOURA ROAD, SUITE 215AGOURA HILLS, CA 91301PH: (818) 707-8648FAX: (818) 707-8649 NH SOUTHRIDGE LLC DEVELOPER/APPLICANT:REVISION BLOCK DRAINAGE MAP - EXISTING CONDITION 500 NEWPORT CENTER DRIVE, SUITE 570 TEL: (949) 344-2705NEWPORT BEACH, CA 92600 10J2.30 Site VICINITY MAP JURUPA AVE SANTA ANA AVE VALLEY BLVD SAN BERNARDINO FWY SLOVER AVE MU L L B E R R Y AV E CH E R R Y A V E LI V E O A K A V E HE M L O C K AV E BE E C H A V E CI T R U S A V E CITR U S A V E MU L L B E R R Y AV E SLOVER AVE CHERRY AVE VILLAGE DR CONTACT: BRYAN AVILLA A11.45 U21 1.04 V22 0.31 B2 0.67C3 0.26 E5 0.35 D40.23 F60.32 G70.25 H8 0.40 I9 0.47 J10 0.32 K110.53 L120.47 M130.18 N140.32 O150.28P16 0.20 Q170.43 R180.45 S190.17 T200.22LI V E O A K A V E . O L D L I V E O A K A V E . VILLAGE DR. NOT A PART NOT A PART SOUTHRIDGE PROPERTY FONTANA, CA PREPARED BY: UNITED CIVIL, INC. 30141 AGOURA ROAD, SUITE 215AGOURA HILLS, CA 91301PH: (818) 707-8648FAX: (818) 707-8649 NH SOUTHRIDGE LLC DEVELOPER/APPLICANT:REVISION BLOCK DRAINAGE MAP - OFFSITE RUNON 500 NEWPORT CENTER DRIVE, SUITE 570 TEL: (949) 344-2705NEWPORT BEACH, CA 92600 PROJECT SITE 10J2.30 Site VICINITY MAP JURUPA AVE SANTA ANA AVE VALLEY BLVD SAN BERNARDINO FWY SLOVER AVE MU L L B E R R Y AV E CH E R R Y A V E LI V E O A K A V E HE M L O C K AV E BE E C H A V E CI T R U S A V E CITR U S A V E MU L L B E R R Y AV E SLOVER AVE CHERRY AVE VILLAGE DR CONTACT: BRYAN AVILLA E V MM MM MM M M MM M M M MM M M M A1 4.65 A12 2.70 C1 0.96 A5 3.0 A3 2.75 A4 2.51 A2 3.0 A6 1.59 A9 2.07 B1 4.76 A7 2.65 A8 2.40 A11 0.13 NOT A PART NOT A PART LI V E O A K A V E . OL D L I V E O A K A V E . VILLAGE DR. NOT A PART A10 1.53 5% SOUTHRIDGE PROPERTY FONTANA, CA PREPARED BY: UNITED CIVIL, INC. 30141 AGOURA ROAD, SUITE 215 AGOURA HILLS, CA 91301 PH: (818) 707-8648 FAX: (818) 707-8649 NH SOUTHRIDGE LLC DEVELOPER/APPLICANT:REVISION BLOCK DRAINAGE MAP 500 NEWPORT CENTER DRIVE, SUITE 570 TEL: (949) 344-2705 NEWPORT BEACH, CA 92600 POST DEVELOPED CONDITION 10J 2.30 Site VICINITY MAP JURUPA AVE SANTA ANA AVE VALLEY BLVD SAN BERNARDINO FWY SLOVER AVE MU L L B E R R Y AV E CH E R R Y A V E LI V E O A K A V E HE M L O C K AV E BE E C H A V E CI T R U S A V E CITR U S A V E MU L L B E R R Y AV E SLOVER AVE CHERRY AVE VILLAGE DR CONTACT: BRYAN AVILLA