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Appendix J.1 - Hydrology StudyAppendix J.1 Hydrology Study Proactive Engineering, 2021 Travertine SPA Draft EIR SCH# 201811023 Technical Appendices October 2023 Travertine Project Preliminary Hydrology Study Tentative Tract Map 37387 Submitted to: City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Prepared by. Proactive Engineering Consultants, Inc. 27042 Towne Centre Drive, Suite 110 Foothill Ranch, CA 92610 Prepared: November 2021 City PN: Prepared by: Mark Anderson, PE PROACTIVE ENGINEERING CONSULTANTS HFCP — Phase 11— Final Hydrology Study — November 2021 Table of Contents Table of Contents 1 INTRODUCTION 3 1.1 Description of Study Area and responsibility 3 2 PROJECT SITE LOCATION MAP 2 3 PURPOSE AND SCOPE 3 4 HYDROLOGY METHODOLOGY 3 5 HYDROLOGIC ANALYSIS 4 5.1 Project Conditions 6 6 DISCUSSION OF RESULTS 8 APPENDIX A -SOILS TYPE MAP APPENDIX B —NOAA ATLAS PRECIPITATION FREQUENCY II APPENDIX C —HYDROLOGY STUDY (AES RATIONAL METHOD) III C.1— 100 -YR EXISTING HYDROLOGY iv C.2 — 100 -YR PROPOSED HYDROLOGY C.3 — 10 -YR EXISTING HYDROLOGY vi C.4 — 10 -YR PROPOSED HYDROLOGY vii APPENDIX D —HYDROLOGY STUDY (AES UNIT HYDROGRAPH) VIII D.1 —100 -YR EXISTING HYDROLOGY ix D.2 — 100 -YR pROPOSED HYDROLOGY x APPENDIX E- HYDRAULIC ANALYSIS FOR PEAKFLOW Qioo XI NORMAL DEPTH XI E.1 — DRAINAGE FACILITIES BASED ON NORMAL DEPTH METHOD xii APPENDIX F — INFILTRATION & SPILLWAY CALCULATIONS XIII APPENDIX G - LIST OF MAPS XIV EXISTING HYDROLOGY MAP xv PROPOSED HYDROLOGY MAP xvi HFCP — Phase 11— Final Hydrology Study — November 2021 Table of Contents 1 INTRODUCTION 1.1 DESCRIPTION OF STUDY AREA AND RESPONSIBILITY The Travertine Project is an 855.4 -acre site with 524.0 -acre being disturbed for development. The project is located west of Madison Street, and north of Avenue 62 in the City of La Quinta. The project is a residential and park development. Several improvements are planned for the development including road improvements, drainage systems, two infiltration basins and water/sewer systems to serve the proposed community. The project is generally bounded by mountain ranges to the west, Coachella Valley Water District (CVWD) spreading basins (Groundwater Recharge Facility) and Madison Street to the east, and 62nd Street and undeveloped area to the south. Currently, the site is undeveloped and includes an abandoned vineyard. Drainages sheet flow from the west San Jacinto and Santa Rosa mountan ranges. There are several dikes that have been constructed to protect the vineyard areas from the mountain slope drainages. The project site is located upstream behind CVWD Dike #4 (See figure 1). The drainages are contained behind the dike where storm water runoff is retained and infiltrated. Responsibility for analysis and design of regional flood control structures lies with Riverside County Flood Control and Water Conservation District (RCFC & WCD). The Coachella Valley Water District (CVWD) manages regional facilities, which collect runoff from areas outside the City, including the mountains. Regional facilities include Coachella Valley Stormwater Channel, La Quinta Evacuation Channel, Bear Creek System and Lake Cahuilla. Maintenance of local facilities, which collect runoff from local streets and properties to regional channels and basins, is the responsibility of the City of La Quinta. Travertine Hydrology Study — November 2021 2 2 PROJECT SITE LOCATION MAP JEFFERSON STREET 2 DIKE #4 „ ' \ AtiENDE,so 1111111hL, EVL PROJECT- AY { 11ild • • • - • • r,=.7 rr • 1111,h J,Ja AVENUE Irr pRoJED1- BOUNDARY -PROJECT BOUNOARy PROJECT AREA -MT, 1355A Ae. FRoJEci DEvEL0FER AREA, 5142 Ae. Figure 1: Project Location Map RQ4CTIVE ENGINEERING CONSULTAN Wa,..7=tmn= TPAVEIMNE SITE KAP CRY OF LA OITA 1 DPI Travertine Hydrology Study - November 2021 3 3 PURPOSE AND SCOPE The purpose of this study is to develop a preliminary drainage plan for the Travertine Project, Tentative Tract Map 37387, that would provide the project with drainage and flood protection from a 100 -yr storm event without adversely impacting the adjacent properties and improvements. This study assumes discharge of the project's "mitigated -developed" on-site 100 - year storm flow to the area behind Dike #4, matching existing or reducing peak flows. The scope of the study includes the following: • Establish baseline drainage conditions and watershed areas. • Determine the pre and post 100- and 10-year/1-hour precipitation peak flow rates in accordance with the County of Riverside Hydrology Manual methodology. • Determination preliminary size and location of the proposed drainage facilities required to flood -protect the proposed development from the 100 -yr storm event 4 HYDROLOGY METHODOLOGY Hydrologic calculations were performed in accordance to the methods described in the Riverside County Flood Control District (RCFCD) Hydrology Manual. The AES software utilizing the rational method was used to compute the peak flowrate for the 100 -year storm event for the existing and proposed conditions. The rainfall values used for the study area 10 -year and 100 -year storm events were obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 (appendix B). A slope of intensity duration curve from the RCFCD Hydrology Manual of 0.58 was used in the study. The entire study consists of hydrologic soils group A obtained from the Web Soil Survey. Due to the presence of detention basins, the Unit Hydrograph Method was used to establish a comparison of the baseline and project conditions total storm runoff volumes. The AES software, Flood routing computer model was used to evaluate frequency (100 -year) storm event for durations of 1, 3, 6, and 24-hour. The Unit Hydrograph (UH) Method establishes a peak flowrate and volume for the given drainage area. This method evaluates the watersheds response to a given rainfall pattern and event. The development of this method was established using the following assumptions and guidelines per the Riverside County Hydrology Manual: • Lag Time - Lag time is defined as the elapsed time in hours from the beginning of unit effective rainfall to the instant that the summation hydrograph for the concentration point of an area reaches 50 -percent of the peak discharge. Lag time was calculated using the empirical formula identified in the Hydrology Manual (Sheet 1 of Plate E-1.1). Several parameters that area encompassed in this equation include drainage area, length of longest watercourse, slope of the most remote traveled distance, and overall conveyance Manning's value. Lag was used in the derivation of the "UI" cards for HEC -1 (Appendix A). • Unit Time Period - For the calculation process of the UH, a calculation time step is defined based on the lag time. Generally, a time step is chosen to be 25- to 40 -percent of lag time than the calculated lag time for a given area. Travertine Hydrology Study - November 2021 4 • S -Graph - An S -Graph represents the basic time -runoff relationship for a watershed type. For Riverside County, four different S -Graphs can be used, or a combination of the four. Given the topographic region of this project, the Valley S -Graph was used (Plate E-4.1). • Rainfall Patterns- Using a 3 and 6 -hour duration storm event, the point precipitation for the 100-year/3-& 6 -hr storm event is 2.28" and 2.89". These are identified from NOAA Atlas 14 (Appendix B). • Loss Rate Calculations - For the UH method, several losses need to be calculated based on land uses, soil types, and percent imperviousness. The soil type for this project is 100 - percent Hydrologic Soil Type "A" (Plate C-1.17). - Pervious Area Loss Rate (F) - Calculated based on percent impervious - Low Loss Rate (Y bar) - Calculated base on rate of rainfall 5 HYDROLOGIC ANALYSIS The preliminary drainage plan for the Travertine Project proposes a system of underground storm drains and catch basins to intercept and convey the runoffs generated by the project site. Two detention/water quality basins are proposed to treat the water and detain the stom flows. The storm drain systems and the basins are both designed for the 100 -year storm event. The tables below contain a hydrologic summary of the peak flow rate for the 100 -year storm event obtained by running the rational method on AES. Refer to Appendix C for more detailed calculation results Tabel 5-1. 100 -year Peak Flowrate for Post Development Drainage Area Area Proposed (acres) Fow Rate (Qioo) (cfs) A 220.4 532.1 B 293.8 472.1 Total 514.2 1,004 Table 5-2. 100 -year Peak Flowrate for Pre -Development Drainage Area Area Existing (acres) Fow Rate (Qioo) (cfs) A 110.5 131.1 B 151.3 180.9 C 252.4 294.5 Total 514.2 607 Travertine Hydrology Study - November 2021 5 Tables 5-3 compares the post development flow (unmitigated) with that of the pre -development flow. The detention basins are designed to outlet flows at or below the existing peak flow rate. Table 5-3: 100 -year Peak Flowrate Summary Existing Flow Rate (cfs) Poposed Flow Rate (cfs) Flow Rate (To be Mitigated) (cfs) 607 1,004 397 The tables below contain the basin routing summary of the volumes for the 100 -year 1, 3, 6 and 24 -hr durations modeled by the Unit Hydrograph Method. The basins in turn are designed to infilitrate the delta between the existing and proposed storm event that produces the most volume, in this case the 24 hour storm duration. Refer to Appendix D for more detailed calculation results Tabel 5-4: 100 -year Storm Flow Volume for Post -development - 1 Volume Difference (ac -ft) Drainage Area Area Proposed (acres) 1 -hr Volume (ac -ft) 3 -hr Volume (ac -ft) 6 -hr Volume (ac -ft) 24 -hr Volume (ac -ft) A 220.4 22.2 26.0 29.9 40.4 B 293.8 29.6 34.2 39.1 52.0 Total 514.2 51.8 60.2 69.0 29.4 Table 5-5: 100 -year Storm Flow Volume for Pre -development Poposed Volume (ac -ft) Volume Difference (ac -ft) Drainage Area Area Existing (acres) 1 -hr Volume (ac -ft) 3 -hr Volume (ac -ft) 6 -hr Volume (ac -ft) 24 -hr Volume (ac -ft) A 110.5 11.9 13.6 12.9 12.8 B 151.3 16.3 18.7 17.7 17.6 C 252.4 27.2 31.2 29.6 29.4 Total 514.2 55.4 63.5 60.2 ■ Table 5-6: 100 -year 24 -hr Storm Flow Volume Summary Existing Volume (ac -ft) Poposed Volume (ac -ft) Volume Difference (ac -ft) 59.8 92.4 32.6 Travertine Hydrology Study — November 2021 6 5.1 PROJECT CONDITIONS The proposed conditions for this project include rerouting stormwater runoff into two detention basins, a north basin (Basin "A") and a south basin (Basin "B"). Watershed Subarea "A", to the north, is 220.4 acres of residential and roadway land use. Watershed Subarea "B", to the south, is 293.8 acres of residential, recreational and roadway land use. These two basins will discharge mitigated flows to the area behind dike #4 where it will continue to be retained and infiltrated. The two basins are connected with a culvert to maintain the identical water surface elevation in both basins. Proposed Basins The basins proposed are to provide water quality treatment and flood control attenuation. These basins are designed to retain the largest volume delta between the existing and proposed 100 year storm, in this case the 24 hour event, as seen in Tables 5-4 through 5-6. Additionally, the basins are to outlet at a mitigated rate at or below the existing 100 year peak flow, summarized in Table 5-3. The unit hydrograph data was used to model the basin routing of the peak flows through the proposed detention basins. The two basins were modeled together with a total basin volume of 50.7 ac -ft. The basins were designed to infiltrate delta in peak volumes which translated to a volume of 32.2 acre-feet. This volume in turn sets the top of the outlet risers at an elevation of 2.7' above basin bottom. The basin is a total of 6' deep. The max depth of ponding for the 100 year event was set at 4' to allow for 1' of flow over the emergency spillway plus 1' of freeboard (spillway calculations can be found in Appendix F). Flows will oulet through 6-42" risers, 3 per basin, and then continue through a 66" RCP in Avenue 62, ouletting behind Dike #4. The outlet flows never exceed the existing rational method peak flow of 607 cfs. The results are summarized in the following tables and figure. Table 5-7: Basin Routing Input Parameters Depth ( P) Outflow thru Risers (cfs) Storage (ac ft) 1.00 0 12.22 2.00 0 24.74 2.70 0 33.66 3.00 33.61 37.53 4.00 303.14 50.66 Table 5-8: Basin Routing Results Storm Duration (hrs) Peak Depth (ft) Peak Flow (cfs) 1 3.37 133.6 3 3.70 222.1 6 3.94 286.9 24 3.36 130.7 Travertine Hydrology Study — November 2021 7 1' EMERGENCY 1' 4' MAX SPILLWAY FRETARD 100YR DEPTH DEPTH - ±___ ,- T 2!7' INFILTRATE VOLUME Figure 2: Basin Cross Section Proposed Storm drain The hydraulic calculations in support of the proposed drainage improvements as well as capacities were done using the normal -depth method. The AES rational method calculations for each area tributary to the basins were developed to identify peak flows onsite for the 100 -year storm event. These calculations were used to size the facilities. A more detailed hydraulic analysis will be done during final storm drain improvement plans. Table 5-9 and 5-10 summarizes the Main Storm Drain line sizes within the project site. Refer to Appendix E for Calculations using normal -depth method. Table 5-9: Main Storm Drain Subarea A Q1oo (cfs) Diameter (In) Line -A Node 30-40 532 78" RCP Node 21-30 387 72" RCP Node 16-21 272 60" RCP Node 9-16 187 54" RCP Line -2A Node 21-25 123 48" RCP Line -3A Node 34-30 112 48" RCP Travertine Hydrology Study — November 2021 8 Table 5-10: Main Storm Drain Subarea B Q100 (cfs) Diameter (In) Line -B Node 195-180 472 78" RCP Node 180-140 360 66" RCP Node 140-160 184 54" RCP Node 160-158 140 48" RCP Node 158-150 78 36" RCP Node 150-142 33 24" RCP Line -2B Node 140-130 199 54" RCP Node 130-110 171 48" RCP Node 110-106 66 36" RCP Node 106-102 26 24" RCP Line -3B Node 160-165 39 30" RCP Node 165-163 28 24" RCP Line -4B Node 180-186 110 48" RCP Node 186-184 85 36" RCP Node 186-184 30 24" RCP Table 5-11: Main Storm Drain From Basins to Dike #4 Qioo (cfs) Diameter (In) Outlet Pipe Basins A & B to Dike #4 287 66" RCP 6 DISCUSSION OF RESULTS Comparing the existing peak flowrate with that of the proposed, the unmitigated flowrate increase is 397 cfs. The increase in flow rate is due to the proposed development which can be attributed to the difference in land -use designation (from undeveloped to developed condition). This flowrate will be mitigated through Basin "A" and "B" with an anticipated mitigated flow rate of 287 cfs. The storm flow volume difference between the Pre and Post Development is 32.6 ac -ft. This volume will be retained and infiltrated in the proposed basins "A" and "B". Travertine Hydrology Study — November 2021 i APPENDIX A -SOILS TYPE MAP Travertine Hydrology Study — November 2021 ii APPENDIX B -NOAA ATLAS PRECIPITATION FREQUENCY 10/8/2020 NOAA's National Weather Service rims Hydrometeorological Design Studies Ce Precipitation Frequency Data Server (PFDS) General Information Homepage Progress Report FAQ Glossary Precipitation Frequency Data Server GIS Grids Maps Time Series Temporals Documents Probable Maximum Precipitation Documents Miscellaneous Publications Storm Analysis Record Precipitation Contact Us Inquiries PF Map: Contiguous US r Home Site Map News Organization OO NWS 0 All NOAA NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CA Data description Data type: Precipitation intensity V Select location 1) Manually: Units: English V Time series type: Partial duration '_oral rvtounbin Regional Park Search Map V IN Terrain tt. Ind Ave V :k uua�lu u, Country Club Trdogi-fi6th.Ave • Li Quint] {+4+ nt rb a 04" Rustic Canyon 0 POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 6, Version 2 1 km 0.6mi Go aa.gov): a) Select location Move crosshair or double click b) Click on station icon Show stations on map Location information: Name: La Quinta, California, USA* Latitude: 33.5977° Longitude: -116.2675° Elevation: 231.29 ft ** * Source: ESRI Maps ** Source: USGS 8 Print page PDS -based precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 r www.nws.noaa.gov 1 8744. 1 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca 1/2 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 0.864 (0.720-1.03) 1.32 (1.10-1.60) 2.00 (1.67-2.42) 2.62 (2.16-3.20) 3.56 (2.84-4.51) 4.38 (3.42-5.68) 5.32 (4.04-7.06) 6.38 (4.73-8.72) 8.06 (5.71-11.5) 9.59 (6.56-14.2) r www.nws.noaa.gov 1 8744. 1 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca 1/2 10/8/2020 PF Map: Contiguous US 10 -min 0.612 0.948 I 1.43 1.87 (0.516-0.744) (0.792-1.15) I (1.19-1.74) (1.55-2.29) 15 -min 30 -min 0.496 (0.416-0.600) 0.358 (0.298-0.432) 0.764 (0.636-0.924) 0.550 (0.458-0.664) 1.16 (0.960-1.40) 0.832 (0.694-1.01) 60 -min 0.251 0.387 0.586 (0.210-0.304) (0.323-0.468) (0.488-0.711) 1.51 (1.25-1.85) 1.09 (0.898-1.33) 0.766 (0.632-0.937) 2.55 3.14 (2.03-3.23) (2.45-4.06) 2.06 (1.64-2.60) 1.48 (1.18-1.88) 1.04 (0.832-1.32) 2.53 (1.98-3.28) 1.83 (1.42-2.36) 3.81 (2.90-5.05) 3.07 (2.34-4.08) 2.21 (1.68-2.94) 4.58 (3.38-6.26) 3.69 (2.73-5.04) 2.66 (1.97-3.64) 5.78 (4.10-8.24) 4.66 (3.30-6.65) 3.36 (2.38-4.79) 1.28 1.56 1.87 2.36 (1.00-1.66) (1.19-2.07) (1.38-2.56) (1.68-3.37) 6.88 (4.70-10.2) 5.54 (3.79-8.19) 3.99 (2.73-5.90) 2.81 (1.92-4.15) 2 -hr 0.174 (0.146-0.210) 0.254 (0.212-0.308) 0.375 (0.312-0.454) 0.486 (0.400-0.594) 0.658 (0.524-0.832) 0.808 (0.631-1.05) 0.980 (0.746-1.30) 1.18 (0.872-1.61) 1.49 (1.05-2.12) I 1.76 (1.21-2.60) 3 -hr 0.139 (0.116-0.167) 0.199 (0.166-0.241) 0.291 (0.242-0.353) 0.375 (0.310-0.459) 0.507 (0.405-0.643) 0.624 (0.487-0.808) 0.758 (0.576-1.00) 0.912 (0.674-1.25) 1.15 (0.817-1.64) 1.37 (0.935-2.02) 6 -hr 0.090 (0.075-0.109) 0.129 (0.108-0.156) 0.187 (0.155-0.226) 0.240 (0.198-0.294) 0.324 (0.259-0.411) 0.398 (0.311-0.516) 0.483 (0.368-0.641) 0.582 (0.430-0.795) 0.735 (0.521-1.05) 0.873 (0.597-1.29) 12 -hr 0.054 (0.045-0.065) 0.079 (0.066-0.095) 0.115 (0.096-0.140) 0.149 (0.123-0.182) 0.201 (0.160-0.254) 0.246 (0.192-0.318) 0.297 (0.226-0.394) 0.356 (0.263-0.486) 0.446 (0.316-0.636) 0.526 (0.359-0.777) 24 -hr 0.033 (0.030-0.039) 0.050 (0.045-0.058) 0.075 (0.066-0.087) 0.097 (0.085-0.114) 0.131 (0.111-0.158) 0.160 (0.133-0.196) 0.192 (0.156-0.241) 0.228 (0.180-0.295) 0.283 (0.215-0.381) 0.331 (0.243-0.459) 2 -day 0.019 (0.017-0.022) 0.029 (0.026-0.034) 0.044 (0.039-0.051) 0.057 (0.050-0.067) 0.077 (0.065-0.092) 0.093 (0.077-0.115) 0.111 (0.090-0.140) 0.132 (0.104-0.170) 0.163 (0.123-0.219) 0.189 (0.139-0.262) 3 -day 0.014 (0.012-0.016) 0.021 (0.019-0.024) 0.032 (0.028-0.037) 0.041 (0.036-0.048) 0.055 (0.047-0.066) 0.067 (0.056-0.082) 0.080 (0.065-0.101) 0.095 (0.075-0.122) 0.117 (0.088-0.157) 0.135 (0.099-0.188) 4 -day 0.011 (0.010-0.013) 0.017 (0.015-0.019) 0.025 (0.022-0.029) 0.033 (0.029-0.038) 0.044 (0.037-0.053) 0.053 (0.044-0.065) 0.064 (0.052-0.080) 0.075 (0.059-0.097) 0.092 (0.070-0.124) 0.107 (0.079-0.149) 7 -day 0.007 (0.006-0.008) 0.010 (0.009-0.012) 0.015 (0.013-0.018) 0.020 (0.017-0.023) 0.026 (0.022-0.032) 0.032 (0.027-0.039) 0.038 (0.031-0.048) 0.045 (0.036-0.058) 0.055 (0.042-0.074) 0.064 (0.047-0.089) 10 -day 0.005 (0.004-0.006) 0.007 (0.007-0.009) 0.011 (0.010-0.013) 0.014 (0.012-0.017) 0.019 (0.016-0.023) 0.023 (0.019-0.028) 0.028 (0.022-0.035) 0.032 (0.026-0.042) 0.040 (0.030-0.053) 0.046 (0.034-0.064) 20 -day 0.003 (0.002-0.003) 0.004 (0.004-0.005) 0.006 (0.005-0.007) 0.008 (0.007-0.009) 0.010 (0.009-0.013) 0.013 (0.011-0.016) 0.015 (0.012-0.019) 0.018 (0.014-0.023) 0.022 (0.016-0.029) 0.025 (0.018-0.035) 30 -day 0.002 (0.002-0.002) 0.003 (0.003-0.003) 0.004 (0.004-0.005) 0.006 (0.005-0.007) 0.008 (0.006-0.009) 0.009 (0.008-0.011) 0.011 (0.009-0.014) 0.013 (0.010-0.017) 0.016 (0.012-0.021) 0.018 (0.013-0.025) 45 -day 0.001 (0.001-0.002) 0.002 (0.002-0.002) 0.003 (0.003-0.004) 0.004 (0.004-0.005) 0.006 (0.005-0.007) 0.007 (0.006-0.009) 0.008 (0.007-0.010) 0.010 (0.008-0.012) 0.012 (0.009-0.016) 0.013 (0.010-0.019) 60 -day 0.001 (0.001-0.001) 0.002 (0.002-0.002) 0.003 (0.002-0.003) 0.003 (0.003-0.004) 0.005 (0.004-0.006) 0.006 (0.005-0.007) 0.007 (0.005-0.008) 0.008 (0.006-0.010) 0.010 (0.007-0.013) 0.011 (0.008-0.015) 1 Precipi ation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at ower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for a 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 not checked 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. Estimates from the table in CSV format: Precipitation frequency estimates v Submit Main Link Categories: Home 1 OWP US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Water Prediction (OWP) 1325 East West Highway Silver Spring, MD 20910 Page Author: HDSC webmaster Page last modified: April 21, 2017 Map Disclaimer Disclaimer Credits Glossary Privacy Policy About Us Career Opportunities https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca 2/2 10/15/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 6, Version 2 Location name: La Quinta, California, USA* Latitude: 33.5977°, Longitude: -116.2675° Elevation: 231.29 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li -Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular 1 PF graphical 1 Maps & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 ] Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 0.072 (0.060-0.086) 0.110 (0.092-0.133) 0.167 (0.139-0.202) 0.218 (0.180-0.267) I 0.297 (0.237-0.376) 0.365 (0.285-0.473) 0.443 (0.337-0.588) 0.532 (0.394-0.727) 0.672 (0.476-0.959) 0.799 (0.547-1.18) 10 -min 0.102 (0.086-0.124) 0.158 (0.132-0.191) 0.239 (0.199-0.290) 0.312 (0.258-0.382)1 0.425 (0.339-0.538) 0.523 (0.409-0.677) 0.635 (0.483-0.842) 0.763 (0.564-1.04) 0.964 (0.683-1.37) 1.15 (0.783-1.69) 15 -min 0.124 (0.104-0.150) 0.191 (0.159-0.231) 0.289 (0.240-0.350) 0.378 (0.312-0.462) 0.514 (0.410-0.651) 0.633 (0.494-0.819) 0.768 (0.584-1.02) 0.923 (0.683-1.26) 1.17 (0.826-1.66) 1.39 (0.947-2.05) 30 -min 0.179 (0.149-0.216) 0.275 (0.229-0.332) 0.416 (0.347-0.505) 0.544 (0.449-0.666) 0.741 (0.591-0.939) 0.913 (0.712-1.18) 1.11 (0.842-1.47) 1.33 (0.984-1.82) 1.68 (1.19-2.40) 2.00 (1.37-2.95) 60 -min 0.251 (0.210-0.304) 0.387 (0.323-0.468) 0.586 (0.488-0.711) 0.766 (0.632-0.937) 1.04 (0.832-1.32)1 1.28 (1.00-1.66) 1.56 (1.19-2.07) 1.87 (1.38-2.56) 2.36 (1.68-3.37) 2.81 (1.92-4.15) 2 -hr 0.348 (0.291-0.420) 0.509 (0.425-0.615) 0.750 (0.624-0.909) 0.971 (0.801-1.19) 1.32 (1.05-1.67) 1.62 (1.26-2.09) 1.96 (1.49-2.60) 2.36 (1.74-3.22) 2.97 (2.11-4.24) 3.53 (2.41-5.21) 3 -hr 0.416 (0.348-0.503) 0.598 (0.500-0.724) 0.873 (0.727-1.06) 1.13 (0.931-1.38) 1.52 (1.22-1.93) 1.87 (1.46-2.43) 2.28 (1.73-3.02) 2.74 (2.03-3.74) 3.46 (2.45-4.93) 4.11 (2.81-6.07) 6 -hr 0.541 (0.452-0.654) 0.771 (0.644-0.933) 1.12 (0.931-1.36) 1.44 (1.19-1.76) 1.94 (1.55-2.46) 2.39 (1.86-3.09) 2.89 (2.20-3.84) 1 3.48 (2.58-4.76) 1 4.40 (3.12-6.28) 5.23 (3.57-7.72) 12 -hr 0.649 (0.543-0.784) 0.947 (0.791-1.15) 1.39 (1.16-1.69) 1.80 (1.48-2.20) 2.42 (1.93-3.07) 2.97 (2.32-3.84) 3.58 I (2.73-4.75) 4.29 (3.17-5.86) 5.38 (3.81-7.67) 6.33 (4.33-9.36) 24 -hr 0.803 (0.710-0.926) 1.21 (1.07-1.40) 1.80 (1.59-2.09) 2.34 (2.04-2.73) 3.14 (2.66-3.79) 3.83 (3.18-4.71) 4.61 (3.74-5.79) 5.48 (4.33-7.08) 6.80 (5.16-9.14) 7.93 (5.83-11.0) 2 -day 0.922 (0.816-1.06) 1.41 (1.25-1.63) 2.11 (1.86-2.45) 2.74 (2.40-3.20) 3.68 (3.12-4.43) 4.47 (3.71-5.50) 5.35 (4.34-6.73) 1 6.34 (5.00-8.19) 7.80 (5.92-10.5) 9.06 (6.65-12.6) 3 -day 0.990 (0.875-1.14) 1.52 (1.34-1.75) 2.28 (2.01-2.64) 2.96 (2.59-3.46) 3.97 (3.37-4.79) 4.83 (4.01-5.93) 5.77 (4.68-7.26) 6.82 (5.39-8.81) 8.39 (6.37-11.3) 9.73 (7.14-13.5) 4 -day 1.05 (0.929-1.21) 1.61 (1.42-1.86) 2.42 (2.13-2.81) 3.14 (2.75-3.67) 4.21 (3.57-5.07) 5.12 (4.25-6.29) 6.11 (4.96-7.68) 7.22 (5.70-9.32) 8.87 (6.73-11.9) 10.3 (7.54-14.3) 7 -day 1.12 (0.990-1.29) 1.71 (1.51-1.98) 2.57 (2.26-2.97) 3.33 (2.91-3.88) 4.45 (3.77-5.36) 5.39 (4.48-6.63) 6.43 (5.22-8.09) 7.58 (5.99-9.80) 9.29 (7.05-12.5) 10.7 (7.88-14.9) 10 -day 1.16 1.77 (1.02-1.33) (1.56-2.04) 2.65 (2.33-3.07) 3.43 (3.00-4.00) 4.58 5.55 6.61 (3.88-5.52) (4.61-6.82) (5.36-8.31) 7.78 (6.14-10.1) 9.52 (7.22-12.8) 11.0 (8.06-15.3) 20 -day 1.25 (1.11-1.44) 1.93 (1.71-2.23) 2.90 (2.56-3.36) 3.76 (3.29-4.39) 5.03 (4.26-6.06) 6.09 (5.05-7.48) 7.24 (5.87-9.10) 8.51 (6.72-11.0) i 10.4 (7.87-13.9) 11.9 (8.75-16.6) 30 -day 1.34 (1.19-1.55) 2.09 (1.85-2.42)] 3.17 (2.79-3.67) 4.12 (3.60-4.80) 5.52 (4.67-6.64) 6.68 (5.55-8.21) 7.94 (6.44-9.98) 9.32 (7.36-12.0) 11.3 (8.60-15.2) 13.0 (9.54-18.1) 45 -day 1.46 2.31 (1.30-1.69) (2.04-2.67) 3.53 (3.11-4.08) 4.59 (4.02-5.36) 6.17 7.48 8.88 (5.23-7.43) (6.21-9.19) (7.21-11.2) 10.4 (8.23-13.5) 12.6 14.5 (9.60-17.0) (10.6-20.1) 60 -day 1.56 2.49 (1.38-1.80) (2.20-2.88) 3.82 (3.37-4.43) 4.99 (4.36-5.82) 6.71 8.13 9.67 11.3 (5.68-8.08) (6.75-9.99) (7.84-12.2) I (8.95-14.6) 13.7 (10.4-18.5) I 15.7 (11.5-21.8) 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 (for a 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 not checked 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 PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5977&Ion=-116.2675&data=depth&units=english&series=pds 1/4 10/15/2020 Precipitation Frequency Data Server PDS -based depth -duration -frequency (DDF) curves Latitude: 33.5977°, Longitude: -116.2675° NOAA Atlas 14, Volume 6, Version 2 25 50 100 200 Average recurrence interval (years) 500 1000 Created (GMT): Thu Oct 15 17:43:26 2020 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5 -min 10 -min 15 -min 30 -rein 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5977&Ion=-116.2675&data=depth&units=english&series=pds 2/4 100km 60mi 1 10/15/2020 Precipitation Frequency Data Server 04014* CAN yoN I 1 L lrpOf GIVO • r 3km Large scale terrain L,ni,.t�r k r _ t F':ylm€I,Ie ' Victorville • R Angeles A aheinR*rerside . r - ach . Cathedral City. anta Ana Palm D exert 1 Indio Murrieta 9 Oceanside' 1 Mexicali • •SanLuis Ri Large scale map :aster, ;,Palmdale yfctarville Tanta CIarita LosAngeles Riverside Arrafieim Cathedral ach" City'' Santa AnaIiy,�s'ert Murrieta 1 Oceanside San Dieg 100km 60mi Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5977&Ion=-116.2675&data=depth&units=english&series=pds 3/4 Travertine Hydrology Study — November 2021 iii APPENDIX C -HYDROLOGY STUDY (AES RATIONAL METHOD) Travertine Hydrology Study — November 2021 iv C.1 — 100 -YR EXISTING HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea A *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOA.DAT TIME/DATE OF STUDY: 11:14 10/16/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.00 UPSTREAM ELEVATION(FEET) = 191.60 1 DOWNSTREAM ELEVATION(FEET) = 168.70 ELEVATION DIFFERENCE(FEET) = 22.90 TC = 0.533*[( 708.00**3)/( 22.90)]**.2 = 14.603 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.155 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4742 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 13.91 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 13.91 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 168.70 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 2414.00 CHANNEL SLOPE = 0.0293 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.659 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4357 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 73.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.73 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 5.98 Tc(MIN.) = 20.58 SUBAREA AREA(ACRES) = 101.20 SUBAREA RUNOFF(CFS) = 117.23 TOTAL AREA(ACRES) = 110.5 PEAK FLOW RATE(CFS) = 131.14 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET/SEC.) = 8.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 3122.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 110.5 TC(MIN.) = PEAK FLOW RATE(CFS) = 131.14 20.58 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea B *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOB.DAT TIME/DATE OF STUDY: 11:11 10/16/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 867.00 UPSTREAM ELEVATION(FEET) = 221.30 1 DOWNSTREAM ELEVATION(FEET) = 178.20 ELEVATION DIFFERENCE(FEET) = 43.10 TC = 0.533*[( 867.00**3)/( 43.10)]**.2 = 14.532 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.163 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4747 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.86 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 14.86 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.20 DOWNSTREAM(FEET) = 125.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1460.00 CHANNEL SLOPE = 0.0364 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.839 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4504 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.92 AVERAGE FLOW DEPTH(FEET) = 0.75 TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 18.05 SUBAREA AREA(ACRES) = 76.10 SUBAREA RUNOFF(CFS) = 97.30 TOTAL AREA(ACRES) = 86.0 PEAK FLOW RATE(CFS) = 112.16 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.03 FLOW VELOCITY(FEET/SEC.) = 8.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 2327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 125.10 DOWNSTREAM(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 2789.00 CHANNEL SLOPE = 0.0328 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.494 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4213 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 146.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.68 AVERAGE FLOW DEPTH(FEET) = 1.23 TRAVEL TIME(MIN.) = 5.36 Tc(MIN.) = 23.41 SUBAREA AREA(ACRES) = 65.40 SUBAREA RUNOFF(CFS) = 68.72 TOTAL AREA(ACRES) = 151.4 PEAK FLOW RATE(CFS) = 180.88 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.38 FLOW VELOCITY(FEET/SEC.) = 9.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 5116.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 151.4 TC(MIN.) = PEAK FLOW RATE(CFS) = 180.88 23.41 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Existing 100 -yr Storm Event * * Subarea C * ************************************************************************** FILE NAME: TRA-X00C.DAT TIME/DATE OF STUDY: 10:57 10/16/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 825.00 1 UPSTREAM ELEVATION(FEET) = 275.00 DOWNSTREAM ELEVATION(FEET) = 233.70 ELEVATION DIFFERENCE(FEET) = 41.30 TC = 0.533*[( 825.00**3)/( 41.30)]**.2 = 14.226 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.196 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4771 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.94 TOTAL AREA(ACRES) = 9.80 TOTAL RUNOFF(CFS) = 14.94 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.70 DOWNSTREAM(FEET) = 136.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2183.00 CHANNEL SLOPE = 0.0448 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4470 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 89.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.30 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 4.38 Tc(MIN.) = 18.61 SUBAREA AREA(ACRES) = 118.70 SUBAREA RUNOFF(CFS) = 148.35 TOTAL AREA(ACRES) = 128.5 PEAK FLOW RATE(CFS) = 163.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.20 FLOW VELOCITY(FEET/SEC.) = 9.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.00 = 3008.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 400.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 136.00 DOWNSTREAM(FEET) = 40.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2784.00 CHANNEL SLOPE = 0.0345 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.504 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4222 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 229.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.07 AVERAGE FLOW DEPTH(FEET) = 1.55 TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 23.21 SUBAREA AREA(ACRES) = 124.10 SUBAREA RUNOFF(CFS) = 131.22 TOTAL AREA(ACRES) = 252.6 PEAK FLOW RATE(CFS) = 294.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.77 FLOW VELOCITY(FEET/SEC.) = 10.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 400.00 = 5792.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 252.6 TC(MIN.) = PEAK FLOW RATE(CFS) = 294.51 23.21 END OF RATIONAL METHOD ANALYSIS 2 Travertine Hydrology Study — November 2021 v C.2 — 100 -YR PROPOSED HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 100 -yr Storm Event * * Subarea A * ************************************************************************** FILE NAME: TRAV-00A.DAT TIME/DATE OF STUDY: 09:03 10/13/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 788.00 1 UPSTREAM ELEVATION(FEET) = 218.50 DOWNSTREAM ELEVATION(FEET) = 206.50 ELEVATION DIFFERENCE(FEET) = 12.00 TC = 0.303*[( 788.00**3)/( 12.00)]**.2 = 10.085 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8615 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 1.59 TOTAL RUNOFF(CFS) = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8615 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 7.29 TC(MIN.) = 10.08 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 196.50 DOWNSTREAM(FEET) = 182.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.29 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 11.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.560 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5011 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 4.32 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 11.61 TC(MIN.) = 11.46 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 1103.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.61 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 12.83 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. 2 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.83 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.61 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 615.00 UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 170.00 ELEVATION DIFFERENCE(FEET) = 38.00 TC = 0.359*[( 615.00**3)/( 38.00)]**.2 = 8.179 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.211 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7733 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 16.02 TOTAL AREA(ACRES) = 4.92 TOTAL RUNOFF(CFS) = 16.02 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 160.00 DOWNSTREAM(FEET) = 148.70 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.02 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.138 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7720 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.53 SUBAREA RUNOFF(CFS) = 20.86 TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 36.88 TC(MIN.) = 8.47 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 3 ELEVATION DATA: UPSTREAM(FEET) = 148.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.37 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.88 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 8.79 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 8.00 = 1230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.062 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8630 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 12.6 TOTAL RUNOFF(CFS) = 40.95 TC(MIN.) = 8.79 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 126.80 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.35 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.95 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.83 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.053 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8074 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.59 SUBAREA RUNOFF(CFS) = 11.75 TOTAL AREA(ACRES) = 16.2 TOTAL RUNOFF(CFS) = 52.70 TC(MIN.) = 8.83 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.83 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.61 12.83 3.365 4.65 4 2 52.70 8.83 4.053 16.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 60.69 8.83 4.053 2 55.36 12.83 3.365 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.69 Tc(MIN.) = 8.83 TOTAL AREA(ACRES) = 20.9 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 118.00 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.43 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.69 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 20.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.69 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 215.00 DOWNSTREAM ELEVATION(FEET) = 163.00 ELEVATION DIFFERENCE(FEET) = 52.00 TC = 0.533*[( 725.00**3)/( 52.00)]**.2 = 12.572 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.399 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4909 SOIL CLASSIFICATION IS "A" 5 SUBAREA RUNOFF(CFS) = 15.47 TOTAL AREA(ACRES) = 9.27 TOTAL RUNOFF(CFS) = 15.47 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 163.00 DOWNSTREAM(FEET) = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 990.00 CHANNEL SLOPE = 0.0232 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.194 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4769 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.87 AVERAGE FLOW DEPTH(FEET) = 1.49 TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 14.24 SUBAREA AREA(ACRES) = 8.47 SUBAREA RUNOFF(CFS) = 12.90 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 28.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.64 FLOW VELOCITY(FEET/SEC.) = 10.51 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 118.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 28.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.37 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.28 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 17.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.69 8.99 4.019 20.85 2 28.37 14.28 3.191 17.74 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA 6 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 78.55 8.99 4.019 2 76.56 14.28 3.191 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.55 Tc(MIN.) = 8.99 TOTAL AREA(ACRES) = 38.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 118.00 DOWNSTREAM(FEET) = 106.00 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.36 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.55 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 2969.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.975 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8625 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.82 SUBAREA RUNOFF(CFS) = 19.95 TOTAL AREA(ACRES) = 44.4 TOTAL RUNOFF(CFS) = 98.50 TC(MIN.) = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.975 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5254 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.53 SUBAREA RUNOFF(CFS) = 9.46 TOTAL AREA(ACRES) = 48.9 TOTAL RUNOFF(CFS) = 107.96 TC(MIN.) = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 628.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES 7 96.00 PIPE -FLOW VELOCITY(FEET/SEC.) = 14.49 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.96 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.91 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 14.00 = 3597.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.828 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7086 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 29.14 SUBAREA RUNOFF(CFS) = 79.03 TOTAL AREA(ACRES) = 78.1 TOTAL RUNOFF(CFS) = 186.99 TC(MIN.) = 9.91 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 96.00 DOWNSTREAM(FEET) = 88.00 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.55 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 186.99 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 15.00 = 3822.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.796 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7654 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.84 SUBAREA RUNOFF(CFS) = 28.59 TOTAL AREA(ACRES) = 87.9 TOTAL RUNOFF(CFS) = 215.58 TC(MIN.) = 10.07 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.796 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8615 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 6.15 TOTAL AREA(ACRES) = 89.8 TOTAL RUNOFF(CFS) = 221.73 TC(MIN.) = 10.07 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 2370.00 MANNING'S N = 0.013 8 70.00 DEPTH OF FLOW IN 63.0 INCH PIPE IS 45.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.13 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.73 PIPE TRAVEL TIME(MIN.) = 3.01 Tc(MIN.) = 13.08 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 6192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.333 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6932 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 22.07 SUBAREA RUNOFF(CFS) = 50.99 TOTAL AREA(ACRES) = 111.9 TOTAL RUNOFF(CFS) = 272.71 TC(MIN.) = 13.08 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 521.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.90 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 272.71 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 13.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 6713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1009.00 UPSTREAM ELEVATION(FEET) = 140.00 DOWNSTREAM ELEVATION(FEET) = 102.60 ELEVATION DIFFERENCE(FEET) = 37.40 TC = 0.336*[( 1009.00**3)/( 37.40)]**.2 = 10.327 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.749 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8032 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.84 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 6.84 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 9 ELEVATION DATA: UPSTREAM(FEET) = 92.60 DOWNSTREAM(FEET) = 92.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.84 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.51 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 24.00 = 1074.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.717 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8027 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 8.72 TC(MIN.) = 10.51 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.00 DOWNSTREAM(FEET) = 71.50 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.72 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 11.59 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 25.00 = 1734.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.539 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8600 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 3.80 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 12.52 TC(MIN.) = 11.59 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.539 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8600 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.29 SUBAREA RUNOFF(CFS) = 10.01 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 22.53 TC(MIN.) = 11.59 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 10 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.50 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.32 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.53 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 7.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.53 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 UPSTREAM ELEVATION(FEET) = 139.50 DOWNSTREAM ELEVATION(FEET) = 100.00 ELEVATION DIFFERENCE(FEET) = 39.50 TC = 0.393*[( 545.00**3)/( 39.50)]**.2 = 8.250 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.193 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7185 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 30.04 TOTAL AREA(ACRES) = 9.97 TOTAL RUNOFF(CFS) = 30.04 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 85.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 772.00 CHANNEL SLOPE = 0.0194 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7067 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.43 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 10.25 SUBAREA AREA(ACRES) = 10.47 SUBAREA RUNOFF(CFS) = 27.85 TOTAL AREA(ACRES) = 20.4 PEAK FLOW RATE(CFS) = 57.89 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 7.11 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 29.00 = 11 1317.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5134 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 5.33 TOTAL AREA(ACRES) = 23.2 TOTAL RUNOFF(CFS) = 63.22 TC(MIN.) = 10.25 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7067 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 15.14 SUBAREA RUNOFF(CFS) = 40.27 TOTAL AREA(ACRES) = 38.3 TOTAL RUNOFF(CFS) = 103.49 TC(MIN.) = 10.25 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.12 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 103.49 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.28 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 26.00 = 1367.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.28 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 38.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.53 11.69 3.524 7.44 2 103.49 10.28 3.758 38.34 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** 12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 123.30 10.28 3.758 2 119.59 11.69 3.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 123.30 Tc(MIN.) = 10.28 TOTAL AREA(ACRES) = 45.8 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 892.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.79 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 123.30 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = 2676.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 123.30 11.66 3.529 45.78 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 272.71 13.67 3.261 111.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 2676.00 FEET. 6713.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 356.00 11.66 3.529 2 386.64 13.67 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 386.64 Tc(MIN.) = 13.67 TOTAL AREA(ACRES) = 157.6 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 13 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 65.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 1108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.78 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 386.64 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 14.44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.44 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 157.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 386.64 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 435.00 UPSTREAM ELEVATION(FEET) = 120.50 DOWNSTREAM ELEVATION(FEET) = 88.00 ELEVATION DIFFERENCE(FEET) = 32.50 TC = 0.393*[( 435.00**3)/( 32.50)]**.2 = 7.493 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.399 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7237 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 15.28 TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 15.28 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 503.00 CHANNEL SLOPE = 0.0119 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.967 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7125 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.85 14 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 9.22 SUBAREA AREA(ACRES) = 11.52 SUBAREA RUNOFF(CFS) = 32.57 TOTAL AREA(ACRES) = 16.3 PEAK FLOW RATE(CFS) = 47.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 5.73 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 938.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 75.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 579.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.669 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7039 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 61.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.16 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 10.79 SUBAREA AREA(ACRES) = 10.52 SUBAREA RUNOFF(CFS) = 27.17 TOTAL AREA(ACRES) = 26.8 PEAK FLOW RATE(CFS) = 75.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 6.63 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 = 1517.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.669 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7039 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 10.38 SUBAREA RUNOFF(CFS) = 26.81 TOTAL AREA(ACRES) = 37.2 TOTAL RUNOFF(CFS) = 101.83 TC(MIN.) = 10.79 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.669 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7039 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.03 SUBAREA RUNOFF(CFS) = 7.83 TOTAL AREA(ACRES) = 40.2 TOTAL RUNOFF(CFS) = 109.65 TC(MIN.) = 10.79 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 15 52.00 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.47 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.65 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 11.08 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1927.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.621 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8605 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 41.1 TOTAL RUNOFF(CFS) = 112.18 TC(MIN.) = 11.08 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 964.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.83 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 112.18 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 12.16 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 2891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.456 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6973 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.86 SUBAREA RUNOFF(CFS) = 35.81 TOTAL AREA(ACRES) = 55.9 TOTAL RUNOFF(CFS) = 147.99 TC(MIN.) = 12.16 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.16 RAINFALL INTENSITY(INCH/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 55.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 147.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 386.64 14.44 3.172 157.65 2 147.99 12.16 3.456 55.92 16 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 473.54 12.16 3.456 2 522.47 14.44 3.172 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 522.47 Tc(MIN.) = 14.44 TOTAL AREA(ACRES) = 213.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 36.00 DOWNSTREAM(FEET) = 26.00 FLOW LENGTH(FEET) = 942.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 63.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.09 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 522.47 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 40.00 = 8763.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.081 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4689 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 9.67 TOTAL AREA(ACRES) = 220.3 TOTAL RUNOFF(CFS) = 532.14 TC(MIN.) = 15.31 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 220.3 TC(MIN.) = PEAK FLOW RATE(CFS) = 532.14 15.31 END OF RATIONAL METHOD ANALYSIS 17 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 100 -yr Storm Event * * Subarea B * ************************************************************************** FILE NAME: TRAV-00B.DAT TIME/DATE OF STUDY: 09:34 10/13/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 245.00 1 DOWNSTREAM ELEVATION(FEET) = 237.50 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.393*[( 750.00**3)/( 7.50)]**.2 = 13.931 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.230 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6897 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 11.81 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 11.81 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 237.50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 630.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.934 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6789 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.54 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 16.89 SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 231.00 0.0103 7.73 19.53 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 221.00 DOWNSTREAM(FEET) = 162.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.53 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 17.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.57 RAINFALL INTENSITY(INCH/HR) = 2.88 TOTAL STREAM AREA(ACRES) = 9.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.53 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 2 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 547.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 208.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = 0.937*[( 547.00**3)/( 24.00)]**.2 = 21.811 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.583 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4292 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 3.69 TOTAL RUNOFF(CFS) 4.09 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 672.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 24.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.453 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6588 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.22 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 6.69 5.20 9.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.53 FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 105.00 = 1219.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.19 RAINFALL INTENSITY(INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 6.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.30 ** CONFLUENCE DATA ** 3 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.53 17.57 2.877 9.18 2 9.30 24.19 2.453 6.91 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.29 17.57 2.877 2 25.95 24.19 2.453 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.29 Tc(MIN.) = 17.57 TOTAL AREA(ACRES) = 16.1 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 162.00 DOWNSTREAM(FEET) = 159.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.36 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 17.63 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.873 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7436 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.93 SUBAREA RUNOFF(CFS) = 31.89 TOTAL AREA(ACRES) = 31.0 TOTAL RUNOFF(CFS) = 58.18 TC(MIN.) = 17.63 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 134.30 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.34 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.18 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 18.40 4 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 2915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.812 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7871 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.79 SUBAREA RUNOFF(CFS) = 8.39 TOTAL AREA(ACRES) = 34.8 TOTAL RUNOFF(CFS) = 66.56 TC(MIN.) = 18.40 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 134.30 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.97 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.56 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 18.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3128.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 378.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.709*[( 378.00**3)/( 2.00)]**.2 = 21.736 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.588 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4296 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.13 TOTAL AREA(ACRES) = 2.82 TOTAL RUNOFF(CFS) 3.13 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 271.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.19 5 268.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.13 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 21.90 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 = 458.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.578 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4288 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 4.84 TC(MIN.) = 21.90 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 268.00 DOWNSTREAM(FEET) = 231.70 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.84 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 23.04 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 115.00 = 1168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.04 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.84 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 113.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 618.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359*[( 618.00**3)/( 2.00)]**.2 = 14.782 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.136 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7505 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) 2.59 **************************************************************************** 6 FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 278.00 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 685.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 17.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.903 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6777 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.04 SUBAREA RUNOFF(CFS) = 7.95 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 10.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.22 FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.25 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 5.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.84 23.04 2.513 4.36 2 10.54 17.25 2.903 5.14 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 7 STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.16 17.25 2.903 2 13.96 23.04 2.513 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.16 Tc(MIN.) = 17.25 TOTAL AREA(ACRES) = 9.5 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 231.70 DOWNSTREAM(FEET) = 224.30 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.16 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 17.41 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 117.00 = 1439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.890 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6772 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.39 SUBAREA RUNOFF(CFS) = 12.51 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 26.67 TC(MIN.) = 17.41 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 224.30 DOWNSTREAM(FEET) = 214.40 FLOW LENGTH(FEET) = 188.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.67 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 17.61 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00 = 1627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6766 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 11.75 SUBAREA RUNOFF(CFS) = 22.85 TOTAL AREA(ACRES) = 27.6 TOTAL RUNOFF(CFS) = 49.52 TC(MIN.) = 17.61 8 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 214.40 DOWNSTREAM(FEET) = 204.00 FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.52 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 17.79 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 119.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.860 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4521 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 28.1 TOTAL RUNOFF(CFS) = 50.11 TC(MIN.) = 17.79 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 204.00 DOWNSTREAM(FEET) = 195.50 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.11 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 17.93 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 120.00 = 1987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.848 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6756 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.32 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 32.4 TOTAL RUNOFF(CFS) = 58.42 TC(MIN.) = 17.93 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.50 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 331.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.02 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 9 177.00 PIPE-FLOW(CFS) = 58.42 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 18.21 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 121.00 = 2318.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.826 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6747 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.76 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 36.2 TOTAL RUNOFF(CFS) = 65.59 TC(MIN.) = 18.21 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.826 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4494 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.29 SUBAREA RUNOFF(CFS) = 9.26 TOTAL AREA(ACRES) = 43.5 TOTAL RUNOFF(CFS) = 74.85 TC(MIN.) = 18.21 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 177.00 DOWNSTREAM(FEET) = 139.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.33 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.85 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 18.53 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 122.00 = 2788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.802 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6737 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 11.78 SUBAREA RUNOFF(CFS) = 22.24 TOTAL AREA(ACRES) = 55.2 TOTAL RUNOFF(CFS) = 97.09 TC(MIN.) = 18.53 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 139.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 409.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.03 10 130.00 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.09 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 18.96 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = 3197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.770 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7407 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.78 SUBAREA RUNOFF(CFS) = 7.76 TOTAL AREA(ACRES) = 59.0 TOTAL RUNOFF(CFS) = 104.84 TC(MIN.) = 18.96 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 104.84 18.96 2.770 59.03 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 66.56 18.65 2.792 34.81 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3197.00 FEET. 3128.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 169.74 18.65 2.792 2 170.88 18.96 2.770 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 170.88 Tc(MIN.) = 18.96 TOTAL AREA(ACRES) = 93.8 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 990.00 MANNING'S N = 0.013 11 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.68 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 170.88 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 20.16 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.16 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 93.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 170.88 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 564.00 UPSTREAM ELEVATION(FEET) = 210.00 DOWNSTREAM ELEVATION(FEET) = 195.00 ELEVATION DIFFERENCE(FEET) = 15.00 TC = 0.937*[( 564.00**3)/( 15.00)]**.2 = 24.405 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.442 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4167 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 2.62 TOTAL RUNOFF(CFS) 2.67 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.442 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4167 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 4.9 TOTAL RUNOFF(CFS) = 4.98 TC(MIN.) = 24.40 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.00 DOWNSTREAM(FEET) = 168.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL SLOPE = 0.0319 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.318 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4050 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.13 12 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 27.10 SUBAREA AREA(ACRES) = 3.94 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 5.64 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00 = 3.70 8.68 1394.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 158.50 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 321.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.68 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 27.46 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 134.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.303 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6518 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 8.72 SUBAREA RUNOFF(CFS) = 13.09 TOTAL AREA(ACRES) = 17.5 TOTAL RUNOFF(CFS) = 21.76 TC(MIN.) = 27.46 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 264.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.62 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.76 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 27.78 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 130.00 = 1979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4022 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.48 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 21.0 TOTAL RUNOFF(CFS) = 24.97 TC(MIN.) = 27.78 **************************************************************************** 13 FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7756 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.51 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 24.5 TOTAL RUNOFF(CFS) = 31.20 TC(MIN.) = 27.78 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 27.78 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACRES) = 24.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 170.88 20.16 2.686 93.84 2 31.20 27.78 2.290 24.54 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 193.52 20.16 2.686 2 176.84 27.78 2.290 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 193.52 Tc(MIN.) = 20.16 TOTAL AREA(ACRES) = 118.4 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 120.00 DOWNSTREAM(FEET) = 112.00 FLOW LENGTH(FEET) = 635.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.31 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 193.52 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 20.85 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 135.00 = 4822.00 FEET. 14 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.642 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7836 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 5.63 TOTAL AREA(ACRES) = 121.1 TOTAL RUNOFF(CFS) = 199.15 TC(MIN.) = 20.85 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.84 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 199.15 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 21.11 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 5032.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 406.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 275.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.393*[( 406.00**3)/( 4.50)]**.2 = 10.676 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7045 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7045 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 6.05 TC(MIN.) = 10.68 **************************************************************************** 15 FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 265.50 DOWNSTREAM(FEET) = 254.40 FLOW LENGTH(FEET) = 202.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.05 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 143.00 = 608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.638 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7030 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.37 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 12.11 TC(MIN.) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.638 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7030 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.53 SUBAREA RUNOFF(CFS) = 6.47 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 18.58 TC(MIN.) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 254.40 DOWNSTREAM(FEET) = 227.50 FLOW LENGTH(FEET) = 416.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.58 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 11.41 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 1024.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.568 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7008 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.09 SUBAREA RUNOFF(CFS) = 12.73 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 31.31 TC(MIN.) = 11.41 16 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.41 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 12.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.31 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 147.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 552.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 260.00 ELEVATION DIFFERENCE(FEET) = 20.00 TC = 0.937*[( 552.00**3)/( 20.00)]**.2 = 22.745 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.530 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4245 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) 1.62 **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 243.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 632.00 CHANNEL SLOPE = 0.0269 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.358 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4088 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.07 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 26.18 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 2.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 3.34 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 148.00 = 1184.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 145.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 238.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0120 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 17 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.236 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .5982 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.11 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 29.14 SUBAREA AREA(ACRES) = 2.08 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.46 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 145.00 = 5.18 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 29.14 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 4.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.31 11.41 3.568 12.32 2 5.18 29.14 2.236 4.39 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.34 11.41 3.568 2 24.80 29.14 2.236 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.34 Tc(MIN.) = TOTAL AREA(ACRES) = 16.7 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 11.41 145.00 = 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 227.50 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.33 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 18 209.70 PIPE-FLOW(CFS) = 33.34 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 16.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.34 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 734.00 UPSTREAM ELEVATION(FEET) = 281.00 DOWNSTREAM ELEVATION(FEET) = 267.70 ELEVATION DIFFERENCE(FEET) = 13.30 TC = 0.393*[( 734.00**3)/( 13.30)]**.2 = 12.263 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.442 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6968 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.21 TOTAL AREA(ACRES) = 2.59 TOTAL RUNOFF(CFS) = 6.21 **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 267.70 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 347.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 13.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.303 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6922 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.20 19 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 9.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.03 FLOW VELOCITY(FEET/SEC.) = 5.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 153.00 = 1081.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.00 DOWNSTREAM(FEET) = 212.00 FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.41 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 1606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.212 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6891 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.63 SUBAREA RUNOFF(CFS) = 5.82 TOTAL AREA(ACRES) = 6.6 TOTAL RUNOFF(CFS) = 15.23 TC(MIN.) = 14.09 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 212.00 DOWNSTREAM(FEET) = 209.70 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.23 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.14 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 150.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.206 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7944 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 4.86 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 20.10 TC(MIN.) = 14.14 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 20 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.14 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 8.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.34 11.66 3.530 16.71 2 20.10 14.14 3.206 8.53 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.90 11.66 3.530 2 50.37 14.14 3.206 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.90 Tc(MIN.) = 11.66 TOTAL AREA(ACRES) = 25.2 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 209.70 DOWNSTREAM(FEET) = 198.00 FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.31 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.90 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 11.80 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 155.00 = 2012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.508 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4979 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) = 26.5 TOTAL RUNOFF(CFS) = 52.19 TC(MIN.) = 11.80 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 31 21 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 198.00 DOWNSTREAM(FEET) = 174.50 FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.26 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.19 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 12.10 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 156.00 = 2376.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.464 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6975 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.24 SUBAREA RUNOFF(CFS) = 22.33 TOTAL AREA(ACRES) = 35.8 TOTAL RUNOFF(CFS) = 74.52 TC(MIN.) = 12.10 **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 157.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 174.50 DOWNSTREAM(FEET) = 152.20 FLOW LENGTH(FEET) = 342.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.09 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.52 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 12.36 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 157.00 = 2718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 157.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.428 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4927 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.72 TOTAL AREA(ACRES) = 38.0 TOTAL RUNOFF(CFS) = 78.24 TC(MIN.) = 12.36 **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 158.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 152.20 DOWNSTREAM(FEET) = 140.70 FLOW LENGTH(FEET) = 179.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.78 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.24 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.49 22 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 158.00 = 2897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.410 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6958 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 12.64 SUBAREA RUNOFF(CFS) = 29.99 TOTAL AREA(ACRES) = 50.6 TOTAL RUNOFF(CFS) = 108.23 TC(MIN.) = 12.49 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.410 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6958 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 13.21 SUBAREA RUNOFF(CFS) = 31.34 TOTAL AREA(ACRES) = 63.8 TOTAL RUNOFF(CFS) = 139.57 TC(MIN.) = 12.49 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 140.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 289.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.23 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 139.57 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 12.68 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 160.00 = 3186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.68 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 63.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.57 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1005.00 UPSTREAM ELEVATION(FEET) = 244.00 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 35.70 23 TC = 0.393*[( 1005.00**3)/( 35.70)]**.2 = 12.154 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.457 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6973 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 3.47 TOTAL RUNOFF(CFS) = 8.36 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.30 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.75 STREET FLOW TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = 15.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.074 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6842 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.72 TOTAL AREA(ACRES) = 7.2 SUBAREA RUNOFF(CFS) = 7.82 PEAK FLOW RATE(CFS) = 16.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 5.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 163.00 = 1925.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 165.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 161.00 DOWNSTREAM(FEET) = 132.50 FLOW LENGTH(FEET) = 819.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.19 PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 16.51 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 165.00 = 2744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.968 24 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6802 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 11.91 TOTAL AREA(ACRES) = 13.1 TOTAL RUNOFF(CFS) = 28.10 TC(MIN.) = 16.51 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 132.50 DOWNSTREAM(FEET) = 130.90 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.10 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 16.71 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 166.00 = 2862.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.950 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6795 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.84 SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRES) = 14.9 TOTAL RUNOFF(CFS) = 31.79 TC(MIN.) = 16.71 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.90 DOWNSTREAM(FEET) = 127.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.45 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.79 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 17.12 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 167.00 = 3122.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.914 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6782 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) = 17.0 TOTAL RUNOFF(CFS) = 35.92 TC(MIN.) = 17.12 **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 25 ELEVATION DATA: UPSTREAM(FEET) = 127.00 DOWNSTREAM(FEET) = 124.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.41 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.92 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 17.37 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 3292.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.893 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6774 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 3.49 TOTAL AREA(ACRES) = 18.8 TOTAL RUNOFF(CFS) = 39.40 TC(MIN.) = 17.37 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 124.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.87 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.40 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 17.43 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.889 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6772 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.55 SUBAREA RUNOFF(CFS) = 14.77 TOTAL AREA(ACRES) = 26.4 TOTAL RUNOFF(CFS) = 54.17 TC(MIN.) = 17.43 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.889 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7886 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 6.20 TOTAL AREA(ACRES) = 29.1 TOTAL RUNOFF(CFS) = 60.37 TC(MIN.) = 17.43 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 26 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.43 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 29.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 139.57 12.68 3.385 63.84 2 60.37 17.43 2.889 29.07 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 183.48 12.68 3.385 2 179.47 17.43 2.889 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 183.48 Tc(MIN.) = 12.68 TOTAL AREA(ACRES) = 92.9 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 431.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.23 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 183.48 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 13.03 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = 3773.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.339 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7967 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 6.94 TOTAL AREA(ACRES) = 95.5 TOTAL RUNOFF(CFS) = 190.43 TC(MIN.) = 13.03 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 27 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 190.43 13.03 3.339 95.52 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 199.15 21.11 2.626 121.10 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 3773.00 FEET. 5032.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 313.38 13.03 3.339 2 348.89 21.11 2.626 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 348.89 Tc(MIN.) = 21.11 TOTAL AREA(ACRES) = 216.6 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 170.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 107.00 FLOW LENGTH(FEET) = 1097.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.87 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 348.89 PIPE TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 22.96 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 170.00 = 6129.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.518 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7809 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.62 SUBAREA RUNOFF(CFS) = 7.12 TOTAL AREA(ACRES) = 220.2 TOTAL RUNOFF(CFS) = 356.01 TC(MIN.) = 22.96 **************************************************************************** 28 FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 78.00 FLOW LENGTH(FEET) = 926.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.05 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 356.01 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 23.57 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 175.00 = 7055.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.485 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7801 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.31 SUBAREA RUNOFF(CFS) = 6.42 TOTAL AREA(ACRES) = 223.5 TOTAL RUNOFF(CFS) = 362.43 TC(MIN.) = 23.57 **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.00 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 27.42 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 362.43 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 23.62 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 7130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 979.00 UPSTREAM ELEVATION(FEET) = 175.00 DOWNSTREAM ELEVATION(FEET) = 138.30 ELEVATION DIFFERENCE(FEET) = 36.70 TC = 0.393*[( 979.00**3)/( 36.70)]**.2 = 11.898 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.494 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6985 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 8.05 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 29 8.05 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 138.30 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 1112.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 95.50 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 3.97 Tc(MIN.) = 15.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.027 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6824 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 8.06 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 16.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 5.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 183.00 = 2091.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.50 DOWNSTREAM(FEET) = 85.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.48 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.11 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 15.98 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 184.00 = 2136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.016 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6820 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.56 SUBAREA RUNOFF(CFS) = 9.38 TOTAL AREA(ACRES) = 11.8 TOTAL RUNOFF(CFS) = 25.49 TC(MIN.) = 15.98 30 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.20 DOWNSTREAM(FEET) = 80.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.73 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.49 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 16.41 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 185.00 = 2416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7903 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 13.5 TOTAL RUNOFF(CFS) = 29.51 TC(MIN.) = 16.41 **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 80.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.08 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.51 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 17.06 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.06 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 13.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.51 **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 574.00 UPSTREAM ELEVATION(FEET) = 168.00 DOWNSTREAM ELEVATION(FEET) = 123.00 31 ELEVATION DIFFERENCE(FEET) = 45.00 TC = 0.393*[( 574.00**3)/( 45.00)]**.2 = 8.292 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.183 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7183 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.72 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 14.72 **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 189.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 123.00 DOWNSTREAM(FEET) = 115.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 533.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.779 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7072 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.74 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 10.17 SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 18.87 TOTAL AREA(ACRES) = 12.0 PEAK FLOW RATE(CFS) = 33.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC.) = 5.39 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 189.00 = 1107.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 189.00 TO NODE 190.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 115.00 DOWNSTREAM(FEET) = 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 667.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.468 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6977 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.83 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 12.08 SUBAREA AREA(ACRES) = 6.92 SUBAREA RUNOFF(CFS) = 16.74 TOTAL AREA(ACRES) = 18.9 PEAK FLOW RATE(CFS) = 50.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 6.27 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 190.00 = 1774.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.468 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6977 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.24 SUBAREA RUNOFF(CFS) = 34.46 32 TOTAL AREA(ACRES) = TC(MIN.) = 12.08 33.1 TOTAL RUNOFF(CFS) = 84.79 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 37.88 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 84.79 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.11 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 186.00 = 1844.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.11 RAINFALL INTENSITY(INCH/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 33.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.51 17.06 2.919 13.47 2 84.79 12.11 3.464 33.12 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 105.73 12.11 3.464 2 100.97 17.06 2.919 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 105.73 Tc(MIN.) = 12.11 TOTAL AREA(ACRES) = 46.6 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 191.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.40 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 522.00 MANNING'S N = 0.013 33 75.40 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.63 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 105.73 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 191.00 = 3213.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 191.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.342 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7968 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 48.1 TOTAL RUNOFF(CFS) = 109.75 TC(MIN.) = 13.01 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.40 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.36 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.75 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = 3273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 109.75 13.11 3.330 48.10 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 362.43 23.62 2.483 223.55 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 3273.00 FEET. 7130.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 310.85 13.11 3.330 2 444.26 23.62 2.483 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 34 PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 444.26 Tc(MIN.) = 23.62 271.6 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 195.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 35.00 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.52 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 444.26 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 24.14 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 195.00 = 8060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4179 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 19.95 SUBAREA RUNOFF(CFS) = 20.47 TOTAL AREA(ACRES) = 291.6 TOTAL RUNOFF(CFS) = 464.73 TC(MIN.) = 24.14 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7312 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.13 SUBAREA RUNOFF(CFS) = 7.42 TOTAL AREA(ACRES) = 295.7 TOTAL RUNOFF(CFS) = 472.14 TC(MIN.) = 24.14 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 295.7 TC(MIN.) = PEAK FLOW RATE(CFS) = 472.14 24.14 END OF RATIONAL METHOD ANALYSIS 35 Travertine Hydrology Study — November 2021 vi C.3 — 10 -YR EXISTING HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea A *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOA.DAT TIME/DATE OF STUDY: 11:14 10/16/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.00 UPSTREAM ELEVATION(FEET) = 191.60 1 DOWNSTREAM ELEVATION(FEET) = 168.70 ELEVATION DIFFERENCE(FEET) = 22.90 TC = 0.533*[( 708.00**3)/( 22.90)]**.2 = 14.603 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.155 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4742 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 13.91 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 13.91 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 168.70 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 2414.00 CHANNEL SLOPE = 0.0293 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.659 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4357 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 73.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.73 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 5.98 Tc(MIN.) = 20.58 SUBAREA AREA(ACRES) = 101.20 SUBAREA RUNOFF(CFS) = 117.23 TOTAL AREA(ACRES) = 110.5 PEAK FLOW RATE(CFS) = 131.14 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET/SEC.) = 8.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 3122.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 110.5 TC(MIN.) = PEAK FLOW RATE(CFS) = 131.14 20.58 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea B *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOB.DAT TIME/DATE OF STUDY: 11:11 10/16/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 867.00 UPSTREAM ELEVATION(FEET) = 221.30 1 DOWNSTREAM ELEVATION(FEET) = 178.20 ELEVATION DIFFERENCE(FEET) = 43.10 TC = 0.533*[( 867.00**3)/( 43.10)]**.2 = 14.532 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.163 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4747 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.86 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 14.86 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.20 DOWNSTREAM(FEET) = 125.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1460.00 CHANNEL SLOPE = 0.0364 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.839 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4504 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.92 AVERAGE FLOW DEPTH(FEET) = 0.75 TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 18.05 SUBAREA AREA(ACRES) = 76.10 SUBAREA RUNOFF(CFS) = 97.30 TOTAL AREA(ACRES) = 86.0 PEAK FLOW RATE(CFS) = 112.16 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.03 FLOW VELOCITY(FEET/SEC.) = 8.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 2327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 125.10 DOWNSTREAM(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 2789.00 CHANNEL SLOPE = 0.0328 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.494 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4213 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 146.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.68 AVERAGE FLOW DEPTH(FEET) = 1.23 TRAVEL TIME(MIN.) = 5.36 Tc(MIN.) = 23.41 SUBAREA AREA(ACRES) = 65.40 SUBAREA RUNOFF(CFS) = 68.72 TOTAL AREA(ACRES) = 151.4 PEAK FLOW RATE(CFS) = 180.88 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.38 FLOW VELOCITY(FEET/SEC.) = 9.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 5116.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 151.4 TC(MIN.) = PEAK FLOW RATE(CFS) = 180.88 23.41 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Existing 100 -yr Storm Event * * Subarea C * ************************************************************************** FILE NAME: TRA-X00C.DAT TIME/DATE OF STUDY: 10:57 10/16/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 825.00 1 UPSTREAM ELEVATION(FEET) = 275.00 DOWNSTREAM ELEVATION(FEET) = 233.70 ELEVATION DIFFERENCE(FEET) = 41.30 TC = 0.533*[( 825.00**3)/( 41.30)]**.2 = 14.226 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.196 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4771 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.94 TOTAL AREA(ACRES) = 9.80 TOTAL RUNOFF(CFS) = 14.94 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.70 DOWNSTREAM(FEET) = 136.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2183.00 CHANNEL SLOPE = 0.0448 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4470 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 89.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.30 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 4.38 Tc(MIN.) = 18.61 SUBAREA AREA(ACRES) = 118.70 SUBAREA RUNOFF(CFS) = 148.35 TOTAL AREA(ACRES) = 128.5 PEAK FLOW RATE(CFS) = 163.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.20 FLOW VELOCITY(FEET/SEC.) = 9.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.00 = 3008.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 400.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 136.00 DOWNSTREAM(FEET) = 40.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2784.00 CHANNEL SLOPE = 0.0345 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.504 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4222 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 229.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.07 AVERAGE FLOW DEPTH(FEET) = 1.55 TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 23.21 SUBAREA AREA(ACRES) = 124.10 SUBAREA RUNOFF(CFS) = 131.22 TOTAL AREA(ACRES) = 252.6 PEAK FLOW RATE(CFS) = 294.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.77 FLOW VELOCITY(FEET/SEC.) = 10.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 400.00 = 5792.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 252.6 TC(MIN.) = PEAK FLOW RATE(CFS) = 294.51 23.21 END OF RATIONAL METHOD ANALYSIS 2 Travertine Hydrology Study — November 2021 vii C.4 — 10 -YR PROPOSED HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 10 -yr Storm Event * * Subarea A * ************************************************************************** FILE NAME: TRA-P10A.DAT TIME/DATE OF STUDY: 11:34 10/13/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.774 SLOPE OF INTENSITY DURATION CURVE = 0.4981 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 788.00 1 UPSTREAM ELEVATION(FEET) = 218.50 DOWNSTREAM ELEVATION(FEET) = 206.50 ELEVATION DIFFERENCE(FEET) = 12.00 TC = 0.303*[( 788.00**3)/( 12.00)]**.2 = 10.085 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8459 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 1.59 TOTAL RUNOFF(CFS) = 2.53 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8459 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 3.55 TC(MIN.) = 10.08 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 196.50 DOWNSTREAM(FEET) = 182.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.55 PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 11.75 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.743 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3428 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 4.99 TC(MIN.) = 11.75 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 1103.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.99 PIPE TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. 2 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 1.63 TOTAL STREAM AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.99 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 615.00 UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 170.00 ELEVATION DIFFERENCE(FEET) = 38.00 TC = 0.359*[( 615.00**3)/( 38.00)]**.2 = 8.179 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.088 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7186 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 7.38 TOTAL AREA(ACRES) = 4.92 TOTAL RUNOFF(CFS) 7.38 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 160.00 DOWNSTREAM(FEET) = 148.70 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.38 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.044 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7170 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.53 SUBAREA RUNOFF(CFS) = 9.57 TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 16.95 TC(MIN.) = 8.53 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 3 ELEVATION DATA: UPSTREAM(FEET) = 148.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.95 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 8.92 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 8.00 = 1230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.000 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8472 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 12.6 TOTAL RUNOFF(CFS) = 18.92 TC(MIN.) = 8.92 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 126.80 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.92 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.96 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.995 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7680 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.59 SUBAREA RUNOFF(CFS) = 5.50 TOTAL AREA(ACRES) = 16.2 TOTAL RUNOFF(CFS) = 24.42 TC(MIN.) = 8.96 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 4 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.99 13.47 1.628 4.65 2 24.42 8.96 1.995 16.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.74 8.96 1.995 2 24.92 13.47 1.628 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.74 Tc(MIN.) = 8.96 TOTAL AREA(ACRES) = 20.9 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 118.00 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.89 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.74 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.15 RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 20.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.74 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 215.00 DOWNSTREAM ELEVATION(FEET) = 163.00 ELEVATION DIFFERENCE(FEET) = 52.00 TC = 0.533*[( 725.00**3)/( 52.00)]**.2 = 12.572 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.685 5 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3357 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.24 TOTAL AREA(ACRES) = 9.27 TOTAL RUNOFF(CFS) = 5.24 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 163.00 DOWNSTREAM(FEET) = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 990.00 CHANNEL SLOPE = 0.0232 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.555 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3190 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.51 AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 14.77 SUBAREA AREA(ACRES) = 8.47 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 9.45 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.09 FLOW VELOCITY(FEET/SEC.) = 7.98 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 118.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.45 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.81 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 17.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.74 9.15 1.975 20.85 2 9.45 14.81 1.553 17.74 *********************************WARNING********************************** 6 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.57 9.15 1.975 2 31.26 14.81 1.553 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.57 Tc(MIN.) = 9.15 TOTAL AREA(ACRES) = 38.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 118.00 DOWNSTREAM(FEET) = 106.00 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.20 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.57 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 2969.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.948 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8467 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.82 SUBAREA RUNOFF(CFS) = 9.60 TOTAL AREA(ACRES) = 44.4 TOTAL RUNOFF(CFS) = 43.17 TC(MIN.) = 9.40 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.948 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3667 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.53 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 48.9 TOTAL RUNOFF(CFS) = 46.40 TC(MIN.) = 9.40 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = 96.00 7 FLOW LENGTH(FEET) = 628.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.66 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.40 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 10.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 14.00 = 3597.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.861 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6284 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 29.14 SUBAREA RUNOFF(CFS) = 34.09 TOTAL AREA(ACRES) = 78.1 TOTAL RUNOFF(CFS) = 80.49 TC(MIN.) = 10.30 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 96.00 DOWNSTREAM(FEET) = 88.00 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.29 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.49 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 15.00 = 3822.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.843 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7092 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.84 SUBAREA RUNOFF(CFS) = 12.86 TOTAL AREA(ACRES) = 87.9 TOTAL RUNOFF(CFS) = 93.35 TC(MIN.) = 10.50 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.843 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8455 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 89.8 TOTAL RUNOFF(CFS) = 96.28 TC(MIN.) = 10.50 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 8 ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 70.00 FLOW LENGTH(FEET) = 2370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.57 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.28 PIPE TRAVEL TIME(MIN.) = 3.74 Tc(MIN.) = 14.24 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 6192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.584 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6114 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 22.07 SUBAREA RUNOFF(CFS) = 21.37 TOTAL AREA(ACRES) = 111.9 TOTAL RUNOFF(CFS) = 117.65 TC(MIN.) = 14.24 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 521.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.27 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 117.65 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 14.95 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 6713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1009.00 UPSTREAM ELEVATION(FEET) = 140.00 DOWNSTREAM ELEVATION(FEET) = 102.60 ELEVATION DIFFERENCE(FEET) = 37.40 TC = 0.336*[( 1009.00**3)/( 37.40)]**.2 = 10.327 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.859 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7641 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 3.22 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 9 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.60 DOWNSTREAM(FEET) = 92.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.22 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 24.00 = 1074.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.839 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7636 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 4.11 TC(MIN.) = 10.54 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.00 DOWNSTREAM(FEET) = 71.50 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 25.00 = 1734.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.734 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8442 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 5.94 TC(MIN.) = 11.87 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.734 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8442 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.29 SUBAREA RUNOFF(CFS) = 4.82 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 10.75 TC(MIN.) = 11.87 **************************************************************************** 10 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.50 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.94 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.75 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.99 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.99 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 7.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.75 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 UPSTREAM ELEVATION(FEET) = 139.50 DOWNSTREAM ELEVATION(FEET) = 100.00 ELEVATION DIFFERENCE(FEET) = 39.50 TC = 0.393*[( 545.00**3)/( 39.50)]**.2 = 8.250 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.079 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6404 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 13.27 TOTAL AREA(ACRES) = 9.97 TOTAL RUNOFF(CFS) = 13.27 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 85.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 772.00 CHANNEL SLOPE = 0.0194 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.801 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6249 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.18 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.67 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 2.75 Tc(MIN.) = 11.00 SUBAREA AREA(ACRES) = 10.47 SUBAREA RUNOFF(CFS) = 11.78 TOTAL AREA(ACRES) = 20.4 PEAK FLOW RATE(CFS) = 25.05 11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 5.24 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 29.00 = 1317.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.801 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3497 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 23.2 TOTAL RUNOFF(CFS) = 26.79 TC(MIN.) = 11.00 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.801 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6249 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 15.14 SUBAREA RUNOFF(CFS) = 17.04 TOTAL AREA(ACRES) = 38.3 TOTAL RUNOFF(CFS) = 43.83 TC(MIN.) = 11.00 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.50 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.83 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.04 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 26.00 = 1367.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.04 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) = 38.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.75 11.99 1.725 7.44 2 43.83 11.04 1.798 38.34 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA 12 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 53.73 11.04 1.798 2 52.81 11.99 1.725 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.73 Tc(MIN.) = 11.04 TOTAL AREA(ACRES) = 45.8 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 892.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.87 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.73 PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 12.72 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = 2676.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 53.73 12.72 1.675 45.78 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 117.65 14.95 1.546 111.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 2676.00 FEET. 6713.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 153.87 12.72 1.675 2 167.24 14.95 1.546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 167.24 Tc(MIN.) = 14.95 TOTAL AREA(ACRES) = 157.6 13 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 65.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 1108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.47 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 167.24 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 15.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.89 RAINFALL INTENSITY(INCH/HR) = 1.50 TOTAL STREAM AREA(ACRES) = 157.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 167.24 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 435.00 UPSTREAM ELEVATION(FEET) = 120.50 DOWNSTREAM ELEVATION(FEET) = 88.00 ELEVATION DIFFERENCE(FEET) = 32.50 TC = 0.393*[( 435.00**3)/( 32.50)]**.2 = 7.493 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.181 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6457 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.76 TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 6.76 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 503.00 CHANNEL SLOPE = 0.0119 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.904 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6309 14 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.58 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 9.84 SUBAREA AREA(ACRES) = 11.52 SUBAREA RUNOFF(CFS) = 13.84 TOTAL AREA(ACRES) = 16.3 PEAK FLOW RATE(CFS) = 20.60 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) = 4.17 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 938.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 75.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 579.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.44 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 12.01 SUBAREA AREA(ACRES) = 10.52 SUBAREA RUNOFF(CFS) = 11.25 TOTAL AREA(ACRES) = 26.8 PEAK FLOW RATE(CFS) = 31.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 4.77 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 = 1517.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 10.38 SUBAREA RUNOFF(CFS) = 11.10 TOTAL AREA(ACRES) = 37.2 TOTAL RUNOFF(CFS) = 42.95 TC(MIN.) = 12.01 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.03 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 40.2 TOTAL RUNOFF(CFS) = 46.19 TC(MIN.) = 12.01 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 15 ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = 52.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.95 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.19 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1927.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.699 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8437 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 41.1 TOTAL RUNOFF(CFS) = 47.35 TC(MIN.) = 12.37 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 964.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.90 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.35 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 2891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.613 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6133 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.86 SUBAREA RUNOFF(CFS) = 14.70 TOTAL AREA(ACRES) = 55.9 TOTAL RUNOFF(CFS) = 62.05 TC(MIN.) = 13.72 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.72 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 55.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 16 1 167.24 15.89 1.499 157.65 2 62.05 13.72 1.613 55.92 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 206.42 13.72 1.613 2 224.91 15.89 1.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 224.91 Tc(MIN.) = 15.89 TOTAL AREA(ACRES) = 213.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 36.00 DOWNSTREAM(FEET) = 26.00 FLOW LENGTH(FEET) = 942.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 224.91 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 16.96 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 40.00 = 8763.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.452 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3049 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) = 220.3 TOTAL RUNOFF(CFS) = 227.87 TC(MIN.) = 16.96 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 220.3 TC(MIN.) = PEAK FLOW RATE(CFS) = 227.87 16.96 END OF RATIONAL METHOD ANALYSIS 17 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 10 -yr Storm Event * * Subarea B * ************************************************************************** FILE NAME: TRA-P10B.DAT TIME/DATE OF STUDY: 11:36 10/13/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.774 SLOPE OF INTENSITY DURATION CURVE = 0.4981 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 1 UPSTREAM ELEVATION(FEET) = 245.00 DOWNSTREAM ELEVATION(FEET) = 237.50 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.393*[( 750.00**3)/( 7.50)]**.2 = 13.931 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.601 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6125 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 237.50 DOWNSTREAM(FEET) = 231.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 630.00 CHANNEL SLOPE = 0.0103 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.407 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5993 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.55 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 18.06 SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = 8.47 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 2.79 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 221.00 DOWNSTREAM(FEET) = 162.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.47 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 18.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.89 RAINFALL INTENSITY(INCH/HR) = 1.38 TOTAL STREAM AREA(ACRES) = 9.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.47 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 547.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 208.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = 0.937*[( 547.00**3)/( 24.00)]**.2 = 21.811 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.281 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2802 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 3.69 TOTAL RUNOFF(CFS) 1.32 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 672.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 2.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 24.32 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.213 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5849 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.22 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 2.47 2.28 3.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.78 FLOW VELOCITY(FEET/SEC.) = 4.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 105.00 = 1219.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.32 RAINFALL INTENSITY(INCH/HR) = 1.21 TOTAL STREAM AREA(ACRES) = 6.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 3 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.47 18.89 1.376 9.18 2 3.61 24.32 1.213 6.91 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.27 18.89 1.376 2 11.08 24.32 1.213 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.27 Tc(MIN.) = TOTAL AREA(ACRES) = 16.1 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 18.89 105.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 162.00 DOWNSTREAM(FEET) = 159.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.27 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 18.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.373 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6878 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.93 SUBAREA RUNOFF(CFS) = 14.10 TOTAL AREA(ACRES) = 31.0 TOTAL RUNOFF(CFS) = 25.38 TC(MIN.) = 18.96 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.12 4 134.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.38 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 19.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 2915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.340 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7472 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.79 SUBAREA RUNOFF(CFS) = 3.79 TOTAL AREA(ACRES) = 34.8 TOTAL RUNOFF(CFS) = 29.17 TC(MIN.) = 19.93 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 134.30 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.17 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 20.24 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3128.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 378.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.709*[( 378.00**3)/( 2.00)]**.2 = 21.736 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.283 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2805 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 2.82 TOTAL RUNOFF(CFS) 1.01 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 271.00 DOWNSTREAM(FEET) = 268.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 5 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.01 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 21.96 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 = 458.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.276 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2795 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 1.56 TC(MIN.) = 21.96 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 268.00 DOWNSTREAM(FEET) = 231.70 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.56 PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 23.55 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 115.00 = 1168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.55 RAINFALL INTENSITY(INCH/HR) = 1.23 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 113.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 618.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359*[( 618.00**3)/( 2.00)]**.2 = 14.782 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.555 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6966 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.19 6 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 278.00 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 685.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 3.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 17.49 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.430 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6009 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.04 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 2.93 3.47 4.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 5.84 FLOW VELOCITY(FEET/SEC.) = 4.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.49 RAINFALL INTENSITY(INCH/HR) = 1.43 TOTAL STREAM AREA(ACRES) = 5.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.56 23.55 1.233 4.36 2 4.66 17.49 1.430 5.14 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 7 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.82 17.49 1.430 2 5.58 23.55 1.233 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.82 Tc(MIN.) = 17.49 TOTAL AREA(ACRES) = 9.5 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 231.70 DOWNSTREAM(FEET) = 224.30 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.82 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 17.69 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 117.00 = 1439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.421 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6003 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.39 SUBAREA RUNOFF(CFS) = 5.45 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 11.28 TC(MIN.) = 17.69 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 224.30 DOWNSTREAM(FEET) = 214.40 FLOW LENGTH(FEET) = 188.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.28 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 17.93 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00 = 1627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.412 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5997 SOIL CLASSIFICATION IS "A" 8 SUBAREA AREA(ACRES) = 11.75 SUBAREA RUNOFF(CFS) = 9.95 TOTAL AREA(ACRES) = 27.6 TOTAL RUNOFF(CFS) = 21.23 TC(MIN.) = 17.93 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 214.40 DOWNSTREAM(FEET) = 204.00 FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.23 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 18.15 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 119.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.404 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2981 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 28.1 TOTAL RUNOFF(CFS) = 21.42 TC(MIN.) = 18.15 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 204.00 DOWNSTREAM(FEET) = 195.50 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.42 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 18.33 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 120.00 = 1987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.397 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5986 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.32 SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 32.4 TOTAL RUNOFF(CFS) = 25.03 TC(MIN.) = 18.33 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.50 DOWNSTREAM(FEET) = 177.00 9 FLOW LENGTH(FEET) = 331.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.35 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.03 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 18.67 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 121.00 = 2318.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.384 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5977 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.76 SUBAREA RUNOFF(CFS) = 3.11 TOTAL AREA(ACRES) = 36.2 TOTAL RUNOFF(CFS) = 28.14 TC(MIN.) = 18.67 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.384 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2954 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.29 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 43.5 TOTAL RUNOFF(CFS) = 31.12 TC(MIN.) = 18.67 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 177.00 DOWNSTREAM(FEET) = 139.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.80 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.12 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 19.06 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 122.00 = 2788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.370 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5966 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 11.78 SUBAREA RUNOFF(CFS) = 9.63 TOTAL AREA(ACRES) = 55.2 TOTAL RUNOFF(CFS) = 40.75 TC(MIN.) = 19.06 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 10 ELEVATION DATA: UPSTREAM(FEET) = 139.00 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 409.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.76 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.75 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 19.60 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = 3197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.351 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6867 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.78 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 59.0 TOTAL RUNOFF(CFS) = 44.25 TC(MIN.) = 19.60 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.25 19.60 1.351 59.03 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.17 20.24 1.329 34.81 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3197.00 FEET. 3128.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 72.50 19.60 1.351 2 72.72 20.24 1.329 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 72.50 Tc(MIN.) = 19.60 TOTAL AREA(ACRES) = 93.8 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 11 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 990.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.03 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.50 PIPE TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 21.09 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.09 RAINFALL INTENSITY(INCH/HR) = 1.30 TOTAL STREAM AREA(ACRES) = 93.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.50 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 564.00 UPSTREAM ELEVATION(FEET) = 210.00 DOWNSTREAM ELEVATION(FEET) = 195.00 ELEVATION DIFFERENCE(FEET) = 15.00 TC = 0.937*[( 564.00**3)/( 15.00)]**.2 = 24.405 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.211 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2695 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 2.62 TOTAL RUNOFF(CFS) 0.86 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.211 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2695 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 4.9 TOTAL RUNOFF(CFS) = 1.60 TC(MIN.) = 24.40 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.00 DOWNSTREAM(FEET) = 168.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL SLOPE = 0.0319 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.119 12 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2548 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.30 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 4.20 Tc(MIN.) = 28.60 SUBAREA AREA(ACRES) = 3.94 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 3.56 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00 = 1.12 2.72 1394.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 158.50 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 321.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 29.10 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 134.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.109 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5766 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 8.72 SUBAREA RUNOFF(CFS) = 5.58 TOTAL AREA(ACRES) = 17.5 TOTAL RUNOFF(CFS) = 8.30 TC(MIN.) = 29.10 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 264.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.30 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 29.51 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 130.00 = 1979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.102 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2520 SOIL CLASSIFICATION IS "A" 13 SUBAREA AREA(ACRES) = 3.48 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 21.0 TOTAL RUNOFF(CFS) = 9.26 TC(MIN.) = 29.51 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.102 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7380 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.51 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 24.5 TOTAL RUNOFF(CFS) = 12.12 TC(MIN.) = 29.51 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 29.51 RAINFALL INTENSITY(INCH/HR) = 1.10 TOTAL STREAM AREA(ACRES) = 24.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 72.50 21.09 1.302 93.84 2 12.12 29.51 1.102 24.54 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 81.16 21.09 1.302 2 73.45 29.51 1.102 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.16 Tc(MIN.) = 21.09 TOTAL AREA(ACRES) = 118.4 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 120.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 635.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.32 14 112.00 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.16 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 21.95 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 135.00 = 4822.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.277 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7449 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 121.1 TOTAL RUNOFF(CFS) = 83.74 TC(MIN.) = 21.95 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.21 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.74 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 22.26 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 5032.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 406.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 275.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.393*[( 406.00**3)/( 4.50)]**.2 = 10.676 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.828 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6265 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.828 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6265 SOIL CLASSIFICATION IS "A" 15 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 2.67 TC(MIN.) = 10.68 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 265.50 DOWNSTREAM(FEET) = 254.40 FLOW LENGTH(FEET) = 202.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.67 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.05 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 143.00 = 608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.797 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6246 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.37 SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 5.33 TC(MIN.) = 11.05 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.797 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6246 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.53 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 8.17 TC(MIN.) = 11.05 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 254.40 DOWNSTREAM(FEET) = 227.50 FLOW LENGTH(FEET) = 416.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.17 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 11.58 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 1024.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.755 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6221 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.09 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 13.73 TC(MIN.) = 11.58 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.58 RAINFALL INTENSITY(INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 12.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.73 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 147.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 552.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 260.00 ELEVATION DIFFERENCE(FEET) = 20.00 TC = 0.937*[( 552.00**3)/( 20.00)]**.2 = 22.745 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.254 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2762 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) 0.52 **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 243.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 632.00 CHANNEL SLOPE = 0.0269 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.127 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2561 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.94 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 5.44 Tc(MIN.) = 28.19 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 0.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 148.00 = 1184.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 145.00 IS CODE = 51 17 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 238.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0120 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.044 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .5054 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.33 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 4.69 Tc(MIN.) = 32.88 SUBAREA AREA(ACRES) = 2.08 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 1.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 145.00 = 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 32.88 RAINFALL INTENSITY(INCH/HR) = 1.04 TOTAL STREAM AREA(ACRES) = 4.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.73 11.58 1.755 12.32 2 1.85 32.88 1.044 4.39 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.38 11.58 1.755 2 10.02 32.88 1.044 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.38 Tc(MIN.) = TOTAL AREA(ACRES) = 16.7 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 11.58 145.00 = 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 18 ELEVATION DATA: UPSTREAM(FEET) = 227.50 DOWNSTREAM(FEET) = 209.70 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.38 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 11.89 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.89 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 16.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.38 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 734.00 UPSTREAM ELEVATION(FEET) = 281.00 DOWNSTREAM ELEVATION(FEET) = 267.70 ELEVATION DIFFERENCE(FEET) = 13.30 TC = 0.393*[( 734.00**3)/( 13.30)]**.2 = 12.263 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.706 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6191 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 2.59 TOTAL RUNOFF(CFS) = 2.74 **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 267.70 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 347.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 3.97 19 3.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 13.43 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.631 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6144 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 4.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.72 FLOW VELOCITY(FEET/SEC.) = 5.02 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 153.00 = 1081.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.00 DOWNSTREAM(FEET) = 212.00 FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.14 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 14.39 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 1606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.575 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6108 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.63 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 6.6 TOTAL RUNOFF(CFS) = 6.67 TC(MIN.) = 14.39 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 212.00 DOWNSTREAM(FEET) = 209.70 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.67 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.46 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 150.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.572 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7553 20 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 8.94 TC(MIN.) = 14.46 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.46 RAINFALL INTENSITY(INCH/HR) = 1.57 TOTAL STREAM AREA(ACRES) = 8.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.38 11.89 1.733 16.71 2 8.94 14.46 1.572 8.53 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.72 11.89 1.733 2 21.98 14.46 1.572 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.72 Tc(MIN.) = 11.89 TOTAL AREA(ACRES) = 25.2 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 209.70 DOWNSTREAM(FEET) = 198.00 FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.72 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 12.07 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 155.00 = 2012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.720 21 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3400 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 26.5 TOTAL RUNOFF(CFS) = 22.49 TC(MIN.) = 12.07 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 198.00 DOWNSTREAM(FEET) = 174.50 FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.49 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 156.00 = 2376.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.695 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6184 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.24 SUBAREA RUNOFF(CFS) = 9.68 TOTAL AREA(ACRES) = 35.8 TOTAL RUNOFF(CFS) = 32.17 TC(MIN.) = 12.43 **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 157.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 174.50 DOWNSTREAM(FEET) = 152.20 FLOW LENGTH(FEET) = 342.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.28 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.17 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 12.74 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 157.00 = 2718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 157.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.674 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3342 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 38.0 TOTAL RUNOFF(CFS) = 33.40 TC(MIN.) = 12.74 **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 158.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 22 ELEVATION DATA: UPSTREAM(FEET) = 152.20 DOWNSTREAM(FEET) = 140.70 FLOW LENGTH(FEET) = 179.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.28 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.40 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.91 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 158.00 = 2897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.663 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6165 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 12.64 SUBAREA RUNOFF(CFS) = 12.96 TOTAL AREA(ACRES) = 50.6 TOTAL RUNOFF(CFS) = 46.36 TC(MIN.) = 12.91 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.663 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6165 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 13.21 SUBAREA RUNOFF(CFS) = 13.54 TOTAL AREA(ACRES) = 63.8 TOTAL RUNOFF(CFS) = 59.91 TC(MIN.) = 12.91 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 140.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 289.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.36 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.91 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 13.13 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 160.00 = 3186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 1.65 TOTAL STREAM AREA(ACRES) = 63.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.91 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 23 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1005.00 UPSTREAM ELEVATION(FEET) = 244.00 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 35.70 TC = 0.393*[( 1005.00**3)/( 35.70)]**.2 = 12.154 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.714 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6196 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 3.47 TOTAL RUNOFF(CFS) = 3.68 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.30 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 3.81 Tc(MIN.) = 15.96 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.496 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6055 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.72 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 5.37 3.37 7.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.03 FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 163.00 = 1925.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 165.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 161.00 DOWNSTREAM(FEET) = 132.50 FLOW LENGTH(FEET) = 819.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.06 24 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 17.33 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 165.00 = 2744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.436 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6014 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 5.10 TOTAL AREA(ACRES) = 13.1 TOTAL RUNOFF(CFS) = 12.15 TC(MIN.) = 17.33 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 132.50 DOWNSTREAM(FEET) = 130.90 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.15 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 17.57 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 166.00 = 2862.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.426 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6007 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.84 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 14.9 TOTAL RUNOFF(CFS) = 13.73 TC(MIN.) = 17.57 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.90 DOWNSTREAM(FEET) = 127.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.57 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.73 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 18.08 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 167.00 = 3122.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.406 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5993 SOIL CLASSIFICATION IS "A" 25 SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 17.0 TOTAL RUNOFF(CFS) = 15.49 TC(MIN.) = 18.08 **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 127.00 DOWNSTREAM(FEET) = 124.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.49 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 18.38 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 3292.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.395 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5984 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 18.8 TOTAL RUNOFF(CFS) = 16.98 TC(MIN.) = 18.38 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 124.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.98 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 18.44 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.392 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5983 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.55 SUBAREA RUNOFF(CFS) = 6.29 TOTAL AREA(ACRES) = 26.4 TOTAL RUNOFF(CFS) = 23.26 TC(MIN.) = 18.44 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.392 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7491 26 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 29.1 TOTAL RUNOFF(CFS) = 26.10 TC(MIN.) = 18.44 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.44 RAINFALL INTENSITY(INCH/HR) = 1.39 TOTAL STREAM AREA(ACRES) = 29.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 59.91 13.13 1.649 63.84 2 26.10 18.44 1.392 29.07 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 78.49 13.13 1.649 2 76.69 18.44 1.392 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.49 Tc(MIN.) = 13.13 TOTAL AREA(ACRES) = 92.9 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 431.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.42 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.49 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 13.57 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = 3773.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.622 27 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7569 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 95.5 TOTAL RUNOFF(CFS) = 81.70 TC(MIN.) = 13.57 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 81.70 13.57 1.622 95.52 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 83.74 22.26 1.268 121.10 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 3773.00 FEET. 5032.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 132.74 13.57 1.622 2 147.59 22.26 1.268 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 147.59 Tc(MIN.) = 22.26 TOTAL AREA(ACRES) = 216.6 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 170.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 107.00 FLOW LENGTH(FEET) = 1097.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.96 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.59 PIPE TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 24.56 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 170.00 = 6129.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 28 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.207 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7422 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.62 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 220.2 TOTAL RUNOFF(CFS) = 150.83 TC(MIN.) = 24.56 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 78.00 FLOW LENGTH(FEET) = 926.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.32 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 150.83 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 25.32 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 175.00 = 7055.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.189 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7415 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.31 SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA(ACRES) = 223.5 TOTAL RUNOFF(CFS) = 153.75 TC(MIN.) = 25.32 **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.00 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.09 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 153.75 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 25.38 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 7130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 979.00 29 UPSTREAM ELEVATION(FEET) = 175.00 DOWNSTREAM ELEVATION(FEET) = 138.30 ELEVATION DIFFERENCE(FEET) = 36.70 TC = 0.393*[( 979.00**3)/( 36.70)]**.2 = 11.898 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.732 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6207 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.55 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 3.55 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 138.30 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 1112.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 95.50 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 16.58 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.468 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6036 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 5.28 3.46 7.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.03 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 183.00 = 2091.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.50 DOWNSTREAM(FEET) = 85.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.00 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 16.72 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 184.00 = 2136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 30 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.462 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6032 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.56 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 11.8 TOTAL RUNOFF(CFS) = 11.03 TC(MIN.) = 16.72 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.20 DOWNSTREAM(FEET) = 80.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.03 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 17.25 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 185.00 = 2416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.439 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7508 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 13.5 TOTAL RUNOFF(CFS) = 12.87 TC(MIN.) = 17.25 **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 80.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.87 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 18.03 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.03 RAINFALL INTENSITY(INCH/HR) = 1.41 TOTAL STREAM AREA(ACRES) = 13.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.87 **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 21 31 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 574.00 UPSTREAM ELEVATION(FEET) = 168.00 DOWNSTREAM ELEVATION(FEET) = 123.00 ELEVATION DIFFERENCE(FEET) = 45.00 TC = 0.393*[( 574.00**3)/( 45.00)]**.2 = 8.292 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.073 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6402 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.50 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 6.50 **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 189.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 123.00 DOWNSTREAM(FEET) = 115.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 533.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.813 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6256 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.46 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 10.86 SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 8.01 TOTAL AREA(ACRES) = 12.0 PEAK FLOW RATE(CFS) = 14.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 3.83 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 189.00 = 1107.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 189.00 TO NODE 190.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 115.00 DOWNSTREAM(FEET) = 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 667.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.627 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6141 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.21 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 13.50 SUBAREA AREA(ACRES) = 6.92 SUBAREA RUNOFF(CFS) = 6.91 TOTAL AREA(ACRES) = 18.9 PEAK FLOW RATE(CFS) = 21.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 4.52 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 190.00 = 32 1774.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.627 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6141 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.24 SUBAREA RUNOFF(CFS) = 14.22 TOTAL AREA(ACRES) = 33.1 TOTAL RUNOFF(CFS) = 35.65 TC(MIN.) = 13.50 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 30.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.65 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.54 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 186.00 = 1844.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.54 RAINFALL INTENSITY(INCH/HR) = 1.62 TOTAL STREAM AREA(ACRES) = 33.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.87 18.03 1.408 13.47 2 35.65 13.54 1.624 33.12 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 45.31 13.54 1.624 2 43.78 18.03 1.408 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.31 Tc(MIN.) = TOTAL AREA(ACRES) = 46.6 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 33 13.54 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 191.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.40 DOWNSTREAM(FEET) = 75.40 FLOW LENGTH(FEET) = 522.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.91 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.31 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 191.00 = 3213.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 191.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.562 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7550 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 48.1 TOTAL RUNOFF(CFS) = 47.09 TC(MIN.) = 14.64 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.40 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.48 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.09 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = 3273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 47.09 14.75 1.556 48.10 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 153.75 25.38 1.188 223.55 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 3273.00 FEET. 7130.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 34 ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 136.49 14.75 1.556 2 189.70 25.38 1.188 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 189.70 Tc(MIN.) = 25.38 TOTAL AREA(ACRES) = 271.6 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 195.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 35.00 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.02 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 189.70 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 26.02 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 195.00 = 8060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.173 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2635 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 19.95 SUBAREA RUNOFF(CFS) = 6.17 TOTAL AREA(ACRES) = 291.6 TOTAL RUNOFF(CFS) = 195.86 TC(MIN.) = 26.02 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.173 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6772 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.13 SUBAREA RUNOFF(CFS) = 3.28 TOTAL AREA(ACRES) = 295.7 TOTAL RUNOFF(CFS) = 199.14 TC(MIN.) = 26.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 295.7 TC(MIN.) = PEAK FLOW RATE(CFS) = 199.14 26.02 END OF RATIONAL METHOD ANALYSIS 35 Travertine Hydrology Study — November 2021 viii APPENDIX D -HYDROLOGY STUDY (AES UNIT HYDROGRAPH) Travertine Hydrology Study — November 2021 ix D.1 —100 -YR EXISTING HYDROLOGY - Loss Rate Calculations - AES Unit Hydrograph Calcs Synthetic Unit Hydrograph Method Loss Rate Parameter Development Existing Condition (AMC II) Travertine Development Subarea Land Use Cover Type Cover Quality Area A (acres) AMC II Runoff Index RI Pervious Area Infiltration Rate Fp (in/hr) Impervious Fraction A; Adjusted Infiltration Rate F (in/hr) F x A A; x A A Barren A 110.50 78 0.269 0.0 0.269 29.725 0.000 Watershed A Total Area (acres) = 110.50 Average Adjusted Infiltration Rate, F (in/hr) = 0.269 Low Loss Fraction = 0.900 Lag = Rational Method (Tc/60 min) x 0.8 = 0.274 B Barren A 151.40 78 0.269 0.0 0.269 40.727 0.000 Watershed B Total Area (acres) = 151.40 Average Adjusted Infiltration Rate, F (in/hr) = 0.269 Low Loss Fraction = 0.900 Lag = Rational Method (Tc/60 min) x 0.8 = 0.295 C Barren A 252.60 78 0.269 0.0 0.269 67.949 0.000 Watershed C Total Area (acres) = 252.60 Average Adjusted Infiltration Rate, F (in/hr) = 0.269 Low Loss Fraction = 0.900 Lag = Rational Method (Tc/60 min) x 0.8 = 0.283 Rainfall Data (NOAA Atlas 14) Duration 100 -Year Precipitation (inches) 1 -Hour 1.56 3 -Hour 2.28 6 -Hour 2.89 24 -Hour 4.61 **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Travertine Development * Unit Hydrograph Analysis - Existing Condition - Watershed A * 09-13-2021 ************************************************************************** FILE NAME: TRA-XAUH.DAT TIME/DATE OF STUDY: 15:13 09/13/2021 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.414 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.915 38.954 2 13.432 140.542 3 32.620 256.420 4 53.232 275.455 5 65.478 163.656 6 72.710 96.637 7 77.641 65.904 8 81.381 49.979 9 84.310 39.136 10 86.703 31.981 11 88.610 25.479 12 90.300 22.587 13 91.715 18.915 14 92.911 15.974 15 94.004 14.613 16 94.924 12.293 17 95.805 11.773 18 96.471 8.898 19 97.061 7.892 20 97.652 7.892 21 98.088 5.832 22 98.308 2.935 23 98.526 2.918 24 98.744 2.916 25 98.963 2.916 26 99.181 2.920 27 99.399 2.916 28 99.618 2.916 29 99.836 2.916 30 100.000 2.195 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0224 0.0342 2 0.0604 0.0224 0.0380 3 0.0651 0.0224 0.0426 4 0.0732 0.0224 0.0508 5 0.0782 0.0224 0.0557 6 0.0913 0.0224 0.0689 7 0.1110 0.0224 0.0886 8 0.1242 0.0224 0.1018 9 0.2040 0.0224 0.1816 10 0.5310 0.0224 0.5086 11 0.1012 0.0224 0.0787 12 0.0638 0.0224 0.0414 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.27 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.29 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2.4770 11.8818 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0092 1.33 Q 0.167 0.0524 6.28 Q 0.250 0.1610 15.77 V Q 0.333 0.3479 27.13 .V Q 0.417 0.5980 36.31 . V Q . 0.500 0.9066 44.82 . V Q . 0.583 1.2808 54.33 . V Q . 0.667 1.7359 66.08 . V Q . 0.750 2.3086 83.15 . V .Q 0.833 3.1389 120.56 . V Q 0.917 4.3804 180.27 . V Q . 1.000 5.9696 230.75 . V Q 1.083 7.4940 221.34 . V Q. 1.167 8.5424 152.23 • Q V . 1.250 9.2356 100.65 • . Q .V 1.333 9.7138 69.43 • Q. . V 1.417 10.0729 52.15 . Q • . V 1.500 10.3566 41.18 . Q . V 1.583 10.5884 33.67 . Q V 1.667 10.7797 27.78 . Q V 1.750 10.9448 23.96 . Q V . 1.833 11.0846 20.30 . Q V . 1.917 11.2045 17.41 . Q V . 2.000 11.3099 15.31 . Q V . 2.083 11.4005 13.16 .Q V . 2.167 11.4813 11.73 .Q V . 2.250 11.5472 9.56 .Q V . 2.333 11.6046 8.34 .Q V. 2.417 11.6560 7.47 Q V. 2.500 11.6961 5.82 Q V. 2.583 11.7242 4.08 Q V. 2.667 11.7494 3.65 Q V. 2.750 11.7727 3.39 Q V. 2.833 11.7951 3.24 Q V. 2.917 11.8162 3.07 Q V. 3.000 11.8359 2.85 Q V. 3.083 11.8537 2.59 Q V. 3.167 11.8691 2.23 Q V. 3.250 11.8792 1.47 Q V. 3.333 11.8812 0.29 Q V. 3.417 11.8818 0.09 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 205.0 10% 90.0 20% 55.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 15.0 80% 10.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME I5 LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.414 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.915 38.954 2 13.432 140.542 3 32.620 256.420 4 53.232 275.455 5 65.478 163.656 6 72.710 96.637 7 77.641 65.904 8 81.381 49.979 9 84.310 39.136 10 86.703 31.981 11 88.610 25.479 12 90.300 22.587 13 91.715 18.915 14 92.911 15.974 15 94.004 14.613 16 94.924 12.293 17 95.805 11.773 18 96.471 8.898 19 97.061 7.892 20 97.652 7.892 21 98.088 5.832 22 98.308 2.935 23 98.526 2.918 24 98.744 2.916 25 98.963 2.916 26 99.181 2.920 27 99.399 2.916 28 99.618 2.916 29 99.836 2.916 30 100.000 2.195 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0224 0.0072 2 0.0296 0.0224 0.0072 3 0.0251 0.0224 0.0027 4 0.0342 0.0224 0.0118 5 0.0342 0.0224 0.0118 6 0.0410 0.0224 0.0186 7 0.0342 0.0224 0.0118 8 0.0410 0.0224 0.0186 9 0.0410 0.0224 0.0186 10 0.0342 0.0224 0.0118 11 0.0365 0.0224 0.0141 12 0.0410 0.0224 0.0186 13 0.0502 0.0224 0.0277 14 0.0502 0.0224 0.0277 15 0.0502 0.0224 0.0277 16 0.0456 0.0224 0.0232 17 0.0593 0.0224 0.0369 18 0.0616 0.0224 0.0391 19 0.0547 0.0224 0.0323 20 0.0616 0.0224 0.0391 21 0.0752 0.0224 0.0528 22 0.0707 0.0224 0.0483 23 0.0661 0.0224 0.0437 24 0.0684 0.0224 0.0460 25 0.0707 0.0224 0.0483 26 0.0958 0.0224 0.0733 27 0.1140 0.0224 0.0916 28 0.0798 0.0224 0.0574 29 0.1550 0.0224 0.1326 30 0.1664 0.0224 0.1440 31 0.1870 0.0224 0.1645 32 0.1345 0.0224 0.1121 33 0.0456 0.0224 0.0232 34 0.0410 0.0224 0.0186 35 0.0410 0.0224 0.0186 36 0.0137 0.0123 0.0014 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.80 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.48 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 7.3381 13.6499 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0019 0.28 Q 0.167 0.0109 1.30 Q 0.250 0.0313 2.97 Q 0.333 0.0635 4.68 Q 0.417 0.1046 5.97 VQ 0.500 0.1599 8.02 VQ 0.583 0.2353 10.95 V Q 0.667 0.3278 13.43 V Q 0.750 0.4337 15.38 .V Q 0.833 0.5487 16.71 .V Q 0.917 0.6708 17.72 .V Q 1.000 0.7930 17.75 . VQ 1.083 0.9191 18.31 . VQ 1.167 1.0630 20.89 • VQ 1.250 1.2333 24.72 . VQ 1.333 1.4259 27.98 . VQ 1.417 1.6324 29.98 . VQ . 1.500 1.8537 32.14 . VQ . 1.583 2.0974 35.39 . VQ . 1.667 2.3666 39.08 . VQ . 1.750 2.6547 41.83 • VQ . 1.833 2.9669 45.33 • VQ. 1.917 3.3117 50.07 • VQ 2.000 3.6809 53.60 . Q 2.083 4.0584 54.82 . QV 2.167 4.4495 56.78 . .Q V 2.250 4.8803 62.56 . . Q V 2.333 5.3741 71.70 . . QV 2.417 5.9420 82.46 . . QV . 2.500 6.5935 94.60 . QV. 2.583 7.3711 112.91 • .VQ 2.667 8.3061 135.76 . . V Q . 2.750 9.3064 145.24 . . V Q. 2.833 10.2285 133.88 . Q V. 2.917 10.9551 105.51 . .Q . V 3.000 11.4871 77.25 . . Q . V 3.083 11.8931 58.95 . .Q . V 3.167 12.2070 45.58 • Q. V 3.250 12.4464 34.76 . Q . V 3.333 12.6365 27.61 • Q . V 3.417 12.7928 22.69 • Q V . 3.500 12.9238 19.03 . Q V . 3.583 13.0356 16.24 . Q V . 3.667 13.1309 13.83 . Q V . 3.750 13.2138 12.04 . Q V . 3.833 13.2856 10.42 . Q V . 3.917 13.3466 8.86 .Q V. 4.000 13.3985 7.55 .Q V. 4.083 13.4428 6.43 .Q V. 4.167 13.4800 5.39 .Q V. 4.250 13.5103 4.40 Q V. 4.333 13.5342 3.47 Q V. 4.417 13.5545 2.95 Q V. 4.500 13.5731 2.70 Q V. 4.583 13.5900 2.45 Q V. 4.667 13.6049 2.17 Q V. 4.750 13.6181 1.92 Q V. 4.833 13.6298 1.70 Q V. 4.917 13.6388 1.30 Q V. 5.000 13.6448 0.87 Q V. 5.083 13.6477 0.43 Q V. 5.167 13.6489 0.16 Q V. 5.250 13.6495 0.10 Q V. 5.333 13.6498 0.04 Q V. 5.417 13.6499 0.00 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 325.0 10% 175.0 20% 115.0 30% 85.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME I5 LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.414 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.915 38.954 2 13.432 140.542 3 32.620 256.420 4 53.232 275.455 5 65.478 163.656 6 72.710 96.637 7 77.641 65.904 8 81.381 49.979 9 84.310 39.136 10 86.703 31.981 11 88.610 25.479 12 90.300 22.587 13 91.715 18.915 14 92.911 15.974 15 94.004 14.613 16 94.924 12.293 17 95.805 11.773 18 96.471 8.898 19 97.061 7.892 20 97.652 7.892 21 98.088 5.832 22 98.308 2.935 23 98.526 2.918 24 98.744 2.916 25 98.963 2.916 26 99.181 2.920 27 99.399 2.916 28 99.618 2.916 29 99.836 2.916 30 100.000 2.195 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0130 0.0014 2 0.0173 0.0156 0.0017 3 0.0173 0.0156 0.0017 4 0.0173 0.0156 0.0017 5 0.0173 0.0156 0.0017 6 0.0202 0.0182 0.0020 7 0.0202 0.0182 0.0020 8 0.0202 0.0182 0.0020 9 0.0202 0.0182 0.0020 10 0.0202 0.0182 0.0020 11 0.0202 0.0182 0.0020 12 0.0231 0.0208 0.0023 13 0.0231 0.0208 0.0023 14 0.0231 0.0208 0.0023 15 0.0231 0.0208 0.0023 16 0.0231 0.0208 0.0023 17 0.0231 0.0208 0.0023 18 0.0231 0.0208 0.0023 19 0.0231 0.0208 0.0023 20 0.0231 0.0208 0.0023 21 0.0231 0.0208 0.0023 22 0.0231 0.0208 0.0023 23 0.0231 0.0208 0.0023 24 0.0260 0.0224 0.0036 25 0.0231 0.0208 0.0023 26 0.0260 0.0224 0.0036 27 0.0260 0.0224 0.0036 28 0.0260 0.0224 0.0036 29 0.0260 0.0224 0.0036 30 0.0260 0.0224 0.0036 31 0.0260 0.0224 0.0036 32 0.0260 0.0224 0.0036 33 0.0289 0.0224 0.0065 34 0.0289 0.0224 0.0065 35 0.0289 0.0224 0.0065 36 0.0289 0.0224 0.0065 37 0.0289 0.0224 0.0065 38 0.0318 0.0224 0.0094 39 0.0318 0.0224 0.0094 40 0.0318 0.0224 0.0094 41 0.0347 0.0224 0.0123 42 0.0376 0.0224 0.0152 43 0.0405 0.0224 0.0180 44 0.0405 0.0224 0.0180 45 0.0434 0.0224 0.0209 46 0.0434 0.0224 0.0209 47 0.0462 0.0224 0.0238 48 0.0462 0.0224 0.0238 49 0.0491 0.0224 0.0267 50 0.0520 0.0224 0.0296 51 0.0549 0.0224 0.0325 52 0.0578 0.0224 0.0354 53 0.0607 0.0224 0.0383 54 0.0607 0.0224 0.0383 55 0.0636 0.0224 0.0412 56 0.0665 0.0224 0.0441 57 0.0694 0.0224 0.0469 58 0.0694 0.0224 0.0469 59 0.0723 0.0224 0.0498 60 0.0751 0.0224 0.0527 61 0.0896 0.0224 0.0672 62 0.1040 0.0224 0.0816 63 0.1127 0.0224 0.0903 64 0.1214 0.0224 0.0990 65 0.1358 0.0224 0.1134 66 0.1618 0.0224 0.1394 67 0.0549 0.0224 0.0325 68 0.0260 0.0224 0.0036 69 0.0173 0.0156 0.0017 70 0.0145 0.0130 0.0014 71 0.0087 0.0078 0.0009 72 0.0058 0.0052 0.0006 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.48 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.41 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 13.6571 12.9483 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0004 0.06 Q 0.167 0.0023 0.27 Q 0.250 0.0069 0.68 Q 0.333 0.0149 1.15 Q 0.417 0.0250 1.47 Q 0.500 0.0365 1.67 Q 0.583 0.0491 1.83 Q 0.667 0.0629 2.00 Q 0.750 0.0777 2.15 Q 0.833 0.0932 2.25 Q 0.917 0.1092 2.33 Q 1.000 0.1257 2.40 Q 1.083 0.1428 2.49 Q 1.167 0.1607 2.60 Q 1.250 0.1794 2.71 Q 1.333 0.1987 2.79 Q 1.417 0.2183 2.85 Q 1.500 0.2382 2.89 Q 1.583 0.2583 2.92 Q 1.667 0.2786 2.95 Q 1.750 0.2990 2.97 Q 1.833 0.3196 2.99 Q 1.917 0.3403 3.00 QV 2.000 0.3614 3.07 QV 2.083 0.3835 3.21 QV 2.167 0.4071 3.42 QV 2.250 0.4321 3.63 QV 2.333 0.4584 3.83 QV 2.417 0.4867 4.10 QV 2.500 0.5162 4.28 QV 2.583 0.5464 4.39 QV 2.667 0.5771 4.46 QV 2.750 0.6090 4.63 QV 2.833 0.6439 5.08 .Q 2.917 0.6843 5.86 .QV 3.000 0.7303 6.68 .QV 3.083 0.7798 7.18 .QV 3.167 0.8321 7.60 .QV 3.250 0.8886 8.21 .QV 3.333 0.9514 9.12 .QV 3.417 1.0213 10.15 . QV 3.500 1.0988 11.25 . QV 3.583 1.1875 12.87 . QV 3.667 1.2913 15.08 . Q 3.750 1.4112 17.41 . QV 3.833 1.5457 19.53 . QV 3.917 1.6935 21.46 . QV 4.000 1.8546 23.39 . QV 4.083 2.0287 25.27 . QV . 4.167 2.2167 27.30 . QV . 4.250 2.4204 29.57 . Q V . 4.333 2.6432 32.35 . Q V . 4.417 2.8872 35.43 • QV . 4.500 3.1529 38.58 . Q V. 4.583 3.4390 41.54 . Q V 4.667 3.7437 44.25 . Q .V 4.750 4.0673 46.98 . Q. V 4.833 4.4115 49.98 . Q. V 4.917 4.7759 52.91 . Q V 5.000 5.1591 55.64 . .Q V 5.083 5.5643 58.84 . .Q V 5.167 6.0054 64.04 . . Q V 5.250 6.5027 72.22 . • Q V 5.333 7.0736 82.89 . Q .V 5.417 7.7228 94.27 . Q . V 5.500 8.4563 106.50 . .Q V 5.583 9.2588 116.52 . . Q V 5.667 10.0543 115.50 . • Q .V 5.750 10.7200 96.65 . Q. V 5.833 11.1855 67.60 . Q V 5.917 11.5093 47.01 • Q. V 6.000 11.7524 35.30 . Q V 6.083 11.9457 28.07 . Q V . 6.167 12.1033 22.88 . Q V . 6.250 12.2339 18.97 . Q V . 6.333 12.3432 15.88 . Q V . 6.417 12.4368 13.58 . Q V . 6.500 12.5168 11.62 . Q V . 6.583 12.5855 9.99 .Q V . 6.667 12.6452 8.66 .Q V. 6.750 12.6964 7.44 .Q V. 6.833 12.7403 6.38 .Q V. 6.917 12.7768 5.29 .Q V. 7.000 12.8075 4.46 Q V. 7.083 12.8335 3.77 Q V. 7.167 12.8542 3.01 Q V. 7.250 12.8706 2.39 Q V. 7.333 12.8854 2.14 Q V. 7.417 12.8990 1.98 Q V. 7.500 12.9114 1.81 Q V. 7.583 12.9224 1.59 Q V. 7.667 12.9317 1.34 Q V. 7.750 12.9391 1.07 Q V. 7.833 12.9444 0.77 Q V. 7.917 12.9473 0.42 Q V. 8.000 12.9480 0.10 Q V. 8.083 12.9481 0.02 Q V. 8.167 12.9482 0.01 Q V. 8.250 12.9483 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 495.0 10% 175.0 20% 130.0 30% 100.0 40% 75.0 50% 50.0 60% 35.0 70% 30.0 80% 25.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.134 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 91.241 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 16.322 72.707 2 63.807 211.522 3 81.111 77.082 4 88.537 33.082 5 92.877 19.329 6 95.733 12.725 7 97.600 8.318 8 98.526 4.124 9 99.181 2.916 10 99.672 2.190 11 99.918 1.095 12 100.000 0.365 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0083 0.0009 2 0.0138 0.0124 0.0014 3 0.0138 0.0124 0.0014 4 0.0184 0.0166 0.0018 5 0.0138 0.0124 0.0014 6 0.0138 0.0124 0.0014 7 0.0138 0.0124 0.0014 8 0.0184 0.0166 0.0018 9 0.0184 0.0166 0.0018 10 0.0184 0.0166 0.0018 11 0.0231 0.0207 0.0023 12 0.0231 0.0207 0.0023 13 0.0231 0.0207 0.0023 14 0.0231 0.0207 0.0023 15 0.0231 0.0207 0.0023 16 0.0277 0.0249 0.0028 17 0.0277 0.0249 0.0028 18 0.0323 0.0290 0.0032 19 0.0323 0.0290 0.0032 20 0.0369 0.0332 0.0037 21 0.0277 0.0249 0.0028 22 0.0323 0.0290 0.0032 23 0.0369 0.0332 0.0037 24 0.0369 0.0332 0.0037 25 0.0415 0.0373 0.0041 26 0.0415 0.0373 0.0041 27 0.0461 0.0415 0.0046 28 0.0461 0.0415 0.0046 29 0.0461 0.0415 0.0046 30 0.0507 0.0456 0.0051 31 0.0553 0.0498 0.0055 32 0.0599 0.0539 0.0060 33 0.0692 0.0622 0.0069 34 0.0692 0.0622 0.0069 35 0.0738 0.0664 0.0074 36 0.0784 0.0705 0.0078 37 0.0876 0.0745 0.0131 38 0.0922 0.0735 0.0187 39 0.0968 0.0724 0.0244 40 0.1014 0.0714 0.0301 41 0.0692 0.0622 0.0069 42 0.0692 0.0622 0.0069 43 0.0922 0.0683 0.0239 44 0.0922 0.0673 0.0249 45 0.0876 0.0663 0.0213 46 0.0876 0.0653 0.0223 47 0.0784 0.0644 0.0140 48 0.0830 0.0634 0.0196 49 0.1153 0.0625 0.0528 50 0.1199 0.0615 0.0583 51 0.1291 0.0606 0.0685 52 0.1337 0.0597 0.0740 53 0.1567 0.0588 0.0980 54 0.1567 0.0579 0.0988 55 0.1060 0.0570 0.0490 56 0.1060 0.0561 0.0499 57 0.1245 0.0553 0.0692 58 0.1199 0.0544 0.0654 59 0.1199 0.0536 0.0662 60 0.1153 0.0528 0.0625 61 0.1106 0.0520 0.0587 62 0.1060 0.0512 0.0548 63 0.0876 0.0504 0.0372 64 0.0876 0.0496 0.0380 65 0.0184 0.0166 0.0018 66 0.0184 0.0166 0.0018 67 0.0138 0.0124 0.0014 68 0.0138 0.0124 0.0014 69 0.0231 0.0207 0.0023 70 0.0231 0.0207 0.0023 71 0.0231 0.0207 0.0023 72 0.0184 0.0166 0.0018 73 0.0184 0.0166 0.0018 74 0.0184 0.0166 0.0018 75 0.0138 0.0124 0.0014 76 0.0092 0.0083 0.0009 77 0.0138 0.0124 0.0014 78 0.0184 0.0166 0.0018 79 0.0138 0.0124 0.0014 80 0.0092 0.0083 0.0009 81 0.0138 0.0124 0.0014 82 0.0138 0.0124 0.0014 83 0.0138 0.0124 0.0014 84 0.0092 0.0083 0.0009 85 0.0138 0.0124 0.0014 86 0.0092 0.0083 0.0009 87 0.0138 0.0124 0.0014 88 0.0092 0.0083 0.0009 89 0.0138 0.0124 0.0014 90 0.0092 0.0083 0.0009 91 0.0092 0.0083 0.0009 92 0.0092 0.0083 0.0009 93 0.0092 0.0083 0.0009 94 0.0092 0.0083 0.0009 95 0.0092 0.0083 0.0009 96 0.0092 0.0083 0.0009 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 3.21 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 29.6044 12.8394 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 0.083 0.0005 0.07 Q 0.167 0.0009 0.07 Q 0.250 0.0014 0.07 Q 0.333 0.0034 0.30 Q 0.417 0.0055 0.30 Q 0.500 0.0075 0.30 Q 0.583 0.0107 0.46 Q 0.667 0.0139 0.46 Q 0.750 0.0171 0.46 Q 0.833 0.0210 0.56 Q 0.917 0.0248 0.56 Q 1.000 0.0287 0.56 Q 1.083 0.0333 0.66 Q 1.167 0.0378 0.66 Q 1.250 0.0424 0.66 Q 1.333 0.0466 0.62 Q 1.417 0.0509 0.62 Q 1.500 0.0552 0.62 Q 1.583 0.0594 0.61 Q 1.667 0.0636 0.61 Q 1.750 0.0678 0.61 Q 1.833 0.0723 0.65 Q 1.917 0.0768 0.65 Q 2.000 0.0812 0.65 Q 2.083 0.0864 0.75 Q 2.167 0.0915 0.75 Q 2.250 0.0966 0.75 Q 2.333 0.1020 0.78 Q 2.417 0.1074 0.78 Q 2.500 0.1128 0.78 Q 2.583 0.1186 0.83 Q 2.667 0.1243 0.83 Q 2.750 0.1300 0.83 Q 2.833 0.1365 0.94 Q 2.917 0.1430 0.94 Q 3.000 0.1494 0.94 Q 3.083 0.1562 0.98 Q 3.167 0.1629 0.98 Q 3.250 0.1697 0.98 Q 3.333 0.1766 1.00 Q 3.417 0.1834 1.00 Q 3.500 0.1903 1.00 Q 3.583 0.1973 1.01 VQ 3.667 0.2042 1.01 VQ 3.750 0.2112 1.01 VQ 3.833 0.2184 1.05 VQ 3.917 0.2256 1.05 VQ 4.000 0.2329 1.05 VQ 4.083 0.2408 1.15 VQ 4.167 0.2487 1.15 VQ 4.250 0.2567 1.15 VQ 4.333 0.2651 1.22 VQ 4.417 0.2735 1.22 VQ TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 4.500 0.2819 1.22 VQ 4.583 0.2912 1.34 VQ 4.667 0.3004 1.34 VQ 4.750 0.3096 1.34 VQ 4.833 0.3193 1.42 VQ 4.917 0.3291 1.42 Q 5.000 0.3389 1.42 Q 5.083 0.3490 1.47 .Q 5.167 0.3591 1.47 .Q 5.250 0.3692 1.47 .Q 5.333 0.3786 1.36 .Q 5.417 0.3879 1.36 .Q 5.500 0.3972 1.36 .Q 5.583 0.4071 1.44 .Q 5.667 0.4171 1.44 .Q 5.750 0.4270 1.44 .Q 5.833 0.4377 1.56 .Q 5.917 0.4484 1.56 .Q 6.000 0.4591 1.56 .Q 6.083 0.4703 1.63 .Q 6.167 0.4816 1.63 .Q 6.250 0.4928 1.63 .Q 6.333 0.5048 1.75 .Q 6.417 0.5169 1.75 .Q 6.500 0.5289 1.75 .Q 6.583 0.5415 1.83 .Q 6.667 0.5540 1.83 .Q 6.750 0.5666 1.83 .Q 6.833 0.5800 1.95 .Q 6.917 0.5934 1.95 .Q 7.000 0.6068 1.95 .Q 7.083 0.6205 1.99 .Q 7.167 0.6343 1.99 .Q 7.250 0.6480 1.99 .QV 7.333 0.6622 2.05 . Q 7.417 0.6763 2.05 . Q 7.500 0.6904 2.05 . Q 7.583 0.7055 2.20 . Q 7.667 0.7207 2.20 . Q 7.750 0.7358 2.20 . Q 7.833 0.7521 2.37 . Q 7.917 0.7685 2.37 . Q 8.000 0.7848 2.37 . Q 8.083 0.8027 2.59 . Q 8.167 0.8205 2.59 . Q 8.250 0.8384 2.59 . Q 8.333 0.8580 2.85 . Q 8.417 0.8776 2.85 . Q 8.500 0.8973 2.85 . Q 8.583 0.9179 2.99 . Q 8.667 0.9384 2.99 . Q 8.750 0.9590 2.99 . Q 8.833 0.9808 3.17 . Q 8.917 1.0027 3.17 . Q 9.000 1.0245 3.17 . Q 9.083 1.0500 3.71 . Q 9.167 1.0756 3.71 . Q 9.250 1.1012 3.71 . Q 9.333 1.1377 5.30 . V Q 9.417 1.1742 5.30 . V Q TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 9.500 1.2108 5.30 . V Q . 9.583 1.2614 7.35 . V Q . 9.667 1.3121 7.35 . V Q . 9.750 1.3627 7.35 . V Q . 9.833 1.4288 9.59 . V Q. 9.917 1.4949 9.59 . V Q. 10.000 1.5610 9.59 . V Q. 10.083 1.6288 9.85 . V Q. 10.167 1.6966 9.85 . V Q. 10.250 1.7644 9.85 . V Q. 10.333 1.8041 5.76 . Q . 10.417 1.8437 5.76 . Q . 10.500 1.8834 5.76 . Q . 10.583 1.9221 5.63 • Q 10.667 1.9609 5.63 • QV 10.750 1.9996 5.63 • QV . 10.833 2.0601 8.78 . V Q . 10.917 2.1205 8.78 . V Q . 11.000 2.1810 8.78 . V Q . 11.083 2.2481 9.75 . V Q. 11.167 2.3152 9.75 . V Q. 11.250 2.3824 9.75 . V Q. 11.333 2.4478 9.50 . V Q. 11.417 2.5131 9.50 . V Q. 11.500 2.5785 9.50 . VQ. 11.583 2.6409 9.05 . VQ. 11.667 2.7032 9.05 . VQ. 11.750 2.7655 9.05 . VQ. 11.833 2.8196 7.84 . QV . 11.917 2.8736 7.84 . QV . 12.000 2.9276 7.84 . Q V. 12.083 3.0024 10.87 • VQ 12.167 3.0773 10.87 • VQ 12.250 3.1521 10.87 . VQ . 12.333 3.2793 18.46 . V Q . 12.417 3.4064 18.46 . V Q . 12.500 3.5336 18.46 . V Q . 12.583 3.6918 22.97 . .V . Q 12.667 3.8500 22.97 • .V . Q 12.750 4.0082 22.97 • . V . Q 12.833 4.1947 27.07 • . V Q . 12.917 4.3811 27.07 . . V Q . 13.000 4.5675 27.07 . . V Q . 13.083 4.7852 31.61 . V .Q 13.167 5.0029 31.61 . V . .Q 13.250 5.2206 31.61 . V • .Q . 13.333 5.4826 38.04 . V . Q . 13.417 5.7446 38.04 . V . Q . 13.500 6.0066 38.04 . V . Q . 13.583 6.2626 37.18 • V. Q . 13.667 6.5187 37.18 . V Q . 13.750 6.7747 37.18 . V Q . 13.833 6.9674 27.98 . .V Q . 13.917 7.1601 27.98 . . V Q . 14.000 7.3528 27.98 . . V Q . 14.083 7.5352 26.49 . V Q . 14.167 7.7177 26.49 • V Q . 14.250 7.9002 26.49 • V Q . 14.333 8.1014 29.22 . V Q. 14.417 8.3027 29.22 . V Q. 14.500 8.5039 29.22 . V Q. TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 14.583 8.7061 29.35 . V Q. 14.667 8.9082 29.35 . V Q. 14.750 9.1104 29.35 . VQ. 14.833 9.3111 29.15 . Q. 14.917 9.5119 29.15 • Q. 15.000 9.7126 29.15 • QV 15.083 9.9060 28.08 . Q V 15.167 10.0993 28.08 • Q V 15.250 10.2927 28.08 . Q V 15.333 10.4770 26.77 . Q . V 15.417 10.6614 26.77 . . Q . V 15.500 10.8458 26.77 . . Q . V 15.583 11.0130 24.28 • . Q . V 15.667 11.1802 24.28 • . Q . V 15.750 11.3474 24.28 • . Q V 15.833 11.4856 20.07 • Q V 15.917 11.6238 20.07 . Q V 16.000 11.7620 20.07 . Q V 16.083 11.8721 15.99 . Q V . 16.167 11.9823 15.99 . Q V . 16.250 12.0924 15.99 . Q V . 16.333 12.1454 7.69 • Q . V . 16.417 12.1984 7.69 • Q . V . 16.500 12.2513 7.69 • Q . V . 16.583 12.2822 4.48 • Q . V . 16.667 12.3131 4.48 . Q V . 16.750 12.3439 4.48 . Q V . 16.833 12.3641 2.92 . Q V . 16.917 12.3842 2.92 . Q V . 17.000 12.4043 2.92 . Q V . 17.083 12.4187 2.09 . Q V . 17.167 12.4331 2.09 . Q V . 17.250 12.4474 2.09 . Q V . 17.333 12.4593 1.72 .Q V . 17.417 12.4711 1.72 .Q V . 17.500 12.4829 1.72 .Q V . 17.583 12.4927 1.42 .Q V . 17.667 12.5024 1.42 .Q V . 17.750 12.5122 1.42 .Q V . 17.833 12.5205 1.22 .Q V. 17.917 12.5289 1.22 .Q V. 18.000 12.5373 1.22 .Q V. 18.083 12.5442 1.01 .Q V. 18.167 12.5512 1.01 .Q V. 18.250 12.5581 1.01 .Q V. 18.333 12.5643 0.90 Q V. 18.417 12.5705 0.90 Q V. 18.500 12.5767 0.90 Q V. 18.583 12.5823 0.82 Q V. 18.667 12.5879 0.82 Q V. 18.750 12.5936 0.82 Q V. 18.833 12.5981 0.67 Q V. 18.917 12.6027 0.67 Q V. 19.000 12.6073 0.67 Q V. 19.083 12.6112 0.56 Q V. 19.167 12.6151 0.56 Q V. 19.250 12.6189 0.56 Q V. 19.333 12.6234 0.64 Q V. 19.417 12.6278 0.64 Q V. 19.500 12.6322 0.64 Q V. 19.583 12.6371 0.72 Q V. TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 19.667 12.6420 0.72 Q V. 19.750 12.6470 0.72 Q V. 19.833 12.6512 0.62 Q V. 19.917 12.6555 0.62 Q V. 20.000 12.6598 0.62 Q V. 20.083 12.6635 0.53 Q V. 20.167 12.6671 0.53 Q V. 20.250 12.6708 0.53 Q V. 20.333 12.6749 0.59 Q V. 20.417 12.6789 0.59 Q V. 20.500 12.6830 0.59 Q V. 20.583 12.6871 0.61 Q V. 20.667 12.6913 0.61 Q V. 20.750 12.6955 0.61 Q V. 20.833 12.6995 0.58 Q V. 20.917 12.7034 0.58 Q V. 21.000 12.7074 0.58 Q V. 21.083 12.7110 0.51 Q V. 21.167 12.7145 0.51 Q V. 21.250 12.7180 0.51 Q V. 21.333 12.7218 0.54 Q V. 21.417 12.7255 0.54 Q V. 21.500 12.7293 0.54 Q V. 21.583 12.7327 0.50 Q V. 21.667 12.7362 0.50 Q V. 21.750 12.7396 0.50 Q V. 21.833 12.7434 0.54 Q V. 21.917 12.7471 0.54 Q V. 22.000 12.7508 0.54 Q V. 22.083 12.7542 0.50 Q V. 22.167 12.7576 0.50 Q V. 22.250 12.7610 0.50 Q V. 22.333 12.7647 0.53 Q V. 22.417 12.7684 0.53 Q V. 22.500 12.7720 0.53 Q V. 22.583 12.7752 0.46 Q V. 22.667 12.7784 0.46 Q V. 22.750 12.7816 0.46 Q V. 22.833 12.7846 0.44 Q V. 22.917 12.7876 0.44 Q V. 23.000 12.7906 0.44 Q V. 23.083 12.7935 0.43 Q V. 23.166 12.7964 0.43 Q V. 23.250 12.7994 0.43 Q V. 23.333 12.8023 0.42 Q V. 23.416 12.8051 0.42 Q V. 23.500 12.8080 0.42 Q V. 23.583 12.8109 0.42 Q V. 23.666 12.8138 0.42 Q V. 23.750 12.8166 0.42 Q V. 23.833 12.8195 0.41 Q V. 23.916 12.8223 0.41 Q V. 24.000 12.8252 0.41 Q V. 24.083 12.8276 0.35 Q V. 24.166 12.8300 0.35 Q V. 24.250 12.8323 0.35 Q V. 24.333 12.8334 0.15 Q V. 24.416 12.8344 0.15 Q V. 24.500 12.8354 0.15 Q V. 24.583 12.8360 0.08 Q V. 24.666 12.8365 0.08 Q V. 24.750 12.8370 0.08 Q V. 24.833 12.8374 0.05 Q V. 24.916 12.8377 0.05 Q V. 25.000 12.8380 0.05 Q V. 25.083 12.8382 0.03 Q V. 25.166 12.8384 0.03 Q V. 25.250 12.8386 0.03 Q V. 25.333 12.8387 0.02 Q V. 25.416 12.8389 0.02 Q V. 25.500 12.8390 0.02 Q V. 25.583 12.8390 0.01 Q V. 25.666 12.8391 0.01 Q V. 25.750 12.8392 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1545.0 10% 450.0 20% 375.0 30% 240.0 40% 240.0 50% 210.0 60% 195.0 70% 150.0 80% 45.0 90% 30.0 END OF FLOODSCx ROUTING ANALYSIS **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Travertine Development * Unit Hydrograph Analysis - Existing Condition - Watershed B * 09-13-2021 ************************************************************************** FILE NAME: TRA-XBUH.DAT TIME/DATE OF STUDY: 15:21 09/13/2021 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.249 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.644 48.388 2 11.822 167.923 3 28.750 309.760 4 48.757 366.082 5 62.350 248.722 6 70.275 145.008 7 75.577 97.012 8 79.510 71.973 9 82.607 56.668 10 85.156 46.635 11 87.226 37.872 12 88.933 31.238 13 90.467 28.064 14 91.769 23.830 15 92.874 20.224 16 93.901 18.791 17 94.768 15.856 18 95.599 15.202 19 96.283 12.532 20 96.832 10.037 21 97.381 10.037 22 97.905 9.602 23 98.177 4.964 24 98.379 3.707 25 98.582 3.709 26 98.785 3.712 27 98.988 3.709 28 99.190 3.709 29 99.393 3.709 30 99.596 3.709 31 99.798 3.709 32 100.000 3.689 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0224 0.0342 2 0.0604 0.0224 0.0380 3 0.0651 0.0224 0.0426 4 0.0732 0.0224 0.0508 5 0.0782 0.0224 0.0557 6 0.0913 0.0224 0.0689 7 0.1110 0.0224 0.0886 8 0.1242 0.0224 0.1018 9 0.2040 0.0224 0.1816 10 0.5310 0.0224 0.5086 11 0.1012 0.0224 0.0787 12 0.0638 0.0224 0.0414 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.27 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.29 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 3.3916 16.2690 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 0.083 0.0114 1.65 Q 0.167 0.0636 7.58 Q 0.250 0.1946 19.03 VQ 0.333 0.4281 33.90 .V Q 0.417 0.7508 46.85 .V Q 0.500 1.1534 58.46 . V Q 0.583 1.6435 71.16 . V Q . 0.667 2.2393 86.52 . V Q . 0.750 2.9871 108.58 . V Q 0.833 4.0617 156.03 . V. Q 0.917 5.6409 229.30 . . V 1.000 7.6759 295.48 . 1.083 9.7441 300.30 . 1.167 11.2756 222.38 . 1.250 12.2961 148.16 . Q 1.333 13.0001 102.23 • Q 1.417 13.5214 75.69 . Q 1.500 13.9333 59.81 . Q 1.583 14.2715 49.11 . Q 1.667 14.5514 40.63 . Q 1.750 14.7878 34.32 . Q 1.833 14.9949 30.07 • Q 1.917 15.1728 25.83 . Q 2.000 15.3267 22.36 . Q 2.083 15.4637 19.89 .Q 2.167 15.5823 17.21 .Q 2.250 15.6890 15.50 .Q 2.333 15.7791 13.09 .Q 2.417 15.8551 11.04 .Q 2.500 15.9245 10.07 .Q 2.583 15.9849 8.77 Q 2.667 16.0273 6.15 Q 2.750 16.0617 5.00 Q 2.833 16.0932 4.57 Q 2.917 16.1233 4.36 Q 3.000 16.1520 4.17 Q 3.083 16.1793 3.97 Q 3.167 16.2049 3.71 Q 3.250 16.2282 3.38 Q 3.333 16.2488 3.00 Q 3.417 16.2648 2.32 Q 3.500 16.2679 0.44 Q 3.583 16.2689 0.15 Q • Q V . Q. . V Q . Q V . V .V . V . V V V V V . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . V. V. V. V. V. V. V. V. V. V. V. V. V. V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 215.0 10% 95.0 20% 55.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 20.0 80% 10.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY 5 -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.249 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.644 48.388 2 11.822 167.923 3 28.750 309.760 4 48.757 366.082 5 62.350 248.722 6 70.275 145.008 7 75.577 97.012 8 79.510 71.973 9 82.607 56.668 10 85.156 46.635 11 87.226 37.872 12 88.933 31.238 13 90.467 28.064 14 91.769 23.830 15 92.874 20.224 16 93.901 18.791 17 94.768 15.856 18 95.599 15.202 19 96.283 12.532 20 96.832 10.037 21 97.381 10.037 22 97.905 9.602 23 98.177 4.964 24 98.379 3.707 25 98.582 3.709 26 98.785 3.712 27 98.988 3.709 28 99.190 3.709 29 99.393 3.709 30 99.596 3.709 31 99.798 3.709 32 100.000 3.689 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0224 0.0072 2 0.0296 0.0224 0.0072 3 0.0251 0.0224 0.0027 4 0.0342 0.0224 0.0118 5 0.0342 0.0224 0.0118 6 0.0410 0.0224 0.0186 7 0.0342 0.0224 0.0118 8 0.0410 0.0224 0.0186 9 0.0410 0.0224 0.0186 10 0.0342 0.0224 0.0118 11 0.0365 0.0224 0.0141 12 0.0410 0.0224 0.0186 13 0.0502 0.0224 0.0277 14 0.0502 0.0224 0.0277 15 0.0502 0.0224 0.0277 16 0.0456 0.0224 0.0232 17 0.0593 0.0224 0.0369 18 0.0616 0.0224 0.0391 19 0.0547 0.0224 0.0323 20 0.0616 0.0224 0.0391 21 0.0752 0.0224 0.0528 22 0.0707 0.0224 0.0483 23 0.0661 0.0224 0.0437 24 0.0684 0.0224 0.0460 25 0.0707 0.0224 0.0483 26 0.0958 0.0224 0.0733 27 0.1140 0.0224 0.0916 28 0.0798 0.0224 0.0574 29 0.1550 0.0224 0.1326 30 0.1664 0.0224 0.1440 31 0.1870 0.0224 0.1645 32 0.1345 0.0224 0.1121 33 0.0456 0.0224 0.0232 34 0.0410 0.0224 0.0186 35 0.0410 0.0224 0.0186 36 0.0137 0.0123 0.0014 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.80 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.48 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 10.0475 18.6898 3 - HOU R S TOR M RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0024 0.35 Q 0.167 0.0132 1.56 Q 0.250 0.0378 3.58 Q 0.333 0.0784 5.90 VQ 0.417 0.1323 7.81 VQ 0.500 0.2035 10.35 V Q 0.583 0.3005 14.07 V Q 0.667 0.4210 17.50 V Q 0.750 0.5609 20.32 .V Q 0.833 0.7138 22.20 .V Q 0.917 0.8766 23.63 .V Q 1.000 1.0420 24.02 . V Q 1.083 1.2121 24.70 . V Q . 1.167 1.4030 27.71 • V Q . 1.250 1.6269 32.51 • V Q . 1.333 1.8820 37.04 . V Q . 1.417 2.1582 40.11 • V Q . 1.500 2.4550 43.09 . V Q . 1.583 2.7794 47.11 . V Q. 1.667 3.1371 51.95 . V Q 1.750 3.5237 56.12 . V .Q 1.833 3.9414 60.66 . V . Q 1.917 4.4003 66.64 . V. Q 2.000 4.8943 71.73 • V Q 2.083 5.4043 74.06 . .V Q 2.167 5.9325 76.69 . . V Q 2.250 6.5093 83.75 . V Q 2.333 7.1632 94.94 . V Q 2.417 7.9156 109.25 . V .Q 2.500 8.7829 125.94 . V . Q 2.583 9.8070 148.69 • V Q. 2.667 11.0331 178.03 • V Q . 2.750 12.3655 193.47 • V Q . 2.833 13.6281 183.32 . V. Q . 2.917 14.6618 150.10 . QV . 3.000 15.4331 111.99 . . Q V 3.083 16.0181 84.94 . . Q V 3.167 16.4739 66.19 . • Q V 3.250 16.8267 51.23 • Q V 3.333 17.1058 40.51 • Q . V 3.417 17.3354 33.34 . Q . V 3.500 17.5289 28.09 . Q V . 3.583 17.6943 24.02 . Q V . 3.667 17.8376 20.81 . Q V . 3.750 17.9611 17.92 . Q V . 3.833 18.0692 15.71 . Q V . 3.917 18.1644 13.82 . Q V . 4.000 18.2468 11.96 . Q V. 4.083 18.3174 10.24 . Q V. 4.167 18.3783 8.85 .Q V. 4.250 18.4304 7.57 .Q V. 4.333 18.4745 6.39 .Q V. 4.417 18.5096 5.11 .Q V. 4.500 18.5382 4.14 Q V. 4.583 18.5638 3.72 Q V. 4.667 18.5874 3.43 Q V. 4.750 18.6090 3.14 Q V. 4.833 18.6285 2.83 Q V. 4.917 18.6457 2.49 Q V. 5.000 18.6614 2.28 Q V. 5.083 18.6737 1.79 Q V. 5.167 18.6823 1.25 Q V. 5.250 18.6867 0.64 Q V. 5.333 18.6883 0.23 Q V. 5.417 18.6893 0.14 Q V. 5.500 18.6898 0.07 Q V. 5.583 18.6898 0.01 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 335.0 10% 180.0 20% 120.0 30% 85.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.249 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.644 48.388 2 11.822 167.923 3 28.750 309.760 4 48.757 366.082 5 62.350 248.722 6 70.275 145.008 7 75.577 97.012 8 79.510 71.973 9 82.607 56.668 10 85.156 46.635 11 87.226 37.872 12 88.933 31.238 13 90.467 28.064 14 91.769 23.830 15 92.874 20.224 16 93.901 18.791 17 94.768 15.856 18 95.599 15.202 19 96.283 12.532 20 96.832 10.037 21 97.381 10.037 22 97.905 9.602 23 98.177 4.964 24 98.379 3.707 25 98.582 3.709 26 98.785 3.712 27 98.988 3.709 28 99.190 3.709 29 99.393 3.709 30 99.596 3.709 31 99.798 3.709 32 100.000 3.689 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0130 0.0014 2 0.0173 0.0156 0.0017 3 0.0173 0.0156 0.0017 4 0.0173 0.0156 0.0017 5 0.0173 0.0156 0.0017 6 0.0202 0.0182 0.0020 7 0.0202 0.0182 0.0020 8 0.0202 0.0182 0.0020 9 0.0202 0.0182 0.0020 10 0.0202 0.0182 0.0020 11 0.0202 0.0182 0.0020 12 0.0231 0.0208 0.0023 13 0.0231 0.0208 0.0023 14 0.0231 0.0208 0.0023 15 0.0231 0.0208 0.0023 16 0.0231 0.0208 0.0023 17 0.0231 0.0208 0.0023 18 0.0231 0.0208 0.0023 19 0.0231 0.0208 0.0023 20 0.0231 0.0208 0.0023 21 0.0231 0.0208 0.0023 22 0.0231 0.0208 0.0023 23 0.0231 0.0208 0.0023 24 0.0260 0.0224 0.0036 25 0.0231 0.0208 0.0023 26 0.0260 0.0224 0.0036 27 0.0260 0.0224 0.0036 28 0.0260 0.0224 0.0036 29 0.0260 0.0224 0.0036 30 0.0260 0.0224 0.0036 31 0.0260 0.0224 0.0036 32 0.0260 0.0224 0.0036 33 0.0289 0.0224 0.0065 34 0.0289 0.0224 0.0065 35 0.0289 0.0224 0.0065 36 0.0289 0.0224 0.0065 37 0.0289 0.0224 0.0065 38 0.0318 0.0224 0.0094 39 0.0318 0.0224 0.0094 40 0.0318 0.0224 0.0094 41 0.0347 0.0224 0.0123 42 0.0376 0.0224 0.0152 43 0.0405 0.0224 0.0180 44 0.0405 0.0224 0.0180 45 0.0434 0.0224 0.0209 46 0.0434 0.0224 0.0209 47 0.0462 0.0224 0.0238 48 0.0462 0.0224 0.0238 49 0.0491 0.0224 0.0267 50 0.0520 0.0224 0.0296 51 0.0549 0.0224 0.0325 52 0.0578 0.0224 0.0354 53 0.0607 0.0224 0.0383 54 0.0607 0.0224 0.0383 55 0.0636 0.0224 0.0412 56 0.0665 0.0224 0.0441 57 0.0694 0.0224 0.0469 58 0.0694 0.0224 0.0469 59 0.0723 0.0224 0.0498 60 0.0751 0.0224 0.0527 61 0.0896 0.0224 0.0672 62 0.1040 0.0224 0.0816 63 0.1127 0.0224 0.0903 64 0.1214 0.0224 0.0990 65 0.1358 0.0224 0.1134 66 0.1618 0.0224 0.1394 67 0.0549 0.0224 0.0325 68 0.0260 0.0224 0.0036 69 0.0173 0.0156 0.0017 70 0.0145 0.0130 0.0014 71 0.0087 0.0078 0.0009 72 0.0058 0.0052 0.0006 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.48 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.41 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 18.6997 17.7292 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0005 0.07 Q 0.167 0.0027 0.33 Q 0.250 0.0084 0.82 Q 0.333 0.0183 1.44 Q 0.417 0.0315 1.91 Q 0.500 0.0466 2.20 Q 0.583 0.0634 2.43 Q 0.667 0.0816 2.65 Q 0.750 0.1014 2.86 Q 0.833 0.1221 3.02 Q 0.917 0.1437 3.13 Q 1.000 0.1659 3.23 Q 1.083 0.1889 3.35 Q 1.167 0.2130 3.49 Q 1.250 0.2381 3.65 Q 1.333 0.2641 3.76 Q 1.417 0.2905 3.84 Q 1.500 0.3175 3.91 Q 1.583 0.3447 3.96 Q 1.667 0.3722 4.00 Q 1.750 0.4000 4.03 Q 1.833 0.4280 4.07 Q 1.917 0.4562 4.09 QV 2.000 0.4849 4.17 QV 2.083 0.5148 4.34 QV 2.167 0.5465 4.60 QV 2.250 0.5802 4.90 QV 2.333 0.6157 5.16 .Q 2.417 0.6537 5.51 .Q 2.500 0.6934 5.78 .Q 2.583 0.7343 5.94 .Q 2.667 0.7760 6.05 .Q 2.750 0.8193 6.28 .Q 2.833 0.8663 6.83 .Q 2.917 0.9199 7.78 .QV 3.000 0.9810 8.88 .QV 3.083 1.0474 9.64 .QV 3.167 1.1178 10.23 . Q 3.250 1.1938 11.02 . Q 3.333 1.2774 12.15 . Q 3.417 1.3707 13.54 . QV 3.500 1.4742 15.03 . Q 3.583 1.5920 17.10 . Q 3.667 1.7292 19.92 . Q 3.750 1.8878 23.04 . Q 3.833 2.0666 25.96 . VQ . 3.917 2.2637 28.62 . Q . 4.000 2.4788 31.24 . VQ . 4.083 2.7115 33.78 • Q . 4.167 2.9630 36.52 . VQ . 4.250 3.2354 39.56 . Q . 4.333 3.5329 43.19 . VQ . 4.417 3.8587 47.30 . VQ. 4.500 4.2136 51.54 . VQ 4.583 4.5965 55.59 . VQ 4.667 5.0053 59.36 . .Q 4.750 5.4396 63.06 . . Q 4.833 5.9014 67.05 .• Q 4.917 6.3908 71.06 . . Q 5.000 6.9062 74.85 . . QV 5.083 7.4513 79.14 . . QV . 5.167 8.0423 85.82 . QV . 5.250 8.7045 96.15 • Q. 5.333 9.4617 109.94 . .Q 5.417 10.3239 125.19 . . V Q 5.500 11.2992 141.62 . . V Q 5.583 12.3674 155.09 . V .Q 5.667 13.4402 155.77 • VQ 5.750 14.3733 135.48 • Q V 5.833 15.0563 99.18 . Q. V 5.917 15.5342 69.38 Q V 6.000 15.8904 51.73 Q V 6.083 16.1728 41.01 . Q . V . 6.167 16.4042 33.59 . Q V . 6.250 16.5969 27.99 . Q V . 6.333 16.7590 23.53 . Q V . 6.417 16.8973 20.08 • Q V . 6.500 17.0174 17.44 . Q V . 6.583 17.1214 15.10 . Q V . 6.667 17.2118 13.12 . Q V . 6.750 17.2910 11.51 . Q V. 6.833 17.3599 10.01 . Q V. 6.917 17.4199 8.71 .Q V. 7.000 17.4708 7.38 .Q V. 7.083 17.5136 6.22 .Q V. 7.167 17.5505 5.36 .Q V. 7.250 17.5813 4.48 Q V. 7.333 17.6055 3.50 Q V. 7.417 17.6261 2.99 Q V. 7.500 17.6451 2.76 Q V. 7.583 17.6627 2.56 Q V. 7.667 17.6789 2.35 Q V. 7.750 17.6933 2.10 Q V. 7.833 17.7056 1.79 Q V. 7.917 17.7156 1.45 Q V. 8.000 17.7231 1.09 Q V. 8.083 17.7277 0.67 Q V. 8.167 17.7287 0.15 Q V. 8.250 17.7290 0.03 Q V. 8.333 17.7291 0.02 Q V. 8.417 17.7291 0.01 Q V. 8.500 17.7292 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 510.0 10% 180.0 20% 135.0 30% 100.0 40% 75.0 50% 50.0 60% 40.0 70% 30.0 80% 25.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY 5 -GRAPH SELECTED UNIFORM MEAN SOIL-LO55(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.134 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 84.746 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 14.405 87.863 2 60.461 280.904 3 79.231 114.487 4 87.105 48.022 5 91.703 28.047 6 94.756 18.618 7 96.832 12.663 8 98.154 8.062 9 98.785 3.849 10 99.362 3.520 11 99.745 2.335 12 99.936 1.168 13 100.000 0.389 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0083 0.0009 2 0.0138 0.0124 0.0014 3 0.0138 0.0124 0.0014 4 0.0184 0.0166 0.0018 5 0.0138 0.0124 0.0014 6 0.0138 0.0124 0.0014 7 0.0138 0.0124 0.0014 8 0.0184 0.0166 0.0018 9 0.0184 0.0166 0.0018 10 0.0184 0.0166 0.0018 11 0.0231 0.0207 0.0023 12 0.0231 0.0207 0.0023 13 0.0231 0.0207 0.0023 14 0.0231 0.0207 0.0023 15 0.0231 0.0207 0.0023 16 0.0277 0.0249 0.0028 17 0.0277 0.0249 0.0028 18 0.0323 0.0290 0.0032 19 0.0323 0.0290 0.0032 20 0.0369 0.0332 0.0037 21 0.0277 0.0249 0.0028 22 0.0323 0.0290 0.0032 23 0.0369 0.0332 0.0037 24 0.0369 0.0332 0.0037 25 0.0415 0.0373 0.0041 26 0.0415 0.0373 0.0041 27 0.0461 0.0415 0.0046 28 0.0461 0.0415 0.0046 29 0.0461 0.0415 0.0046 30 0.0507 0.0456 0.0051 31 0.0553 0.0498 0.0055 32 0.0599 0.0539 0.0060 33 0.0692 0.0622 0.0069 34 0.0692 0.0622 0.0069 35 0.0738 0.0664 0.0074 36 0.0784 0.0705 0.0078 37 0.0876 0.0745 0.0131 38 0.0922 0.0735 0.0187 39 0.0968 0.0724 0.0244 40 0.1014 0.0714 0.0301 41 0.0692 0.0622 0.0069 42 0.0692 0.0622 0.0069 43 0.0922 0.0683 0.0239 44 0.0922 0.0673 0.0249 45 0.0876 0.0663 0.0213 46 0.0876 0.0653 0.0223 47 0.0784 0.0644 0.0140 48 0.0830 0.0634 0.0196 49 0.1153 0.0625 0.0528 50 0.1199 0.0615 0.0583 51 0.1291 0.0606 0.0685 52 0.1337 0.0597 0.0740 53 0.1567 0.0588 0.0980 54 0.1567 0.0579 0.0988 55 0.1060 0.0570 0.0490 56 0.1060 0.0561 0.0499 57 0.1245 0.0553 0.0692 58 0.1199 0.0544 0.0654 59 0.1199 0.0536 0.0662 60 0.1153 0.0528 0.0625 61 0.1106 0.0520 0.0587 62 0.1060 0.0512 0.0548 63 0.0876 0.0504 0.0372 64 0.0876 0.0496 0.0380 65 0.0184 0.0166 0.0018 66 0.0184 0.0166 0.0018 67 0.0138 0.0124 0.0014 68 0.0138 0.0124 0.0014 69 0.0231 0.0207 0.0023 70 0.0231 0.0207 0.0023 71 0.0231 0.0207 0.0023 72 0.0184 0.0166 0.0018 73 0.0184 0.0166 0.0018 74 0.0184 0.0166 0.0018 75 0.0138 0.0124 0.0014 76 0.0092 0.0083 0.0009 77 0.0138 0.0124 0.0014 78 0.0184 0.0166 0.0018 79 0.0138 0.0124 0.0014 80 0.0092 0.0083 0.0009 81 0.0138 0.0124 0.0014 82 0.0138 0.0124 0.0014 83 0.0138 0.0124 0.0014 84 0.0092 0.0083 0.0009 85 0.0138 0.0124 0.0014 86 0.0092 0.0083 0.0009 87 0.0138 0.0124 0.0014 88 0.0092 0.0083 0.0009 89 0.0138 0.0124 0.0014 90 0.0092 0.0083 0.0009 91 0.0092 0.0083 0.0009 92 0.0092 0.0083 0.0009 93 0.0092 0.0083 0.0009 94 0.0092 0.0083 0.0009 95 0.0092 0.0083 0.0009 96 0.0092 0.0083 0.0009 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 3.21 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 40.5352 17.5801 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 0.083 0.0006 0.08 Q 0.167 0.0011 0.08 Q 0.250 0.0017 0.08 Q 0.333 0.0043 0.38 Q 0.417 0.0069 0.38 Q 0.500 0.0095 0.38 Q 0.583 0.0138 0.62 Q 0.667 0.0180 0.62 Q 0.750 0.0223 0.62 Q 0.833 0.0274 0.75 Q 0.917 0.0326 0.75 Q 1.000 0.0378 0.75 Q 1.083 0.0439 0.89 Q 1.167 0.0501 0.89 Q 1.250 0.0562 0.89 Q 1.333 0.0620 0.84 Q 1.417 0.0678 0.84 Q 1.500 0.0736 0.84 Q 1.583 0.0794 0.83 Q 1.667 0.0851 0.83 Q 1.750 0.0908 0.83 Q 1.833 0.0969 0.88 Q 1.917 0.1029 0.88 Q 2.000 0.1090 0.88 Q 2.083 0.1159 1.01 Q 2.167 0.1229 1.01 Q 2.250 0.1298 1.01 Q 2.333 0.1372 1.07 Q 2.417 0.1445 1.07 Q 2.500 0.1519 1.07 Q 2.583 0.1596 1.13 Q 2.667 0.1674 1.13 Q 2.750 0.1752 1.13 Q 2.833 0.1840 1.27 Q 2.917 0.1927 1.27 Q 3.000 0.2015 1.27 Q 3.083 0.2107 1.33 Q 3.167 0.2199 1.33 Q 3.250 0.2290 1.33 Q 3.333 0.2384 1.36 Q 3.417 0.2478 1.36 Q 3.500 0.2572 1.36 Q 3.583 0.2667 1.38 Q 3.667 0.2762 1.38 Q 3.750 0.2856 1.38 Q 3.833 0.2955 1.43 Q 3.917 0.3053 1.43 Q 4.000 0.3152 1.43 Q 4.083 0.3259 1.57 VQ 4.167 0.3367 1.57 VQ 4.250 0.3475 1.57 VQ 4.333 0.3590 1.66 VQ 4.417 0.3704 1.66 VQ 4.500 0.3819 1.66 VQ 4.583 0.3944 1.82 VQ 4.667 0.4069 1.82 VQ 4.750 0.4194 1.82 VQ 4.833 0.4327 1.93 VQ 4.917 0.4459 1.93 Q 5.000 0.4592 1.93 Q 5.083 0.4730 2.01 .Q 5.167 0.4868 2.01 .Q 5.250 0.5006 2.01 .Q 5.333 0.5134 1.86 .Q 5.417 0.5262 1.86 .Q 5.500 0.5390 1.86 .Q 5.583 0.5525 1.96 .Q 5.667 0.5660 1.96 .Q 5.750 0.5795 1.96 .Q 5.833 0.5941 2.12 .Q 5.917 0.6086 2.12 .Q 6.000 0.6232 2.12 .Q 6.083 0.6385 2.22 .Q 6.167 0.6538 2.22 .Q 6.250 0.6691 2.22 .Q 6.333 0.6855 2.38 .Q 6.417 0.7018 2.38 .Q 6.500 0.7182 2.38 .Q 6.583 0.7353 2.49 .Q 6.667 0.7524 2.49 .Q 6.750 0.7695 2.49 .Q 6.833 0.7878 2.65 .Q 6.917 0.8060 2.65 .Q 7.000 0.8242 2.65 .Q 7.083 0.8430 2.72 .Q 7.167 0.8617 2.72 .Q 7.250 0.8804 2.72 .QV 7.333 0.8997 2.80 .QV 7.417 0.9189 2.80 .QV 7.500 0.9382 2.80 .QV 7.583 0.9588 2.99 .QV 7.667 0.9793 2.99 .QV 7.750 0.9999 2.99 .QV 7.833 1.0221 3.22 . Q 7.917 1.0443 3.22 . Q 8.000 1.0665 3.22 . Q 8.083 1.0907 3.52 . Q 8.167 1.1149 3.52 . Q 8.250 1.1392 3.52 . Q 8.333 1.1658 3.87 . Q 8.417 1.1925 3.87 . Q 8.500 1.2191 3.87 . Q 8.583 1.2471 4.06 . Q 8.667 1.2751 4.06 . Q 8.750 1.3031 4.06 . Q 8.833 1.3327 4.31 . QV 8.917 1.3624 4.31 . QV 9.000 1.3920 4.31 . QV 9.083 1.4264 4.99 . Q 9.167 1.4608 4.99 . Q 9.250 1.4952 4.99 . Q 9.333 1.5439 7.07 . VQ 9.417 1.5926 7.07 . VQ 9.500 1.6413 7.07 . VQ 9.583 1.7089 9.81 . V Q 9.667 1.7765 9.81 . V Q 9.750 1.8441 9.81 . V Q . 9.833 1.9325 12.83 . V Q . 9.917 2.0208 12.83 • V Q . 10.000 2.1092 12.83 . V Q . 10.083 2.2021 13.48 . V Q . 10.167 2.2949 13.48 . V Q . 10.250 2.3877 13.48 . V Q . 10.333 2.4439 8.17 . Q . 10.417 2.5001 8.17 . Q . 10.500 2.5564 8.17 . Q 10.583 2.6088 7.62 . Q . 10.667 2.6613 7.62 . QV . 10.750 2.7138 7.62 . QV . 10.833 2.7947 11.75 . VQ . 10.917 2.8756 11.75 . VQ . 11.000 2.9565 11.75 • VQ . 11.083 3.0478 13.25 • V Q . 11.167 3.1390 13.25 • VQ . 11.250 3.2303 13.25 • VQ . 11.333 3.3197 12.98 . VQ . 11.417 3.4091 12.98 . VQ . 11.500 3.4985 12.98 . VQ . 11.583 3.5842 12.45 . Q . 11.667 3.6699 12.45 . Q . 11.750 3.7556 12.45 • Q . 11.833 3.8298 10.77 • QV . 11.917 3.9040 10.77 • QV . 12.000 3.9782 10.77 • Q V. 12.083 4.0777 14.44 . Q. 12.167 4.1771 14.44 . Q. 12.250 4.2766 14.44 . Q. 12.333 4.4457 24.55 . V Q 12.417 4.6148 24.55 • V Q 12.500 4.7839 24.55 . V Q 12.583 4.9963 30.84 . .V Q 12.667 5.2087 30.84 . .V Q 12.750 5.4211 30.84 . . V Q 12.833 5.6720 36.43 . . V Q 12.917 5.9229 36.43 . . V Q 13.000 6.1738 36.43 . . V Q . 13.083 6.4663 42.47 • V Q . 13.167 6.7588 42.47 • V Q . 13.250 7.0513 42.47 • V Q . 13.333 7.4039 51.19 • V . Q 13.417 7.7564 51.19 . V . Q 13.500 8.1090 51.19 . V . . Q 13.583 8.4595 50.89 . V.• Q 13.667 8.8100 50.89 . V• Q 13.750 9.1605 50.89 . V• Q 13.833 9.4284 38.90 . .V Q 13.917 9.6963 38.90 . . V Q 14.000 9.9641 38.90 . . V Q 14.083 10.2138 36.25 . . VQ 14.167 10.4635 36.25 . . VQ . 14.250 10.7131 36.25 . . Q . 14.333 10.9873 39.81 . . V Q . 14.417 11.2615 39.81 . VQ . 14.500 11.5356 39.81 • Q . 14.583 11.8124 40.18 • Q . 14.667 12.0891 40.18 • QV . 14.750 12.3659 40.18 • Q V . 14.833 12.6413 39.99 . Q V . 14.917 12.9167 39.99 . Q V. 15.000 13.1921 39.99 . Q V 15.083 13.4579 38.60 . Q V 15.167 13.7237 38.60 . Q V 15.250 13.9895 38.60 . . Q V 15.333 14.2428 36.78 . . Q . V 15.417 14.4961 36.78 . . Q . V 15.500 14.7494 36.78 . . Q . V 15.583 14.9809 33.62 . . Q V 15.667 15.2124 33.62 . . Q V 15.750 15.4439 33.62 . . Q V 15.833 15.6367 27.98 . Q . V 15.917 15.8294 27.98 . Q . V 16.000 16.0221 27.98 . Q . V 16.083 16.1777 22.60 . Q . V . 16.167 16.3334 22.60 . Q . V . 16.250 16.4890 22.60 . . Q V . 16.333 16.5680 11.47 . Q . V . 16.417 16.6470 11.47 . Q . V . 16.500 16.7260 11.47 . Q . V . 16.583 16.7722 6.71 . Q . V . 16.667 16.8184 6.71 . Q V . 16.750 16.8646 6.71 . Q V . 16.833 16.8953 4.46 . Q V . 16.917 16.9260 4.46 . Q V . 17.000 16.9568 4.46 . Q V . 17.083 16.9789 3.21 . Q V . 17.167 17.0010 3.21 . Q V . 17.250 17.0231 3.21 . Q V . 17.333 17.0411 2.61 .Q V . 17.417 17.0590 2.61 .Q V . 17.500 17.0770 2.61 .Q V . 17.583 17.0918 2.15 .Q V . 17.667 17.1067 2.15 .Q V . 17.750 17.1215 2.15 .Q V . 17.833 17.1338 1.78 .Q V . 17.917 17.1461 1.78 .Q V. 18.000 17.1584 1.78 .Q V. 18.083 17.1687 1.49 Q V. 18.167 17.1789 1.49 Q V. 18.250 17.1892 1.49 Q V. 18.333 17.1982 1.31 Q V. 18.417 17.2072 1.31 Q V. 18.500 17.2162 1.31 Q V. 18.583 17.2242 1.16 Q V. 18.667 17.2322 1.16 Q V. 18.750 17.2402 1.16 Q V. 18.833 17.2467 0.94 Q V. 18.917 17.2532 0.94 Q V. 19.000 17.2597 0.94 Q V. 19.083 17.2650 0.78 Q V. 19.167 17.2704 0.78 Q V. 19.250 17.2758 0.78 Q V. 19.333 17.2818 0.87 Q V. 19.417 17.2878 0.87 Q V. 19.500 17.2938 0.87 Q V. 19.583 17.3006 0.98 Q V. 19.667 17.3073 0.98 Q V. 19.750 17.3140 0.98 Q V. 19.833 17.3200 0.86 Q V. 19.917 17.3259 0.86 Q V. 20.000 17.3318 0.86 Q V. 20.083 17.3369 0.74 Q V. 20.167 17.3420 0.74 Q V. 20.250 17.3471 0.74 Q V. 20.333 17.3526 0.80 Q V. 20.417 17.3582 0.80 Q V. 20.500 17.3637 0.80 Q V. 20.583 17.3694 0.83 Q V. 20.667 17.3751 0.83 Q V. 20.750 17.3808 0.83 Q V. 20.833 17.3863 0.80 Q V. 20.917 17.3918 0.80 Q V. 21.000 17.3973 0.80 Q V. 21.083 17.4022 0.71 Q V. 21.167 17.4070 0.71 Q V. 21.250 17.4119 0.71 Q V. 21.333 17.4170 0.75 Q V. 21.417 17.4222 0.75 Q V. 21.500 17.4273 0.75 Q V. 21.583 17.4321 0.69 Q V. 21.667 17.4368 0.69 Q V. 21.750 17.4415 0.69 Q V. 21.833 17.4466 0.74 Q V. 21.917 17.4517 0.74 Q V. 22.000 17.4568 0.74 Q V. 22.083 17.4615 0.68 Q V. 22.167 17.4662 0.68 Q V. 22.250 17.4709 0.68 Q V. 22.333 17.4759 0.73 Q V. 22.417 17.4809 0.73 Q V. 22.500 17.4860 0.73 Q V. 22.583 17.4904 0.64 Q V. 22.667 17.4947 0.64 Q V. 22.750 17.4991 0.64 Q V. 22.833 17.5033 0.60 Q V. 22.917 17.5074 0.60 Q V. 23.000 17.5115 0.60 Q V. 23.083 17.5156 0.58 Q V. 23.166 17.5196 0.58 Q V. 23.250 17.5236 0.58 Q V. 23.333 17.5276 0.58 Q V. 23.416 17.5316 0.58 Q V. 23.500 17.5355 0.58 Q V. 23.583 17.5395 0.57 Q V. 23.666 17.5434 0.57 Q V. 23.750 17.5473 0.57 Q V. 23.833 17.5513 0.57 Q V. 23.916 17.5552 0.57 Q V. 24.000 17.5591 0.57 Q V. 24.083 17.5624 0.48 Q V. 24.166 17.5658 0.48 Q V. 24.250 17.5691 0.48 Q V. 24.333 17.5706 0.22 Q V. 24.416 17.5722 0.22 Q V. 24.500 17.5737 0.22 Q V. 24.583 17.5746 0.12 Q V. 24.666 17.5754 0.12 Q V. 24.750 17.5762 0.12 Q V. 24.833 17.5767 0.07 Q V. 24.916 17.5772 0.07 Q V. 25.000 17.5777 0.07 Q V. 25.083 17.5780 0.05 Q V. 25.166 17.5783 0.05 Q V. 25.250 17.5787 0.05 Q V. 25.333 17.5789 0.03 Q V. 25.416 17.5791 0.03 Q V. 25.500 17.5793 0.03 Q V. 25.583 17.5794 0.02 Q V. 25.666 17.5795 0.02 Q V. 25.750 25.833 25.916 26.000 26.083 26.166 26.250 17.5796 17.5797 17.5798 17.5798 17.5799 17.5799 17.5800 0.02 0.01 0.01 0.01 0.01 0.01 0.01 Q Q Q Q Q Q Q v. v. v. v. v. v. v. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1575.0 10% 450.0 20% 375.0 30% 240.0 40% 240.0 50% 210.0 60% 195.0 70% 165.0 80% 45.0 90% 30.0 END OF FLOODSCx ROUTING ANALYSIS **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Travertine Development * Unit Hydrograph Analysis - Existing Condition - Watershed C * 09-13-2021 ************************************************************************** FILE NAME: TRA-XCUH.DAT TIME/DATE OF STUDY: 15:28 09/13/2021 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 I5 CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.446 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.792 85.306 2 12.696 302.535 3 30.896 555.990 4 51.304 623.453 5 64.121 391.548 6 71.690 231.212 7 76.748 154.526 8 80.584 117.160 9 83.576 91.415 10 86.031 74.999 11 88.014 60.594 12 89.721 52.123 13 91.167 44.168 14 92.425 38.452 15 93.517 33.356 16 94.483 29.504 17 95.349 26.457 18 96.133 23.936 19 96.714 17.758 20 97.286 17.466 21 97.846 17.126 22 98.158 9.540 23 98.370 6.460 24 98.581 6.460 25 98.793 6.451 26 99.004 6.460 27 99.215 6.451 28 99.426 6.451 29 99.638 6.451 30 99.849 6.451 31 100.000 4.621 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0224 0.0342 2 0.0604 0.0224 0.0380 3 0.0651 0.0224 0.0426 4 0.0732 0.0224 0.0508 5 0.0782 0.0224 0.0557 6 0.0913 0.0224 0.0689 7 0.1110 0.0224 0.0886 8 0.1242 0.0224 0.1018 9 0.2040 0.0224 0.1816 10 0.5310 0.0224 0.5086 11 0.1012 0.0224 0.0787 12 0.0638 0.0224 0.0414 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.27 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.29 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 5.6624 27.1615 1 - HOU R S TOR M RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0201 2.92 Q 0.167 0.1136 13.58 Q 0.250 0.3487 34.14 V Q 0.333 0.7597 59.67 .V Q 0.417 1.3170 80.92 .V Q 0.500 2.0082 100.36 . V Q . 0.583 2.8473 121.84 . V Q . 0.667 3.8677 148.17 • V Q. 0.750 5.1503 186.23 . V . Q 0.833 7.0023 268.90 . V Q . 0.917 9.7503 399.01 . V Q 1.000 13.2819 512.79 . V. Q 1.083 16.7583 504.77 . V Q 1.167 19.2247 358.13 • . Q V 1.250 20.8639 238.01 • Q V 1.333 21.9898 163.48 • Q . V 1.417 22.8327 122.39 • Q . V 1.500 23.4972 96.49 . Q V 1.583 24.0417 79.07 . Q V 1.667 24.4925 65.46 . Q V 1.750 24.8782 56.01 . Q V . 1.833 25.2078 47.85 . Q V . 1.917 25.4932 41.44 . Q V . 2.000 25.7406 35.93 . Q V . 2.083 25.9571 31.42 . Q V . 2.167 26.1474 27.64 .Q V . 2.250 26.3133 24.09 .Q V . 2.333 26.4486 19.65 .Q V . 2.417 26.5712 17.80 .Q V. 2.500 26.6790 15.66 .Q V. 2.583 26.7557 11.14 Q V. 2.667 26.8159 8.73 Q V. 2.750 26.8704 7.92 Q V. 2.833 26.9220 7.50 Q V. 2.917 26.9714 7.16 Q V. 3.000 27.0180 6.78 Q V. 3.083 27.0614 6.29 Q V. 3.167 27.1006 5.70 Q V. 3.250 27.1343 4.90 Q V. 3.333 27.1558 3.13 Q V. 3.417 27.1602 0.63 Q V. 3.500 27.1615 0.19 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 210.0 10% 90.0 20% 55.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 15.0 80% 10.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.446 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.792 85.306 2 12.696 302.535 3 30.896 555.990 4 51.304 623.453 5 64.121 391.548 6 71.690 231.212 7 76.748 154.526 8 80.584 117.160 9 83.576 91.415 10 86.031 74.999 11 88.014 60.594 12 89.721 52.123 13 91.167 44.168 14 92.425 38.452 15 93.517 33.356 16 94.483 29.504 17 95.349 26.457 18 96.133 23.936 19 96.714 17.758 20 97.286 17.466 21 97.846 17.126 22 98.158 9.540 23 98.370 6.460 24 98.581 6.460 25 98.793 6.451 26 99.004 6.460 27 99.215 6.451 28 99.426 6.451 29 99.638 6.451 30 99.849 6.451 31 100.000 4.621 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0224 0.0072 2 0.0296 0.0224 0.0072 3 0.0251 0.0224 0.0027 4 0.0342 0.0224 0.0118 5 0.0342 0.0224 0.0118 6 0.0410 0.0224 0.0186 7 0.0342 0.0224 0.0118 8 0.0410 0.0224 0.0186 9 0.0410 0.0224 0.0186 10 0.0342 0.0224 0.0118 11 0.0365 0.0224 0.0141 12 0.0410 0.0224 0.0186 13 0.0502 0.0224 0.0277 14 0.0502 0.0224 0.0277 15 0.0502 0.0224 0.0277 16 0.0456 0.0224 0.0232 17 0.0593 0.0224 0.0369 18 0.0616 0.0224 0.0391 19 0.0547 0.0224 0.0323 20 0.0616 0.0224 0.0391 21 0.0752 0.0224 0.0528 22 0.0707 0.0224 0.0483 23 0.0661 0.0224 0.0437 24 0.0684 0.0224 0.0460 25 0.0707 0.0224 0.0483 26 0.0958 0.0224 0.0733 27 0.1140 0.0224 0.0916 28 0.0798 0.0224 0.0574 29 0.1550 0.0224 0.1326 30 0.1664 0.0224 0.1440 31 0.1870 0.0224 0.1645 32 0.1345 0.0224 0.1121 33 0.0456 0.0224 0.0232 34 0.0410 0.0224 0.0186 35 0.0410 0.0224 0.0186 36 0.0137 0.0123 0.0014 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.80 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.48 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 16.7746 31.2032 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 0.083 0.0042 0.62 Q 0.167 0.0235 2.80 Q 0.250 0.0678 6.43 Q 0.333 0.1390 10.33 VQ 0.417 0.2311 13.38 VQ 0.500 0.3542 17.86 VQ 0.583 0.5220 24.37 V Q 0.667 0.7289 30.05 V Q 0.750 0.9675 34.64 .V Q 0.833 1.2271 37.69 .V Q 0.917 1.5030 40.07 .V Q 1.000 1.7811 40.37 . V Q 1.083 2.0675 41.58 . V Q 1.167 2.3918 47.10 . VQ 1.250 2.7742 55.52 . V Q . 1.333 3.2084 63.04 . V Q . 1.417 3.6757 67.85 . V Q . 1.500 4.1772 72.81 . V Q . 1.583 4.7275 79.91 . VQ . 1.667 5.3350 88.20 . V Q . 1.750 5.9880 94.82 . V Q. 1.833 6.6945 102.59 • V Q 1.917 7.4732 113.06 . V.Q 2.000 8.3089 121.34 . V Q 2.083 9.1671 124.62 . .VQ 2.167 10.0559 129.05 . . Q 2.250 11.0309 141.57 . . Q 2.333 12.1434 161.53 . . VQ . 2.417 13.4235 185.87 • VQ . 2.500 14.8947 213.61 • V.Q 2.583 16.6422 253.74 . .V Q 2.667 18.7406 304.68 • . V Q 2.750 21.0005 328.13 . . V . Q 2.833 23.1106 306.39 . VQ 2.917 24.8006 245.39 . Q .V 3.000 26.0479 181.10 . . Q . . V 3.083 26.9970 137.82 . . Q . V 3.167 27.7333 106.91 • Q V 3.250 28.2983 82.03 . Q . V 3.333 28.7463 65.05 • Q • V 3.417 29.1148 53.51 • Q V . 3.500 29.4248 45.01 . Q V . 3.583 29.6893 38.41 . Q V . 3.667 29.9164 32.98 . Q V . 3.750 30.1127 28.49 . Q V . 3.833 30.2846 24.97 . Q V . 3.917 30.4330 21.54 . Q V. 4.000 30.5596 18.37 .Q V. 4.083 30.6683 15.79 .Q V. 4.167 30.7605 13.40 .Q V. 4.250 30.8382 11.28 .Q V. 4.333 30.9005 9.04 Q V. 4.417 30.9504 7.25 Q V. 4.500 30.9946 6.42 Q V. 4.583 31.0353 5.90 Q V. 4.667 31.0721 5.34 Q V. 4.750 31.1049 4.77 Q V. 4.833 31.1340 4.23 Q V. 4.917 31.1597 3.73 Q V. 5.000 31.1793 2.85 Q V. 5.083 31.1923 1.88 Q V. 5.167 31.1986 0.92 Q V. 5.250 31.2011 0.36 Q V. 5.333 31.2025 0.22 Q V. 5.417 31.2032 0.09 Q V. 5.500 31.2032 0.01 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 330.0 10% 180.0 20% 115.0 30% 85.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.446 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.792 85.306 2 12.696 302.535 3 30.896 555.990 4 51.304 623.453 5 64.121 391.548 6 71.690 231.212 7 76.748 154.526 8 80.584 117.160 9 83.576 91.415 10 86.031 74.999 11 88.014 60.594 12 89.721 52.123 13 91.167 44.168 14 92.425 38.452 15 93.517 33.356 16 94.483 29.504 17 95.349 26.457 18 96.133 23.936 19 96.714 17.758 20 97.286 17.466 21 97.846 17.126 22 98.158 9.540 23 98.370 6.460 24 98.581 6.460 25 98.793 6.451 26 99.004 6.460 27 99.215 6.451 28 99.426 6.451 29 99.638 6.451 30 99.849 6.451 31 100.000 4.621 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0130 0.0014 2 0.0173 0.0156 0.0017 3 0.0173 0.0156 0.0017 4 0.0173 0.0156 0.0017 5 0.0173 0.0156 0.0017 6 0.0202 0.0182 0.0020 7 0.0202 0.0182 0.0020 8 0.0202 0.0182 0.0020 9 0.0202 0.0182 0.0020 10 0.0202 0.0182 0.0020 11 0.0202 0.0182 0.0020 12 0.0231 0.0208 0.0023 13 0.0231 0.0208 0.0023 14 0.0231 0.0208 0.0023 15 0.0231 0.0208 0.0023 16 0.0231 0.0208 0.0023 17 0.0231 0.0208 0.0023 18 0.0231 0.0208 0.0023 19 0.0231 0.0208 0.0023 20 0.0231 0.0208 0.0023 21 0.0231 0.0208 0.0023 22 0.0231 0.0208 0.0023 23 0.0231 0.0208 0.0023 24 0.0260 0.0224 0.0036 25 0.0231 0.0208 0.0023 26 0.0260 0.0224 0.0036 27 0.0260 0.0224 0.0036 28 0.0260 0.0224 0.0036 29 0.0260 0.0224 0.0036 30 0.0260 0.0224 0.0036 31 0.0260 0.0224 0.0036 32 0.0260 0.0224 0.0036 33 0.0289 0.0224 0.0065 34 0.0289 0.0224 0.0065 35 0.0289 0.0224 0.0065 36 0.0289 0.0224 0.0065 37 0.0289 0.0224 0.0065 38 0.0318 0.0224 0.0094 39 0.0318 0.0224 0.0094 40 0.0318 0.0224 0.0094 41 0.0347 0.0224 0.0123 42 0.0376 0.0224 0.0152 43 0.0405 0.0224 0.0180 44 0.0405 0.0224 0.0180 45 0.0434 0.0224 0.0209 46 0.0434 0.0224 0.0209 47 0.0462 0.0224 0.0238 48 0.0462 0.0224 0.0238 49 0.0491 0.0224 0.0267 50 0.0520 0.0224 0.0296 51 0.0549 0.0224 0.0325 52 0.0578 0.0224 0.0354 53 0.0607 0.0224 0.0383 54 0.0607 0.0224 0.0383 55 0.0636 0.0224 0.0412 56 0.0665 0.0224 0.0441 57 0.0694 0.0224 0.0469 58 0.0694 0.0224 0.0469 59 0.0723 0.0224 0.0498 60 0.0751 0.0224 0.0527 61 0.0896 0.0224 0.0672 62 0.1040 0.0224 0.0816 63 0.1127 0.0224 0.0903 64 0.1214 0.0224 0.0990 65 0.1358 0.0224 0.1134 66 0.1618 0.0224 0.1394 67 0.0549 0.0224 0.0325 68 0.0260 0.0224 0.0036 69 0.0173 0.0156 0.0017 70 0.0145 0.0130 0.0014 71 0.0087 0.0078 0.0009 72 0.0058 0.0052 0.0006 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.48 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.41 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 31.2198 29.5994 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0008 0.12 Q 0.167 0.0049 0.59 Q 0.250 0.0150 1.48 Q 0.333 0.0325 2.54 Q 0.417 0.0551 3.28 Q 0.500 0.0810 3.76 Q 0.583 0.1095 4.13 Q 0.667 0.1405 4.51 Q 0.750 0.1739 4.85 Q 0.833 0.2091 5.10 Q 0.917 0.2454 5.28 Q 1.000 0.2829 5.44 Q 1.083 0.3217 5.64 Q 1.167 0.3623 5.90 Q 1.250 0.4047 6.16 Q 1.333 0.4484 6.34 Q 1.417 0.4929 6.47 Q 1.500 0.5382 6.57 Q 1.583 0.5839 6.65 Q 1.667 0.6302 6.71 Q 1.750 0.6768 6.77 Q 1.833 0.7237 6.82 Q 1.917 0.7709 6.85 QV 2.000 0.8190 6.99 QV 2.083 0.8693 7.29 QV 2.167 0.9227 7.75 .Q 2.250 0.9795 8.25 .Q 2.333 1.0393 8.69 .Q 2.417 1.1034 9.30 .Q 2.500 1.1703 9.72 .Q 2.583 1.2391 9.99 .Q 2.667 1.3090 10.16 .Q 2.750 1.3816 10.54 .Q 2.833 1.4609 11.52 .Q 2.917 1.5519 13.21 .QV 3.000 1.6558 15.08 . Q 3.083 1.7679 16.28 . Q 3.167 1.8866 17.24 . Q 3.250 2.0148 18.61 . Q 3.333 2.1567 20.60 . Q 3.417 2.3147 22.95 • Q 3.500 2.4899 25.44 . Q 3.583 2.6899 29.04 . Q 3.667 2.9237 33.95 . VQ 3.750 3.1938 39.21 . VQ 3.833 3.4973 44.08 • VQ 3.917 3.8314 48.51 • VQ 4.000 4.1957 52.90 . V Q 4.083 4.5895 57.17 • VQ 4.167 5.0150 61.79 . V Q 4.250 5.4759 66.92 . VQ . 4.333 5.9797 73.16 . VQ. 4.417 6.5316 80.12 . V Q 4.500 7.1325 87.26 . V.Q 4.583 7.7801 94.03 • V Q 4.667 8.4707 100.27 . .V Q 4.750 9.2040 106.48 . . V Q 4.833 9.9840 113.26 . . V Q 4.917 10.8101 119.95 . VQ 5.000 11.6794 126.22 . VQ 5.083 12.5987 133.48 . Q . 5.167 13.5976 145.05 • VQ. 5.250 14.7208 163.09 • V.Q 5.333 16.0079 186.89 . .V Q 5.417 17.4726 212.68 . . V Q . 5.500 19.1283 240.41 . V . Q 5.583 20.9406 263.14 . V . Q 5.667 22.7480 262.44 . V Q 5.750 24.2869 223.44 . Q. V 5.833 25.3844 159.36 . .Q . V 5.917 26.1498 111.14 . . Q V 6.000 26.7219 83.07 . .Q V 6.083 27.1766 66.02 . Q . V . 6.167 27.5479 53.91 Q . V . 6.250 27.8565 44.81 . Q . V . 6.333 28.1155 37.61 . Q . V . 6.417 28.3368 32.13 • Q V . 6.500 28.5271 27.63 . Q V . 6.583 28.6917 23.90 . Q V . 6.667 28.8343 20.71 . Q V . 6.750 28.9582 17.99 . Q V. 6.833 29.0652 15.54 . Q V. 6.917 29.1563 13.23 .Q V. 7.000 29.2321 11.00 .Q V. 7.083 29.2969 9.41 .Q V. 7.167 29.3512 7.88 .Q V. 7.250 29.3935 6.15 Q V. 7.333 29.4290 5.16 Q V. 7.417 29.4615 4.71 Q V. 7.500 29.4915 4.36 Q V. 7.583 29.5189 3.97 Q V. 7.667 29.5430 3.50 Q V. 7.750 29.5633 2.95 Q V. 7.833 29.5795 2.35 Q V. 7.917 29.5911 1.69 Q V. 8.000 29.5974 0.91 Q V. 8.083 29.5988 0.20 Q V. 8.167 29.5991 0.05 Q V. 8.250 29.5993 0.03 Q V. 8.333 29.5994 0.02 Q V. 8.417 29.5994 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 505.0 10% 180.0 20% 135.0 30% 100.0 40% 75.0 50% 50.0 60% 40.0 70% 30.0 80% 25.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.134 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 88.339 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 15.461 157.442 2 62.372 477.687 3 80.303 182.587 4 87.922 77.589 5 92.370 45.289 6 95.321 30.058 7 97.282 19.962 8 98.370 11.079 9 99.004 6.457 10 99.602 6.086 11 99.900 3.043 12 100.000 1.014 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0083 0.0009 2 0.0138 0.0124 0.0014 3 0.0138 0.0124 0.0014 4 0.0184 0.0166 0.0018 5 0.0138 0.0124 0.0014 6 0.0138 0.0124 0.0014 7 0.0138 0.0124 0.0014 8 0.0184 0.0166 0.0018 9 0.0184 0.0166 0.0018 10 0.0184 0.0166 0.0018 11 0.0231 0.0207 0.0023 12 0.0231 0.0207 0.0023 13 0.0231 0.0207 0.0023 14 0.0231 0.0207 0.0023 15 0.0231 0.0207 0.0023 16 0.0277 0.0249 0.0028 17 0.0277 0.0249 0.0028 18 0.0323 0.0290 0.0032 19 0.0323 0.0290 0.0032 20 0.0369 0.0332 0.0037 21 0.0277 0.0249 0.0028 22 0.0323 0.0290 0.0032 23 0.0369 0.0332 0.0037 24 0.0369 0.0332 0.0037 25 0.0415 0.0373 0.0041 26 0.0415 0.0373 0.0041 27 0.0461 0.0415 0.0046 28 0.0461 0.0415 0.0046 29 0.0461 0.0415 0.0046 30 0.0507 0.0456 0.0051 31 0.0553 0.0498 0.0055 32 0.0599 0.0539 0.0060 33 0.0692 0.0622 0.0069 34 0.0692 0.0622 0.0069 35 0.0738 0.0664 0.0074 36 0.0784 0.0705 0.0078 37 0.0876 0.0745 0.0131 38 0.0922 0.0735 0.0187 39 0.0968 0.0724 0.0244 40 0.1014 0.0714 0.0301 41 0.0692 0.0622 0.0069 42 0.0692 0.0622 0.0069 43 0.0922 0.0683 0.0239 44 0.0922 0.0673 0.0249 45 0.0876 0.0663 0.0213 46 0.0876 0.0653 0.0223 47 0.0784 0.0644 0.0140 48 0.0830 0.0634 0.0196 49 0.1153 0.0625 0.0528 50 0.1199 0.0615 0.0583 51 0.1291 0.0606 0.0685 52 0.1337 0.0597 0.0740 53 0.1567 0.0588 0.0980 54 0.1567 0.0579 0.0988 55 0.1060 0.0570 0.0490 56 0.1060 0.0561 0.0499 57 0.1245 0.0553 0.0692 58 0.1199 0.0544 0.0654 59 0.1199 0.0536 0.0662 60 0.1153 0.0528 0.0625 61 0.1106 0.0520 0.0587 62 0.1060 0.0512 0.0548 63 0.0876 0.0504 0.0372 64 0.0876 0.0496 0.0380 65 0.0184 0.0166 0.0018 66 0.0184 0.0166 0.0018 67 0.0138 0.0124 0.0014 68 0.0138 0.0124 0.0014 69 0.0231 0.0207 0.0023 70 0.0231 0.0207 0.0023 71 0.0231 0.0207 0.0023 72 0.0184 0.0166 0.0018 73 0.0184 0.0166 0.0018 74 0.0184 0.0166 0.0018 75 0.0138 0.0124 0.0014 76 0.0092 0.0083 0.0009 77 0.0138 0.0124 0.0014 78 0.0184 0.0166 0.0018 79 0.0138 0.0124 0.0014 80 0.0092 0.0083 0.0009 81 0.0138 0.0124 0.0014 82 0.0138 0.0124 0.0014 83 0.0138 0.0124 0.0014 84 0.0092 0.0083 0.0009 85 0.0138 0.0124 0.0014 86 0.0092 0.0083 0.0009 87 0.0138 0.0124 0.0014 88 0.0092 0.0083 0.0009 89 0.0138 0.0124 0.0014 90 0.0092 0.0083 0.0009 91 0.0092 0.0083 0.0009 92 0.0092 0.0083 0.0009 93 0.0092 0.0083 0.0009 94 0.0092 0.0083 0.0009 95 0.0092 0.0083 0.0009 96 0.0092 0.0083 0.0009 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 3.21 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 67.6748 29.3505 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 0.083 0.0010 0.15 Q 0.167 0.0020 0.15 Q 0.250 0.0030 0.15 Q 0.333 0.0075 0.66 Q 0.417 0.0121 0.66 Q 0.500 0.0166 0.66 Q 0.583 0.0238 1.05 Q 0.667 0.0310 1.05 Q 0.750 0.0382 1.05 Q 0.833 0.0470 1.28 Q 0.917 0.0558 1.28 Q 1.000 0.0646 1.28 Q 1.083 0.0749 1.50 Q 1.167 0.0852 1.50 Q 1.250 0.0956 1.50 Q 1.333 0.1053 1.41 Q 1.417 0.1150 1.41 Q 1.500 0.1248 1.41 Q 1.583 0.1344 1.40 Q 1.667 0.1440 1.40 Q 1.750 0.1536 1.40 Q 1.833 0.1638 1.47 Q 1.917 0.1739 1.47 Q 2.000 0.1841 1.47 Q 2.083 0.1957 1.70 Q 2.167 0.2074 1.70 Q 2.250 0.2191 1.70 Q 2.333 0.2314 1.79 Q 2.417 0.2437 1.79 Q 2.500 0.2560 1.79 Q 2.583 0.2691 1.90 Q 2.667 0.2822 1.90 Q 2.750 0.2952 1.90 Q 2.833 0.3099 2.14 Q 2.917 0.3246 2.14 Q 3.000 0.3394 2.14 Q 3.083 0.3548 2.24 Q 3.167 0.3702 2.24 Q 3.250 0.3856 2.24 Q 3.333 0.4013 2.28 VQ 3.417 0.4169 2.28 VQ 3.500 0.4326 2.28 VQ 3.583 0.4485 2.30 VQ 3.667 0.4644 2.30 VQ 3.750 0.4803 2.30 VQ 3.833 0.4967 2.39 VQ 3.917 0.5132 2.39 VQ 4.000 0.5297 2.39 VQ 4.083 0.5478 2.63 VQ 4.167 0.5659 2.63 VQ 4.250 0.5839 2.63 VQ 4.333 0.6031 2.79 VQ 4.417 0.6223 2.79 VQ 4.500 0.6416 2.79 VQ 4.583 0.6625 3.05 VQ 4.667 0.6835 3.05 VQ 4.750 0.7045 3.05 VQ 4.833 0.7268 3.23 VQ 4.917 0.7490 3.23 Q 5.000 0.7712 3.23 Q 5.083 0.7943 3.35 .Q 5.167 0.8174 3.35 .Q 5.250 0.8405 3.35 .Q 5.333 0.8619 3.10 .Q 5.417 0.8833 3.10 .Q 5.500 0.9046 3.10 .Q 5.583 0.9272 3.28 .Q 5.667 0.9498 3.28 .Q 5.750 0.9724 3.28 .Q 5.833 0.9968 3.55 .Q 5.917 1.0213 3.55 .Q 6.000 1.0457 3.55 .Q 6.083 1.0713 3.72 .Q 6.167 1.0969 3.72 .Q 6.250 1.1225 3.72 .Q 6.333 1.1499 3.98 .Q 6.417 1.1774 3.98 .Q 6.500 1.2048 3.98 .Q 6.583 1.2335 4.16 .Q 6.667 1.2621 4.16 .Q 6.750 1.2908 4.16 .Q 6.833 1.3214 4.44 .Q 6.917 1.3519 4.44 .Q 7.000 1.3825 4.44 .Q 7.083 1.4138 4.55 .VQ 7.167 1.4452 4.55 .VQ 7.250 1.4765 4.55 . Q 7.333 1.5088 4.68 . Q 7.417 1.5410 4.68 . Q 7.500 1.5732 4.68 . Q 7.583 1.6077 5.01 . Q 7.667 1.6422 5.01 . Q 7.750 1.6766 5.01 . Q 7.833 1.7139 5.40 . Q 7.917 1.7511 5.40 . Q 8.000 1.7883 5.40 . Q 8.083 1.8290 5.90 . Q 8.167 1.8696 5.90 . Q 8.250 1.9103 5.90 . Q 8.333 1.9550 6.49 . Q 8.417 1.9997 6.49 . Q 8.500 2.0445 6.49 . Q 8.583 2.0914 6.81 . VQ 8.667 2.1383 6.81 . VQ 8.750 2.1851 6.81 . VQ 8.833 2.2349 7.22 . Q 8.917 2.2846 7.22 . Q 9.000 2.3343 7.22 . Q 9.083 2.3923 8.42 . Q 9.167 2.4504 8.42 . Q 9.250 2.5084 8.42 . Q 9.333 2.5909 11.98 . V Q 9.417 2.6734 11.98 . V Q 9.500 2.7560 11.98 . V Q . 9.583 2.8705 16.63 . V Q . 9.667 2.9850 16.63 . V Q . 9.750 3.0995 16.63 . V Q . 9.833 3.2490 21.71 • V Q. 9.917 3.3986 21.71 • V Q. 10.000 3.5481 21.71 • V Q. 10.083 3.7032 22.51 . V Q 10.167 3.8582 22.51 . V Q 10.250 4.0133 22.51 . V Q 10.333 4.1054 13.37 . Q 10.417 4.1974 13.37 • Q 10.500 4.2894 13.37 • Q 10.583 4.3776 12.79 • Q 10.667 4.4657 12.79 • QV 10.750 4.5538 12.79 . QV . 10.833 4.6907 19.87 . V Q . 10.917 4.8275 19.87 . V Q . 11.000 4.9644 19.87 . V Q . 11.083 5.1174 22.22 . V Q. 11.167 5.2704 22.22 . V Q. 11.250 5.4234 22.22 . V Q. 11.333 5.5728 21.69 • V Q. 11.417 5.7222 21.69 . V Q. 11.500 5.8716 21.69 . VQ. 11.583 6.0144 20.73 . VQ. 11.667 6.1572 20.73 . VQ. 11.750 6.3000 20.73 . VQ. 11.833 6.4237 17.96 . QV . 11.917 6.5474 17.96 . QV . 12.000 6.6711 17.96 . Q V. 12.083 6.8400 24.53 • VQ 12.167 7.0090 24.53 . VQ 12.250 7.1779 24.53 . VQ . 12.333 7.4649 41.67 . V Q . 12.417 7.7519 41.67 . V Q . 12.500 8.0389 41.67 • V Q . 12.583 8.3974 52.06 . .V . Q 12.667 8.7559 52.06 . .V . Q 12.750 9.1144 52.06 . . V . Q . 12.833 9.5375 61.43 . . V Q . 12.917 9.9606 61.43 . . V Q . 13.000 10.3837 61.43 . . V Q . 13.083 10.8773 71.67 . V .Q 13.167 11.3709 71.67 • V .Q 13.250 11.8645 71.67 • V .Q . 13.333 12.4591 86.33 • V . Q . 13.417 13.0536 86.33 • V . Q . 13.500 13.6481 86.33 . V . Q . 13.583 14.2336 85.00 . V. Q . 13.667 14.8190 85.00 . V Q . 13.750 15.4044 85.00 . V Q . 13.833 15.8477 64.37 . .V Q . 13.917 16.2911 64.37 • . V Q . 14.000 16.7344 64.37 • . V Q . 14.083 17.1513 60.54 . . V Q . 14.167 17.5683 60.54 . . V Q . 14.250 17.9852 60.54 . . V Q . 14.333 18.4444 66.68 . V Q. 14.417 18.9037 66.68 . V Q. 14.500 19.3629 66.68 . V Q. 14.583 19.8252 67.12 . V Q. 14.667 20.2875 67.12 . V Q. 14.750 20.7497 67.12 . VQ. 14.833 21.2091 66.70 . VQ. 14.917 21.6685 66.70 . Q. 15.000 22.1279 66.70 . QV 15.083 22.5707 64.30 . Q V 15.167 23.0135 64.30 . Q V 15.250 23.4563 64.30 . Q V 15.333 23.8786 61.30 . Q . V 15.417 24.3008 61.30 . . Q . V 15.500 24.7230 61.30 . . Q . V 15.583 25.1072 55.80 . . Q . V 15.667 25.4915 55.80 . . Q . V 15.750 25.8758 55.80 . . Q V 15.833 26.1940 46.21 • Q V 15.917 26.5123 46.21 • Q V 16.000 26.8306 46.21 • Q V 16.083 27.0857 37.04 . Q • V . 16.167 27.3408 37.04 . Q • V . 16.250 27.5959 37.04 . Q • V . 16.333 27.7216 18.26 . Q . V . 16.417 27.8474 18.26 . Q . V . 16.500 27.9731 18.26 Q . V . 16.583 28.0466 10.66 . Q V . 16.667 28.1200 10.66 . Q V . 16.750 28.1934 10.66 . Q V . 16.833 28.2417 7.01 . Q V . 16.917 28.2900 7.01 . Q V . 17.000 28.3383 7.01 . Q V . 17.083 28.3729 5.02 . Q V . 17.167 28.4075 5.02 . Q V . 17.250 28.4421 5.02 . Q V . 17.333 28.4703 4.10 .Q V . 17.417 28.4985 4.10 .Q V . 17.500 28.5268 4.10 .Q V . 17.583 28.5501 3.38 .Q V . 17.667 28.5734 3.38 .Q V . 17.750 28.5967 3.38 .Q V . 17.833 28.6163 2.85 .Q V 17.917 28.6359 2.85 .Q V. 18.000 28.6556 2.85 .Q V. 18.083 28.6719 2.38 .Q V. 18.167 28.6883 2.38 .Q V. 18.250 28.7047 2.38 .Q V. 18.333 28.7190 2.08 Q V. 18.417 28.7333 2.08 Q V. 18.500 28.7476 2.08 Q V. 18.583 28.7606 1.88 Q V. 18.667 28.7735 1.88 Q V. 18.750 28.7864 1.88 Q V. 18.833 28.7970 1.53 Q V. 18.917 28.8076 1.53 Q V. 19.000 28.8181 1.53 Q V. 19.083 28.8270 1.29 Q V. 19.167 28.8360 1.29 Q V. 19.250 28.8449 1.29 Q V. 19.333 28.8549 1.46 Q V. 19.417 28.8650 1.46 Q V. 19.500 28.8751 1.46 Q V. 19.583 28.8863 1.64 Q V. 19.667 28.8976 1.64 Q V. 19.750 28.9089 1.64 Q V. 19.833 28.9187 1.43 Q V. 19.917 28.9285 1.43 Q V. 20.000 28.9383 1.43 Q V. 20.083 28.9468 1.22 Q V. 20.167 28.9552 1.22 Q V. 20.250 28.9636 1.22 Q V. 20.333 28.9729 1.34 Q V. 20.417 28.9821 1.34 Q V. 20.500 28.9914 1.34 Q V. 20.583 29.0009 1.39 Q V. 20.667 29.0105 1.39 Q V. 20.750 29.0200 1.39 Q V. 20.833 29.0291 1.32 Q V. 20.917 29.0383 1.32 Q V. 21.000 29.0474 1.32 Q V. 21.083 29.0555 1.18 Q V. 21.167 29.0636 1.18 Q V. 21.250 29.0717 1.18 Q V. 21.333 29.0803 1.24 Q V. 21.417 29.0888 1.24 Q V. 21.500 29.0974 1.24 Q V. 21.583 29.1053 1.15 Q V. 21.667 29.1132 1.15 Q V. 21.750 29.1211 1.15 Q V. 21.833 29.1296 1.23 Q V. 21.917 29.1381 1.23 Q V. 22.000 29.1465 1.23 Q V. 22.083 29.1544 1.14 Q V. 22.167 29.1622 1.14 Q V. 22.250 29.1700 1.14 Q V. 22.333 29.1784 1.22 Q V. 22.417 29.1868 1.22 Q V. 22.500 29.1952 1.22 Q V. 22.583 29.2025 1.06 Q V. 22.667 29.2098 1.06 Q V. 22.750 29.2171 1.06 Q V. 22.833 29.2240 1.00 Q V. 22.917 29.2309 1.00 Q V. 23.000 29.2378 1.00 Q V. 23.083 29.2445 0.97 Q V. 23.166 29.2512 0.97 Q V. 23.250 29.2579 0.97 Q V. 23.333 29.2645 0.96 Q V. 23.416 29.2711 0.96 Q V. 23.500 29.2777 0.96 Q V. 23.583 29.2843 0.95 Q V. 23.666 29.2908 0.95 Q V. 23.750 29.2974 0.95 Q V. 23.833 29.3039 0.95 Q V. 23.916 29.3105 0.95 Q V. 24.000 29.3170 0.95 Q V. 24.083 29.3225 0.80 Q V. 24.166 29.3280 0.80 Q V. 24.250 29.3335 0.80 Q V. 24.333 29.3359 0.36 Q V. 24.416 29.3384 0.36 Q V. 24.500 29.3408 0.36 Q V. 24.583 29.3421 0.19 Q V. 24.666 29.3434 0.19 Q V. 24.750 29.3447 0.19 Q V. 24.833 29.3455 0.11 Q V. 24.916 29.3463 0.11 Q V. 25.000 29.3470 0.11 Q V. 25.083 29.3475 0.07 Q V. 25.166 29.3480 0.07 Q V. 25.250 29.3485 0.07 Q V. 25.333 29.3488 0.04 Q V. 25.416 29.3491 0.04 Q V. 25.500 29.3494 0.04 Q V. 25.583 29.3496 0.03 Q V. 25.666 29.3498 0.03 Q V. 25.750 29.3500 0.03 Q V. 25.833 29.3501 0.02 Q V. 25.916 29.3502 0.02 Q V. 26.000 29.3503 0.02 Q V. 26.083 29.3503 0.01 Q V. 26.166 29.3504 0.01 Q V. 26.250 29.3505 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1575.0 10% 450.0 20% 375.0 30% 240.0 40% 240.0 50% 210.0 60% 195.0 70% 165.0 80% 45.0 90% 30.0 END OF FLOODSCx ROUTING ANALYSIS Travertine Hydrology Study — November 2021 x D.2 — 100 -YR PROPOSED HYDROLOGY - Loss Rate Calculations - AES Unit Hydrograph Calcs Synthetic Unit Hydrograph Method Loss Rate Parameter Development Project Condition (AMC II) Travertine Development Subarea Land Use Cover Type Cover Quality Area A (acres) AMC II Runoff Index RI Pervious Area Infiltration Rate Fp (in/hr) Impervious Fraction A, Adjusted Infiltration Rate F (in/hr) F x A AixA A Undeveloped A 36.42 78 0.268 0.00 0.268 9.761 0.000 A Single Family (1/4) A 141.90 32 0.739 0.50 0.406 57.675 70.950 A Mobile Home A 6.49 32 0.739 0.75 0.240 1.559 4.868 A Condminium A 21.29 32 0.739 0.65 0.307 6.529 13.839 A Commercial A 16.44 32 0.739 0.90 0.140 2.308 14.796 Watershed A Total Area (acres) = 222.54 Average Adjusted Infiltration Rate, F (in/hr) = 0.350 Low Loss Fraction = 0.525 Lag = Rational Method (Tc/60 min) x 0.8 = 0.204 B Undeveloped A 53.88 78 0.268 0.00 0.268 14.440 0.000 B Single Family (1/2) A 2.08 32 0.739 0.40 0.473 0.984 0.832 B Single Family (1/4) A 188.42 32 0.739 0.50 0.406 76.583 94.210 B Mobile Home A 27.38 32 0.739 0.75 0.240 6.576 20.535 B Condminium A 23.94 32 0.739 0.65 0.307 7.342 15.561 B Commercial A 0.00 32 0.739 0.90 0.140 0.000 0.000 Watershed B Total Area (acres) = 295.70 Average Adjusted Infiltration Rate, F (in/hr) = 0.358 Low Loss Fraction = 0.545 Lag = Rational Method (Tc/60 min) x 0.8 = 0.322 Rainfall Data (NOAA Atlas 14) 100 -Year Duration Precipitation (inches) 1 -Hour 1.56 3 -Hour 2.28 6 -Hour 2.89 24 -Hour 4.61 **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 1 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS1.DAT TIME/DATE OF STUDY: 08:28 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 I5 CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.850 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 4.403 117.320 2 22.644 485.967 3 50.373 738.765 4 67.046 444.231 5 75.561 226.848 6 80.978 144.325 7 84.890 104.231 8 87.828 78.282 9 90.157 62.038 10 92.038 50.111 11 93.582 41.133 12 94.876 34.477 13 96.012 30.282 14 96.844 22.165 15 97.637 21.120 16 98.159 13.916 17 98.452 7.809 18 98.746 7.814 19 99.039 7.809 20 99.332 7.809 21 99.625 7.809 22 99.918 7.809 23 100.000 2.188 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0292 0.0274 2 0.0604 0.0292 0.0313 3 0.0651 0.0292 0.0359 4 0.0732 0.0292 0.0441 5 0.0782 0.0292 0.0490 6 0.0913 0.0292 0.0621 7 0.1110 0.0292 0.0819 8 0.1242 0.0292 0.0950 9 0.2040 0.0292 0.1749 10 0.5310 0.0292 0.5018 11 0.1012 0.0292 0.0720 12 0.0638 0.0292 0.0347 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.35 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.21 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 6.4254 22.2021 -HOURR STORM RUNOF F HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0222 3.22 Q 0.167 0.1392 16.99 VQ 0.250 0.4123 39.66 V Q 0.333 0.8110 57.89 .V Q 0.417 1.3192 73.79 . V Q 0.500 1.9435 90.65 . V Q . 0.583 2.7085 111.08 . V Q . 0.667 3.6670 139.17 . V Q. 0.750 4.9075 180.13 . V . Q 0.833 6.8517 282.30 . V Q . 0.917 10.0523 464.73 . V . Q 1.000 13.7570 537.92 . V Q 1.083 16.2940 368.37 . Q V. 1.167 17.8360 223.89 . Q . V 1.250 18.8271 143.91 . Q. V 1.333 19.5272 101.66 . Q V 1.417 20.0560 76.78 . Q V 1.500 20.4742 60.73 . Q V . 1.583 20.8120 49.04 . Q V . 1.667 21.0888 40.20 . Q V . 1.750 21.3193 33.46 . Q V . 1.833 21.5126 28.08 .Q V . 1.917 21.6638 21.95 .Q V. 2.000 21.7920 18.62 .Q V. 2.083 21.8837 13.31 Q V. 2.167 21.9482 9.36 Q V. 2.250 22.0054 8.30 Q V. 2.333 22.0580 7.63 Q V. 2.417 22.1064 7.04 Q V. 2.500 22.1500 6.32 Q V. 2.583 22.1853 5.13 Q V. 2.667 22.1986 1.93 Q V. 2.750 22.2016 0.43 Q V. 2.833 22.2021 0.08 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 170.0 10% 75.0 20% 45.0 30% 30.0 40% 25.0 50% 20.0 60% 15.0 70% 10.0 80% 10.0 90% 5.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 I5 CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.880 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.366 84.607 2 10.202 280.224 3 24.613 515.375 4 43.211 665.070 5 58.251 537.840 6 67.091 316.147 7 72.914 208.215 8 77.143 151.237 9 80.487 119.614 10 83.170 95.934 11 85.423 80.569 12 87.296 66.975 13 88.853 55.683 14 90.286 51.265 15 91.500 43.381 16 92.561 37.949 17 93.519 34.276 18 94.379 30.764 19 95.141 27.218 20 95.884 26.586 21 96.438 19.810 22 96.940 17.969 23 97.443 17.964 24 97.921 17.111 25 98.166 8.744 26 98.351 6.634 27 98.537 6.650 28 98.723 6.639 29 98.909 6.645 30 99.094 6.644 31 99.280 6.644 32 99.466 6.644 33 99.652 6.644 34 99.838 6.644 35 100.000 5.808 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0298 0.0268 2 0.0604 0.0298 0.0306 3 0.0651 0.0298 0.0352 4 0.0732 0.0298 0.0434 5 0.0782 0.0298 0.0483 6 0.0913 0.0298 0.0615 7 0.1110 0.0298 0.0812 8 0.1242 0.0298 0.0944 9 0.2040 0.0298 0.1742 10 0.5310 0.0298 0.5012 11 0.1012 0.0298 0.0713 12 0.0638 0.0298 0.0340 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.36 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.20 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 8.8217 29.6040 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0156 2.26 Q 0.167 0.0851 10.09 Q 0.250 0.2596 25.34 VQ 0.333 0.5840 47.11 V Q 0.417 1.0602 69.14 .V Q 0.500 1.6763 89.45 . V Q 0.583 2.4480 112.05 • V Q . 0.667 3.4083 139.45 . V Q. 0.750 4.6396 178.77 . V .Q 0.833 6.4492 262.77 . V . Q . 0.917 9.1216 388.03 . . V . Q . 1.000 12.6089 506.36 . V . • Q . 1.083 16.3668 545.64 . . V • Q . 1.167 19.4138 442.42 . V Q. 1.250 21.4596 297.06 . Q. V . 1.333 22.8740 205.36 . Q V 1.417 23.9102 150.46 . Q . V 1.500 24.7267 118.55 . Q . . V 1.583 25.3906 96.40 . Q . V 1.667 25.9484 80.99 . Q V 1.750 26.4185 68.26 . Q V 1.833 26.8201 58.33 . Q V 1.917 27.1779 51.95 • Q V . 2.000 27.4885 45.09 . Q V . 2.083 27.7619 39.70 . Q V . 2.167 28.0054 35.36 . Q V . 2.250 28.2218 31.42 . Q V . 2.333 28.4138 27.88 .Q V . 2.417 28.5880 25.29 .Q V . 2.500 28.7307 20.73 .Q V . 2.583 28.8575 18.41 .Q V . 2.667 28.9742 16.94 .Q V. 2.750 29.0760 14.79 Q V. 2.833 29.1460 10.17 Q V. 2.917 29.2043 8.46 Q V. 3.000 29.2584 7.86 Q V. 3.083 29.3106 7.57 Q V. 3.167 29.3611 7.34 Q V. 3.250 29.4096 7.04 Q V. 3.333 29.4558 6.71 Q V. 3.417 29.4991 6.29 Q V. 3.500 29.5386 5.74 Q V. 3.583 29.5734 5.04 Q V. 3.667 29.5982 3.61 Q V. 3.750 29.6026 0.64 Q V. 3.833 29.6040 0.20 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) 0% 230.0 10% 90.0 20% 60.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 20.0 80% 15.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 » »»STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 I5 CODE = 11 » »»VIEW STREAM NUMBER 2 HYDROGRAPH « «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 0.083 0.0377 5.48 Q 0.167 0.2242 27.08 Q 0.250 0.6719 65.00 V Q 0.333 1.3950 104.99 .V Q 0.417 2.3794 142.93 .V Q 0.500 3.6198 180.10 . V Q 0.583 5.1565 223.13 . V Q 0.667 7.0753 278.62 . V Q 0.750 9.5471 358.90 . V Q 0.833 13.3010 545.06 . V Q. 0.917 19.1740 852.76 . V .Q 1.000 26.3659 1044.27 • V Q 1.083 32.6608 914.01 . . V Q 1.167 37.2498 666.32 . . Q V 1.250 40.2867 440.96 . Q .V 1.333 42.4012 307.02 . .Q V 1.417 43.9662 227.24 . Q . V 1.500 45.2009 179.29 . Q . V 1.583 46.2026 145.44 . Q . V 1.667 47.0372 121.18 • Q . V 1.750 47.7377 101.72 . Q V 1.833 48.3328 86.40 . Q V 1.917 48.8417 73.90 . Q V 2.000 49.2805 63.71 . Q V . 2.083 49.6456 53.01 .Q V . 2.167 49.9536 44.72 .Q V . 2.250 50.2271 39.72 .Q V . 2.333 50.4718 35.52 .Q V . 2.417 50.6944 32.33 .Q V. 2.500 50.8807 27.05 Q V. 2.583 51.0429 23.54 Q V. 2.667 51.1728 18.87 Q V. 2.750 51.2776 15.22 Q V. 2.833 51.3482 10.24 Q V. 2.917 51.4065 8.46 Q V. 3.000 51.4606 7.86 Q V. 3.083 51.5127 7.57 Q V. 3.167 51.5632 7.34 Q V. 3.250 51.6117 7.04 Q V. 3.333 51.6579 6.71 Q V. 3.417 51.7012 6.29 Q V. 3.500 51.7407 5.74 Q V. 3.583 51.7755 5.04 Q V. 3.667 51.8003 3.61 Q V. 3.750 51.8047 0.64 Q V. 3.833 51.8061 0.20 Q V. 3.917 51.8061 0.00 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 230.0 10% 85.0 20% 55.0 30% 35.0 40% 30.0 50% 25.0 60% 20.0 70% 15.0 80% 15.0 90% 5.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V OUTFLOW (STREAM 2) effective depth (and volume) V outflow I \ dead 1 basin outlet storage 1 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 5.48 0.00 0.00 0.0 0.038 0.167 0.000 27.08 0.00 0.02 0.0 0.224 0.250 0.000 65.00 0.00 0.05 0.0 0.672 0.333 0.000 104.99 0.00 0.11 0.0 1.395 0.417 0.000 142.93 0.00 0.19 0.0 2.379 0.500 0.000 180.10 0.00 0.30 0.0 3.620 0.583 0.000 223.13 0.00 0.42 0.0 5.156 0.667 0.000 278.62 0.00 0.58 0.0 7.075 0.750 0.000 358.90 0.00 0.78 0.0 9.547 0.833 0.000 545.06 0.00 1.09 0.0 13.301 0.917 0.000 852.76 0.00 1.56 0.0 19.174 1.000 0.000 1044.27 0.00 2.13 0.0 26.365 1.083 0.000 914.01 0.00 2.62 0.0 32.660 1.167 0.000 666.32 0.00 2.97 15.1 37.145 1.250 0.000 440.96 0.00 3.17 55.2 39.801 1.333 0.000 307.02 0.00 3.28 95.2 41.260 1.417 0.000 227.24 0.00 3.34 117.9 42.013 1.500 0.000 179.29 0.00 3.37 129.2 42.358 1.583 0.000 145.44 0.00 3.37 133.6 42.440 1.667 0.000 121.18 0.00 3.37 133.5 42.355 1.750 0.000 101.72 0.00 3.35 130.6 42.156 1.833 0.000 86.40 0.00 3.33 125.8 41.885 1.917 0.000 73.90 0.00 3.31 119.8 41.569 2.000 0.000 63.71 0.00 3.28 113.0 41.229 2.083 0.000 53.01 0.00 3.25 105.8 40.865 2.167 0.000 44.72 0.00 3.23 98.3 40.497 2.250 0.000 39.72 0.00 3.20 90.9 40.144 2.333 0.000 35.52 0.00 3.17 83.9 39.811 2.417 0.000 32.33 0.00 3.15 77.3 39.502 2.500 0.000 27.05 0.00 3.13 71.0 39.199 2.583 0.000 23.54 0.00 3.11 64.9 38.914 2.667 0.000 18.87 0.00 3.08 59.2 38.636 2.750 0.000 15.22 0.00 3.06 53.6 38.372 2.833 0.000 10.24 0.00 3.04 48.2 38.111 2.917 0.000 8.46 0.00 3.03 43.1 37.872 3.000 0.000 7.86 0.00 3.01 38.5 37.661 3.083 0.000 7.57 0.00 3.00 34.7 37.474 3.167 0.000 7.34 0.00 2.98 32.4 37.302 3.250 0.000 7.04 0.00 2.97 30.9 37.137 3.333 0.000 6.71 0.00 2.96 29.5 36.980 3.417 0.000 6.29 0.00 2.95 28.2 36.830 3.500 0.000 5.74 0.00 2.93 26.9 36.684 3.583 0.000 5.04 0.00 2.92 25.7 36.542 3.667 0.000 3.61 0.00 2.91 24.4 36.399 3.750 0.000 0.64 0.00 2.90 23.1 36.244 3.833 0.000 0.20 0.00 2.89 21.8 36.095 3.917 0.000 0.00 0.00 2.88 20.5 35.953 4.000 0.000 0.00 0.00 2.87 19.4 35.820 4.083 0.000 0.00 0.00 2.86 18.2 35.695 4.167 0.000 0.00 0.00 2.85 17.2 35.576 4.250 0.000 0.00 0.00 2.84 16.2 35.465 4.333 0.000 0.00 0.00 2.83 15.2 35.360 4.417 0.000 0.00 0.00 2.82 14.4 35.261 4.500 0.000 0.00 0.00 2.82 13.5 35.168 4.583 0.000 0.00 0.00 2.81 12.7 35.080 4.667 0.000 0.00 0.00 2.80 12.0 34.998 4.750 0.000 0.00 0.00 2.80 11.3 34.920 4.833 0.000 0.00 0.00 2.79 10.6 34.846 4.917 0.000 0.00 0.00 2.79 10.0 34.777 5.000 0.000 0.00 0.00 2.78 9.4 34.712 5.083 0.000 0.00 0.00 2.78 8.9 34.651 5.167 0.000 0.00 0.00 2.77 8.4 34.593 5.250 0.000 0.00 0.00 2.77 7.9 34.539 5.333 0.000 0.00 0.00 2.76 7.4 34.488 5.417 0.000 0.00 0.00 2.76 7.0 34.440 5.500 0.000 0.00 0.00 2.76 6.6 34.394 5.583 0.000 0.00 0.00 2.75 6.2 34.351 5.667 0.000 0.00 0.00 2.75 5.9 34.311 5.750 0.000 0.00 0.00 2.75 5.5 34.273 5.833 0.000 0.00 0.00 2.74 5.2 34.237 5.917 0.000 0.00 0.00 2.74 4.9 34.203 6.000 0.000 0.00 0.00 2.74 4.6 34.172 6.083 0.000 0.00 0.00 2.74 4.3 34.142 6.167 0.000 0.00 0.00 2.74 4.1 34.114 6.250 0.000 0.00 0.00 2.73 3.9 34.087 6.333 0.000 0.00 0.00 2.73 3.6 34.062 6.417 0.000 0.00 0.00 2.73 3.4 34.039 6.500 0.000 0.00 0.00 2.73 3.2 34.016 6.583 0.000 0.00 0.00 2.73 3.0 33.995 6.667 0.000 0.00 0.00 2.72 2.9 33.976 6.750 0.000 0.00 0.00 2.72 2.7 33.957 6.833 0.000 0.00 0.00 2.72 2.5 33.940 6.917 0.000 0.00 0.00 2.72 2.4 33.923 7.000 0.000 0.00 0.00 2.72 2.3 33.908 7.083 0.000 0.00 0.00 2.72 2.1 33.893 7.167 0.000 0.00 0.00 2.72 2.0 33.879 7.250 0.000 0.00 0.00 2.72 1.9 33.866 7.333 0.000 0.00 0.00 2.72 1.8 33.854 7.417 0.000 0.00 0.00 2.71 1.7 33.843 7.500 0.000 0.00 0.00 2.71 1.6 33.832 7.583 0.000 0.00 0.00 2.71 1.5 33.822 7.667 0.000 0.00 0.00 2.71 1.4 33.812 7.750 0.000 0.00 0.00 2.71 1.3 33.803 7.833 0.000 0.00 0.00 2.71 1.2 33.795 7.917 0.000 0.00 0.00 2.71 1.2 33.787 8.000 0.000 0.00 0.00 2.71 1.1 33.779 8.083 0.000 0.00 0.00 2.71 1.0 33.772 8.167 0.000 0.00 0.00 2.71 1.0 33.765 8.250 0.000 0.00 0.00 2.71 0.9 33.759 8.333 0.000 0.00 0.00 2.71 0.9 33.753 8.417 0.000 0.00 0.00 2.71 0.8 33.747 8.500 0.000 0.00 0.00 2.71 0.8 33.742 8.583 0.000 0.00 0.00 2.71 0.7 33.737 8.667 0.000 0.00 0.00 2.71 0.7 33.732 8.750 0.000 0.00 0.00 2.71 0.6 33.728 8.833 0.000 0.00 0.00 2.70 0.6 33.724 8.917 0.000 0.00 0.00 2.70 0.6 33.720 9.000 0.000 0.00 0.00 2.70 0.5 33.716 9.083 0.000 0.00 0.00 2.70 0.5 33.713 9.167 0.000 0.00 0.00 2.70 0.5 33.709 9.250 0.000 0.00 0.00 2.70 0.4 33.706 9.333 0.000 0.00 0.00 2.70 0.4 33.703 9.417 0.000 0.00 0.00 2.70 0.4 33.701 9.500 0.000 0.00 0.00 2.70 0.4 33.698 9.583 0.000 0.00 0.00 2.70 0.4 33.696 9.667 0.000 0.00 0.00 2.70 0.3 33.693 9.750 0.000 0.00 0.00 2.70 0.3 33.691 9.833 0.000 0.00 0.00 2.70 0.3 33.689 9.917 0.000 0.00 0.00 2.70 0.3 33.687 10.000 0.000 0.00 0.00 2.70 0.3 33.685 10.083 0.000 0.00 0.00 2.70 0.2 33.684 10.167 0.000 0.00 0.00 2.70 0.2 33.682 10.250 0.000 0.00 0.00 2.70 0.2 33.681 10.333 0.000 0.00 0.00 2.70 0.2 33.679 10.417 0.000 0.00 0.00 2.70 0.2 33.678 10.500 0.000 0.00 0.00 2.70 0.2 33.677 10.583 0.000 0.00 0.00 2.70 0.2 33.675 10.667 0.000 0.00 0.00 2.70 0.2 33.674 10.750 0.000 0.00 0.00 2.70 0.2 33.673 10.833 0.000 0.00 0.00 2.70 0.1 33.672 10.917 0.000 0.00 0.00 2.70 0.1 33.671 11.000 0.000 0.00 0.00 2.70 0.1 33.670 11.083 0.000 0.00 0.00 2.70 0.1 33.670 11.167 0.000 0.00 0.00 2.70 0.1 33.669 11.250 0.000 0.00 0.00 2.70 0.1 33.668 11.333 0.000 0.00 0.00 2.70 0.1 33.667 11.417 0.000 0.00 0.00 2.70 0.1 33.667 11.500 0.000 0.00 0.00 2.70 0.1 33.666 11.583 0.000 0.00 0.00 2.70 0.1 33.666 11.667 0.000 0.00 0.00 2.70 0.1 33.665 11.750 0.000 0.00 0.00 2.70 0.1 33.665 11.833 0.000 0.00 0.00 2.70 0.1 33.664 11.917 0.000 0.00 0.00 2.70 0.1 33.664 12.000 0.000 0.00 0.00 2.70 0.1 33.663 12.083 0.000 0.00 0.00 2.70 0.1 33.663 12.167 0.000 0.00 0.00 2.70 0.1 33.662 12.250 0.000 0.00 0.00 2.70 0.1 33.662 12.333 0.000 0.00 0.00 2.70 0.0 33.662 12.417 0.000 0.00 0.00 2.70 0.0 33.661 12.500 0.000 0.00 0.00 2.70 0.0 33.661 12.583 0.000 0.00 0.00 2.70 0.0 33.661 12.667 0.000 0.00 0.00 2.70 0.0 33.661 12.750 0.000 0.00 0.00 2.70 0.0 33.660 12.833 0.000 0.00 0.00 2.70 0.0 33.660 12.917 0.000 0.00 0.00 2.70 0.0 33.660 13.000 0.000 0.00 0.00 2.70 0.0 33.660 13.083 0.000 0.00 0.00 2.70 0.0 33.659 13.167 0.000 0.00 0.00 2.70 0.0 33.659 13.250 0.000 0.00 0.00 2.70 0.0 33.659 13.333 0.000 0.00 0.00 2.70 0.0 33.659 13.417 0.000 0.00 0.00 2.70 0.0 33.658 13.500 0.000 0.00 0.00 2.70 0.0 33.658 13.583 0.000 0.00 0.00 2.70 0.0 33.658 13.667 0.000 0.00 0.00 2.70 0.0 33.658 13.750 0.000 0.00 0.00 2.70 0.0 33.658 13.833 0.000 0.00 0.00 2.70 0.0 33.657 13.917 0.000 0.00 0.00 2.70 0.0 33.657 14.000 0.000 0.00 0.00 2.70 0.0 33.657 14.083 0.000 0.00 0.00 2.70 0.0 33.657 14.167 0.000 0.00 0.00 2.70 0.0 33.656 14.250 0.000 0.00 0.00 2.70 0.0 33.656 14.333 0.000 0.00 0.00 2.70 0.0 33.656 14.417 0.000 0.00 0.00 2.70 0.0 33.656 14.500 0.000 0.00 0.00 2.70 0.0 33.655 14.583 0.000 0.00 0.00 2.70 0.0 33.655 14.667 0.000 0.00 0.00 2.70 0.0 33.655 14.750 0.000 0.00 0.00 2.70 0.0 33.655 14.833 0.000 0.00 0.00 2.70 0.0 33.655 14.917 0.000 0.00 0.00 2.70 0.0 33.654 15.000 0.000 0.00 0.00 2.70 0.0 33.654 15.083 0.000 0.00 0.00 2.70 0.0 33.654 15.167 0.000 0.00 0.00 2.70 0.0 33.654 15.250 0.000 0.00 0.00 2.70 0.0 33.653 15.333 0.000 0.00 0.00 2.70 0.0 33.653 15.417 0.000 0.00 0.00 2.70 0.0 33.653 15.500 0.000 0.00 0.00 2.70 0.0 33.653 15.583 0.000 0.00 0.00 2.70 0.0 33.652 15.667 0.000 0.00 0.00 2.70 0.0 33.652 15.750 0.000 0.00 0.00 2.70 0.0 33.652 15.833 0.000 0.00 0.00 2.70 0.0 33.652 15.917 0.000 0.00 0.00 2.70 0.0 33.652 16.000 0.000 0.00 0.00 2.70 0.0 33.651 16.083 0.000 0.00 0.00 2.70 0.0 33.651 16.167 0.000 0.00 0.00 2.70 0.0 33.651 16.250 0.000 0.00 0.00 2.70 0.0 33.651 16.333 0.000 0.00 0.00 2.70 0.0 33.650 16.417 0.000 0.00 0.00 2.70 0.0 33.650 16.500 0.000 0.00 0.00 2.70 0.0 33.650 16.583 0.000 0.00 0.00 2.70 0.0 33.650 16.667 0.000 0.00 0.00 2.70 0.0 33.649 16.750 0.000 0.00 0.00 2.70 0.0 33.649 16.833 0.000 0.00 0.00 2.70 0.0 33.649 16.917 0.000 0.00 0.00 2.70 0.0 33.649 17.000 0.000 0.00 0.00 2.70 0.0 33.649 17.083 0.000 0.00 0.00 2.70 0.0 33.648 17.167 0.000 0.00 0.00 2.70 0.0 33.648 17.250 0.000 0.00 0.00 2.70 0.0 33.648 17.333 0.000 0.00 0.00 2.70 0.0 33.648 17.417 0.000 0.00 0.00 2.70 0.0 33.647 17.500 0.000 0.00 0.00 2.70 0.0 33.647 17.583 0.000 0.00 0.00 2.70 0.0 33.647 17.667 0.000 0.00 0.00 2.70 0.0 33.647 17.750 0.000 0.00 0.00 2.70 0.0 33.647 17.833 0.000 0.00 0.00 2.70 0.0 33.646 17.917 0.000 0.00 0.00 2.70 0.0 33.646 18.000 0.000 0.00 0.00 2.70 0.0 33.646 18.083 0.000 0.00 0.00 2.70 0.0 33.646 18.167 0.000 0.00 0.00 2.70 0.0 33.645 18.250 0.000 0.00 0.00 2.70 0.0 33.645 18.333 0.000 0.00 0.00 2.70 0.0 33.645 18.417 0.000 0.00 0.00 2.70 0.0 33.645 18.500 0.000 0.00 0.00 2.70 0.0 33.644 18.583 0.000 0.00 0.00 2.70 0.0 33.644 18.667 0.000 0.00 0.00 2.70 0.0 33.644 18.750 0.000 0.00 0.00 2.70 0.0 33.644 18.833 0.000 0.00 0.00 2.70 0.0 33.644 18.917 0.000 0.00 0.00 2.70 0.0 33.643 19.000 0.000 0.00 0.00 2.70 0.0 33.643 19.083 0.000 0.00 0.00 2.70 0.0 33.643 19.167 0.000 0.00 0.00 2.70 0.0 33.643 19.250 0.000 0.00 0.00 2.70 0.0 33.642 19.333 0.000 0.00 0.00 2.70 0.0 33.642 19.417 0.000 0.00 0.00 2.70 0.0 33.642 19.500 0.000 0.00 0.00 2.70 0.0 33.642 19.583 0.000 0.00 0.00 2.70 0.0 33.641 19.667 0.000 0.00 0.00 2.70 0.0 33.641 19.750 0.000 0.00 0.00 2.70 0.0 33.641 19.833 0.000 0.00 0.00 2.70 0.0 33.641 19.917 0.000 0.00 0.00 2.70 0.0 33.641 20.000 0.000 0.00 0.00 2.70 0.0 33.640 20.083 0.000 0.00 0.00 2.70 0.0 33.640 20.167 0.000 0.00 0.00 2.70 0.0 33.640 20.250 0.000 0.00 0.00 2.70 0.0 33.640 20.333 0.000 0.00 0.00 2.70 0.0 33.639 20.417 0.000 0.00 0.00 2.70 0.0 33.639 20.500 0.000 0.00 0.00 2.70 0.0 33.639 20.583 0.000 0.00 0.00 2.70 0.0 33.639 20.667 0.000 0.00 0.00 2.70 0.0 33.639 20.750 0.000 0.00 0.00 2.70 0.0 33.638 20.833 0.000 0.00 0.00 2.70 0.0 33.638 20.917 0.000 0.00 0.00 2.70 0.0 33.638 21.000 0.000 0.00 0.00 2.70 0.0 33.638 21.083 0.000 0.00 0.00 2.70 0.0 33.637 21.167 0.000 0.00 0.00 2.70 0.0 33.637 21.250 0.000 0.00 0.00 2.70 0.0 33.637 21.333 0.000 0.00 0.00 2.70 0.0 33.637 21.417 0.000 0.00 0.00 2.70 0.0 33.636 21.500 0.000 0.00 0.00 2.70 0.0 33.636 21.583 0.000 0.00 0.00 2.70 0.0 33.636 21.667 0.000 0.00 0.00 2.70 0.0 33.636 21.750 0.000 0.00 0.00 2.70 0.0 33.636 21.833 0.000 0.00 0.00 2.70 0.0 33.635 21.917 0.000 0.00 0.00 2.70 0.0 33.635 22.000 0.000 0.00 0.00 2.70 0.0 33.635 22.083 0.000 0.00 0.00 2.70 0.0 33.635 22.167 0.000 0.00 0.00 2.70 0.0 33.634 22.250 0.000 0.00 0.00 2.70 0.0 33.634 22.333 0.000 0.00 0.00 2.70 0.0 33.634 22.417 0.000 0.00 0.00 2.70 0.0 33.634 22.500 0.000 0.00 0.00 2.70 0.0 33.633 22.583 0.000 0.00 0.00 2.70 0.0 33.633 22.667 0.000 0.00 0.00 2.70 0.0 33.633 22.750 0.000 0.00 0.00 2.70 0.0 33.633 22.833 0.000 0.00 0.00 2.70 0.0 33.633 22.917 0.000 0.00 0.00 2.70 0.0 33.632 23.000 0.000 0.00 0.00 2.70 0.0 33.632 23.083 0.000 0.00 0.00 2.70 0.0 33.632 23.167 0.000 0.00 0.00 2.70 0.0 33.632 23.250 0.000 0.00 0.00 2.70 0.0 33.631 23.333 0.000 0.00 0.00 2.70 0.0 33.631 23.417 0.000 0.00 0.00 2.70 0.0 33.631 23.500 0.000 0.00 0.00 2.70 0.0 33.631 23.583 0.000 0.00 0.00 2.70 0.0 33.630 23.667 0.000 0.00 0.00 2.70 0.0 33.630 23.750 0.000 0.00 0.00 2.70 0.0 33.630 23.833 0.000 0.00 0.00 2.70 0.0 33.630 23.917 0.000 0.00 0.00 2.70 0.0 33.630 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 51.806 AF BASIN STORAGE = 31.489 AF (WITH OUTFLOW VOLUME = 20.309 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) **************************************************************************** FLOOD ROUTING ANA LYS I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 3 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS3.DAT TIME/DATE OF STUDY: 08:30 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.850 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 4.403 117.320 2 22.644 485.967 3 50.373 738.765 4 67.046 444.231 5 75.561 226.848 6 80.978 144.325 7 84.890 104.231 8 87.828 78.282 9 90.157 62.038 10 92.038 50.111 11 93.582 41.133 12 94.876 34.477 13 96.012 30.282 14 96.844 22.165 15 97.637 21.120 16 98.159 13.916 17 98.452 7.809 18 98.746 7.814 19 99.039 7.809 20 99.332 7.809 21 99.625 7.809 22 99.918 7.809 23 100.000 2.188 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0156 0.0141 2 0.0296 0.0156 0.0141 3 0.0251 0.0132 0.0119 4 0.0342 0.0180 0.0162 5 0.0342 0.0180 0.0162 6 0.0410 0.0215 0.0195 7 0.0342 0.0180 0.0162 8 0.0410 0.0215 0.0195 9 0.0410 0.0215 0.0195 10 0.0342 0.0180 0.0162 11 0.0365 0.0192 0.0173 12 0.0410 0.0215 0.0195 13 0.0502 0.0263 0.0238 14 0.0502 0.0263 0.0238 15 0.0502 0.0263 0.0238 16 0.0456 0.0239 0.0217 17 0.0593 0.0292 0.0301 18 0.0616 0.0292 0.0324 19 0.0547 0.0287 0.0260 20 0.0616 0.0292 0.0324 21 0.0752 0.0292 0.0461 22 0.0707 0.0292 0.0415 23 0.0661 0.0292 0.0370 24 0.0684 0.0292 0.0392 25 0.0707 0.0292 0.0415 26 0.0958 0.0292 0.0666 27 0.1140 0.0292 0.0848 28 0.0798 0.0292 0.0506 29 0.1550 0.0292 0.1259 30 0.1664 0.0292 0.1373 31 0.1870 0.0292 0.1578 32 0.1345 0.0292 0.1054 33 0.0456 0.0239 0.0217 34 0.0410 0.0215 0.0195 35 0.0410 0.0215 0.0195 36 0.0137 0.0072 0.0065 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.86 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.42 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 15.8768 25.9668 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0114 1.65 Q 0.167 0.0699 8.49 VQ 0.250 0.1983 18.64 V Q 0.333 0.3660 24.35 V Q 0.417 0.5591 28.05 V Q 0.500 0.7843 32.70 .V Q 0.583 1.0378 36.80 .V Q 0.667 1.3117 39.77 . V Q 0.750 1.5987 41.67 . V Q 0.833 1.9015 43.97 . V Q 0.917 2.2078 44.48 . V Q . 1.000 2.5116 44.11 . V Q . 1.083 2.8281 45.97 . V Q . 1.167 3.1733 50.12 . V Q . 1.250 3.5497 54.65 • V Q . 1.333 3.9428 57.08 • VQ . 1.417 4.3456 58.48 . VQ . 1.500 4.7745 62.28 . VQ . 1.583 5.2475 68.68 . VQ. 1.667 5.7426 71.89 . VQ. 1.750 6.2589 74.98 . Q. 1.833 6.8437 84.91 • VQ 1.917 7.4980 95.00 . .VQ 2.000 8.1679 97.27 • . Q 2.083 8.8388 97.41 . QV 2.167 9.5472 102.87 . QV 2.250 10.3754 120.25 . VQ . 2.333 11.3779 145.56 . V Q. 2.417 12.5049 163.64 . V.Q 2.500 13.8202 190.98 . .V Q 2.583 15.5268 247.80 . . V • Q 2.667 17.5350 291.58 . V Q . 2.750 19.5527 292.97 . V Q. 2.833 21.1756 235.65 . . .QV 2.917 22.3027 163.66 . .Q V 3.000 23.1397 121.53 . Q • V 3.083 23.7918 94.67 . Q V 3.167 24.2747 70.13 . Q. V . 3.250 24.6290 51.43 . Q . V . 3.333 24.9020 39.65 . Q V . 3.417 25.1218 31.91 . Q V . 3.500 25.2985 25.66 . Q V . 3.583 25.4426 20.93 . Q V. 3.667 25.5587 16.86 . Q V. 3.750 25.6504 13.31 .Q V. 3.833 25.7225 10.47 .Q V. 3.917 25.7785 8.13 .Q V. 4.000 25.8243 6.66 Q V. 4.083 25.8635 5.69 Q V. 4.167 25.8976 4.95 Q V. 4.250 25.9249 3.97 Q V. 4.333 25.9447 2.88 Q V. 4.417 25.9564 1.69 Q V. 4.500 25.9616 0.75 Q V. 4.583 25.9643 0.40 Q V. 4.667 25.9660 0.25 Q V. 4.750 25.9667 0.09 Q V. 4.833 25.9668 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 290.0 10% 180.0 20% 105.0 30% 75.0 40% 50.0 50% 35.0 60% 25.0 70% 20.0 80% 20.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME I5 LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.880 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.366 84.607 2 10.202 280.224 3 24.613 515.375 4 43.211 665.070 5 58.251 537.840 6 67.091 316.147 7 72.914 208.215 8 77.143 151.237 9 80.487 119.614 10 83.170 95.934 11 85.423 80.569 12 87.296 66.975 13 88.853 55.683 14 90.286 51.265 15 91.500 43.381 16 92.561 37.949 17 93.519 34.276 18 94.379 30.764 19 95.141 27.218 20 95.884 26.586 21 96.438 19.810 22 96.940 17.969 23 97.443 17.964 24 97.921 17.111 25 98.166 8.744 26 98.351 6.634 27 98.537 6.650 28 98.723 6.639 29 98.909 6.645 30 99.094 6.644 31 99.280 6.644 32 99.466 6.644 33 99.652 6.644 34 99.838 6.644 35 100.000 5.808 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0162 0.0135 2 0.0296 0.0162 0.0135 3 0.0251 0.0137 0.0114 4 0.0342 0.0186 0.0156 5 0.0342 0.0186 0.0156 6 0.0410 0.0224 0.0187 7 0.0342 0.0186 0.0156 8 0.0410 0.0224 0.0187 9 0.0410 0.0224 0.0187 10 0.0342 0.0186 0.0156 11 0.0365 0.0199 0.0166 12 0.0410 0.0224 0.0187 13 0.0502 0.0273 0.0228 14 0.0502 0.0273 0.0228 15 0.0502 0.0273 0.0228 16 0.0456 0.0249 0.0207 17 0.0593 0.0298 0.0294 18 0.0616 0.0298 0.0317 19 0.0547 0.0298 0.0249 20 0.0616 0.0298 0.0317 21 0.0752 0.0298 0.0454 22 0.0707 0.0298 0.0408 23 0.0661 0.0298 0.0363 24 0.0684 0.0298 0.0386 25 0.0707 0.0298 0.0408 26 0.0958 0.0298 0.0659 27 0.1140 0.0298 0.0842 28 0.0798 0.0298 0.0500 29 0.1550 0.0298 0.1252 30 0.1664 0.0298 0.1366 31 0.1870 0.0298 0.1571 32 0.1345 0.0298 0.1047 33 0.0456 0.0249 0.0207 34 0.0410 0.0224 0.0187 35 0.0410 0.0224 0.0187 36 0.0137 0.0075 0.0062 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.89 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.39 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 21.9584 34.2069 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 0.083 0.0079 1.14 Q 0.167 0.0417 4.92 Q 0.250 0.1223 11.70 VQ 0.333 0.2630 20.43 V Q 0.417 0.4543 27.78 V Q 0.500 0.6821 33.07 V Q 0.583 0.9447 38.13 .V Q 0.667 1.2390 42.74 .V Q 0.750 1.5597 46.57 .V Q 0.833 1.8997 49.36 . V Q 0.917 2.2538 51.42 . V Q 1.000 2.6176 52.82 . V Q 1.083 2.9895 54.01 • V Q . 1.167 3.3799 56.69 • V Q . 1.250 3.7995 60.93 • V Q . 1.333 4.2490 65.27 • V Q . 1.417 4.7235 68.90 . VQ . 1.500 5.2244 72.72 . VQ . 1.583 5.7583 77.53 . VQ . 1.667 6.3324 83.35 . VQ . 1.750 6.9487 89.49 • Q . 1.833 7.6123 96.35 • VQ. 1.917 8.3397 105.61 • VQ 2.000 9.1318 115.02 . VQ 2.083 9.9600 120.26 . .VQ 2.167 10.8195 124.79 . . Q 2.250 11.7590 136.42 . Q 2.333 12.8275 155.15 . VQ 2.417 14.0734 180.90 . V Q 2.500 15.5409 213.07 • V .Q 2.583 17.2867 253.49 • V Q 2.667 19.3850 304.67 • . V Q 2.750 21.7227 339.44 . V Q 2.833 24.0094 332.02 . V . Q 2.917 25.9650 283.96 . Q V 3.000 27.4697 218.48 . .Q . V 3.083 28.6188 166.86 . Q V 3.167 29.5294 132.22 . Q V 3.250 30.2513 104.81 • Q V 3.333 30.8237 83.11 . Q V 3.417 31.2875 67.35 • Q V 3.500 31.6764 56.48 . Q V . 3.583 32.0088 48.25 . Q V . 3.667 32.2971 41.87 . Q V . 3.750 32.5491 36.59 . Q V . 3.833 32.7694 31.99 • Q V . 3.917 32.9630 28.10 . Q V . 4.000 33.1359 25.11 . Q V . 4.083 33.2886 22.18 . Q V . 4.167 33.4222 19.40 .Q V. 4.250 33.5375 16.74 .Q V. 4.333 33.6386 14.68 .Q V. 4.417 33.7266 12.77 .Q V. 4.500 33.8014 10.86 .Q V. 4.583 33.8618 8.78 Q V. 4.667 33.9113 7.18 Q V. 4.750 33.9560 6.49 Q V. 4.833 33.9976 6.04 Q V. 4.917 34.0360 5.58 Q V. 5.000 34.0718 5.19 Q V. 5.083 34.1043 4.73 Q V. 5.167 34.1332 4.20 Q V. 5.250 34.1594 3.80 Q V. 5.333 34.1798 2.96 Q V. 5.417 34.1938 2.04 Q V. 5.500 34.2009 1.04 Q V. 5.583 34.2038 0.41 Q V. 5.667 34.2057 0.27 Q V. 5.750 34.2067 0.15 Q V. 5.833 34.2069 0.04 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 350.0 10% 195.0 20% 120.0 30% 85.0 40% 55.0 50% 40.0 60% 35.0 70% 25.0 80% 20.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 » »>STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » »>VIEW STREAM NUMBER 2 HYDROGRAPH « «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 0.083 0.0192 2.79 Q 0.167 0.1116 13.41 Q 0.250 0.3205 30.34 VQ 0.333 0.6290 44.78 V Q 0.417 1.0135 55.83 V Q 0.500 1.4664 65.77 V Q 0.583 1.9824 74.93 .V Q 0.667 2.5507 82.51 .V Q 0.750 3.1584 88.24 . V Q 0.833 3.8011 93.33 . V Q 0.917 4.4616 95.90 . V Q 1.000 5.1291 96.93 . V Q . 1.083 5.8176 99.97 . V Q . 1.167 6.5532 106.81 . V Q . 1.250 7.3492 115.58 . V Q . 1.333 8.1919 122.35 . VQ . 1.417 9.0691 127.37 • VQ . 1.500 9.9988 135.00 . VQ . 1.583 11.0058 146.22 . VQ . 1.667 12.0750 155.24 . Q . 1.750 13.2077 164.47 . VQ. 1.833 14.4560 181.26 . VQ 1.917 15.8377 200.62 . VQ 2.000 17.2997 212.28 • .VQ 2.083 18.7988 217.67 • . Q 2.167 20.3667 227.66 . • Q 2.250 22.1344 256.67 • Q . 2.333 24.2054 300.71 . VQ . 2.417 26.5783 344.54 . V Q. 2.500 29.3611 404.05 . V. Q 2.583 32.8135 501.29 . .V Q 2.667 36.9199 596.26 . . V • Q 2.750 41.2754 632.41 • . V . Q 2.833 45.1850 567.67 • V Q 2.917 48.2677 447.62 . Q . V 3.000 50.6094 340.01 • Q. . V 3.083 52.4106 261.53 . . Q . V 3.167 53.8042 202.35 . .Q V 3.250 54.8802 156.24 . Q . V 3.333 55.7257 122.76 . Q V . 3.417 56.4092 99.25 • Q V . 3.500 56.9749 82.14 . Q V . 3.583 57.4514 69.18 . Q V . 3.667 57.8558 58.72 . Q V . 3.750 58.1995 49.90 . Q V . 3.833 58.4919 42.46 . Q V . 3.917 58.7414 36.23 . Q V. 4.000 58.9602 31.77 .Q V. 4.083 59.1521 27.86 .Q V. 4.167 59.3198 24.35 .Q V. 4.250 59.4624 20.71 .Q V. 4.333 59.5833 17.56 .Q V. 4.417 59.6829 14.46 Q V. 4.500 59.7629 11.61 Q V. 4.583 59.8261 9.18 Q V. 4.667 59.8773 7.43 Q V. 4.750 59.9227 6.59 Q V. 4.833 59.9643 6.05 Q V. 4.917 60.0027 5.58 Q V. 5.000 60.0385 5.19 Q V. 5.083 60.0711 4.73 Q V. 5.167 60.1000 4.20 Q V. 5.250 60.1262 3.80 Q V. 5.333 60.1465 2.96 Q V. 5.417 60.1606 2.04 Q V. 5.500 60.1677 1.04 Q V. 5.583 60.1705 0.41 Q V. 5.667 60.1724 0.27 Q V. 5.750 60.1734 0.15 Q V. 5.833 60.1737 0.04 Q V. 5.917 60.1737 0.00 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 350.0 10% 190.0 20% 115.0 30% 80.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V OUTFLOW (STREAM 2) effective depth (and volume) V outflow I \ dead 1 basin outlet storage ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 0.000 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.167 0.250 0.333 0.417 0.500 0.583 0.667 0.750 0.833 0.917 1.000 1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.833 1.917 2.000 2.083 2.167 2.250 2.333 2.417 2.500 2.583 2.667 2.750 2.833 2.917 3.000 3.083 3.167 3.250 3.333 3.417 3.500 3.583 3.667 3.750 3.833 3.917 4.000 4.083 4.167 4.250 4.333 4.417 4.500 4.583 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.79 13.41 30.34 44.78 55.83 65.77 74.93 82.51 88.24 93.33 95.90 96.93 99.97 106.81 115.58 122.35 127.37 135.00 146.22 155.24 164.47 181.26 200.62 212.28 217.67 227.66 256.67 300.71 344.54 404.05 501.29 596.26 632.41 567.67 447.62 340.01 261.53 202.35 156.24 122.76 99.25 82.14 69.18 58.72 49.90 42.46 36.23 31.77 27.86 24.35 20.71 17.56 14.46 11.61 9.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.08 0.12 0.16 0.21 0.26 0.31 0.37 0.42 0.48 0.54 0.60 0.67 0.74 0.82 0.90 0.99 1.08 1.18 1.29 1.41 1.53 1.65 1.79 1.96 2.14 2.36 2.63 2.95 3.24 3.47 3.61 3.68 3.70 3.69 3.66 3.62 3.57 3.52 3.47 3.42 3.37 3.33 3.28 3.25 3.21 3.18 3.15 3.12 3.10 3.07 3.05 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.8 63.5 130.4 180.2 208.4 220.6 222.1 216.5 206.3 193.7 180.1 166.3 152.8 139.8 127.4 115.8 105.0 95.1 86.0 77.6 69.9 62.8 56.2 50.1 0.019 0.112 0.321 0.629 1.013 1.466 1.982 2.551 3.158 3.801 4.461 5.129 5.817 6.553 7.349 8.192 9.069 9.998 11.005 12.074 13.207 14.455 15.837 17.299 18.798 20.366 22.133 24.204 26.577 29.359 32.812 36.823 40.741 43.753 45.594 46.500 46.782 46.645 46.231 45.655 45.005 44.330 43.661 43.013 42.394 41.808 41.260 40.756 40.293 39.869 39.477 39.116 38.784 38.477 38.195 4.667 0.000 7.43 0.00 3.03 44.6 37.938 4.750 0.000 6.59 0.00 3.01 39.7 37.711 4.833 0.000 6.05 0.00 3.00 35.4 37.509 4.917 0.000 5.58 0.00 2.98 32.6 37.323 5.000 0.000 5.19 0.00 2.97 31.0 37.145 5.083 0.000 4.73 0.00 2.96 29.5 36.974 5.167 0.000 4.20 0.00 2.94 28.1 36.809 5.250 0.000 3.80 0.00 2.93 26.7 36.652 5.333 0.000 2.96 0.00 2.92 25.3 36.498 5.417 0.000 2.04 0.00 2.91 24.0 36.347 5.500 0.000 1.04 0.00 2.90 22.7 36.197 5.583 0.000 0.41 0.00 2.89 21.4 36.053 5.667 0.000 0.27 0.00 2.87 20.2 35.915 5.750 0.000 0.15 0.00 2.86 19.0 35.785 5.833 0.000 0.04 0.00 2.86 17.9 35.662 5.917 0.000 0.00 0.00 2.85 16.9 35.546 6.000 0.000 0.00 0.00 2.84 15.9 35.436 6.083 0.000 0.00 0.00 2.83 15.0 35.333 6.167 0.000 0.00 0.00 2.82 14.1 35.236 6.250 0.000 0.00 0.00 2.82 13.3 35.144 6.333 0.000 0.00 0.00 2.81 12.5 35.058 6.417 0.000 0.00 0.00 2.80 11.8 34.976 6.500 0.000 0.00 0.00 2.80 11.1 34.900 6.583 0.000 0.00 0.00 2.79 10.5 34.828 6.667 0.000 0.00 0.00 2.79 9.9 34.760 6.750 0.000 0.00 0.00 2.78 9.3 34.696 6.833 0.000 0.00 0.00 2.78 8.8 34.635 6.917 0.000 0.00 0.00 2.77 8.2 34.578 7.000 0.000 0.00 0.00 2.77 7.8 34.525 7.083 0.000 0.00 0.00 2.76 7.3 34.475 7.167 0.000 0.00 0.00 2.76 6.9 34.427 7.250 0.000 0.00 0.00 2.76 6.5 34.382 7.333 0.000 0.00 0.00 2.75 6.1 34.340 7.417 0.000 0.00 0.00 2.75 5.8 34.300 7.500 0.000 0.00 0.00 2.75 5.4 34.263 7.583 0.000 0.00 0.00 2.74 5.1 34.228 7.667 0.000 0.00 0.00 2.74 4.8 34.195 7.750 0.000 0.00 0.00 2.74 4.5 34.163 7.833 0.000 0.00 0.00 2.74 4.3 34.134 7.917 0.000 0.00 0.00 2.73 4.0 34.106 8.000 0.000 0.00 0.00 2.73 3.8 34.080 8.083 0.000 0.00 0.00 2.73 3.6 34.056 8.167 0.000 0.00 0.00 2.73 3.4 34.032 8.250 0.000 0.00 0.00 2.73 3.2 34.011 8.333 0.000 0.00 0.00 2.73 3.0 33.990 8.417 0.000 0.00 0.00 2.72 2.8 33.971 8.500 0.000 0.00 0.00 2.72 2.6 33.952 8.583 0.000 0.00 0.00 2.72 2.5 33.935 8.667 0.000 0.00 0.00 2.72 2.4 33.919 8.750 0.000 0.00 0.00 2.72 2.2 33.904 8.833 0.000 0.00 0.00 2.72 2.1 33.889 8.917 0.000 0.00 0.00 2.72 2.0 33.876 9.000 0.000 0.00 0.00 2.72 1.9 33.863 9.083 0.000 0.00 0.00 2.71 1.7 33.851 9.167 0.000 0.00 0.00 2.71 1.6 33.840 9.250 0.000 0.00 0.00 2.71 1.5 33.829 9.333 0.000 0.00 0.00 2.71 1.5 33.819 9.417 0.000 0.00 0.00 2.71 1.4 33.810 9.500 0.000 0.00 0.00 2.71 1.3 33.801 9.583 0.000 0.00 0.00 2.71 1.2 33.792 9.667 0.000 0.00 0.00 2.71 1.1 33.784 9.750 0.000 0.00 0.00 2.71 1.1 33.777 9.833 0.000 0.00 0.00 2.71 1.0 33.770 9.917 0.000 0.00 0.00 2.71 1.0 33.763 10.000 0.000 0.00 0.00 2.71 0.9 33.757 10.083 0.000 0.00 0.00 2.71 0.9 33.751 10.167 0.000 0.00 0.00 2.71 0.8 33.746 10.250 0.000 0.00 0.00 2.71 0.8 33.741 10.333 0.000 0.00 0.00 2.71 0.7 33.736 10.417 0.000 0.00 0.00 2.71 0.7 33.731 10.500 0.000 0.00 0.00 2.71 0.6 33.727 10.583 0.000 0.00 0.00 2.70 0.6 33.723 10.667 0.000 0.00 0.00 2.70 0.6 33.719 10.750 0.000 0.00 0.00 2.70 0.5 33.715 10.833 0.000 0.00 0.00 2.70 0.5 33.712 10.917 0.000 0.00 0.00 2.70 0.5 33.709 11.000 0.000 0.00 0.00 2.70 0.4 33.705 11.083 0.000 0.00 0.00 2.70 0.4 33.703 11.167 0.000 0.00 0.00 2.70 0.4 33.700 11.250 0.000 0.00 0.00 2.70 0.4 33.697 11.333 0.000 0.00 0.00 2.70 0.3 33.695 11.417 0.000 0.00 0.00 2.70 0.3 33.693 11.500 0.000 0.00 0.00 2.70 0.3 33.691 11.583 0.000 0.00 0.00 2.70 0.3 33.689 11.667 0.000 0.00 0.00 2.70 0.3 33.687 11.750 0.000 0.00 0.00 2.70 0.3 33.685 11.833 0.000 0.00 0.00 2.70 0.2 33.683 11.917 0.000 0.00 0.00 2.70 0.2 33.682 12.000 0.000 0.00 0.00 2.70 0.2 33.680 12.083 0.000 0.00 0.00 2.70 0.2 33.679 12.167 0.000 0.00 0.00 2.70 0.2 33.678 12.250 0.000 0.00 0.00 2.70 0.2 33.676 12.333 0.000 0.00 0.00 2.70 0.2 33.675 12.417 0.000 0.00 0.00 2.70 0.2 33.674 12.500 0.000 0.00 0.00 2.70 0.2 33.673 12.583 0.000 0.00 0.00 2.70 0.1 33.672 12.667 0.000 0.00 0.00 2.70 0.1 33.671 12.750 0.000 0.00 0.00 2.70 0.1 33.670 12.833 0.000 0.00 0.00 2.70 0.1 33.669 12.917 0.000 0.00 0.00 2.70 0.1 33.669 13.000 0.000 0.00 0.00 2.70 0.1 33.668 13.083 0.000 0.00 0.00 2.70 0.1 33.667 13.167 0.000 0.00 0.00 2.70 0.1 33.667 13.250 0.000 0.00 0.00 2.70 0.1 33.666 13.333 0.000 0.00 0.00 2.70 0.1 33.665 13.417 0.000 0.00 0.00 2.70 0.1 33.665 13.500 0.000 0.00 0.00 2.70 0.1 33.664 13.583 0.000 0.00 0.00 2.70 0.1 33.664 13.667 0.000 0.00 0.00 2.70 0.1 33.663 13.750 0.000 0.00 0.00 2.70 0.1 33.663 13.833 0.000 0.00 0.00 2.70 0.1 33.663 13.917 0.000 0.00 0.00 2.70 0.1 33.662 14.000 0.000 0.00 0.00 2.70 0.1 33.662 14.083 0.000 0.00 0.00 2.70 0.0 33.662 14.167 0.000 0.00 0.00 2.70 0.0 33.661 14.250 0.000 0.00 0.00 2.70 0.0 33.661 14.333 0.000 0.00 0.00 2.70 0.0 33.661 14.417 0.000 0.00 0.00 2.70 0.0 33.660 14.500 0.000 0.00 0.00 2.70 0.0 33.660 14.583 0.000 0.00 0.00 2.70 0.0 33.660 14.667 0.000 0.00 0.00 2.70 0.0 33.660 14.750 0.000 0.00 0.00 2.70 0.0 33.660 14.833 0.000 0.00 0.00 2.70 0.0 33.659 14.917 0.000 0.00 0.00 2.70 0.0 33.659 15.000 0.000 0.00 0.00 2.70 0.0 33.659 15.083 0.000 0.00 0.00 2.70 0.0 33.659 15.167 0.000 0.00 0.00 2.70 0.0 33.658 15.250 0.000 0.00 0.00 2.70 0.0 33.658 15.333 0.000 0.00 0.00 2.70 0.0 33.658 15.417 0.000 0.00 0.00 2.70 0.0 33.658 15.500 0.000 0.00 0.00 2.70 0.0 33.657 15.583 0.000 0.00 0.00 2.70 0.0 33.657 15.667 0.000 0.00 0.00 2.70 0.0 33.657 15.750 0.000 0.00 0.00 2.70 0.0 33.657 15.833 0.000 0.00 0.00 2.70 0.0 33.657 15.917 0.000 0.00 0.00 2.70 0.0 33.656 16.000 0.000 0.00 0.00 2.70 0.0 33.656 16.083 0.000 0.00 0.00 2.70 0.0 33.656 16.167 0.000 0.00 0.00 2.70 0.0 33.656 16.250 0.000 0.00 0.00 2.70 0.0 33.655 16.333 0.000 0.00 0.00 2.70 0.0 33.655 16.417 0.000 0.00 0.00 2.70 0.0 33.655 16.500 0.000 0.00 0.00 2.70 0.0 33.655 16.583 0.000 0.00 0.00 2.70 0.0 33.654 16.667 0.000 0.00 0.00 2.70 0.0 33.654 16.750 0.000 0.00 0.00 2.70 0.0 33.654 16.833 0.000 0.00 0.00 2.70 0.0 33.654 16.917 0.000 0.00 0.00 2.70 0.0 33.654 17.000 0.000 0.00 0.00 2.70 0.0 33.653 17.083 0.000 0.00 0.00 2.70 0.0 33.653 17.167 0.000 0.00 0.00 2.70 0.0 33.653 17.250 0.000 0.00 0.00 2.70 0.0 33.653 17.333 0.000 0.00 0.00 2.70 0.0 33.652 17.417 0.000 0.00 0.00 2.70 0.0 33.652 17.500 0.000 0.00 0.00 2.70 0.0 33.652 17.583 0.000 0.00 0.00 2.70 0.0 33.652 17.667 0.000 0.00 0.00 2.70 0.0 33.651 17.750 0.000 0.00 0.00 2.70 0.0 33.651 17.833 0.000 0.00 0.00 2.70 0.0 33.651 17.917 0.000 0.00 0.00 2.70 0.0 33.651 18.000 0.000 0.00 0.00 2.70 0.0 33.651 18.083 0.000 0.00 0.00 2.70 0.0 33.650 18.167 0.000 0.00 0.00 2.70 0.0 33.650 18.250 0.000 0.00 0.00 2.70 0.0 33.650 18.333 0.000 0.00 0.00 2.70 0.0 33.650 18.417 0.000 0.00 0.00 2.70 0.0 33.649 18.500 0.000 0.00 0.00 2.70 0.0 33.649 18.583 0.000 0.00 0.00 2.70 0.0 33.649 18.667 0.000 0.00 0.00 2.70 0.0 33.649 18.750 0.000 0.00 0.00 2.70 0.0 33.649 18.833 0.000 0.00 0.00 2.70 0.0 33.648 18.917 0.000 0.00 0.00 2.70 0.0 33.648 19.000 0.000 0.00 0.00 2.70 0.0 33.648 19.083 0.000 0.00 0.00 2.70 0.0 33.648 19.167 0.000 0.00 0.00 2.70 0.0 33.647 19.250 0.000 0.00 0.00 2.70 0.0 33.647 19.333 0.000 0.00 0.00 2.70 0.0 33.647 19.417 0.000 0.00 0.00 2.70 0.0 33.647 19.500 0.000 0.00 0.00 2.70 0.0 33.646 19.583 0.000 0.00 0.00 2.70 0.0 33.646 19.667 0.000 0.00 0.00 2.70 0.0 33.646 19.750 0.000 0.00 0.00 2.70 0.0 33.646 19.833 0.000 0.00 0.00 2.70 0.0 33.646 19.917 0.000 0.00 0.00 2.70 0.0 33.645 20.000 0.000 0.00 0.00 2.70 0.0 33.645 20.083 0.000 0.00 0.00 2.70 0.0 33.645 20.167 0.000 0.00 0.00 2.70 0.0 33.645 20.250 0.000 0.00 0.00 2.70 0.0 33.644 20.333 0.000 0.00 0.00 2.70 0.0 33.644 20.417 0.000 0.00 0.00 2.70 0.0 33.644 20.500 0.000 0.00 0.00 2.70 0.0 33.644 20.583 0.000 0.00 0.00 2.70 0.0 33.643 20.667 0.000 0.00 0.00 2.70 0.0 33.643 20.750 0.000 0.00 0.00 2.70 0.0 33.643 20.833 0.000 0.00 0.00 2.70 0.0 33.643 20.917 0.000 0.00 0.00 2.70 0.0 33.643 21.000 0.000 0.00 0.00 2.70 0.0 33.642 21.083 0.000 0.00 0.00 2.70 0.0 33.642 21.167 0.000 0.00 0.00 2.70 0.0 33.642 21.250 0.000 0.00 0.00 2.70 0.0 33.642 21.333 0.000 0.00 0.00 2.70 0.0 33.641 21.417 0.000 0.00 0.00 2.70 0.0 33.641 21.500 0.000 0.00 0.00 2.70 0.0 33.641 21.583 0.000 0.00 0.00 2.70 0.0 33.641 21.667 0.000 0.00 0.00 2.70 0.0 33.641 21.750 0.000 0.00 0.00 2.70 0.0 33.640 21.833 0.000 0.00 0.00 2.70 0.0 33.640 21.917 0.000 0.00 0.00 2.70 0.0 33.640 22.000 0.000 0.00 0.00 2.70 0.0 33.640 22.083 0.000 0.00 0.00 2.70 0.0 33.639 22.167 0.000 0.00 0.00 2.70 0.0 33.639 22.250 0.000 0.00 0.00 2.70 0.0 33.639 22.333 0.000 0.00 0.00 2.70 0.0 33.639 22.417 0.000 0.00 0.00 2.70 0.0 33.638 22.500 0.000 0.00 0.00 2.70 0.0 33.638 22.583 0.000 0.00 0.00 2.70 0.0 33.638 22.667 0.000 0.00 0.00 2.70 0.0 33.638 22.750 0.000 0.00 0.00 2.70 0.0 33.638 22.833 0.000 0.00 0.00 2.70 0.0 33.637 22.917 0.000 0.00 0.00 2.70 0.0 33.637 23.000 0.000 0.00 0.00 2.70 0.0 33.637 23.083 0.000 0.00 0.00 2.70 0.0 33.637 23.167 0.000 0.00 0.00 2.70 0.0 33.636 23.250 0.000 0.00 0.00 2.70 0.0 33.636 23.333 0.000 0.00 0.00 2.70 0.0 33.636 23.417 0.000 0.00 0.00 2.70 0.0 33.636 23.500 0.000 0.00 0.00 2.70 0.0 33.635 23.583 0.000 0.00 0.00 2.70 0.0 33.635 23.667 0.000 0.00 0.00 2.70 0.0 33.635 23.750 0.000 0.00 0.00 2.70 0.0 33.635 23.833 0.000 0.00 0.00 2.70 0.0 33.635 23.917 0.000 0.00 0.00 2.70 0.0 33.634 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 60.174 AF BASIN STORAGE = 31.494 AF (WITH OUTFLOW VOLUME = 28.672 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) **************************************************************************** FLOOD ROU T I N G ANA LYS I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 6 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS6.DAT TIME/DATE OF STUDY: 07:46 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.850 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 4.403 117.320 2 22.644 485.967 3 50.373 738.765 4 67.046 444.231 5 75.561 226.848 6 80.978 144.325 7 84.890 104.231 8 87.828 78.282 9 90.157 62.038 10 92.038 50.111 11 93.582 41.133 12 94.876 34.477 13 96.012 30.282 14 96.844 22.165 15 97.637 21.120 16 98.159 13.916 17 98.452 7.809 18 98.746 7.814 19 99.039 7.809 20 99.332 7.809 21 99.625 7.809 22 99.918 7.809 23 100.000 2.188 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0076 0.0069 2 0.0173 0.0091 0.0082 3 0.0173 0.0091 0.0082 4 0.0173 0.0091 0.0082 5 0.0173 0.0091 0.0082 6 0.0202 0.0106 0.0096 7 0.0202 0.0106 0.0096 8 0.0202 0.0106 0.0096 9 0.0202 0.0106 0.0096 10 0.0202 0.0106 0.0096 11 0.0202 0.0106 0.0096 12 0.0231 0.0121 0.0110 13 0.0231 0.0121 0.0110 14 0.0231 0.0121 0.0110 15 0.0231 0.0121 0.0110 16 0.0231 0.0121 0.0110 17 0.0231 0.0121 0.0110 18 0.0231 0.0121 0.0110 19 0.0231 0.0121 0.0110 20 0.0231 0.0121 0.0110 21 0.0231 0.0121 0.0110 22 0.0231 0.0121 0.0110 23 0.0231 0.0121 0.0110 24 0.0260 0.0137 0.0124 25 0.0231 0.0121 0.0110 26 0.0260 0.0137 0.0124 27 0.0260 0.0137 0.0124 28 0.0260 0.0137 0.0124 29 0.0260 0.0137 0.0124 30 0.0260 0.0137 0.0124 31 0.0260 0.0137 0.0124 32 0.0260 0.0137 0.0124 33 0.0289 0.0152 0.0137 34 0.0289 0.0152 0.0137 35 0.0289 0.0152 0.0137 36 0.0289 0.0152 0.0137 37 0.0289 0.0152 0.0137 38 0.0318 0.0167 0.0151 39 0.0318 0.0167 0.0151 40 0.0318 0.0167 0.0151 41 0.0347 0.0182 0.0165 42 0.0376 0.0197 0.0178 43 0.0405 0.0212 0.0192 44 0.0405 0.0212 0.0192 45 0.0434 0.0228 0.0206 46 0.0434 0.0228 0.0206 47 0.0462 0.0243 0.0220 48 0.0462 0.0243 0.0220 49 0.0491 0.0258 0.0233 50 0.0520 0.0273 0.0247 51 0.0549 0.0288 0.0261 52 0.0578 0.0292 0.0286 53 0.0607 0.0292 0.0315 54 0.0607 0.0292 0.0315 55 0.0636 0.0292 0.0344 56 0.0665 0.0292 0.0373 57 0.0694 0.0292 0.0402 58 0.0694 0.0292 0.0402 59 0.0723 0.0292 0.0431 60 0.0751 0.0292 0.0460 61 0.0896 0.0292 0.0604 62 0.1040 0.0292 0.0749 63 0.1127 0.0292 0.0835 64 0.1214 0.0292 0.0922 65 0.1358 0.0292 0.1067 66 0.1618 0.0292 0.1327 67 0.0549 0.0288 0.0261 68 0.0260 0.0137 0.0124 69 0.0173 0.0091 0.0082 70 0.0145 0.0076 0.0069 71 0.0087 0.0046 0.0041 72 0.0058 0.0030 0.0027 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.26 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.63 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 23.1566 29.8836 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0055 0.81 Q 0.167 0.0352 4.30 Q 0.250 0.1043 10.04 VQ 0.333 0.2014 14.10 VQ 0.417 0.3135 16.27 V Q 0.500 0.4356 17.73 V Q 0.583 0.5686 19.31 V Q 0.667 0.7133 21.01 V Q 0.750 0.8659 22.15 .VQ 0.833 1.0235 22.89 .V Q 0.917 1.1850 23.44 .V Q 1.000 1.3505 24.04 .V Q 1.083 1.5232 25.07 . VQ 1.167 1.7047 26.36 . VQ 1.250 1.8921 27.21 . VQ 1.333 2.0830 27.71 . VQ 1.417 2.2760 28.03 . Q 1.500 2.4707 28.27 . Q 1.583 2.6668 28.48 . Q 1.667 2.8642 28.66 . Q 1.750 3.0626 28.81 • QV 1.833 3.2619 28.94 . QV 1.917 3.4617 29.02 . QV 2.000 3.6631 29.24 . QV 2.083 3.8683 29.79 . Q V 2.167 4.0772 30.33 . QV 2.250 4.2881 30.63 . QV 2.333 4.5040 31.36 . Q V 2.417 4.7235 31.86 . Q V 2.500 4.9448 32.13 • Q V 2.583 5.1672 32.30 . Q V . 2.667 5.3906 32.44 . Q V . 2.750 5.6158 32.70 . Q V . 2.833 5.8461 33.44 . Q V . 2.917 6.0838 34.51 . Q V . 3.000 6.3261 35.18 . Q V . 3.083 6.5707 35.52 . Q V . 3.167 6.8181 35.92 . Q V. 3.250 7.0712 36.75 • Q V. 3.333 7.3322 37.89 . Q V. 3.417 7.5992 38.77 • Q V 3.500 7.8746 39.99 . Q V 3.583 8.1646 42.10 . Q V 3.667 8.4717 44.59 . Q .V 3.750 8.7943 46.85 . Q .V 3.833 9.1300 48.75 • Q . V 3.917 9.4791 50.68 • Q . V 4.000 9.8406 52.49 • Q . V 4.083 10.2150 54.37 . Q . V 4.167 10.6029 56.32 . Q . V 4.250 11.0083 58.87 . Q . V 4.333 11.4351 61.97 . Q . V 4.417 11.8889 65.89 • Q . V 4.500 12.3753 70.62 . Q. V 4.583 12.8927 75.13 • Q V 4.667 13.4395 79.39 . Q V 4.750 14.0235 84.80 . .Q V 4.833 14.6481 90.70 . . Q V. 4.917 15.3088 95.93 . . Q V 5.000 16.0022 100.68 . • Q .V 5.083 16.7447 107.81 Q V 5.167 17.5802 121.32 . Q V 5.250 18.5653 143.04 . Q. V 5.333 19.7174 167.27 . Q V 5.417 21.0305 190.67 . Q V 5.500 22.5281 217.44 . Q V 5.583 24.1707 238.51 . .QV 5.667 25.6670 217.27 • Q V 5.750 26.7066 150.94 . Q V 5.833 27.4155 102.93 . Q V 5.917 27.9443 76.79 • Q V 6.000 28.3586 60.16 . Q . V 6.083 28.6851 47.40 Q V 6.167 28.9406 37.10 . Q V 6.250 29.1386 28.75 . Q V. 6.333 29.2957 22.80 . Q V. 6.417 29.4223 18.38 . Q V. 6.500 29.5243 14.81 .Q V. 6.583 29.6045 11.65 .Q V. 6.667 29.6692 9.39 .Q V. 6.750 29.7186 7.18 Q V. 6.833 29.7577 5.67 Q V. 6.917 29.7913 4.88 Q V. 7.000 29.8198 4.14 Q V. 7.083 29.8431 3.38 Q V. 7.167 29.8610 2.60 Q V. 7.250 29.8731 1.76 Q V. 7.333 29.8784 0.76 Q V. 7.417 29.8806 0.33 Q V. 7.500 29.8820 0.20 Q V. 7.583 29.8828 0.13 Q V. 7.667 29.8833 0.07 Q V. 7.750 29.8835 0.03 Q V. 7.833 29.8836 0.01 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 470.0 10% 320.0 20% 135.0 30% 85.0 40% 60.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.880 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.366 84.607 2 10.202 280.224 3 24.613 515.375 4 43.211 665.070 5 58.251 537.840 6 67.091 316.147 7 72.914 208.215 8 77.143 151.237 9 80.487 119.614 10 83.170 95.934 11 85.423 80.569 12 87.296 66.975 13 88.853 55.683 14 90.286 51.265 15 91.500 43.381 16 92.561 37.949 17 93.519 34.276 18 94.379 30.764 19 95.141 27.218 20 95.884 26.586 21 96.438 19.810 22 96.940 17.969 23 97.443 17.964 24 97.921 17.111 25 98.166 8.744 26 98.351 6.634 27 98.537 6.650 28 98.723 6.639 29 98.909 6.645 30 99.094 6.644 31 99.280 6.644 32 99.466 6.644 33 99.652 6.644 34 99.838 6.644 35 100.000 5.808 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0079 0.0066 2 0.0173 0.0095 0.0079 3 0.0173 0.0095 0.0079 4 0.0173 0.0095 0.0079 5 0.0173 0.0095 0.0079 6 0.0202 0.0110 0.0092 7 0.0202 0.0110 0.0092 8 0.0202 0.0110 0.0092 9 0.0202 0.0110 0.0092 10 0.0202 0.0110 0.0092 11 0.0202 0.0110 0.0092 12 0.0231 0.0126 0.0105 13 0.0231 0.0126 0.0105 14 0.0231 0.0126 0.0105 15 0.0231 0.0126 0.0105 16 0.0231 0.0126 0.0105 17 0.0231 0.0126 0.0105 18 0.0231 0.0126 0.0105 19 0.0231 0.0126 0.0105 20 0.0231 0.0126 0.0105 21 0.0231 0.0126 0.0105 22 0.0231 0.0126 0.0105 23 0.0231 0.0126 0.0105 24 0.0260 0.0142 0.0118 25 0.0231 0.0126 0.0105 26 0.0260 0.0142 0.0118 27 0.0260 0.0142 0.0118 28 0.0260 0.0142 0.0118 29 0.0260 0.0142 0.0118 30 0.0260 0.0142 0.0118 31 0.0260 0.0142 0.0118 32 0.0260 0.0142 0.0118 33 0.0289 0.0158 0.0131 34 0.0289 0.0158 0.0131 35 0.0289 0.0158 0.0131 36 0.0289 0.0158 0.0131 37 0.0289 0.0158 0.0131 38 0.0318 0.0173 0.0145 39 0.0318 0.0173 0.0145 40 0.0318 0.0173 0.0145 41 0.0347 0.0189 0.0158 42 0.0376 0.0205 0.0171 43 0.0405 0.0221 0.0184 44 0.0405 0.0221 0.0184 45 0.0434 0.0236 0.0197 46 0.0434 0.0236 0.0197 47 0.0462 0.0252 0.0210 48 0.0462 0.0252 0.0210 49 0.0491 0.0268 0.0224 50 0.0520 0.0284 0.0237 51 0.0549 0.0298 0.0251 52 0.0578 0.0298 0.0280 53 0.0607 0.0298 0.0309 54 0.0607 0.0298 0.0309 55 0.0636 0.0298 0.0337 56 0.0665 0.0298 0.0366 57 0.0694 0.0298 0.0395 58 0.0694 0.0298 0.0395 59 0.0723 0.0298 0.0424 60 0.0751 0.0298 0.0453 61 0.0896 0.0298 0.0598 62 0.1040 0.0298 0.0742 63 0.1127 0.0298 0.0829 64 0.1214 0.0298 0.0915 65 0.1358 0.0298 0.1060 66 0.1618 0.0298 0.1320 67 0.0549 0.0298 0.0251 68 0.0260 0.0142 0.0118 69 0.0173 0.0095 0.0079 70 0.0145 0.0079 0.0066 71 0.0087 0.0047 0.0039 72 0.0058 0.0032 0.0026 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.30 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.59 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 32.0974 39.0968 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0038 0.56 Q 0.167 0.0211 2.51 Q 0.250 0.0643 6.27 Q 0.333 0.1422 11.32 VQ 0.417 0.2505 15.73 V Q 0.500 0.3788 18.63 V Q 0.583 0.5219 20.78 V Q 0.667 0.6784 22.72 V Q 0.750 0.8477 24.58 V Q 0.833 1.0273 26.08 .V Q 0.917 1.2143 27.15 .V Q 1.000 1.4077 28.08 .V Q 1.083 1.6082 29.10 .V Q 1.167 1.8172 30.35 .V Q 1.250 2.0355 31.70 . V Q 1.333 2.2616 32.82 . V Q 1.417 2.4930 33.60 . V Q 1.500 2.7285 34.20 . V Q 1.583 2.9673 34.68 . VQ 1.667 3.2091 35.11 . VQ 1.750 3.4532 35.45 • VQ 1.833 3.6994 35.74 . VQ 1.917 3.9474 36.01 • Q 2.000 4.1979 36.37 • Q 2.083 4.4514 36.81 . Q 2.167 4.7087 37.37 . Q 2.250 4.9708 38.06 . Q 2.333 5.2373 38.69 . Q 2.417 5.5086 39.39 • Q 2.500 5.7844 40.05 • Q 2.583 6.0633 40.49 • QV 2.667 6.3443 40.81 • QV . 2.750 6.6279 41.17 . QV . 2.833 6.9155 41.76 . Q V . 2.917 7.2091 42.63 . Q V . 3.000 7.5095 43.62 . Q V . 3.083 7.8155 44.43 . Q V . 3.167 8.1257 45.04 . Q V . 3.250 8.4408 45.76 • Q V . 3.333 8.7624 46.70 . Q V . 3.417 9.0923 47.90 . Q V. 3.500 9.4315 49.26 . Q V. 3.583 9.7827 50.99 . Q V 3.667 10.1498 53.31 . Q V 3.750 10.5354 55.99 . Q V 3.833 10.9391 58.61 • Q .V 3.917 11.3593 61.01 • Q .V 4.000 11.7952 63.31 • Q . V 4.083 12.2469 65.58 . Q . V 4.167 12.7150 67.96 . Q. V 4.250 13.2013 70.61 . Q. V 4.333 13.7098 73.84 . Q. V 4.417 14.2468 77.98 • Q V 4.500 14.8183 82.97 . .Q V 4.583 15.4285 88.61 . .Q V 4.667 16.0794 94.51 . . Q V 4.750 16.7720 100.56 . . Q V 4.833 17.5097 107.12 . . Q V . 4.917 18.2953 114.06 . . Q V . 5.000 19.1278 120.88 . . Q V. 5.083 20.0135 128.60 . Q V 5.167 20.9789 140.18 • Q .V 5.250 22.0675 158.07 • .QV 5.333 23.3245 182.52 . . VQ 5.417 24.7776 210.99 . V Q . 5.500 26.4449 242.09 . V . Q 5.583 28.2880 267.61 . V . Q . 5.667 30.1727 273.67 V Q . 5.750 31.8900 249.35 . VQ . 5.833 33.2406 196.11 Q . V 5.917 34.2342 144.27 Q. V 6.000 35.0032 111.66 Q V 6.083 35.6229 89.98 . .Q V 6.167 36.1320 73.93 . Q. V . 6.250 36.5517 60.94 . Q . V . 6.333 36.9003 50.61 . Q • V . 6.417 37.1931 42.52 . Q . V . 6.500 37.4443 36.47 . Q . V . 6.583 37.6640 31.89 . Q V . 6.667 37.8554 27.79 . Q V . 6.750 38.0235 24.41 . Q V . 6.833 38.1719 21.54 . Q V. 6.917 38.3027 19.00 . Q V. 7.000 38.4181 16.75 . Q V. 7.083 38.5195 14.72 .Q V. 7.167 38.6056 12.50 .Q V. 7.250 38.6805 10.88 .Q V. 7.333 38.7457 9.47 .Q V. 7.417 38.8005 7.96 .Q V. 7.500 38.8441 6.32 Q V. 7.583 38.8822 5.53 Q V. 7.667 38.9172 5.09 Q V. 7.750 38.9497 4.72 Q V. 7.833 38.9798 4.36 Q V. 7.917 39.0073 4.00 Q V. 8.000 39.0319 3.56 Q V. 8.083 39.0529 3.06 Q V. 8.167 39.0701 2.50 Q V. 8.250 39.0831 1.88 Q V. 8.333 39.0910 1.15 Q V. 8.417 39.0935 0.36 Q V. 8.500 39.0949 0.21 Q V. 8.583 39.0958 0.13 Q V. 8.667 39.0964 0.08 Q V. 8.750 39.0967 0.04 Q V. 8.833 39.0968 0.02 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 530.0 10% 345.0 20% 155.0 30% 100.0 40% 70.0 50% 50.0 60% 35.0 70% 30.0 80% 20.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 » »>STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » >VIEW STREAM NUMBER 2 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0094 1.36 Q 0.167 0.0563 6.81 Q 0.250 0.1686 16.31 VQ 0.333 0.3437 25.42 VQ 0.417 0.5640 32.00 V Q 0.500 0.8144 36.36 V Q 0.583 1.0905 40.09 V Q 0.667 1.3917 43.73 V Q 0.750 1.7136 46.73 V Q 0.833 2.0509 48.97 .V Q 0.917 2.3993 50.59 .V Q 1.000 2.7582 52.12 .V Q 1.083 3.1313 54.17 .V Q 1.167 3.5219 56.71 . VQ 1.250 3.9276 58.92 . VQ 1.333 4.3445 60.53 . V Q 1.417 4.7689 61.63 . V Q 1.500 5.1992 62.47 . VQ 1.583 5.6341 63.16 . VQ 1.667 6.0733 63.76 . VQ 1.750 6.5158 64.25 . VQ 1.833 6.9612 64.68 . Q 1.917 7.4091 65.04 . Q 2.000 7.8610 65.61 . Q 2.083 8.3196 66.59 . Q 2.167 8.7859 67.70 . QV 2.250 9.2589 68.68 . QV 2.333 9.7413 70.05 . QV 2.417 10.2320 71.25 . QV . 2.500 10.7292 72.18 . Q V . 2.583 11.2305 72.79 . Q V . 2.667 11.7350 73.24 . Q V . 2.750 12.2437 73.87 . Q V . 2.833 12.7616 75.20 . Q V . 2.917 13.2929 77.14 . Q V . 3.000 13.8356 78.80 . Q V . 3.083 14.3862 79.95 . Q V . 3.167 14.9438 80.96 . Q V . 3.250 15.5120 82.51 • Q V . 3.333 16.0946 84.60 . Q V. 3.417 16.6915 86.67 . Q V. 3.500 17.3062 89.25 . Q V 3.583 17.9473 93.08 . Q V 3.667 18.6215 97.89 • Q V 3.750 19.3297 102.84 . Q .V 3.833 20.0691 107.36 . Q .V 3.917 20.8383 111.69 • Q . V 4.000 21.6358 115.79 . Q . V 4.083 22.4619 119.95 . Q . V 4.167 23.3179 124.28 . Q . V 4.250 24.2096 129.48 . Q . V 4.333 25.1449 135.81 • Q. V 4.417 26.1358 143.87 • Q. V 4.500 27.1935 153.59 . Q V 4.583 28.3212 163.74 . Q V . 4.667 29.5189 173.90 . .Q V . 4.750 30.7955 185.36 . Q V . 4.833 32.1579 197.82 . . Q V . 4.917 33.6041 209.99 .• Q V. 5.000 35.1300 221.56 . Q V 5.083 36.7582 236.41 • . Q .V 5.167 38.5592 261.50 . . Q . V 5.250 40.6329 301.11 • Q V 5.333 43.0419 349.79 • . QV . 5.417 45.8082 401.66 . . Q . 5.500 48.9730 459.53 . V Q 5.583 52.4587 506.12 . V Q 5.667 55.8398 490.94 . . Q 5.750 58.5965 400.28 . Q V 5.833 60.6560 299.04 . Q. V 5.917 62.1785 221.06 . . Q V 6.000 63.3618 171.82 . .Q V . 6.083 64.3080 137.38 . Q. V . 6.167 65.0727 111.03 Q . V . 6.250 65.6904 89.69 . Q . V . 6.333 66.1960 73.42 . Q . V . 6.417 66.6154 60.90 . Q V . 6.500 66.9686 51.28 . Q V . 6.583 67.2685 43.55 . Q V. 6.667 67.5246 37.19 . Q V. 6.750 67.7422 31.59 . Q V. 6.833 67.9296 27.21 .Q V. 6.917 68.0940 23.88 .Q V. 7.000 68.2379 20.89 .Q V. 7.083 68.3626 18.10 .Q V. 7.167 68.4666 15.10 .Q V. 7.250 68.5536 12.64 Q V. 7.333 68.6241 10.23 Q V. 7.417 68.6811 8.29 Q V. 7.500 68.7260 6.52 Q V. 7.583 68.7650 5.66 Q V. 7.667 68.8005 5.16 Q V. 7.750 68.8332 4.75 Q V. 7.833 68.8633 4.37 Q V. 7.917 68.8909 4.00 Q V. 8.000 68.9154 3.56 Q V. 8.083 68.9365 3.06 Q V. 8.167 68.9537 2.50 Q V. 8.250 68.9666 1.88 Q V. 8.333 68.9745 1.15 Q V. 8.417 68.9771 0.36 Q V. 8.500 68.9785 0.21 Q V. 8.583 68.9794 0.13 Q V. 8.667 68.9800 0.08 Q V. 8.750 68.9802 0.04 Q V. 8.833 68.9803 0.02 Q V 8.917 68.9803 0.00 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 530.0 10% 335.0 20% 150.0 30% 95.0 40% 65.0 50% 45.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V OUTFLOW (STREAM 2) effective depth (and volume) V outflow I \ dead 1 basin outlet storage ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 0.000 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.167 0.250 0.333 0.417 0.500 0.583 0.667 0.750 0.833 0.917 1.000 1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.833 1.917 2.000 2.083 2.167 2.250 2.333 2.417 2.500 2.583 2.667 2.750 2.833 2.917 3.000 3.083 3.167 3.250 3.333 3.417 3.500 3.583 3.667 3.750 3.833 3.917 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.36 6.81 16.31 25.42 32.00 36.36 40.09 43.73 46.73 48.97 50.59 52.12 54.17 56.71 58.92 60.53 61.63 62.47 63.16 63.76 64.25 64.68 65.04 65.61 66.59 67.70 68.68 70.05 71.25 72.18 72.79 73.24 73.87 75.20 77.14 78.80 79.95 80.96 82.51 84.60 86.67 89.25 93.08 97.89 102.84 107.36 111.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.07 0.09 0.11 0.14 0.17 0.20 0.23 0.26 0.29 0.32 0.36 0.39 0.43 0.46 0.50 0.53 0.57 0.61 0.64 0.68 0.72 0.76 0.80 0.84 0.88 0.92 0.96 1.00 1.04 1.09 1.13 1.17 1.22 1.26 1.31 1.36 1.41 1.46 1.51 1.57 1.63 1.69 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.009 0.056 0.169 0.344 0.564 0.814 1.091 1.392 1.714 2.051 2.399 2.758 3.131 3.522 3.928 4.344 4.769 5.199 5.634 6.073 6.515 6.961 7.409 7.861 8.319 8.785 9.258 9.741 10.231 10.728 11.230 11.734 12.243 12.761 13.292 13.834 14.385 14.942 15.510 16.093 16.690 17.304 17.945 18.619 19.328 20.067 20.836 4.000 0.000 115.79 0.00 1.75 0.0 21.633 4.083 0.000 119.95 0.00 1.82 0.0 22.459 4.167 0.000 124.28 0.00 1.89 0.0 23.315 4.250 0.000 129.48 0.00 1.96 0.0 24.207 4.333 0.000 135.81 0.00 2.03 0.0 25.142 4.417 0.000 143.87 0.00 2.11 0.0 26.132 4.500 0.000 153.59 0.00 2.19 0.0 27.190 4.583 0.000 163.74 0.00 2.28 0.0 28.318 4.667 0.000 173.90 0.00 2.37 0.0 29.515 4.750 0.000 185.36 0.00 2.47 0.0 30.791 4.833 0.000 197.82 0.00 2.58 0.0 32.154 4.917 0.000 209.99 0.00 2.70 0.0 33.600 5.000 0.000 221.56 0.00 2.81 6.2 35.083 5.083 0.000 236.41 0.00 2.93 18.9 36.581 5.167 0.000 261.50 0.00 3.05 35.7 38.136 5.250 0.000 301.11 0.00 3.17 62.9 39.777 5.333 0.000 349.79 0.00 3.30 97.6 41.514 5.417 0.000 401.66 0.00 3.44 134.3 43.355 5.500 0.000 459.53 0.00 3.59 173.4 45.326 5.583 0.000 506.12 0.00 3.75 214.3 47.336 5.667 0.000 490.94 0.00 3.87 251.8 48.983 5.750 0.000 400.28 0.00 3.94 277.4 49.829 5.833 0.000 299.04 0.00 3.94 286.9 49.912 5.917 0.000 221.06 0.00 3.91 283.4 49.483 6.000 0.000 171.82 0.00 3.86 271.9 48.794 6.083 0.000 137.38 0.00 3.80 256.4 47.974 6.167 0.000 111.03 0.00 3.73 239.0 47.093 6.250 0.000 89.69 0.00 3.66 220.7 46.191 6.333 0.000 73.42 0.00 3.59 202.3 45.303 6.417 0.000 60.90 0.00 3.53 184.4 44.452 6.500 0.000 51.28 0.00 3.47 167.5 43.652 6.583 0.000 43.55 0.00 3.41 151.6 42.908 6.667 0.000 37.19 0.00 3.36 136.9 42.221 6.750 0.000 31.59 0.00 3.31 123.4 41.588 6.833 0.000 27.21 0.00 3.27 111.0 41.011 6.917 0.000 23.88 0.00 3.23 99.7 40.489 7.000 0.000 20.89 0.00 3.19 89.5 40.016 7.083 0.000 18.10 0.00 3.16 80.3 39.588 7.167 0.000 15.10 0.00 3.13 71.9 39.198 7.250 0.000 12.64 0.00 3.10 64.2 38.842 7.333 0.000 10.23 0.00 3.08 57.2 38.519 7.417 0.000 8.29 0.00 3.05 50.9 38.225 7.500 0.000 6.52 0.00 3.03 45.2 37.959 7.583 0.000 5.66 0.00 3.01 40.0 37.723 7.667 0.000 5.16 0.00 3.00 35.5 37.514 7.750 0.000 4.75 0.00 2.98 32.6 37.322 7.833 0.000 4.37 0.00 2.97 31.0 37.138 7.917 0.000 4.00 0.00 2.96 29.5 36.963 8.000 0.000 3.56 0.00 2.94 28.0 36.795 8.083 0.000 3.06 0.00 2.93 26.5 36.633 8.167 0.000 2.50 0.00 2.92 25.2 36.477 8.250 0.000 1.88 0.00 2.91 23.8 36.326 8.333 0.000 1.15 0.00 2.90 22.5 36.179 8.417 0.000 0.36 0.00 2.88 21.3 36.035 8.500 0.000 0.21 0.00 2.87 20.0 35.898 8.583 0.000 0.13 0.00 2.86 18.9 35.769 8.667 0.000 0.08 0.00 2.85 17.8 35.647 8.750 0.000 0.04 0.00 2.85 16.8 35.532 8.833 0.000 0.02 0.00 2.84 15.8 35.423 8.917 0.000 0.00 0.00 2.83 14.9 35.321 9.000 0.000 0.00 0.00 2.82 14.0 35.224 9.083 0.000 0.00 0.00 2.81 13.2 35.133 9.167 0.000 0.00 0.00 2.81 12.4 35.047 9.250 0.000 0.00 0.00 2.80 11.7 34.967 9.333 0.000 0.00 0.00 2.80 11.0 34.891 9.417 0.000 0.00 0.00 2.79 10.4 34.819 9.500 0.000 0.00 0.00 2.78 9.8 34.752 9.583 0.000 0.00 0.00 2.78 9.2 34.688 9.667 0.000 0.00 0.00 2.78 8.7 34.628 9.750 0.000 0.00 0.00 2.77 8.2 34.572 9.833 0.000 0.00 0.00 2.77 7.7 34.519 9.917 0.000 0.00 0.00 2.76 7.3 34.469 10.000 0.000 0.00 0.00 2.76 6.8 34.421 10.083 0.000 0.00 0.00 2.76 6.4 34.377 10.167 0.000 0.00 0.00 2.75 6.1 34.335 10.250 0.000 0.00 0.00 2.75 5.7 34.296 10.333 0.000 0.00 0.00 2.75 5.4 34.259 10.417 0.000 0.00 0.00 2.74 5.1 34.224 10.500 0.000 0.00 0.00 2.74 4.8 34.191 10.583 0.000 0.00 0.00 2.74 4.5 34.160 10.667 0.000 0.00 0.00 2.74 4.2 34.131 10.750 0.000 0.00 0.00 2.73 4.0 34.103 10.833 0.000 0.00 0.00 2.73 3.8 34.077 10.917 0.000 0.00 0.00 2.73 3.5 34.053 11.000 0.000 0.00 0.00 2.73 3.3 34.030 11.083 0.000 0.00 0.00 2.73 3.1 34.008 11.167 0.000 0.00 0.00 2.73 3.0 33.988 11.250 0.000 0.00 0.00 2.72 2.8 33.968 11.333 0.000 0.00 0.00 2.72 2.6 33.950 11.417 0.000 0.00 0.00 2.72 2.5 33.933 11.500 0.000 0.00 0.00 2.72 2.3 33.917 11.583 0.000 0.00 0.00 2.72 2.2 33.902 11.667 0.000 0.00 0.00 2.72 2.1 33.888 11.750 0.000 0.00 0.00 2.72 2.0 33.874 11.833 0.000 0.00 0.00 2.72 1.8 33.862 11.917 0.000 0.00 0.00 2.71 1.7 33.850 12.000 0.000 0.00 0.00 2.71 1.6 33.838 12.083 0.000 0.00 0.00 2.71 1.5 33.828 12.167 0.000 0.00 0.00 2.71 1.4 33.818 12.250 0.000 0.00 0.00 2.71 1.4 33.809 12.333 0.000 0.00 0.00 2.71 1.3 33.800 12.417 0.000 0.00 0.00 2.71 1.2 33.791 12.500 0.000 0.00 0.00 2.71 1.1 33.784 12.583 0.000 0.00 0.00 2.71 1.1 33.776 12.667 0.000 0.00 0.00 2.71 1.0 33.769 12.750 0.000 0.00 0.00 2.71 1.0 33.763 12.833 0.000 0.00 0.00 2.71 0.9 33.756 12.917 0.000 0.00 0.00 2.71 0.8 33.751 13.000 0.000 0.00 0.00 2.71 0.8 33.745 13.083 0.000 0.00 0.00 2.71 0.7 33.740 13.167 0.000 0.00 0.00 2.71 0.7 33.735 13.250 0.000 0.00 0.00 2.71 0.7 33.731 13.333 0.000 0.00 0.00 2.71 0.6 33.726 13.417 0.000 0.00 0.00 2.70 0.6 33.722 13.500 0.000 0.00 0.00 2.70 0.6 33.718 13.583 0.000 0.00 0.00 2.70 0.5 33.715 13.667 0.000 0.00 0.00 2.70 0.5 33.711 13.750 0.000 0.00 0.00 2.70 0.5 33.708 13.833 0.000 0.00 0.00 2.70 0.4 33.705 13.917 0.000 0.00 0.00 2.70 0.4 33.702 14.000 0.000 0.00 0.00 2.70 0.4 33.700 14.083 0.000 0.00 0.00 2.70 0.4 33.697 14.167 0.000 0.00 0.00 2.70 0.3 33.695 14.250 0.000 0.00 0.00 2.70 0.3 33.692 14.333 0.000 0.00 0.00 2.70 0.3 33.690 14.417 0.000 0.00 0.00 2.70 0.3 33.688 14.500 0.000 0.00 0.00 2.70 0.3 33.687 14.583 0.000 0.00 0.00 2.70 0.3 33.685 14.667 0.000 0.00 0.00 2.70 0.2 33.683 14.750 0.000 0.00 0.00 2.70 0.2 33.682 14.833 0.000 0.00 0.00 2.70 0.2 33.680 14.917 0.000 0.00 0.00 2.70 0.2 33.679 15.000 0.000 0.00 0.00 2.70 0.2 33.677 15.083 0.000 0.00 0.00 2.70 0.2 33.676 15.167 0.000 0.00 0.00 2.70 0.2 33.675 15.250 0.000 0.00 0.00 2.70 0.2 33.674 15.333 0.000 0.00 0.00 2.70 0.1 33.673 15.417 0.000 0.00 0.00 2.70 0.1 33.672 15.500 0.000 0.00 0.00 2.70 0.1 33.671 15.583 0.000 0.00 0.00 2.70 0.1 33.670 15.667 0.000 0.00 0.00 2.70 0.1 33.669 15.750 0.000 0.00 0.00 2.70 0.1 33.669 15.833 0.000 0.00 0.00 2.70 0.1 33.668 15.917 0.000 0.00 0.00 2.70 0.1 33.667 16.000 0.000 0.00 0.00 2.70 0.1 33.667 16.083 0.000 0.00 0.00 2.70 0.1 33.666 16.167 0.000 0.00 0.00 2.70 0.1 33.665 16.250 0.000 0.00 0.00 2.70 0.1 33.665 16.333 0.000 0.00 0.00 2.70 0.1 33.664 16.417 0.000 0.00 0.00 2.70 0.1 33.664 16.500 0.000 0.00 0.00 2.70 0.1 33.663 16.583 0.000 0.00 0.00 2.70 0.1 33.663 16.667 0.000 0.00 0.00 2.70 0.1 33.663 16.750 0.000 0.00 0.00 2.70 0.1 33.662 16.833 0.000 0.00 0.00 2.70 0.1 33.662 16.917 0.000 0.00 0.00 2.70 0.0 33.662 17.000 0.000 0.00 0.00 2.70 0.0 33.661 17.083 0.000 0.00 0.00 2.70 0.0 33.661 17.167 0.000 0.00 0.00 2.70 0.0 33.661 17.250 0.000 0.00 0.00 2.70 0.0 33.660 17.333 0.000 0.00 0.00 2.70 0.0 33.660 17.417 0.000 0.00 0.00 2.70 0.0 33.660 17.500 0.000 0.00 0.00 2.70 0.0 33.660 17.583 0.000 0.00 0.00 2.70 0.0 33.659 17.667 0.000 0.00 0.00 2.70 0.0 33.659 17.750 0.000 0.00 0.00 2.70 0.0 33.659 17.833 0.000 0.00 0.00 2.70 0.0 33.659 17.917 0.000 0.00 0.00 2.70 0.0 33.659 18.000 0.000 0.00 0.00 2.70 0.0 33.658 18.083 0.000 0.00 0.00 2.70 0.0 33.658 18.167 0.000 0.00 0.00 2.70 0.0 33.658 18.250 0.000 0.00 0.00 2.70 0.0 33.658 18.333 0.000 0.00 0.00 2.70 0.0 33.657 18.417 0.000 0.00 0.00 2.70 0.0 33.657 18.500 0.000 0.00 0.00 2.70 0.0 33.657 18.583 0.000 0.00 0.00 2.70 0.0 33.657 18.667 0.000 0.00 0.00 2.70 0.0 33.657 18.750 0.000 0.00 0.00 2.70 0.0 33.656 18.833 0.000 0.00 0.00 2.70 0.0 33.656 18.917 0.000 0.00 0.00 2.70 0.0 33.656 19.000 0.000 0.00 0.00 2.70 0.0 33.656 19.083 0.000 0.00 0.00 2.70 0.0 33.655 19.167 0.000 0.00 0.00 2.70 0.0 33.655 19.250 0.000 0.00 0.00 2.70 0.0 33.655 19.333 0.000 0.00 0.00 2.70 0.0 33.655 19.417 0.000 0.00 0.00 2.70 0.0 33.654 19.500 0.000 0.00 0.00 2.70 0.0 33.654 19.583 0.000 0.00 0.00 2.70 0.0 33.654 19.667 0.000 0.00 0.00 2.70 0.0 33.654 19.750 0.000 0.00 0.00 2.70 0.0 33.654 19.833 0.000 0.00 0.00 2.70 0.0 33.653 19.917 0.000 0.00 0.00 2.70 0.0 33.653 20.000 0.000 0.00 0.00 2.70 0.0 33.653 20.083 0.000 0.00 0.00 2.70 0.0 33.653 20.167 0.000 0.00 0.00 2.70 0.0 33.652 20.250 0.000 0.00 0.00 2.70 0.0 33.652 20.333 0.000 0.00 0.00 2.70 0.0 33.652 20.417 0.000 0.00 0.00 2.70 0.0 33.652 20.500 0.000 0.00 0.00 2.70 0.0 33.651 20.583 0.000 0.00 0.00 2.70 0.0 33.651 20.667 0.000 0.00 0.00 2.70 0.0 33.651 20.750 0.000 0.00 0.00 2.70 0.0 33.651 20.833 0.000 0.00 0.00 2.70 0.0 33.651 20.917 0.000 0.00 0.00 2.70 0.0 33.650 21.000 0.000 0.00 0.00 2.70 0.0 33.650 21.083 0.000 0.00 0.00 2.70 0.0 33.650 21.167 0.000 0.00 0.00 2.70 0.0 33.650 21.250 0.000 0.00 0.00 2.70 0.0 33.649 21.333 0.000 0.00 0.00 2.70 0.0 33.649 21.417 0.000 0.00 0.00 2.70 0.0 33.649 21.500 0.000 0.00 0.00 2.70 0.0 33.649 21.583 0.000 0.00 0.00 2.70 0.0 33.648 21.667 0.000 0.00 0.00 2.70 0.0 33.648 21.750 0.000 0.00 0.00 2.70 0.0 33.648 21.833 0.000 0.00 0.00 2.70 0.0 33.648 21.917 0.000 0.00 0.00 2.70 0.0 33.648 22.000 0.000 0.00 0.00 2.70 0.0 33.647 22.083 0.000 0.00 0.00 2.70 0.0 33.647 22.167 0.000 0.00 0.00 2.70 0.0 33.647 22.250 0.000 0.00 0.00 2.70 0.0 33.647 22.333 0.000 0.00 0.00 2.70 0.0 33.646 22.417 0.000 0.00 0.00 2.70 0.0 33.646 22.500 0.000 0.00 0.00 2.70 0.0 33.646 22.583 0.000 0.00 0.00 2.70 0.0 33.646 22.667 0.000 0.00 0.00 2.70 0.0 33.646 22.750 0.000 0.00 0.00 2.70 0.0 33.645 22.833 0.000 0.00 0.00 2.70 0.0 33.645 22.917 0.000 0.00 0.00 2.70 0.0 33.645 23.000 0.000 0.00 0.00 2.70 0.0 33.645 23.083 0.000 0.00 0.00 2.70 0.0 33.644 23.167 0.000 0.00 0.00 2.70 0.0 33.644 23.250 0.000 0.00 0.00 2.70 0.0 33.644 23.333 0.000 0.00 0.00 2.70 0.0 33.644 23.417 0.000 0.00 0.00 2.70 0.0 33.643 23.500 0.000 0.00 0.00 2.70 0.0 33.643 23.583 0.000 0.00 0.00 2.70 0.0 33.643 23.667 0.000 0.00 0.00 2.70 0.0 33.643 23.750 0.000 0.00 0.00 2.70 0.0 33.643 23.833 0.000 0.00 0.00 2.70 0.0 33.642 23.917 0.000 0.00 0.00 2.70 0.0 33.642 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 68.980 AF BASIN STORAGE = 31.501 AF (WITH OUTFLOW VOLUME = 37.471 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) **************************************************************************** FLOOD ROU T I N G ANA LYS I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 24 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS24.DAT TIME/DATE OF STUDY: 08:32 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 I5 CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.175 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 122.549 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 25.807 229.184 2 74.528 432.690 3 87.625 116.310 4 93.498 52.159 5 96.831 29.598 6 98.452 14.398 7 99.291 7.448 8 99.716 3.778 9 99.929 1.889 10 100.000 0.630 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0048 0.0044 2 0.0138 0.0073 0.0066 3 0.0138 0.0073 0.0066 4 0.0184 0.0097 0.0088 5 0.0138 0.0073 0.0066 6 0.0138 0.0073 0.0066 7 0.0138 0.0073 0.0066 8 0.0184 0.0097 0.0088 9 0.0184 0.0097 0.0088 10 0.0184 0.0097 0.0088 11 0.0231 0.0121 0.0109 12 0.0231 0.0121 0.0109 13 0.0231 0.0121 0.0109 14 0.0231 0.0121 0.0109 15 0.0231 0.0121 0.0109 16 0.0277 0.0145 0.0131 17 0.0277 0.0145 0.0131 18 0.0323 0.0169 0.0153 19 0.0323 0.0169 0.0153 20 0.0369 0.0194 0.0175 21 0.0277 0.0145 0.0131 22 0.0323 0.0169 0.0153 23 0.0369 0.0194 0.0175 24 0.0369 0.0194 0.0175 25 0.0415 0.0218 0.0197 26 0.0415 0.0218 0.0197 27 0.0461 0.0242 0.0219 28 0.0461 0.0242 0.0219 29 0.0461 0.0242 0.0219 30 0.0507 0.0266 0.0241 31 0.0553 0.0290 0.0263 32 0.0599 0.0315 0.0285 33 0.0692 0.0363 0.0328 34 0.0692 0.0363 0.0328 35 0.0738 0.0387 0.0350 36 0.0784 0.0411 0.0372 37 0.0876 0.0460 0.0416 38 0.0922 0.0484 0.0438 39 0.0968 0.0508 0.0460 40 0.1014 0.0532 0.0482 41 0.0692 0.0363 0.0328 42 0.0692 0.0363 0.0328 43 0.0922 0.0484 0.0438 44 0.0922 0.0484 0.0438 45 0.0876 0.0460 0.0416 46 0.0876 0.0460 0.0416 47 0.0784 0.0411 0.0372 48 0.0830 0.0436 0.0394 49 0.1153 0.0605 0.0547 50 0.1199 0.0629 0.0569 51 0.1291 0.0678 0.0613 52 0.1337 0.0702 0.0635 53 0.1567 0.0765 0.0803 54 0.1567 0.0753 0.0814 55 0.1060 0.0557 0.0504 56 0.1060 0.0557 0.0504 57 0.1245 0.0653 0.0591 58 0.1199 0.0629 0.0569 59 0.1199 0.0629 0.0569 60 0.1153 0.0605 0.0547 61 0.1106 0.0581 0.0526 62 0.1060 0.0557 0.0504 63 0.0876 0.0460 0.0416 64 0.0876 0.0460 0.0416 65 0.0184 0.0097 0.0088 66 0.0184 0.0097 0.0088 67 0.0138 0.0073 0.0066 68 0.0138 0.0073 0.0066 69 0.0231 0.0121 0.0109 70 0.0231 0.0121 0.0109 71 0.0231 0.0121 0.0109 72 0.0184 0.0097 0.0088 73 0.0184 0.0097 0.0088 74 0.0184 0.0097 0.0088 75 0.0138 0.0073 0.0066 76 0.0092 0.0048 0.0044 77 0.0138 0.0073 0.0066 78 0.0184 0.0097 0.0088 79 0.0138 0.0073 0.0066 80 0.0092 0.0048 0.0044 81 0.0138 0.0073 0.0066 82 0.0138 0.0073 0.0066 83 0.0138 0.0073 0.0066 84 0.0092 0.0048 0.0044 85 0.0138 0.0073 0.0066 86 0.0092 0.0048 0.0044 87 0.0138 0.0073 0.0066 88 0.0092 0.0048 0.0044 89 0.0138 0.0073 0.0066 90 0.0092 0.0048 0.0044 91 0.0092 0.0048 0.0044 92 0.0092 0.0048 0.0044 93 0.0092 0.0048 0.0044 94 0.0092 0.0048 0.0044 95 0.0092 0.0048 0.0044 96 0.0092 0.0048 0.0044 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 2.41 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.20 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 44.1975 40.4136 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 17.5 35.0 52.5 70.0 0.083 0.0069 1.00 Q 0.167 0.0138 1.00 Q 0.250 0.0207 1.00 Q 0.333 0.0442 3.40 VQ 0.417 0.0676 3.40 VQ 0.500 0.0910 3.40 VQ 0.583 0.1245 4.86 V Q 0.667 0.1579 4.86 V Q 0.750 0.1914 4.86 V Q 0.833 0.2316 5.84 V Q 0.917 0.2718 5.84 V Q 1.000 0.3121 5.84 V Q 1.083 0.3571 6.53 V Q 1.167 0.4020 6.53 V Q 1.250 0.4470 6.53 V Q 1.333 0.4881 5.97 V Q 1.417 0.5292 5.97 V Q 1.500 0.5703 5.97 V Q 1.583 0.6109 5.89 V Q 1.667 0.6514 5.89 V Q 1.750 0.6920 5.89 V Q 1.833 0.7359 6.38 V Q 1.917 0.7798 6.38 V Q 2.000 0.8237 6.38 V Q 2.083 0.8741 7.31 V Q 2.167 0.9244 7.31 V Q 2.250 0.9747 7.31 V Q 2.333 1.0267 7.55 .V Q 2.417 1.0787 7.55 .V Q 2.500 1.1308 7.55 .V Q 2.583 1.1870 8.16 .V Q 2.667 1.2432 8.16 .V Q 2.750 1.2994 8.16 .V Q 2.833 1.3626 9.17 .V Q 2.917 1.4257 9.17 .V Q 3.000 1.4889 9.17 .V Q 3.083 1.5540 9.45 .V Q 3.167 1.6191 9.45 .V Q 3.250 1.6842 9.45 .V Q 3.333 1.7502 9.58 .V Q 3.417 1.8162 9.58 .V Q 3.500 1.8822 9.58 .V Q 3.583 1.9487 9.66 .V Q 3.667 2.0152 9.66 .V Q 3.750 2.0817 9.66 . V Q 3.833 2.1519 10.19 . V Q 3.917 2.2221 10.19 . V Q . 4.000 2.2923 10.19 . V Q . 4.083 2.3692 11.16 . V Q . 4.167 2.4460 11.16 . V Q . 4.250 2.5229 11.16 . V Q . 4.333 2.6050 11.92 . V Q . 4.417 2.6871 11.92 4.500 2.7693 11.92 4.583 2.8587 12.99 4.667 2.9482 12.99 4.750 3.0376 12.99 4.833 3.1328 13.81 4.917 3.2279 13.81 5.000 3.3230 13.81 5.083 3.4188 13.90 5.167 3.5145 13.90 5.250 3.6102 13.90 5.333 3.6987 12.84 5.417 3.7872 12.84 5.500 3.8756 12.84 5.583 3.9716 13.94 5.667 4.0676 13.94 5.750 4.1636 13.94 5.833 4.2669 15.00 5.917 4.3702 15.00 6.000 4.4735 15.00 6.083 4.5822 15.78 6.167 4.6908 15.78 6.250 4.7995 15.78 6.333 4.9157 16.86 6.417 5.0318 16.86 6.500 5.1479 16.86 6.583 5.2698 17.69 6.667 5.3917 17.69 6.750 5.5135 17.69 6.833 5.6429 18.79 6.917 5.7723 18.79 7.000 5.9017 18.79 7.083 6.0335 19.13 7.167 6.1652 19.13 7.250 6.2970 19.13 7.333 6.4332 19.79 7.417 6.5695 19.79 7.500 6.7057 19.79 7.583 6.8526 21.32 7.667 6.9994 21.32 7.750 7.1463 21.32 7.833 7.3051 23.07 7.917 7.4640 23.07 8.000 7.6228 23.07 8.083 7.7978 25.41 8.167 7.9728 25.41 8.250 8.1478 25.41 8.333 8.3389 27.75 8.417 8.5299 27.75 8.500 8.7210 27.75 8.583 8.9206 28.97 8.667 9.1201 28.97 8.750 9.3196 28.97 8.833 9.5315 30.76 8.917 9.7433 30.76 9.000 9.9552 30.76 9.083 10.1835 33.15 9.167 10.4119 33.15 9.250 10.6402 33.15 9.333 10.8882 36.01 9.417 11.1363 36.01 9.500 11.3843 36.01 9.583 11.6473 38.20 9.667 11.9104 38.20 . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . • V Q . • V Q . • V Q . • V Q . . V Q . . V Q. . V Q. . V Q. . V Q. . V Q. . V Q. . V Q . V Q . V Q . V Q . V Q . V Q • V Q . V Q . V Q . V .Q . V .Q . V .Q . V Q . v Q . V Q . V • Q . V • Q . V • Q . V . Q . V . Q . V . Q . V . Q . V . Q . . V . Q . . V . Q . . V. Q . . V. Q . . V. Q . . V. Q . . V. Q . . V Q . . V Q . . V Q . . V Q . V Q . V Q . .V .Q . .V .Q 9.750 12.1735 38.20 . . V .Q 9.833 12.4506 40.25 • . V . Q 9.917 12.7278 40.25 • . V . Q 10.000 13.0050 40.25 . . V . Q 10.083 13.2684 38.24 . . V .Q 10.167 13.5317 38.24 . . V .Q 10.250 13.7950 38.24 . . V .Q 10.333 14.0163 32.13 • . V Q . 10.417 14.2376 32.13 • . V Q . 10.500 14.4589 32.13 . V Q . 10.583 14.6869 33.11 • V Q . 10.667 14.9150 33.11 . V Q . 10.750 15.1430 33.11 . V Q . 10.833 15.3991 37.18 . V .Q 10.917 15.6552 37.18 . V .Q 11.000 15.9113 37.18 • V .Q 11.083 16.1700 37.57 • V .Q 11.167 16.4287 37.57 • V .Q 11.250 16.6875 37.57 • V .Q 11.333 16.9423 37.00 . V .Q 11.417 17.1971 37.00 . V .Q 11.500 17.4520 37.00 . V .Q 11.583 17.6997 35.97 . V Q 11.667 17.9474 35.97 . V Q 11.750 18.1951 35.97 • V Q 11.833 18.4331 34.57 • VQ. 11.917 18.6712 34.57 • VQ. 12.000 18.9093 34.57 • VQ. 12.083 19.1744 38.51 . V . Q 12.167 19.4396 38.51 . V. Q 12.250 19.7048 38.51 . V. Q 12.333 20.0193 45.67 . V. Q . 12.417 20.3338 45.67 • V Q . 12.500 20.6483 45.67 • V Q . 12.583 20.9885 49.39 . V Q . 12.667 21.3286 49.39 • V Q . 12.750 21.6688 49.39 . V Q . 12.833 22.0327 52.84 . .V Q 12.917 22.3966 52.84 . . V Q 13.000 22.7605 52.84 . . V Q 13.083 23.1648 58.70 . . V • Q 13.167 23.5691 58.70 . . V • Q 13.250 23.9733 58.70 . . V • Q 13.333 24.4346 66.98 • . V Q . 13.417 24.8959 66.98 . V Q . 13.500 25.3572 66.98 . V Q . 13.583 25.7890 62.70 . V Q . 13.667 26.2209 62.70 . V . Q . 13.750 26.6527 62.70 . V . Q 13.833 27.0004 50.48 • V Q . 13.917 27.3480 50.48 • VQ . 14.000 27.6957 50.48 • VQ . 14.083 28.0368 49.54 . VQ . 14.167 28.3780 49.54 . Q . 14.250 28.7192 49.54 . Q . 14.333 29.0740 51.53 . VQ. 14.417 29.4289 51.53 . Q. 14.500 29.7838 51.53 . Q. 14.583 30.1339 50.84 . Q. 14.667 30.4840 50.84 . QV 14.750 30.8341 50.84 . QV 14.833 31.1797 50.17 . Q V 14.917 31.5252 50.17 . Q V 15.000 31.8707 50.17 . Q V 15.083 32.2059 48.67 . 15.167 32.5411 48.67 . 15.250 32.8764 48.67 . 15.333 33.1995 46.93 . 15.417 33.5227 46.93 . 15.500 33.8459 46.93 . 15.583 34.1460 43.58 . 15.667 34.4461 43.58 . 15.750 34.7462 43.58 . 15.833 35.0172 39.35 . 15.917 35.2883 39.35 . 16.000 35.5593 39.35 . 16.083 35.7700 30.60 . 16.167 35.9808 30.60 . 16.250 36.1915 30.60 . 16.333 36.3005 15.82 . 16.417 36.4095 15.82 . 16.500 36.5184 15.82 . 16.583 36.5954 11.18 • Q 16.667 36.6725 11.18 . Q 16.750 36.7495 11.18 . Q 16.833 36.8071 8.37 . Q 16.917 36.8647 8.37 . Q 17.000 36.9224 8.37 . Q 17.083 36.9779 8.06 . Q 17.167 37.0334 8.06 . Q 17.250 37.0890 8.06 . Q 17.333 37.1533 9.33 . Q 17.417 37.2175 9.33 . Q 17.500 37.2818 9.33 . Q 17.583 37.3474 9.52 . Q 17.667 37.4129 9.52 . Q 17.750 37.4784 9.52 . Q 17.833 37.5410 9.08 • Q 17.917 37.6035 9.08 • Q 18.000 37.6661 9.08 • Q 18.083 37.7225 8.19 . Q 18.167 37.7788 8.19 . Q 18.250 37.8352 8.19 . Q 18.333 37.8901 7.96 . Q 18.417 37.9449 7.96 . Q 18.500 37.9998 7.96 . Q 18.583 38.0506 7.38 . Q 18.667 38.1014 7.38 . Q 18.750 38.1522 7.38 . Q 18.833 38.1927 5.88 . Q 18.917 38.2331 5.88 . Q 19.000 38.2736 5.88 . Q 19.083 38.3091 5.15 . Q 19.167 38.3446 5.15 . Q 19.250 38.3801 5.15 . Q 19.333 38.4230 6.22 . Q 19.417 38.4658 6.22 . Q 19.500 38.5087 6.22 . Q 19.583 38.5550 6.73 . Q 19.667 38.6014 6.73 . Q 19.750 38.6478 6.73 . Q 19.833 38.6860 5.55 . Q 19.917 38.7243 5.55 . Q 20.000 38.7625 5.55 . Q 20.083 38.7969 4.98 . Q 20.167 38.8312 4.98 . Q 20.250 38.8655 4.98 . Q 20.333 38.9043 5.63 . Q Q. Q. Q. Q .V Q . V Q . V Q . V . Q • V . Q • V . Q • V . Q . V . Q V • Q V • Q V • Q V Q . V Q . V Q . V V V V V V V V V V V V V V V V V V ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . 20.417 38.9431 5.63 . Q V . 20.500 38.9819 5.63 . Q V . 20.583 39.0214 5.74 . Q V . 20.667 39.0610 5.74 . Q V . 20.750 39.1006 5.74 . Q V . 20.833 39.1369 5.28 . Q V . 20.917 39.1733 5.28 . Q V . 21.000 39.2096 5.28 . Q V . 21.083 39.2431 4.86 . Q V . 21.167 39.2766 4.86 . Q V . 21.250 39.3101 4.86 . Q V . 21.333 39.3450 5.07 . Q V . 21.417 39.3799 5.07 . Q V . 21.500 39.4148 5.07 . Q V. 21.583 39.4476 4.77 . Q V. 21.667 39.4804 4.77 . Q V. 21.750 39.5132 4.77 . Q V. 21.833 39.5477 5.01 . Q V. 21.917 39.5822 5.01 . Q V. 22.000 39.6167 5.01 . Q V. 22.083 39.6493 4.74 . Q V. 22.167 39.6820 4.74 . Q V. 22.250 39.7146 4.74 . Q V. 22.333 39.7490 5.00 . Q V. 22.417 39.7834 5.00 . Q V. 22.500 39.8179 5.00 . Q V. 22.583 39.8470 4.23 . Q V. 22.667 39.8761 4.23 . Q V. 22.750 39.9053 4.23 . Q V. 22.833 39.9331 4.04 . Q V. 22.917 39.9610 4.04 . Q V. 23.000 39.9888 4.04 . Q V. 23.083 40.0162 3.97 . Q V. 23.166 40.0436 3.97 . Q V. 23.250 40.0710 3.97 . Q V. 23.333 40.0980 3.93 . Q V. 23.416 40.1251 3.93 . Q V. 23.500 40.1522 3.93 . Q V. 23.583 40.1791 3.91 . Q V. 23.666 40.2060 3.91 . Q V. 23.750 40.2329 3.91 . Q V. 23.833 40.2598 3.90 . Q V. 23.916 40.2866 3.90 . Q V. 24.000 40.3135 3.90 . Q V. 24.083 40.3334 2.89 .Q V. 24.166 40.3533 2.89 .Q V. 24.250 40.3732 2.89 .Q V. 24.333 40.3800 0.99 Q V. 24.416 40.3869 0.99 Q V. 24.500 40.3937 0.99 Q V. 24.583 40.3970 0.48 Q V. 24.666 40.4003 0.48 Q V. 24.750 40.4036 0.48 Q V. 24.833 40.4054 0.25 Q V. 24.916 40.4071 0.25 Q V. 25.000 40.4089 0.25 Q V. 25.083 40.4097 0.12 Q V. 25.166 40.4106 0.12 Q V. 25.250 40.4114 0.12 Q V. 25.333 40.4118 0.06 Q V. 25.416 40.4123 0.06 Q V. 25.500 40.4127 0.06 Q V. 25.583 40.4129 0.03 Q V. 25.666 40.4131 0.03 Q V. 25.750 40.4132 0.03 Q V. 25.833 40.4133 0.01 Q V. 25.916 40.4134 0.01 Q V. 26.000 40.4135 0.01 Q V. 26.083 40.4135 0.00 Q V. 26.166 40.4135 0.00 Q V. 26.250 40.4135 0.00 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1575.0 10% 1020.0 20% 690.0 30% 525.0 40% 480.0 50% 375.0 60% 225.0 70% 180.0 80% 45.0 90% 30.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.179 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 77.640 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 12.394 147.738 2 56.184 522.001 3 76.848 246.318 4 85.296 100.709 5 90.213 58.608 6 93.486 39.021 7 95.821 27.826 8 97.435 19.239 9 98.351 10.926 10 98.908 6.643 11 99.414 6.023 12 99.765 4.193 13 99.941 2.097 14 100.000 0.699 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0050 0.0042 2 0.0138 0.0075 0.0063 3 0.0138 0.0075 0.0063 4 0.0184 0.0100 0.0084 5 0.0138 0.0075 0.0063 6 0.0138 0.0075 0.0063 7 0.0138 0.0075 0.0063 8 0.0184 0.0100 0.0084 9 0.0184 0.0100 0.0084 10 0.0184 0.0100 0.0084 11 0.0231 0.0126 0.0105 12 0.0231 0.0126 0.0105 13 0.0231 0.0126 0.0105 14 0.0231 0.0126 0.0105 15 0.0231 0.0126 0.0105 16 0.0277 0.0151 0.0126 17 0.0277 0.0151 0.0126 18 0.0323 0.0176 0.0147 19 0.0323 0.0176 0.0147 20 0.0369 0.0201 0.0168 21 0.0277 0.0151 0.0126 22 0.0323 0.0176 0.0147 23 0.0369 0.0201 0.0168 24 0.0369 0.0201 0.0168 25 0.0415 0.0226 0.0189 26 0.0415 0.0226 0.0189 27 0.0461 0.0251 0.0210 28 0.0461 0.0251 0.0210 29 0.0461 0.0251 0.0210 30 0.0507 0.0276 0.0231 31 0.0553 0.0301 0.0252 32 0.0599 0.0327 0.0273 33 0.0692 0.0377 0.0315 34 0.0692 0.0377 0.0315 35 0.0738 0.0402 0.0336 36 0.0784 0.0427 0.0357 37 0.0876 0.0477 0.0399 38 0.0922 0.0502 0.0420 39 0.0968 0.0528 0.0440 40 0.1014 0.0553 0.0461 41 0.0692 0.0377 0.0315 42 0.0692 0.0377 0.0315 43 0.0922 0.0502 0.0420 44 0.0922 0.0502 0.0420 45 0.0876 0.0477 0.0399 46 0.0876 0.0477 0.0399 47 0.0784 0.0427 0.0357 48 0.0830 0.0452 0.0378 49 0.1153 0.0628 0.0524 50 0.1199 0.0653 0.0545 51 0.1291 0.0703 0.0587 52 0.1337 0.0729 0.0608 53 0.1567 0.0782 0.0785 54 0.1567 0.0771 0.0797 55 0.1060 0.0578 0.0482 56 0.1060 0.0578 0.0482 57 0.1245 0.0678 0.0566 58 0.1199 0.0653 0.0545 59 0.1199 0.0653 0.0545 60 0.1153 0.0628 0.0524 61 0.1106 0.0603 0.0503 62 0.1060 0.0578 0.0482 63 0.0876 0.0477 0.0399 64 0.0876 0.0477 0.0399 65 0.0184 0.0100 0.0084 66 0.0184 0.0100 0.0084 67 0.0138 0.0075 0.0063 68 0.0138 0.0075 0.0063 69 0.0231 0.0126 0.0105 70 0.0231 0.0126 0.0105 71 0.0231 0.0126 0.0105 72 0.0184 0.0100 0.0084 73 0.0184 0.0100 0.0084 74 0.0184 0.0100 0.0084 75 0.0138 0.0075 0.0063 76 0.0092 0.0050 0.0042 77 0.0138 0.0075 0.0063 78 0.0184 0.0100 0.0084 79 0.0138 0.0075 0.0063 80 0.0092 0.0050 0.0042 81 0.0138 0.0075 0.0063 82 0.0138 0.0075 0.0063 83 0.0138 0.0075 0.0063 84 0.0092 0.0050 0.0042 85 0.0138 0.0075 0.0063 86 0.0092 0.0050 0.0042 87 0.0138 0.0075 0.0063 88 0.0092 0.0050 0.0042 89 0.0138 0.0075 0.0063 90 0.0092 0.0050 0.0042 91 0.0092 0.0050 0.0042 92 0.0092 0.0050 0.0042 93 0.0092 0.0050 0.0042 94 0.0092 0.0050 0.0042 95 0.0092 0.0050 0.0042 96 0.0092 0.0050 0.0042 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 2.50 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.11 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 61.5276 52.0437 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 0.083 0.0043 0.62 Q 0.167 0.0085 0.62 Q 0.250 0.0128 0.62 Q 0.333 0.0343 3.12 VQ 0.417 0.0558 3.12 VQ 0.500 0.0773 3.12 VQ 0.583 0.1134 5.25 V Q 0.667 0.1495 5.25 V Q 0.750 0.1857 5.25 V Q 0.833 0.2304 6.50 V Q 0.917 0.2752 6.50 V Q 1.000 0.3199 6.50 V Q 1.083 0.3732 7.74 V Q 1.167 0.4265 7.74 V Q 1.250 0.4798 7.74 V Q 1.333 0.5311 7.45 V Q 1.417 0.5824 7.45 V Q 1.500 0.6337 7.45 V Q 1.583 0.6842 7.34 V Q 1.667 0.7348 7.34 V Q 1.750 0.7853 7.34 V Q 1.833 0.8384 7.70 V Q 1.917 0.8914 7.70 V Q 2.000 0.9445 7.70 V Q 2.083 1.0053 8.84 V Q 2.167 1.0662 8.84 V Q 2.250 1.1271 8.84 V Q 2.333 1.1918 9.39 V Q 2.417 1.2564 9.39 V Q 2.500 1.3210 9.39 V Q 2.583 1.3894 9.93 .V Q 2.667 1.4578 9.93 .V Q 2.750 1.5261 9.93 .V Q 2.833 1.6030 11.16 .V Q 2.917 1.6798 11.16 .V Q 3.000 1.7567 11.16 .V Q 3.083 1.8377 11.77 .V Q 3.167 1.9187 11.77 .V Q 3.250 1.9998 11.77 .V Q 3.333 2.0827 12.04 .V Q 3.417 2.1656 12.04 .V Q 3.500 2.2485 12.04 .V Q 3.583 2.3326 12.20 .V Q 3.667 2.4166 12.20 .V Q 3.750 2.5006 12.20 .V Q 3.833 2.5875 12.61 .V Q 3.917 2.6744 12.61 . V Q . 4.000 2.7612 12.61 . V Q . 4.083 2.8561 13.78 . V Q . 4.167 2.9510 13.78 . V Q . 4.250 3.0459 13.78 . V Q . 4.333 3.1468 14.65 . V Q . 4.417 3.2477 14.65 . V Q . 4.500 3.3486 14.65 . V Q . 4.583 3.4588 15.99 . V Q . 4.667 3.5689 15.99 . V Q . 4.750 3.6791 15.99 . V Q . 4.833 3.7959 16.96 . V Q . 4.917 3.9127 16.96 . V Q . 5.000 4.0295 16.96 . V Q . 5.083 4.1517 17.74 . V Q . 5.167 4.2739 17.74 . V Q . 5.250 4.3961 17.74 . V Q . 5.333 4.5102 16.57 . V Q . 5.417 4.6243 16.57 . V Q . 5.500 4.7384 16.57 . V Q . 5.583 4.8574 17.28 . V Q . 5.667 4.9764 17.28 • V Q . 5.750 5.0954 17.28 . V Q . 5.833 5.2240 18.67 . V Q . 5.917 5.3526 18.67 • V Q . 6.000 5.4812 18.67 . V Q . 6.083 5.6162 19.60 . V Q . 6.167 5.7512 19.60 . V Q . 6.250 5.8862 19.60 . V Q . 6.333 6.0305 20.96 . V Q. 6.417 6.1749 20.96 . V Q. 6.500 6.3193 20.96 . V Q. 6.583 6.4704 21.94 . V Q. 6.667 6.6214 21.94 . V Q. 6.750 6.7725 21.94 . V Q. 6.833 6.9333 23.34 . V Q 6.917 7.0941 23.34 . V Q 7.000 7.2548 23.34 . V Q 7.083 7.4206 24.06 . V Q 7.167 7.5863 24.06 . V Q 7.250 7.7520 24.06 . V Q 7.333 7.9222 24.72 . V Q 7.417 8.0924 24.72 . V Q 7.500 8.2626 24.72 . V Q 7.583 8.4439 26.32 . V .Q 7.667 8.6252 26.32 . V .Q 7.750 8.8065 26.32 . V .Q 7.833 9.0020 28.38 . V . Q 7.917 9.1974 28.38 • V . Q 8.000 9.3929 28.38 . V . Q 8.083 9.6058 30.92 . V . Q 8.167 9.8188 30.92 . V . Q 8.250 10.0317 30.92 . V . Q 8.333 10.2661 34.02 . V . Q 8.417 10.5004 34.02 . V . Q 8.500 10.7347 34.02 . V . Q 8.583 10.9814 35.83 . V . Q 8.667 11.2282 35.83 . V . Q 8.750 11.4749 35.83 • V . Q . 8.833 11.7362 37.94 . V. Q . 8.917 11.9975 37.94 . V. Q . 9.000 12.2588 37.94 . V. Q . 9.083 12.5385 40.61 . V. Q . 9.167 12.8182 40.61 • V. Q . 9.250 13.0979 40.61 • V Q . 9.333 13.4019 44.14 . V Q. 9.417 13.7059 44.14 . V Q. 9.500 14.0099 44.14 . V Q. 9.583 14.3343 47.11 . .V Q 9.667 14.6587 47.11 . .V Q 9.750 14.9832 47.11 • .V Q 9.833 15.3261 49.79 • .V . Q 9.917 15.6690 49.79 • . V . Q 10.000 16.0119 49.79 . . V . Q 10.083 16.3556 49.91 . . V . Q 10.167 16.6993 49.91 . . V . Q 10.250 17.0431 49.91 . . V . Q 10.333 17.3420 43.41 • . V Q. 10.417 17.6410 43.41 • . V Q. 10.500 17.9400 43.41 • . V Q. 10.583 18.2291 41.98 . . V Q . 10.667 18.5183 41.98 . V Q . 10.750 18.8074 41.98 . V Q . 10.833 19.1268 46.38 . V Q 10.917 19.4462 46.38 . V Q 11.000 19.7657 46.38 • V Q 11.083 20.0966 48.06 . V .Q 11.167 20.4276 48.06 . V .Q 11.250 20.7586 48.06 . V .Q 11.333 21.0865 47.62 . V .Q 11.417 21.4145 47.62 . V .Q 11.500 21.7425 47.62 . V .Q 11.583 22.0648 46.80 . V Q 11.667 22.3871 46.80 . V Q 11.750 22.7095 46.80 . V Q 11.833 23.0188 44.91 • V Q. 11.917 23.3281 44.91 • V Q. 12.000 23.6374 44.91 • VQ. 12.083 23.9625 47.20 . V Q 12.167 24.2876 47.20 . V Q 12.250 24.6126 47.20 . V Q 12.333 24.9936 55.32 . V. Q 12.417 25.3746 55.32 . V. Q 12.500 25.7555 55.32 . V. Q . 12.583 26.1729 60.60 . V Q . 12.667 26.5902 60.60 . V Q . 12.750 27.0075 60.60 . V Q . 12.833 27.4554 65.02 . .V Q . 12.917 27.9032 65.02 . .V Q . 13.000 28.3510 65.02 . .V Q . 13.083 28.8387 70.81 . . V .Q 13.167 29.3264 70.81 • . V .Q 13.250 29.8141 70.81 • . V .Q 13.333 30.3778 81.85 . . V Q . 13.417 30.9415 81.85 .• V Q • 13.500 31.5051 81.85 . . V Q . 13.583 32.0776 83.12 . V Q . 13.667 32.6501 83.12 . V Q . 13.750 33.2226 83.12 . V Q . 13.833 33.7006 69.40 . V Q 13.917 34.1785 69.40 . V Q 14.000 34.6565 69.40 . V Q 14.083 35.1003 64.44 . V Q 14.167 35.5441 64.44 . VQ 14.250 35.9878 64.44 . VQ . 14.333 36.4448 66.35 . VQ. 14.417 36.9018 66.35 . VQ. 14.500 37.3587 66.35 • VQ. 14.583 37.8147 66.21 • Q. 14.667 38.2707 66.21 • Q. 14.750 38.7266 66.21 • Q. 14.833 39.1777 65.50 . QV 14.917 39.6288 65.50 . QV 15.000 40.0799 65.50 . QV 15.083 40.5192 63.79 • Q .V 15.167 40.9586 63.79 • Q .V 15.250 41.3979 63.79 • Q .V 15.333 41.8225 61.65 . Q V 15.417 42.2470 61.65 . Q . V 15.500 42.6716 61.65 . Q . V 15.583 43.0747 58.53 . Q . V 15.667 43.4778 58.53 • Q . V 15.750 43.8808 58.53 . . Q . V 15.833 44.2478 53.28 . . Q . V 15.917 44.6147 53.28 . . Q V 16.000 44.9816 53.28 . • Q V 16.083 45.2988 46.05 . Q V 16.167 45.6160 46.05 . Q V 16.250 45.9331 46.05 . . Q V 16.333 46.1290 28.44 . . Q V 16.417 46.3248 28.44 . . Q V 16.500 46.5207 28.44 . . Q V 16.583 46.6562 19.68 • Q . V 16.667 46.7917 19.68 . Q . V 16.750 46.9272 19.68 . Q . V 16.833 47.0302 14.96 . Q . V 16.917 47.1333 14.96 . Q . V 17.000 47.2364 14.96 . Q . V 17.083 47.3254 12.92 . Q . V 17.167 47.4143 12.92 . Q . V 17.250 47.5033 12.92 . Q V 17.333 47.5960 13.46 . Q V 17.417 47.6888 13.46 . Q V 17.500 47.7815 13.46 . Q V 17.583 47.8736 13.37 . Q V 17.667 47.9656 13.37 . Q V 17.750 48.0577 13.37 • Q V . 17.833 48.1452 12.71 • Q V . 17.917 48.2328 12.71 • Q V . 18.000 48.3204 12.71 . Q V . 18.083 48.3988 11.40 . Q V . 18.167 48.4773 11.40 . Q V . 18.250 48.5558 11.40 . Q V . 18.333 48.6299 10.75 . Q V . 18.417 48.7039 10.75 • Q V . 18.500 48.7780 10.75 • Q V . 18.583 48.8477 10.12 . Q V . 18.667 48.9174 10.12 . Q V . 18.750 48.9870 10.12 . Q V . 18.833 49.0457 8.52 . Q V . 18.917 49.1044 8.52 . Q V . 19.000 49.1630 8.52 . Q V . 19.083 49.2119 7.10 . Q V . 19.167 49.2609 7.10 . Q V . 19.250 49.3098 7.10 . Q V . 19.333 49.3629 7.72 . Q V . 19.417 49.4161 7.72 . Q V . 19.500 49.4692 7.72 . Q V . 19.583 49.5289 8.67 . Q V . 19.667 49.5886 8.67 . Q V . 19.750 49.6483 8.67 . Q V . 19.833 49.7018 7.78 . Q V . 19.917 49.7554 7.78 . Q V . 20.000 49.8090 7.78 . Q V . 20.083 49.8549 6.66 . Q V . 20.167 49.9008 6.66 . Q V . 20.250 49.9467 6.66 . Q V . 20.333 49.9957 7.13 . Q V . 20.417 50.0448 7.13 . Q V . 20.500 50.0939 7.13 . Q V . 20.583 50.1447 7.38 . Q V . 20.667 50.1956 7.38 . Q V . 20.750 50.2464 7.38 . Q V . 20.833 50.2955 7.13 . Q V . 20.917 50.3446 7.13 . Q V . 21.000 50.3937 7.13 . Q V . 21.083 50.4376 6.37 . Q V . 21.167 50.4814 6.37 . Q V . 21.250 50.5253 6.37 . Q V . 21.333 50.5709 6.63 . Q V . 21.417 50.6166 6.63 . Q V . 21.500 50.6623 6.63 . Q V . 21.583 50.7047 6.16 . Q V . 21.667 50.7472 6.16 . Q V. 21.750 50.7896 6.16 . Q V. 21.833 50.8346 6.54 . Q V. 21.917 50.8796 6.54 . Q V. 22.000 50.9246 6.54 . Q V. 22.083 50.9667 6.11 . Q V. 22.167 51.0088 6.11 . Q V. 22.250 51.0508 6.11 . Q V. 22.333 51.0955 6.49 . Q V. 22.417 51.1401 6.49 . Q V. 22.500 51.1848 6.49 . Q V. 22.583 51.2244 5.76 . Q V. 22.667 51.2641 5.76 . Q V. 22.750 51.3037 5.76 . Q V. 22.833 51.3407 5.37 . Q V. 22.917 51.3777 5.37 . Q V. 23.000 51.4147 5.37 . Q V. 23.083 51.4507 5.23 . Q V. 23.166 51.4867 5.23 . Q V. 23.250 51.5228 5.23 . Q V. 23.333 51.5583 5.15 . Q V. 23.416 51.5937 5.15 . Q V. 23.500 51.6292 5.15 . Q V. 23.583 51.6643 5.10 . Q V. 23.666 51.6995 5.10 . Q V. 23.750 51.7346 5.10 . Q V. 23.833 51.7695 5.07 . Q V. 23.916 51.8044 5.07 . Q V. 24.000 51.8392 5.07 . Q V. 24.083 51.8697 4.42 .Q V. 24.166 51.9001 4.42 .Q V. 24.250 51.9306 4.42 .Q V. 24.333 51.9458 2.22 Q V. 24.416 51.9611 2.22 Q V. 24.500 51.9764 2.22 Q V. 24.583 51.9844 1.17 Q V. 24.666 51.9925 1.17 Q V. 24.750 52.0006 1.17 Q V. 24.833 52.0058 0.75 Q V. 24.916 52.0109 0.75 Q V. 25.000 52.0160 0.75 Q V. 25.083 52.0194 0.49 Q V. 25.166 52.0228 0.49 Q V. 25.250 52.0262 0.49 Q V. 25.333 52.0285 0.33 Q V. 25.416 52.0308 0.33 Q V. 25.500 52.0330 0.33 Q V. 25.583 52.0344 0.21 Q V. 25.666 52.0359 0.21 Q V. 25.750 52.0373 0.21 Q V. 25.833 52.0382 0.13 Q V. 25.916 52.0391 0.13 Q V. 26.000 52.0400 0.13 Q V. 26.083 52.0405 0.08 Q V. 26.166 52.0411 0.08 Q V. 26.250 52.0417 0.08 Q V. 26.333 52.0421 0.05 Q V. 26.416 52.0424 0.05 Q V. 26.500 52.0428 0.05 Q V. 26.583 52.0430 0.03 Q V. 26.666 52.0432 0.03 Q V. 26.750 52.0434 0.03 Q V. 26.833 52.0435 0.01 Q V. 26.916 52.0436 0.01 Q V. 27.000 52.0437 0.01 Q V. 27.083 52.0437 0.00 Q V 27.166 52.0437 0.00 Q V 27.250 52.0437 0.00 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1635.0 10% 1035.0 20% 705.0 30% 540.0 40% 480.0 50% 420.0 60% 240.0 70% 195.0 80% 60.0 90% 30.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 » »>STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » »>VIEW STREAM NUMBER 2 HYDROGRAPH « «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0112 1.62 Q 0.167 0.0224 1.62 Q 0.250 0.0335 1.62 Q 0.333 0.0784 6.52 VQ 0.417 0.1234 6.52 VQ 0.500 0.1683 6.52 VQ 0.583 0.2378 10.11 V Q 0.667 0.3074 10.11 V Q 0.750 0.3770 10.11 V Q 0.833 0.4620 12.34 V Q 0.917 0.5470 12.34 V Q 1.000 0.6320 12.34 V Q 1.083 0.7303 14.27 V Q 1.167 0.8285 14.27 V Q 1.250 0.9268 14.27 V Q 1.333 1.0192 13.41 V Q 1.417 1.1116 13.41 V Q 1.500 1.2040 13.41 V Q 1.583 1.2951 13.23 V Q 1.667 1.3862 13.23 V Q 1.750 1.4774 13.23 V Q 1.833 1.5743 14.08 V Q 1.917 1.6713 14.08 V Q 2.000 1.7682 14.08 V Q 2.083 1.8794 16.15 V Q 2.167 1.9906 16.15 V Q 2.250 2.1018 16.15 V Q 2.333 2.2185 16.94 V Q 2.417 2.3351 16.94 .V Q 2.500 2.4518 16.94 .V Q 2.583 2.5764 18.09 .V Q 2.667 2.7010 18.09 .V Q 2.750 2.8256 18.09 .V Q 2.833 2.9656 20.33 .V Q 2.917 3.1056 20.33 .V Q 3.000 3.2456 20.33 .V Q 3.083 3.3917 21.22 .V Q 3.167 3.5378 21.22 .V Q 3.250 3.6840 21.22 .V Q 3.333 3.8329 21.62 .V Q 3.417 3.9818 21.62 .V Q 3.500 4.1308 21.62 .V Q 3.583 4.2813 21.86 .V Q 3.667 4.4318 21.86 .V Q 3.750 4.5824 21.86 .V Q 3.833 4.7394 22.81 . V Q 3.917 4.8965 22.81 . V Q 4.000 5.0536 22.81 . V Q 4.083 5.2253 24.94 . V Q 4.167 5.3970 24.94 . V Q 4.250 5.5688 24.94 . V Q 4.333 5.7518 26.58 . V Q 4.417 5.9349 26.58 . V Q 4.500 6.1179 26.58 . V Q 4.583 6.3175 28.98 . V Q 4.667 6.5171 28.98 . V Q . 4.750 6.7167 28.98 . V Q . 4.833 6.9286 30.77 . V Q . 4.917 7.1406 30.77 • V Q . 5.000 7.3525 30.77 • V Q . 5.083 7.5704 31.64 . V Q . 5.167 7.7884 31.64 . V Q . 5.250 8.0063 31.64 . V Q . 5.333 8.2089 29.41 • V Q . 5.417 8.4114 29.41 • V Q . 5.500 8.6140 29.41 • V Q . 5.583 8.8290 31.22 . V Q . 5.667 9.0440 31.22 . V Q . 5.750 9.2590 31.22 . V Q . 5.833 9.4909 33.67 . V Q . 5.917 9.7228 33.67 . V Q . 6.000 9.9547 33.67 • V Q . 6.083 10.1984 35.38 . V Q . 6.167 10.4420 35.38 • V Q . 6.250 10.6857 35.38 . V Q . 6.333 10.9462 37.82 . V Q . 6.417 11.2067 37.82 . V Q . 6.500 11.4672 37.82 . V Q . 6.583 11.7401 39.63 • V Q . 6.667 12.0131 39.63 • V Q . 6.750 12.2860 39.63 • V Q . 6.833 12.5762 42.13 • V Q . 6.917 12.8664 42.13 . V Q . 7.000 13.1566 42.13 . V Q . 7.083 13.4540 43.19 . V Q . 7.167 13.7515 43.19 . V Q . 7.250 14.0489 43.19 • V Q . 7.333 14.3554 44.50 . V Q . 7.417 14.6619 44.50 . V Q . 7.500 14.9684 44.50 . V Q . 7.583 15.2965 47.65 . V Q. 7.667 15.6246 47.65 . V Q. 7.750 15.9528 47.65 . V Q. 7.833 16.3071 51.45 . V Q 7.917 16.6614 51.45 . V Q 8.000 17.0157 51.45 • V Q 8.083 17.4037 56.33 • V .Q 8.167 17.7916 56.33 • V .Q 8.250 18.1795 56.33 • V .Q 8.333 18.6049 61.77 . V . Q 8.417 19.0303 61.77 . V . Q 8.500 19.4557 61.77 . V . Q 8.583 19.9020 64.80 . V . Q 8.667 20.3483 64.80 . V . Q 8.750 20.7945 64.80 . V . Q 8.833 21.2677 68.70 . V. Q 8.917 21.7408 68.70 • V. Q 9.000 22.2140 68.70 . V. Q 9.083 22.7220 73.77 . V. Q 9.167 23.2301 73.77 . V Q . 9.250 23.7381 73.77 . V Q . 9.333 24.2901 80.15 . V Q . 9.417 24.8421 80.15 • V Q . 9.500 25.3941 80.15 . V Q . 9.583 25.9816 85.30 . .V Q . 9.667 26.5691 85.30 . .V Q . 9.750 27.1566 85.30 . .V Q . 9.833 27.7767 90.04 . . V Q . 9.917 28.3968 90.04 . . V Q . 10.000 29.0169 90.04 . . V Q . 10.083 29.6240 88.15 . . V Q . 10.167 30.2310 88.15 • . V Q . 10.250 30.8381 88.15 . . V Q . 10.333 31.3584 75.54 . . V Q . 10.417 31.8786 75.54 . . V Q 10.500 32.3989 75.54 . . VQ 10.583 32.9160 75.09 . VQ 10.667 33.4332 75.09 . VQ . 10.750 33.9504 75.09 • VQ . 10.833 34.5259 83.57 . V Q . 10.917 35.1014 83.57 • VQ . 11.000 35.6769 83.57 • VQ . 11.083 36.2666 85.62 . V Q . 11.167 36.8563 85.62 . V Q . 11.250 37.4460 85.62 . VQ . 11.333 38.0288 84.62 . Q . 11.417 38.6116 84.62 . Q . 11.500 39.1944 84.62 . Q . 11.583 39.7645 82.77 . QV . 11.667 40.3345 82.77 . QV . 11.750 40.9046 82.77 . QV . 11.833 41.4520 79.48 . Q V . 11.917 41.9993 79.48 • Q V . 12.000 42.5467 79.48 • Q V . 12.083 43.1369 85.70 . QV . 12.167 43.7272 85.70 . QV . 12.250 44.3174 85.70 . Q V. 12.333 45.0129 100.98 . VQ 12.417 45.7084 100.98 . VQ 12.500 46.4039 100.98 . Q 12.583 47.1614 109.99 • VQ 12.667 47.9188 109.99 • VQ 12.750 48.6763 109.99 • .Q 12.833 49.4881 117.87 • .V Q 12.917 50.2998 117.87 . .V Q 13.000 51.1115 117.87 . . VQ 13.083 52.0035 129.51 . . V Q . 13.167 52.8954 129.51 . . V Q . 13.250 53.7874 129.51 . . V Q . 13.333 54.8124 148.83 • . V Q. 13.417 55.8373 148.83 • V Q. 13.500 56.8623 148.83 • V Q. 13.583 57.8666 145.83 • V Q. 13.667 58.8709 145.83 . V Q. 13.750 59.8753 145.83 . . V Q. 13.833 60.7009 119.88 . . Q V . 13.917 61.5265 119.88 . . Q V . 14.000 62.3522 119.88 • . Q V . 14.083 63.1371 113.97 • . Q V . 14.167 63.9220 113.97 • . Q V . 14.250 64.7070 113.97 • . Q V . 14.333 65.5188 117.88 . . Q V . 14.417 66.3306 117.88 . . Q V . 14.500 67.1425 117.88 . . Q V. 14.583 67.9485 117.04 . . Q V. 14.667 68.7546 117.04 . . Q V. 14.750 69.5607 117.04 . . Q V 14.833 70.3573 115.67 • . Q V 14.917 71.1539 115.67 • . Q V 15.000 71.9506 115.67 .• Q V 15.083 72.7251 112.47 . . Q V 15.167 73.4997 112.47 . . Q V 15.250 74.2742 112.47 . . Q . V 15.333 75.0220 108.57 . .Q . V 15.417 75.7697 108.57 • .Q . V 15.500 76.5175 108.57 • .Q . V 15.583 77.2206 102.10 . Q . V 15.667 77.9238 102.10 . Q . V 15.750 78.6270 102.10 . Q . V 15.833 79.2650 92.63 . Q V 15.917 79.9029 92.63 . Q V 16.000 80.5409 92.63 . Q V 16.083 81.0688 76.65 • Q V 16.167 81.5967 76.65 • Q V 16.250 82.1246 76.65 • . Q V 16.333 82.4294 44.26 . Q . V 16.417 82.7342 44.26 . Q . V 16.500 83.0391 44.26 . Q . V 16.583 83.2516 30.86 . Q . V 16.667 83.4641 30.86 . Q V 16.750 83.6766 30.86 . Q V 16.833 83.8373 23.33 . Q V 16.917 83.9980 23.33 . Q V 17.000 84.1587 23.33 . Q V 17.083 84.3032 20.99 . Q V 17.167 84.4477 20.99 . Q V 17.250 84.5923 20.99 • Q V 17.333 84.7493 22.80 . Q V 17.417 84.9063 22.80 . Q V 17.500 85.0633 22.80 . Q V 17.583 85.2209 22.88 . Q V 17.667 85.3785 22.88 . Q V . 17.750 85.5361 22.88 . Q V . 17.833 85.6862 21.79 . Q V . 17.917 85.8363 21.79 • Q V . 18.000 85.9864 21.79 . Q V . 18.083 86.1212 19.58 . Q V . 18.167 86.2561 19.58 • Q V . 18.250 86.3910 19.58 . Q V . 18.333 86.5199 18.72 . Q V . 18.417 86.6488 18.72 . Q V . 18.500 86.7777 18.72 . Q V . 18.583 86.8982 17.49 . Q V . 18.667 87.0187 17.49 • Q V . 18.750 87.1392 17.49 • Q V . 18.833 87.2383 14.40 . Q V . 18.917 87.3375 14.40 . Q V . 19.000 87.4366 14.40 . Q V . 19.083 87.5210 12.26 . Q V . 19.167 87.6054 12.26 . Q V . 19.250 87.6898 12.26 . Q V . 19.333 87.7858 13.94 . Q V . 19.417 87.8818 13.94 . Q V . 19.500 87.9778 13.94 . Q V . 19.583 88.0839 15.40 . Q V . 19.667 88.1900 15.40 . Q V . 19.750 88.2960 15.40 . Q V . 19.833 88.3878 13.33 . Q V . 19.917 88.4797 13.33 . Q V . 20.000 88.5715 13.33 . Q V . 20.083 88.6517 11.65 . Q V . 20.167 88.7319 11.65 . Q V . 20.250 88.8121 11.65 . Q V . 20.333 88.9000 12.76 . Q V . 20.417 88.9879 12.76 . Q V . 20.500 89.0758 12.76 . Q V . 20.583 89.1662 13.12 . Q V . 20.667 89.2565 13.12 . Q V . 20.750 89.3469 13.12 . Q V . 20.833 89.4324 12.41 . Q V . 20.917 89.5179 12.41 . Q V . 21.000 89.6034 12.41 . Q V . 21.083 89.6807 11.23 . Q V . 21.167 89.7580 11.23 . Q V . 21.250 89.8353 11.23 . Q V . 21.333 89.9159 11.70 . Q V . 21.417 89.9965 11.70 . Q V . 21.500 90.0770 11.70 . Q V . 21.583 90.1523 10.93 . Q V. 21.667 90.2275 10.93 . Q V. 21.750 90.3028 10.93 . Q V. 21.833 90.3823 11.55 . Q V. 21.917 90.4618 11.55 . Q V. 22.000 90.5413 11.55 . Q V. 22.083 90.6160 10.85 . Q V. 22.167 90.6907 10.85 . Q V. 22.250 90.7654 10.85 . Q V. 22.333 90.8445 11.48 . Q V. 22.417 90.9235 11.48 . Q V. 22.500 91.0026 11.48 . Q V. 22.583 91.0714 9.99 .Q V. 22.667 91.1402 9.99 .Q V. 22.750 91.2089 9.99 .Q V. 22.833 91.2738 9.42 .Q V. 22.917 91.3386 9.42 .Q V. 23.000 91.4035 9.42 .Q V. 23.083 91.4669 9.21 .Q V. 23.167 91.5303 9.21 .Q V. 23.250 91.5937 9.21 .Q V. 23.333 91.6562 9.08 .Q V. 23.417 91.7188 9.08 .Q V. 23.500 91.7813 9.08 .Q V. 23.583 91.8434 9.01 .Q V. 23.667 91.9054 9.01 .Q V. 23.750 91.9675 9.01 .Q V. 23.833 92.0292 8.96 .Q V. 23.917 92.0910 8.96 .Q V. 24.000 92.1527 8.96 .Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1445.0 10% 1020.0 20% 705.0 30% 525.0 40% 480.0 50% 420.0 60% 240.0 70% 180.0 80% 60.0 90% 30.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V effective depth (and volume) V outflow ^ I \ dead 1 basin outlet storage OUTFLOW (STREAM 2) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 0.000 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.167 0.250 0.333 0.417 0.500 0.583 0.667 0.750 0.833 0.917 1.000 1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.833 1.917 2.000 2.083 2.167 2.250 2.333 2.417 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.62 1.62 1.62 6.52 6.52 6.52 10.11 10.11 10.11 12.34 12.34 12.34 14.27 14.27 14.27 13.41 13.41 13.41 13.23 13.23 13.23 14.08 14.08 14.08 16.15 16.15 16.15 16.94 16.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.08 0.09 0.10 0.11 0.11 0.12 0.13 0.14 0.14 0.15 0.16 0.17 0.18 0.19 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.011 0.022 0.034 0.078 0.123 0.168 0.238 0.307 0.377 0.462 0.547 0.632 0.730 0.829 0.927 1.019 1.112 1.204 1.295 1.386 1.477 1.574 1.671 1.768 1.879 1.990 2.102 2.218 2.335 2.500 0.000 16.94 0.00 0.20 0.0 2.452 2.583 0.000 18.09 0.00 0.21 0.0 2.576 2.667 0.000 18.09 0.00 0.22 0.0 2.701 2.750 0.000 18.09 0.00 0.23 0.0 2.825 2.833 0.000 20.33 0.00 0.24 0.0 2.965 2.917 0.000 20.33 0.00 0.25 0.0 3.105 3.000 0.000 20.33 0.00 0.27 0.0 3.245 3.083 0.000 21.22 0.00 0.28 0.0 3.391 3.167 0.000 21.22 0.00 0.29 0.0 3.538 3.250 0.000 21.22 0.00 0.30 0.0 3.684 3.333 0.000 21.62 0.00 0.31 0.0 3.833 3.417 0.000 21.62 0.00 0.33 0.0 3.981 3.500 0.000 21.62 0.00 0.34 0.0 4.130 3.583 0.000 21.86 0.00 0.35 0.0 4.281 3.667 0.000 21.86 0.00 0.36 0.0 4.431 3.750 0.000 21.86 0.00 0.37 0.0 4.582 3.833 0.000 22.81 0.00 0.39 0.0 4.739 3.917 0.000 22.81 0.00 0.40 0.0 4.896 4.000 0.000 22.81 0.00 0.41 0.0 5.053 4.083 0.000 24.94 0.00 0.43 0.0 5.225 4.167 0.000 24.94 0.00 0.44 0.0 5.396 4.250 0.000 24.94 0.00 0.46 0.0 5.568 4.333 0.000 26.58 0.00 0.47 0.0 5.751 4.417 0.000 26.58 0.00 0.49 0.0 5.934 4.500 0.000 26.58 0.00 0.50 0.0 6.117 4.583 0.000 28.98 0.00 0.52 0.0 6.317 4.667 0.000 28.98 0.00 0.53 0.0 6.516 4.750 0.000 28.98 0.00 0.55 0.0 6.716 4.833 0.000 30.77 0.00 0.57 0.0 6.928 4.917 0.000 30.77 0.00 0.58 0.0 7.140 5.000 0.000 30.77 0.00 0.60 0.0 7.351 5.083 0.000 31.64 0.00 0.62 0.0 7.569 5.167 0.000 31.64 0.00 0.64 0.0 7.787 5.250 0.000 31.64 0.00 0.66 0.0 8.005 5.333 0.000 29.41 0.00 0.67 0.0 8.208 5.417 0.000 29.41 0.00 0.69 0.0 8.410 5.500 0.000 29.41 0.00 0.70 0.0 8.613 5.583 0.000 31.22 0.00 0.72 0.0 8.828 5.667 0.000 31.22 0.00 0.74 0.0 9.043 5.750 0.000 31.22 0.00 0.76 0.0 9.257 5.833 0.000 33.67 0.00 0.78 0.0 9.489 5.917 0.000 33.67 0.00 0.80 0.0 9.721 6.000 0.000 33.67 0.00 0.81 0.0 9.953 6.083 0.000 35.38 0.00 0.83 0.0 10.197 6.167 0.000 35.38 0.00 0.85 0.0 10.440 6.250 0.000 35.38 0.00 0.87 0.0 10.684 6.333 0.000 37.82 0.00 0.90 0.0 10.944 6.417 0.000 37.82 0.00 0.92 0.0 11.205 6.500 0.000 37.82 0.00 0.94 0.0 11.465 6.583 0.000 39.63 0.00 0.96 0.0 11.738 6.667 0.000 39.63 0.00 0.98 0.0 12.011 6.750 0.000 39.63 0.00 1.01 0.0 12.284 6.833 0.000 42.13 0.00 1.03 0.0 12.574 6.917 0.000 42.13 0.00 1.05 0.0 12.864 7.000 0.000 42.13 0.00 1.07 0.0 13.154 7.083 0.000 43.19 0.00 1.10 0.0 13.451 7.167 0.000 43.19 0.00 1.12 0.0 13.749 7.250 0.000 43.19 0.00 1.15 0.0 14.046 7.333 0.000 44.50 0.00 1.17 0.0 14.353 7.417 0.000 44.50 0.00 1.19 0.0 14.659 7.500 0.000 44.50 0.00 1.22 0.0 14.965 7.583 0.000 47.65 0.00 1.25 0.0 15.293 7.667 0.000 47.65 0.00 1.27 0.0 15.621 7.750 0.000 47.65 0.00 1.30 0.0 15.949 7.833 0.000 51.45 0.00 1.33 0.0 16.304 7.917 0.000 51.45 0.00 1.35 0.0 16.658 8.000 0.000 51.45 0.00 1.38 0.0 17.012 8.083 0.000 56.33 0.00 1.41 0.0 17.400 8.167 0.000 56.33 0.00 1.44 0.0 17.788 8.250 0.000 56.33 0.00 1.48 0.0 18.176 8.333 0.000 61.77 0.00 1.51 0.0 18.601 8.417 0.000 61.77 0.00 1.54 0.0 19.026 8.500 0.000 61.77 0.00 1.58 0.0 19.451 8.583 0.000 64.80 0.00 1.61 0.0 19.898 8.667 0.000 64.80 0.00 1.65 0.0 20.344 8.750 0.000 64.80 0.00 1.68 0.0 20.790 8.833 0.000 68.70 0.00 1.72 0.0 21.263 8.917 0.000 68.70 0.00 1.76 0.0 21.736 9.000 0.000 68.70 0.00 1.80 0.0 22.209 9.083 0.000 73.77 0.00 1.84 0.0 22.717 9.167 0.000 73.77 0.00 1.88 0.0 23.225 9.250 0.000 73.77 0.00 1.92 0.0 23.733 9.333 0.000 80.15 0.00 1.96 0.0 24.284 9.417 0.000 80.15 0.00 2.01 0.0 24.836 9.500 0.000 80.15 0.00 2.05 0.0 25.388 9.583 0.000 85.30 0.00 2.10 0.0 25.975 9.667 0.000 85.30 0.00 2.14 0.0 26.563 9.750 0.000 85.30 0.00 2.19 0.0 27.150 9.833 0.000 90.04 0.00 2.24 0.0 27.770 9.917 0.000 90.04 0.00 2.29 0.0 28.390 10.000 0.000 90.04 0.00 2.34 0.0 29.010 10.083 0.000 88.15 0.00 2.38 0.0 29.617 10.167 0.000 88.15 0.00 2.43 0.0 30.224 10.250 0.000 88.15 0.00 2.48 0.0 30.830 10.333 0.000 75.54 0.00 2.52 0.0 31.351 10.417 0.000 75.54 0.00 2.56 0.0 31.871 10.500 0.000 75.54 0.00 2.60 0.0 32.391 10.583 0.000 75.09 0.00 2.64 0.0 32.908 10.667 0.000 75.09 0.00 2.68 0.0 33.425 10.750 0.000 75.09 0.00 2.72 1.2 33.933 10.833 0.000 83.57 0.00 2.76 4.8 34.476 10.917 0.000 83.57 0.00 2.80 9.3 34.987 11.000 0.000 83.57 0.00 2.84 13.6 35.469 11.083 0.000 85.62 0.00 2.88 17.8 35.936 11.167 0.000 85.62 0.00 2.91 21.7 36.377 11.250 0.000 85.62 0.00 2.94 25.4 36.791 11.333 0.000 84.62 0.00 2.97 28.9 37.175 11.417 0.000 84.62 0.00 3.00 32.1 37.537 11.500 0.000 84.62 0.00 3.03 37.1 37.864 11.583 0.000 82.77 0.00 3.05 43.3 38.136 11.667 0.000 82.77 0.00 3.06 48.5 38.372 11.750 0.000 82.77 0.00 3.08 53.0 38.577 11.833 0.000 79.48 0.00 3.09 56.7 38.734 11.917 0.000 79.48 0.00 3.10 59.7 38.870 12.000 0.000 79.48 0.00 3.11 62.3 38.988 12.083 0.000 85.70 0.00 3.12 65.0 39.131 12.167 0.000 85.70 0.00 3.13 67.7 39.254 12.250 0.000 85.70 0.00 3.14 70.1 39.362 12.333 0.000 100.98 0.00 3.15 73.2 39.553 12.417 0.000 100.98 0.00 3.17 76.9 39.720 12.500 0.000 100.98 0.00 3.18 80.0 39.864 12.583 0.000 109.99 0.00 3.19 83.4 40.047 12.667 0.000 109.99 0.00 3.20 86.9 40.206 12.750 0.000 109.99 0.00 3.21 90.0 40.344 12.833 0.000 117.87 0.00 3.23 93.1 40.514 12.917 0.000 117.87 0.00 3.24 96.4 40.662 13.000 0.000 117.87 0.00 3.25 99.2 40.791 13.083 0.000 129.51 0.00 3.26 102.5 40.977 13.167 0.000 129.51 0.00 3.27 106.0 41.139 13.250 0.000 129.51 0.00 3.29 109.1 41.279 13.333 0.000 148.83 0.00 3.30 113.1 41.525 13.417 0.000 148.83 0.00 3.32 117.8 41.739 13.500 0.000 148.83 0.00 3.33 121.9 41.924 13.583 0.000 145.83 0.00 3.35 125.3 42.066 13.667 0.000 145.83 0.00 3.35 128.0 42.189 13.750 0.000 145.83 0.00 3.36 130.3 42.295 13.833 0.000 119.88 0.00 3.36 130.7 42.221 13.917 0.000 119.88 0.00 3.35 129.2 42.157 14.000 0.000 119.88 0.00 3.35 128.0 42.101 14.083 0.000 113.97 0.00 3.34 126.5 42.014 14.167 0.000 113.97 0.00 3.34 124.9 41.939 14.250 0.000 113.97 0.00 3.33 123.4 41.874 14.333 0.000 117.88 0.00 3.33 122.5 41.842 14.417 0.000 117.88 0.00 3.33 121.8 41.815 14.500 0.000 117.88 0.00 3.32 121.3 41.791 14.583 0.000 117.04 0.00 3.32 120.8 41.765 14.667 0.000 117.04 0.00 3.32 120.3 41.743 14.750 0.000 117.04 0.00 3.32 119.9 41.723 14.833 0.000 115.67 0.00 3.32 119.4 41.697 14.917 0.000 115.67 0.00 3.32 118.9 41.675 15.000 0.000 115.67 0.00 3.31 118.5 41.655 15.083 0.000 112.47 0.00 3.31 117.9 41.618 15.167 0.000 112.47 0.00 3.31 117.2 41.585 15.250 0.000 112.47 0.00 3.31 116.6 41.557 15.333 0.000 108.57 0.00 3.30 115.8 41.507 15.417 0.000 108.57 0.00 3.30 114.8 41.464 15.500 0.000 108.57 0.00 3.30 114.0 41.427 15.583 0.000 102.10 0.00 3.29 112.9 41.353 15.667 0.000 102.10 0.00 3.29 111.4 41.289 15.750 0.000 102.10 0.00 3.28 110.2 41.233 15.833 0.000 92.63 0.00 3.27 108.5 41.124 15.917 0.000 92.63 0.00 3.27 106.4 41.029 16.000 0.000 92.63 0.00 3.26 104.6 40.947 16.083 0.000 76.65 0.00 3.25 102.0 40.772 16.167 0.000 76.65 0.00 3.24 98.6 40.621 16.250 0.000 76.65 0.00 3.23 95.7 40.490 16.333 0.000 44.26 0.00 3.20 91.1 40.167 16.417 0.000 44.26 0.00 3.18 84.9 39.888 16.500 0.000 44.26 0.00 3.16 79.5 39.645 16.583 0.000 30.86 0.00 3.14 74.0 39.348 16.667 0.000 30.86 0.00 3.12 68.3 39.090 16.750 0.000 30.86 0.00 3.10 63.3 38.866 16.833 0.000 23.33 0.00 3.08 58.6 38.624 16.917 0.000 23.33 0.00 3.07 53.9 38.413 17.000 0.000 23.33 0.00 3.05 49.9 38.231 17.083 0.000 20.99 0.00 3.04 46.2 38.057 17.167 0.000 20.99 0.00 3.03 42.9 37.906 17.250 0.000 20.99 0.00 3.02 40.0 37.775 17.333 0.000 22.80 0.00 3.01 37.6 37.673 17.417 0.000 22.80 0.00 3.00 35.6 37.585 17.500 0.000 22.80 0.00 3.00 34.1 37.507 17.583 0.000 22.88 0.00 2.99 33.1 37.437 17.667 0.000 22.88 0.00 2.99 32.5 37.370 17.750 0.000 22.88 0.00 2.98 32.0 37.308 17.833 0.000 21.79 0.00 2.98 31.4 37.242 17.917 0.000 21.79 0.00 2.97 30.8 37.180 18.000 0.000 21.79 0.00 2.97 30.3 37.121 18.083 0.000 19.58 0.00 2.96 29.8 37.051 18.167 0.000 19.58 0.00 2.96 29.2 36.985 18.250 0.000 19.58 0.00 2.95 28.6 36.923 18.333 0.000 18.72 0.00 2.95 28.1 36.858 18.417 0.000 18.72 0.00 2.94 27.5 36.798 18.500 0.000 18.72 0.00 2.94 27.0 36.741 18.583 0.000 17.49 0.00 2.93 26.5 36.679 18.667 0.000 17.49 0.00 2.93 26.0 36.620 18.750 0.000 17.49 0.00 2.93 25.5 36.565 18.833 0.000 14.40 0.00 2.92 24.9 36.493 18.917 0.000 14.40 0.00 2.91 24.3 36.424 19.000 0.000 14.40 0.00 2.91 23.7 36.360 19.083 0.000 12.26 0.00 2.90 23.1 36.285 19.167 0.000 12.26 0.00 2.90 22.5 36.215 19.250 0.000 12.26 0.00 2.89 21.9 36.148 19.333 0.000 13.94 0.00 2.89 21.4 36.097 19.417 0.000 13.94 0.00 2.89 21.0 36.048 19.500 0.000 13.94 0.00 2.88 20.6 36.003 19.583 0.000 15.40 0.00 2.88 20.2 35.970 19.667 0.000 15.40 0.00 2.88 19.9 35.938 19.750 0.000 15.40 0.00 2.87 19.7 35.909 19.833 0.000 13.33 0.00 2.87 19.4 35.867 19.917 0.000 13.33 0.00 2.87 19.0 35.828 20.000 0.000 13.33 0.00 2.87 18.7 35.791 20.083 0.000 11.65 0.00 2.86 18.3 35.745 20.167 0.000 11.65 0.00 2.86 17.9 35.702 20.250 0.000 11.65 0.00 2.86 17.6 35.661 20.333 0.000 12.76 0.00 2.85 17.3 35.630 20.417 0.000 12.76 0.00 2.85 17.0 35.601 20.500 0.000 12.76 0.00 2.85 16.8 35.574 20.583 0.000 13.12 0.00 2.85 16.5 35.550 20.667 0.000 13.12 0.00 2.84 16.3 35.528 20.750 0.000 13.12 0.00 2.84 16.1 35.507 20.833 0.000 12.41 0.00 2.84 16.0 35.483 20.917 0.000 12.41 0.00 2.84 15.7 35.460 21.000 0.000 12.41 0.00 2.84 15.6 35.438 21.083 0.000 11.23 0.00 2.84 15.3 35.410 21.167 0.000 11.23 0.00 2.83 15.1 35.383 21.250 0.000 11.23 0.00 2.83 14.9 35.358 21.333 0.000 11.70 0.00 2.83 14.7 35.337 21.417 0.000 11.70 0.00 2.83 14.5 35.318 21.500 0.000 11.70 0.00 2.83 14.3 35.300 21.583 0.000 10.93 0.00 2.83 14.2 35.278 21.667 0.000 10.93 0.00 2.82 14.0 35.257 21.750 0.000 10.93 0.00 2.82 13.8 35.237 21.833 0.000 11.55 0.00 2.82 13.7 35.222 21.917 0.000 11.55 0.00 2.82 13.5 35.209 22.000 0.000 11.55 0.00 2.82 13.4 35.196 22.083 0.000 10.85 0.00 2.82 13.3 35.179 22.167 0.000 10.85 0.00 2.82 13.1 35.163 22.250 0.000 10.85 0.00 2.82 13.0 35.148 22.333 0.000 11.48 0.00 2.81 12.9 35.138 22.417 0.000 11.48 0.00 2.81 12.8 35.129 22.500 0.000 11.48 0.00 2.81 12.7 35.121 22.583 0.000 9.99 0.00 2.81 12.6 35.102 22.667 0.000 9.99 0.00 2.81 12.5 35.085 22.750 0.000 9.99 0.00 2.81 12.3 35.069 22.833 0.000 9.42 0.00 2.81 12.2 35.050 22.917 0.000 9.42 0.00 2.81 12.0 35.032 23.000 0.000 9.42 0.00 2.81 11.9 35.015 23.083 0.000 9.21 0.00 2.80 11.7 34.998 23.167 0.000 9.21 0.00 2.80 11.6 34.982 23.250 0.000 9.21 0.00 2.80 11.4 34.966 23.333 0.000 9.08 0.00 2.80 11.3 34.951 23.417 0.000 9.08 0.00 2.80 11.2 34.937 23.500 0.000 9.08 0.00 2.80 11.1 34.923 23.583 0.000 9.01 0.00 2.80 10.9 34.910 23.667 0.000 9.01 0.00 2.80 10.8 34.897 23.750 0.000 9.01 0.00 2.80 10.7 34.886 23.833 23.917 0.000 8.96 0.000 8.96 0.00 2.79 0.00 2.79 10.6 34.874 10.5 34.864 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 92.457 AF BASIN STORAGE = 31.539 AF (WITH OUTFLOW VOLUME = 60.910 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) END OF FLOODSCx ROUTING ANALYSIS Travertine Hydrology Study — November 2021 xi APPENDIX E- HYDRAULIC ANALYSIS FOR PEAKFLOW Qioo NORMAL DEPTH Travertine Hydrology Study — November 2021 xii E.1 — DRAINAGE FACILITIES BASED ON NORMAL DEPTH METHOD Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 9-16) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.51 Q (cfs) = 187.00 Area (sqft) = 13.34 Invert Elev (ft) = 100.00 Velocity (ft/s) = 14.01 Slope (%) = 1.00 Wetted Perim (ft) = 9.77 N -Value = 0.013 Crit Depth, Yc (ft) = 3.94 Top Width (ft) = 3.72 Calculations EGL (ft) = 6.56 Compute by: Known Q Known Q (cfs) = 187.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 16-21) Circular Highlighted Diameter (ft) = 5.00 Depth (ft) = 4.33 Q (cfs) = 272.00 Area (sqft) = 18.08 Invert Elev (ft) = 100.00 Velocity (ft/s) = 15.04 Slope (%) = 1.00 Wetted Perim (ft) = 11.98 N -Value = 0.013 Crit Depth, Yc (ft) = 4.55 Top Width (ft) = 3.40 Calculations EGL (ft) = 7.85 Compute by: Known Q Known Q (cfs) = 272.00 Elev (ft) Section Depth (ft) 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 4 Reach (ft) 5 6 7 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 21-30) Circular Highlighted Diameter (ft) = 6.00 Depth (ft) = 4.51 Q (cfs) = 387.00 Area (sqft) = 22.82 Invert Elev (ft) = 100.00 Velocity (ft/s) = 16.96 Slope (%) = 1.00 Wetted Perim (ft) = 12.60 N -Value = 0.013 Crit Depth, Yc (ft) = 5.28 Top Width (ft) = 5.18 Calculations EGL (ft) = 8.98 Compute by: Known Q Known Q (cfs) = 387.00 Elev (ft) 107.00 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 Section 0 1 2 3 4 Reach (ft) 5 6 7 8 Depth (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 30-40) Circular Highlighted Diameter (ft) = 6.50 Depth (ft) = 5.42 Q (cfs) = 532.00 Area (sqft) = 29.60 Invert Elev (ft) = 100.00 Velocity (ft/s) = 17.97 Slope (%) = 1.00 Wetted Perim (ft) = 14.98 N -Value = 0.013 Crit Depth, Yc (ft) = 5.94 Top Width (ft) = 4.83 Calculations EGL (ft) = 10.44 Compute by: Known Q Known Q (cfs) = 532.00 Elev (ft) 107.00 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 Section 0 1 2 3 4 5 Reach (ft) 6 7 8 9 Depth (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2A (NODE 21-25) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 2.85 Q (cfs) = 123.00 Area (sqft) = 9.58 Invert Elev (ft) = 100.00 Velocity (ft/s) = 12.84 Slope (%) = 1.00 Wetted Perim (ft) = 8.04 N -Value = 0.013 Crit Depth, Yc (ft) = 3.34 Top Width (ft) = 3.62 Calculations EGL (ft) = 5.41 Compute by: Known Q Known Q (cfs) = 123.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2A (NODE 25-24) Circular Highlighted Diameter (ft) = 3.50 Depth (ft) = 2.95 Q (cfs) = 103.00 Area (sqft) = 8.66 Invert Elev (ft) = 100.00 Velocity (ft/s) = 11.89 Slope (%) = 1.00 Wetted Perim (ft) = 8.16 N -Value = 0.013 Crit Depth, Yc (ft) = 3.10 Top Width (ft) = 2.54 Calculations EGL (ft) = 5.15 Compute by: Known Q Known Q (cfs) = 103.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -3A (NODE 34-30) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 2.66 Q (cfs) = 112.00 Area (sqft) = 8.90 Invert Elev (ft) = 100.00 Velocity (ft/s) = 12.59 Slope (%) = 1.00 Wetted Perim (ft) = 7.64 N -Value = 0.013 Crit Depth, Yc (ft) = 3.20 Top Width (ft) = 3.77 Calculations EGL (ft) = 5.12 Compute by: Known Q Known Q (cfs) = 112.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 140-160) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.45 Q (cfs) = 184.00 Area (sgft) = 13.10 Invert Elev (ft) = 100.00 Velocity (ft/s) = 14.05 Slope (%) = 1.00 Wetted Perim (ft) = 9.61 N -Value = 0.013 Crit Depth, Yc (ft) = 3.92 Top Width (ft) = 3.80 Calculations EGL (ft) = 6.52 Compute by: Known Q Known Q (cfs) = 184.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 158-150) Circular Highlighted Diameter (ft) = 3.50 Depth (ft) = 2.31 Q (cfs) = 78.00 Area (sqft) = 6.76 Invert Elev (ft) = 100.00 Velocity (ft/s) = 11.55 Slope (%) = 1.00 Wetted Perim (ft) = 6.65 N -Value = 0.013 Crit Depth, Yc (ft) = 2.76 Top Width (ft) = 3.31 Calculations EGL (ft) = 4.38 Compute by: Known Q Known Q (cfs) = 78.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 160-158) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 3.19 Q (cfs) = 140.00 Area (sqft) = 10.76 Invert Elev (ft) = 100.00 Velocity (ft/s) = 13.02 Slope (%) = 1.00 Wetted Perim (ft) = 8.84 N -Value = 0.013 Crit Depth, Yc (ft) = 3.51 Top Width (ft) = 3.21 Calculations EGL (ft) = 5.82 Compute by: Known Q Known Q (cfs) = 140.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 180-140) Circular Highlighted Diameter (ft) = 5.50 Depth (ft) = 5.04 Q (cfs) = 360.00 Area (sqft) = 22.81 Invert Elev (ft) = 100.00 Velocity (ft/s) = 15.78 Slope (%) = 1.00 Wetted Perim (ft) = 14.05 N -Value = 0.013 Crit Depth, Yc (ft) = 5.07 Top Width (ft) = 3.04 Calculations EGL (ft) = 8.91 Compute by: Known Q Known Q (cfs) = 360.00 Elev (ft) Section Depth (ft) 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 4 Reach (ft) 5 6 7 8 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 195-180) Circular Highlighted Diameter (ft) = 6.50 Depth (ft) = 4.83 Q (cfs) = 472.00 Area (sqft) = 26.47 Invert Elev (ft) = 100.00 Velocity (ft/s) = 17.83 Slope (%) = 1.00 Wetted Perim (ft) = 13.52 N -Value = 0.013 Crit Depth, Yc (ft) = 5.71 Top Width (ft) = 5.68 Calculations EGL (ft) = 9.78 Compute by: Known Q Known Q (cfs) = 472.00 Elev (ft) 107.00 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 Section 0 1 2 3 4 5 Reach (ft) 6 7 8 9 Depth (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2B (NODE 110-106) Circular Highlighted Diameter (ft) = 3.00 Depth (ft) = 2.44 Q (cfs) = 66.00 Area (sqft) = 6.16 Invert Elev (ft) = 100.00 Velocity (ft/s) = 10.71 Slope (%) = 1.00 Wetted Perim (ft) = 6.75 N -Value = 0.013 Crit Depth, Yc (ft) = 2.61 Top Width (ft) = 2.33 Calculations EGL (ft) = 4.22 Compute by: Known Q Known Q (cfs) = 66.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 Reach (ft) 3 4 5 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2B (NODE 130-110) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.24 Q (cfs) = 171.00 Area (sqft) = 12.29 Invert Elev (ft) = 100.00 Velocity (ft/s) = 13.92 Slope (%) = 1.00 Wetted Perim (ft) = 9.13 N -Value = 0.013 Crit Depth, Yc (ft) = 3.80 Top Width (ft) = 4.03 Calculations EGL (ft) = 6.25 Compute by: Known Q Known Q (cfs) = 171.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2B (NODE 140-130) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.74 Q (cfs) = 199.00 Area (sqft) = 14.13 Invert Elev (ft) = 100.00 Velocity (ft/s) = 14.08 Slope (%) = 1.00 Wetted Perim (ft) = 10.33 N -Value = 0.013 Crit Depth, Yc (ft) = 4.03 Top Width (ft) = 3.37 Calculations EGL (ft) = 6.82 Compute by: Known Q Known Q (cfs) = 199.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -3B (NODE 160-165) Circular Highlighted Diameter (ft) = 2.50 Depth (ft) = 1.95 Q (cfs) = 39.00 Area (sqft) = 4.12 Invert Elev (ft) = 100.00 Velocity (ft/s) = 9.47 Slope (%) = 1.00 Wetted Perim (ft) = 5.43 N -Value = 0.013 Crit Depth, Yc (ft) = 2.11 Top Width (ft) = 2.06 Calculations EGL (ft) = 3.34 Compute by: Known Q Known Q (cfs) = 39.00 Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Section 0 1 2 Reach (ft) 3 4 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -4B (NODE 180-186) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 2.62 Q (cfs) = 110.00 Area (sqft) = 8.75 Invert Elev (ft) = 100.00 Velocity (ft/s) = 12.57 Slope (%) = 1.00 Wetted Perim (ft) = 7.56 N -Value = 0.013 Crit Depth, Yc (ft) = 3.17 Top Width (ft) = 3.80 Calculations EGL (ft) = 5.08 Compute by: Known Q Known Q (cfs) = 110.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -4B (NODE 186-184) Circular Highlighted Diameter (ft) = 3.50 Depth (ft) = 2.47 Q (cfs) = 85.00 Area (sqft) = 7.26 Invert Elev (ft) = 100.00 Velocity (ft/s) = 11.71 Slope (%) = 1.00 Wetted Perim (ft) = 6.98 N -Value = 0.013 Crit Depth, Yc (ft) = 2.87 Top Width (ft) = 3.19 Calculations EGL (ft) = 4.60 Compute by: Known Q Known Q (cfs) = 85.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 4.00 3.00 2.00 1.00 0.00 -1.00 DATE: 9/23/2021 TIME: 9:19 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 36 4 3.00 CD 48 4 4.00 CD 54 4 4.50 CD 60 4 5.00 CD 66 4 5.50 CD 72 4 6.00 PAGE NO 3 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WATER SURFACE PROFILE - TITLE CARD LISTING TRAVERTINE BASIN OUTLET PIPE 09-23-2021 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT W S ELEV 1000.00 -10.00 66 15.60 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 2 I5 A REACH * U/S DATA STATION INVERT SECT 1200.00 1.00 66 ELEMENT NO 3 IS A REACH * U/S DATA STATION INVERT SECT 1982.00 10.00 66 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 45.00 78.00 0.00 0 ELEMENT NO 4 I5 A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1982.00 11.00 66 36 0 0.014 143.4 0.0 12.00 0.00 60.00 0.00 ELEMENT NO 5 IS A REACH * U/S DATA STATION INVERT SECT 2043.00 12.00 66 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 I5 A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2323.00 16.00 66 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2323.00 16.00 66 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 TRAVERTINE BASIN OUTLET PIPE 09-23-2021 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 1000.00 -10.00 25.600 15.600 286.9 12.08 2.264 17.864 0.00 4.682 5.50 0.00 0.00 0 0.00 200.00 0.05500 .007299 1.46 2.296 0.00 1200.00 1.00 16.060 17.060 286.9 12.08 2.264 19.324 0.00 4.682 5.50 0.00 0.00 0 0.00 782.00 0.01151 .007299 5.71 3.709 0.00 1982.00 10.00 13.189 23.189 286.9 12.08 2.264 25.453 0.00 4.682 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00000 .005292 0.00 0.00 1982.00 11.00 13.887 24.887 143.5 6.04 0.566 25.453 0.00 3.339 5.50 0.00 0.00 0 0.00 61.00 0.01639 .001826 0.11 2.188 0.00 2043.00 12.00 12.999 24.999 143.5 6.04 0.566 25.565 0.00 3.339 5.50 0.00 0.00 0 0.00 280.00 0.01429 .001826 0.51 2.273 0.00 2323.00 16.00 9.510 25.510 143.5 6.04 0.566 26.076 0.00 3.339 5.50 0.00 0.00 0 0.00 Travertine Hydrology Study — November 2021 xiii APPENDIX F - INFILTRATION & SPILLWAY CALCULATIONS Infiltration Calculations: Basin Bottom (Lot AU) = 152,135 sf = 3.49 acres Basin Bottom (Lot L) = 373,903 sf = 8.58 acres Total Basin Bottom = 12.08 acres Based on Unit Hydrograph Storm Volume Comparison 100 year— 24 hour storm event Existing = 59.8 ac -ft Proposed = 92.4 ac -ft Delta = 32.6 ac -ft Depth of water = 32.6 ac -ft / 12.08 ac = 2.7 ft Based on Geotech Infiltration Report LR1 X11 AU LL'a-'_'_{I'1 Trlrih; TrsteiI Dtpth (fr.) lr! filtration Rufr arr./ler.) lrr�f�ru�tutr Rif (itiJlir.) with Frfrror of Safety P•1 21 to 23.5 P-2 L4) Io 23.5 1N...} 3r (J.0 R.9 F-3 P.1 P-5 111.5 to 20 3(:.6 8.9 21.5 to 24.5 14.(, 26 5 ti.)19,5 6 4 Average Infiltration Rate = 9.0 in/hr 2.7 ft x 1 hour/9 inches x 12 inchs/1ft = 3.6 hours The City only allows for calculations based on maximum 2 inches/hour infiltration. In that case: 2.7 ft x 1 hour/2 inches x 12 inches/1ft = 16.2 hours In either scenario the basins will infiltrate within 48 hours. Spillway Calculations: Spillway to handle the proposed 6 hour 100 year unit hydrograph peak flow. Split evenly over two spillways. This assumes both outlet pipes are blocked, basins can hold their full volume and difference goes over the two spillways. Q1oo=287 cfs Q _ L CH3/2 Given: 1/2 x Q1oo=143.5 cfs H=1.0' C=2.64 L=54.4' Basin top elevation 31.0'. Design spillway to have 1' of freeboard below top of basin. Design spillway with 1' depth of flow. Therefore spillway elevation = 29.0' Travertine Hydrology Study — November 2021 xiv APPENDIX G - LIST OF MAPS Travertine Hydrology Study — November 2021 xv EXISTING HYDROLOGY MAP E • 0 N 00 I I A I` n I1 C I` nn r, ,r 7 n n n \ inI \1\ Inl AKire\ rK IT \ 11\/\ nn r\ r, I I\/I\ I-, 1Airn 3 (191.6) FL n i_L-708, Al 9.3 1 / / 168 7 / FL / / / • • • • B1 • 9.9 221.3 FL • 1-=-867' 10 • • • • • \ \ \ \ \\ 101 . 101. • _ L=1,460' B2 76.1 L=2,414' 97 9 F IA=110.5 Ac >iQ,0, 131.1 CFS -r Jr -PROJECT / BOUNDARY I (125.1)< 30 \ T \ 1 (B3 5 6 J _t PROJECT BOUNDARY L=2,789' PROJECT BOUNDARY (33.6) F IA=151.3 Ac >i010T 183.9 CFS 400 (40.0) F IA=252.6 Ac >Q,ce 303.9 CFS \ C1 9.80 (136.0) cioT> FL / / (233.7) ciw> FL C3 124. (275.0) 100 / / / FL C2 118.7 PROJECT BOUNDARY 7'5 1 A-88 LEGEND 2.8 X > XXX.X Q100= 1.2 CFS SUBAREA NO. SUBAREA AREA - Acre NODE NO. & ELEVATION FLOW AT NODE - YR STORM AREA TRIBUTARY BOUNDARY SUBAREA TRIBUTARY BOUNDARY 200 100 0 200 400 600 SCALE: 1"=200' \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ROACTIV NGINEERING CONSULTANT WWW.PROACTIVEENGINEERING.NET (949) 716-7460 27042 Towne Centre Drive, Suite 110, Foothill Ranch, CA 92610 TRAVERTINE EXIST PRELIMINARY HYDROLOGY EXHIBIT CITY OF LA QINTA 1 OF 1 Travertine Hydrology Study — November 2021 xvi PROPOSED HYDROLOGY MAP F • 0 N 00 I 1 A A rn r\ r\ A nn r, ,r 7 n n r\ \ ni \n ni A Air' \ r -AIT \ 1 1 \/ \ nn r\ n 11 \rn n 1AVn -, - I� I 167.88 —if 193.30 190.70 196.5 INV 218.5 FG (I PROJECT BOUNDARY 278.0 FG 268.0 INV 278.0 FG 271.0 INV 280.0 FG 23 FG \\ \\ T PROJECT BOUNDARY SD LINE—A 60" RCP PROJECT BOUNDARY N N N 1 T 1 237.5 FG 245.0 FG II II 1 II II III 1 -- 111 11 70 0 INV SD LINE—A 60" RCP 65.0 INV SD LINE—A 72" RCP PROJECT BOUNDARY 36.0 WI WI cI Z 0 0 SD LINE—A- - — . \ —78 RCP 1 DETENTION/ INFILTRATION BASIN A 25.0 BOT \ 26.0 INV 1A=220.3 Ac ZQ 0c 532.1 CFS EMERGENCY SPILLWAY \ \ \ \ \ \ \ \ \ \ \ 1 \ NUE 62 1 1 I 'III I 1 EMERGENCY SPILLWAY FG PROJECT BOUNDARY \\ 281\ FG 90 // I II 1/ 7/ '1 244 0 FG 161 // // /7 7/ 11 II II I I I I II I\ A-88 LEGEND SUBAREA NO. 2.8 SUBAREA AREA — Acre x > xxx . x NODE NO. Sc ELEVATION Q,c,= 1.2 CFS FLOW AT NODE — YR STORM AREA TRIBUTARY BOUNDARY — — — — SUBAREA TRIBUTARY BOUNDARY 200 100 0 200 400 600 SCALE: 1"=200' PRCACTIV ENGINEERING CONSULTANT WWW.PROACTIVEENGINEERING.NET (949) 716-7460 27042 Towne Centre Drive, Suite 110, Foothill Ranch, CA 92610 TRAVERTINE PROPOSED PRELIMINARY HYDROLOGY EXHIBIT CITY OF LA QINTA 1 OF 1