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Home My WebLink AboutTract Map 36483 S&SD Hydro StudyFINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA CALIFORNIA PREPARED FOR: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92614 (949) 251-8821 PREPARED BY: 36263 CALLE DE LOBO MURRIETA, CA 92562 (951) 304-9552 • FAX (951) 304-3568 DATE PREPARED: MARCH 23, 2023 DATE REVISED: MAY 23, 2023 JULY 19, 2023 SEPTEMBER 18, 2023 JANUARY 15, 2024 JUNE 20, 2024 SEPTEMBER 20, 2024 DECEMBER 12, 2024 APPROVED BY CITY OF TEMECULA PUBLIC WORKS valerie.caragan 01/06/2025 01/06/2025 01/06/2025 01/06/20 FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. 12/12/2024 Joseph L. Castaneda RCE 59835 Date Seal Registered Civil Engineer FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx TABLE OF CONTENTS I. INTRODUCTION .................................................................................................. 1 II. Project Site and Drainage Area Overview ....................................................... 1 III. Hydrology Analysis .......................................................................................... 2 IV. Hydraulic Analysis ........................................................................................... 3 V. Conclusions ..................................................................................................... 8 VI. References ...................................................................................................... 8 FIGURES FIGURE 1: VICINITY MAP FIGURE 2: OPEN SPACE HYDROLOGY AND HYDRAULICS MAP APPENDICES APPENDIX A: POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY ANALYSIS APPENDIX A.1: AREA A APPENDIX A.2: AREA B APPENDIX A.3: AREA C APPENDIX A.4: AREA D APPENDIX A.5: AREA E APPENDIX A.6: AREA F APPENDIX A.7: AREA OPEN APPENDIX B: HYDRAULIC STORM DRAIN ANALYSIS APPENDIX B.1: STREET CAPACITY CALCULATIONS APPENDIX B.2: CATCH BASIN FLOW-BY SUMMARY TABLE APPENDIX B.3: CATCH BASIN SIZING CALCULATIONS APPENDIX B.4: DROP INLET CALCULATIONS APPENDIX B.5: STORM DRAIN WSPG CALCULATIONS APPENDIX B.6: DIVERSION STRUCTURE WEIR CALCULATION APPENDIX B.7: BASIN OUTLET STRUCTURE CALCULATION FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx EXCERPTS EXCERPT A: LINE S STORM DRAIN PLANS DWG NO. 7-245 EXCERPT B: PALOMA DEL SOL ALCOBA DRIVE STORM DRAIN TRACT NO. 24185 LINE A STORM DRAIN PLANS DWG NO. 7-263 EXCERPT C: VESTING TENTATIVE TRACT NO. 24185, THE MEADOWS AT RANCHO CALIFORNIA ROAD CORRECTION MAP PA10 EXHIBITS EXHIBIT A: POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY MAP EXHIBIT B: DRAINAGE FACILITIES MAP EXHIBIT C: HYDROLOGIC SOILS MAP EXHIBIT D: RAINFALL MAPS EXHIBIT E: SLOPE OF INTENSITY DURATION CURVES FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 1 I. INTRODUCTION The Villages at Paseo Del Sol is a Specific Plan (Specific Plan No. 219, Amendment No. 8) which is located in the City of Temecula. This report is specifically for Planning Area 4A of the Specific Plan, also referred to as Tentative Tract Map 36483. Planning area 4A proposes to construct approximately 43 acres of medium- high density residential development. The scope of this report includes: • Determine the peak 100-year peak flow rates for post-project conditions for onsite areas using the Riverside County Flood Control and Water Conservation District (RCFC & WCD) Rational Method. • Determine the required storm drain improvements to flood protect the site. • Preparation of a hydrology and hydraulic report, which consists of hydrological and analytical results and exhibits II. PROJECT SITE AND DRAINAGE OVERVIEW The Villages at Paseo Del Sol – TTM 36483 – Planning Area 4A, is a proposed medium-high density residential development located in the City of Temecula. The project site is roughly bounded by De Portola Road to the north, Butterfield Stage Road to the east, Temecula Parkway to the south, and residential development to the west. The project site has been previously graded, and incorporates fill, earthen drainage ditches, and minor erosion control for the fill area. Currently, the project site discharges into the existing Line “S” Storm Drain system located within Temecula Parkway. The Line “S” Storm Drain is an 84” – 96” MS4 Facility maintained by Riverside County Flood Control and Water Conservation District. The Line “S” Storm Drain discharges directly into the Temecula Creek Channel (see Line “S” storm drain plans in Excerpt “A”). The offsite storm drain improvements have been analyzed as part of a separate report. This report supports the calculations and analyses for the onsite area only. The post-project onsite area will discharge into the proposed Line “A” Storm Drain system, which connects to the existing Line “A” Storm Drain (see Excerpt B) at De Portola Road and traverses the project site to the south. The Line A Storm Drain runoff will flow along an earthen channel and into the existing Line “S” Storm Drain. The project site will construct medium-high density residential homes, a biofiltration basin, a subsurface basin and a modular wetlands for water quality treatment. The project site will also address hydromodifications as required by the Water Quality Management Plan. The water quality treatment has been discussed in the Water Quality Management Plan, and the hydromodification analyses has been included FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 2 in a separate study. The project did not require a pre-project condition analyses since the project is draining to existing MDP facilities, and have been designed for the ultimate build out of the tributary area. Any minor increase in flow rates will not adversely impact the design of the MDP system. The project is not within a 100-year flood hazard. III. HYDROLOGY ANALYSIS The RCFC & WCD Hydrology Manual (Reference 1) was used to develop the hydrological parameters for the rational method. The calculations were performed using the computer program developed by Civil Cadd/Civil Design. The existing soil types are Soils A and D, and is shown in Exhibit C. Exhibit C is a Hydrologic Soils Map which was obtained from the United States Department of Agriculture, Natural Resources Conservation Service (NRCS) WebSoil Survey. The following rainfall depths (in inches) were utilized in the hydrology analyses, which were obtained from the RCFC & WCD Hydrology Manual's lsohyetal Maps: Table 1: Rainfall Data Storm Event 1-Hour Duration 2-Year 0.55 100-Year 1.30 The slope value used for the rational method value is 0.55. The rainfall maps have been included Exhibit D, and the slope of intensity duration curves have been included as Exhibit E . The onsite watershed areas have been designated as areas A and B. Area A is tributary to the Line A1 and A2 systems, and Area B is the area tributary to the Line B systems. The onsite area was analyzed as condominium development, since this project site is medium-high density residential. The average lot size ranges from 5,200 sq. ft. to 7,000 sq. ft., which is smaller than the smallest lots for single family residential (1/4 acre residential). Therefore, the next higher impervious cover is associated with condominiums, per the RCFC&WCD Hydrology Manual. Area A hydrology model was broken into two separate watershed areas based on the flows tributary to the diversion structure and Node 114 as shown on Exhibit A Post-Project Hydrology Map and Exhibit B Drainage Facilities Map. The second hydrology model incorporates a command defined as a user defined condition to input the runoff that by-passes the diversion structure at Node 114. This was done in order to hydraulically assess the diversion structure, and then provide a representation of the flow through the diversion structure that flows directly into the FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 3 Line A1 storm drain system downstream of the diversion structure. Both hydrology models have been included in Appendix A. The Line A flows have been summarized in Table 2 below. Table 2: Line A Flow Rate Summary Storm Drain System Added Flow Rate (CFS) Total Flow Rate (CFS) Line A Upstream End 295.8 295.8 Line B – Reach 1 11.6 307.4 Lateral A 8.9 316.3 Areas C through E are the offsite street areas. Butterfield Stage Road and De Portola Road are tributary to existing catch basins, and Temecula Parkway flows continue to the south west to a catch basin approximately 280 feet downstream of the project site. The existing catch basins have all been sized for the ultimate tributary flow rate. Please note that the Open Space hydrology in Appendix A.7 utilizes user defined nodes to account for the confluence and travel time of offsite flows as they comingle with onsite flows prior to entering the Line E/Line S storm drain system. Since the flows tributary to the open space area that arrive through Line A, with a total inflow of 316.3 ft3/s , include an offsite area that is not explicitly part of this study, the onsite area B, and part of the onsite area A , it is difficult to characterize the tributary area for the user defined node in the hydrology program CivilD. This is because the runoff from the part of onsite Area A that is tributary to the Later al A is not fully captured. The user defined node, therefore, conservatively models the tributary area as 141.76 ac. This is the sum of the tributary area to the Line A system which includes 124 ac of tributary area from offsite area to the north (Tract No. 24185, see Excerpt C), 3.91 ac from onsite area B, and 13.85 ac from onsite area A. Note that not all of the runoff generated by the 13.85 ac of area A is captured by Line A due to the diversion structure diverting flows past Line A. The rational method hydrology calculations have been included in Appendix A, and the rational method hydrology map has been included as Exhibit A. IV. HYDRAULIC ANALYSIS The proposed project will incorporate subsurface storm drain to convey the flows generated from the onsite area. During final engineering, the storm drain systems that are shown on Exhibit B were analyzed using the Water Surface Pressure Gradient Program and downstream water surface elevations obtained from the Line A system. The catch basins were sized using normal depth calculations, and detailed FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 4 catch basin flow by analyses were calculated to determine the intercepted flows and corresponding pipe flow rates. Street capacity calculations were performed to assess the flooding within the streets, and ensure that the flows meet the following street design criteria: • 10-year storm event flows shall be contained within the top of curb elevation • 100-year storm event flows shall be contained within the right-of-way elevation The street design criteria controlled the location in which catch basins were required. For locations other than low points, catch basins were provided when the above mentioned street criteria was exceeded. Due to the street section being a 60’ width right-of-way to right-of-way, the centerline depth is 0.55 feet above the gutter flow line, and the top of curb is 0.50 feet above the gutter flow line, therefore the 10 -year flows will be contained within one side of the street. Rating tables for the street capacity calculations for various slopes have been included in Appendix B. Once the location of the catch basins were determined, the catch basin sizing calculations were performed, and a spreadsheet summarizing the intercepted vs. by- pass flows was prepared. The street capacity and catch basin sizing calculations have been included in Appendix B . Table 3 provides a summary of the catch basin interception and bypass flow rates. Table 3: Catch Basin Summary Table Catch Basin Q Hydrology (CFS) Upstream Bypass CB1 Q Total (CFS) Q Intercepted (CFS) Q Bypass (CFS) 15 5.47 N/A 5.47 4.66 0.81 1 11.30 CB 15 12.11 8.112 4.00 2 3.13 CB 1 7.13 6.36 0.77 3 5.30 CB 2 6.07 5.65 0.42 4 6.26 N/A 6.26 5.77 0.49 5 5.51 CB 3, 7 6.92 6.92 0 6 3.69 CB 4 4.18 4.18 0 7 5.23 N/A 5.23 4.24 0.99 8 4.98 N/A 4.98 3.77 1.21 9 7.15 N/A 7.15 5.89 1.26 10 2.41 CB 8, 9 4.88 4.88 0 11 14.06 N/A 14.06 13.22 0.84 12 2.23 N/A 2.23 2.23 0 13 4.43 CB 16 5.12 5.12 0 14 2.31 CB 19 2.54 2.54 0 FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 5 16 3.14 N/A 3.14 2.45 0.69 17 0.27 CB 11 1.11 0.78 0.333 18 1.17 CB 12 1.17 0.80 0.374 19 2.15 N/A 2.15 1.92 0.23 1. The “Upstream Bypass CB” column provides the bypass flows the current catch basin receives. For example, CB 1 receives the bypass flows from CB 15. 2. The half street capacity at Catch Basin #1 is 8.11 ft3/s, therefore an additional 4 ft3/s will overtop the centerline to Catch Basin #2. 3-4. The bypass flows from CB 17 and CB 18 go offsite. Approved through discussions with City. A more in depth catch basin flow by summary table has been provided in Appendix B. The downstream water surface elevation within bioretention basin A was obtained from a weir equation that utilized a 16 foot weir with a flow line elevation of 1103.00 (which was obtained from the storm drain improvement plans). The Technical Memorandum: SWMM Modeling for Hydromodification Compliance of: Villas at Paseo del Sol, Temecula, CA, prepared by REC Consultants, has be en included as an attachment to the Water Quality Management Plan. The SWMM modelled a basin that had a bottom elevation of 1101 and a weir of 1104. The final design implemented the same design and storage volume, with the exception that the basin bottom elevation is 1100. This revision occurred during the final engineering process as part of finalizing the grading of the project site. This required the basin outlet structure to lower the weir to elevation 1103 to ensure compliance with the SWMM Model. Please note Table 4 provides the design summary between the SWMM Model and the final engineering design. Table A – Design Parameter Comparison Comparison Location SWMM Model Final Engineering Basin Bottom Area 21,534 ft2 21,778 ft2 Basin Bottom Elevation 1101 ft 1100 ft Outlet Weir Elevation 1104 ft 1103 ft Basin Side Slopes 3:1 3:1 Available Depth 5 ft 5 ft Based on the final engineering design, the water quality basins is consistent with the SWMM model. The 100 year flow rate into the basin is 67.1 ft3/s which results in a maximum 100- year water surface elevation over the 16 foot long weir of 1104.25. Due to the elevations of the storm drain and the design constraints, Line A1 had to FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 6 incorporate a reinforced concrete box system for Line A1. This was due to cover issues and crossing the main Line A system that convey the offsite flows through the project. The flow rates within the systems were based upon the hydrology flow rates for the mainlines (systems with more than one reach) and the intercepted flow rates for the laterals (one reach systems). The elevations of the site and the requirement for the crossing of Line A resulted in the design of a diversion structure that would allow for flow rate less than the 10 year to flow to the biofiltration basin, and for flows in excess to pass to Lateral A and discharge directly into the Line A system. To determine that the 10 year flow rate, which is equal to 21.2 ft3/s at Node 114, would flow into the system an iterative calculation process was used with the WSPG program. The analysis used the 100 year flow rate. The iteration process was performed by balancing the flow rate with the weir elevation to ensure that 21.2 ft3/s would flow through Line A1. Based on the 100 year hydraulic analyses, it was determined that a flow rate of 23 ft 3/s would flow through Line A1 if the baffle wall inside the diversion structure was place at elevation 1104.70, see Figure below. Figure A – Diversion Structure The design in Figure A ensures that the 10 year flow rate of 21.6 ft 3/s always flows to the basin in order to meet the hydromodification criteria. The total flow rate at the diversion structure (Node 114) which excludes the flows by-passing catch basins #3 and #4 is 31.93 ft3/s. The top of weir elevation was designed to be equivalent to the WSE for the flow rate of 23.0 ft3/s. This allows flows exceeding 23.0 ft3/s to overtop the weir. This total flow rate overtopping the weir would be 8.93 ft3/s (31.93 ft3/s minus FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 7 23.00 ft3/s). Using an 8 foot weir length, the resulting ponded depth o ver the weir is 0.52 feet. The weir invert elevation is 1104.70, resulting in a water surface elevation of 1105.22. As previously stated, the 23.00 ft3/s was added to the flow rates within the pipe downstream of the diversion structure directly. The Lateral A bypass storm drain was designed to convey 8.93 ft3/s into Line A. The Line A water surface elevation at downstream end of Lateral A is 1098.15. This will not impact the operation of the diversion weir since the water surface elevation is well below the weir elevation of 1104.70. Therefore, the diversion structure will function in the 100-year condition. The downstream water surface ele vation for the Line B system was also obtained from the Line A improvement plans . The water surface elevation at the Line B junction is 1102.91. In addition to assessing the onsite storm drain, the proposed Line A storm drain was analyzed to determine the hydraulic impacts to the system upstream of DePortola Road. The downstream control for Line A was determined by hydraulically modeling the open space channel between the Line S headwall and the Line A outlet. The open space was modeled as a trapezoidal channel with 2.5:1 side slopes. Figure 2 provides the cross sections used for the hydraulic model along with the hydrology which yielded a total flow rate of 329.3 CFS through the channel. The open channel flow enters Line S and confluences with Line C for a total of 382.7 CFS. This flow rate is less than the design flow rate of 395.8 CFS per Dwg No. 7-245. The Line S water surface elevation of 1099.37 was utilized as the downstream control for the hydraulic model. The downstream control of 1099.37 in the open space model was computed by modeling the water surface elevation in Line S. This WSPG model is called Line E since the alignment Line S is referred to as both Line E and Line S in various storm drain plans. Note that the alignment is called Line S in the RCFC&WCD Storm Drain plans. The model of Line S/Line E resulted in the downstream control for the open space area of 1099.37 (see WSPG output). This model is based on the known flowrate and geometry of Line S/Line E. The downstream control in the Line E WSPG is derived from the documented Water Surface Elevation in the RCFC&WCD storm drain plans. Sheet 4 of the RCFC&WCD plans (Excerpt A; DWG 7 -245) show a downstream WSE of 1095.42 at Station 40+74.37. The WSPG model relabels Station 40+74.32 as 10+00.00. This point was picked as the downstream control since this is the station at which the proposed Storm Drain improvement plans begin for Line S/Line E. As a result, the model calculated a water surface elevation of 1099.406 for the open channel which was then used as the downstream co ntrol for the Line A hydraulic model. The Line A hydraulic model was extended beyond Station 19+43.60 shown on the plans to assess impacts to the existing storm drain system. Based on the final engineering plans Station 19+43.60 is equal to Station 25+00 .00 and Station FINAL HYDROLOGY AND HYDRAULICS STUDY FOR THE VILLAGES AT PASEO DEL SOL TTM 36483 – PLANNING AREA 4 CITY OF TEMECULA, CALIFORNIA O:\298.01.21\Engineering\Hydrology_Plan\Reports\PA 4 Final Hydro Report.docx 8 19+58.22 is equal to Station 25+14.16 as shown on the Line A Plans per Dwg No. 7 - 263, included as Excerpt B. An EQ card was used for the hydraulic model at Station 19+43.60 so that the WSPG stationing matched the Line A as -built plans per Dwg No. 7-263. The hydraulic model resulted in a water surface elevation of 1102.05 at Station 25+14.16 which is equivalent to 1102.05 water surface elevation of the Line A as-built plans at the same location. The street capacity calculations, catch basin sizing calculations, catch basin flow-by summary table, and storm drain sizing calculations have been included in Appendix B. The Drainage Facilities Map has been included as Exhibit B. V. CONCLUSIONS The hydrology and hydraulic analyses performed for the Villages at Paseo Del Sol – TTM 36483 – Planning Area 4A provide results that demonstrate that the storm drain will provide the required flood protection for the site and meet the street flooding criteria. The following can be concluded: 1. The proposed Line A Storm Drain will convey the offsite flows through the project site without impacting the existing storm drain. The results indicate that the pre-project and post-project have the same water surface elevation of 1102.05 at Station 25+14.16. 2. The Line A1 system and the Diversion Structure can convey the 10 year flow through the downstream system to ensure project is meeting the hydromodification criteria. 3. The proposed water quality basin will treat runoff emanating from the project site. Additionally, a 16 feet weir has been placed in the basin to ensure that project is consistent with the SWMM Model. 4. The proposed storm drain systems will adequately convey the proposed 100 - year flow rates. VI. REFERENCES 1. Riverside County Flood Control and Water Conservation District Hydrology Manual, April 1978. 2. Los Angeles County Flood Control Design Manual, March 1982 FIGURES FIGURE 1: VICINITY MAP 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. FIGURE 2: Open Space Hydrology and Hydraulics Map OPEN SPACE/DRAINAGE CHANNEL W.Q. BASIN OPEN SPACE/DRAINAGE CHANNEL 19 20 21 22 23242526 27 28 29 65 57 55 54 53 52 51 30 31 32 33 34 35 36 38 39 40 41 42434445 46 47 48 49 50 838488899091 99 121 92 122 82 6968 67 168 167 164 15 3 152 151 150 148 147 146 145 149 166 858687 56 189 179 37 169 939495969798 175 182 TR A C T N O . 2 4 1 8 2 - 2 165 66 NOT A PART OPEN SPACE/DRAINAGE CHANNEL W.Q. BASIN OPEN SPACE/DRAINAGE CHANNEL 19 20 21 22 23242526 27 28 29 65 57 55 54 53 52 51 30 31 32 33 34 35 36 38 39 40 41 42434445 46 47 48 49 50 838488899091 99 121 92 122 82 6968 67 168 167 164 15 3 152 151 150 148 147 146 145 149 166 858687 56 189 179 37 169 939495969798 175 182 TR A C T N O . 2 4 1 8 2 - 2 165 66 NOT A PART 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. APPENDICES APPENDIX A: POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY ANALYSIS APPENDIX A.1: AREA A 100-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARA1100.out ------------------------------------------------------------------------ 298.01.21 100-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA A1 ARA1100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 728.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1114.100(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01044 s(percent)= 1.04 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.862 min. Rainfall intensity = 3.033(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.345(CFS) Total initial stream area = 2.050(Ac.) Pervious area fraction = 0.350 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1114.100(Ft.) End of street segment elevation = 1109.100(Ft.) Length of street segment = 413.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.604(CFS) Depth of flow = 0.548(Ft.), Average velocity = 3.146(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.38(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.743(Ft.) Flow velocity = 3.15(Ft/s) Travel time = 2.19 min. TC = 15.05 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.782(In/Hr) for a 100.0 year storm Subarea runoff = 5.957(CFS) for 2.500(Ac.) Total runoff = 11.301(CFS) Total area = 4.550(Ac.) Street flow at end of street = 11.301(CFS) Half street flow at end of street = 11.301(CFS) Depth of flow = 0.587(Ft.), Average velocity = 3.235(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.36(Ft.) Flow width (from curb towards crown)= 16.729(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1104.000(Ft.) Downstream point/station elevation = 1103.200(Ft.) Pipe length = 31.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.301(CFS) Nearest computed pipe diameter = 18.00(In.) 3 Calculated individual pipe flow = 11.301(CFS) Normal flow depth in pipe = 10.78(In.) Flow top width inside pipe = 17.64(In.) Critical Depth = 15.40(In.) Pipe flow velocity = 10.23(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 15.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.550(Ac.) Runoff from this stream = 11.301(CFS) Time of concentration = 15.10 min. Rainfall intensity = 2.776(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 774.000(Ft.) Top (of initial area) elevation = 1119.300(Ft.) Bottom (of initial area) elevation = 1009.600(Ft.) Difference in elevation = 109.700(Ft.) Slope = 0.14173 s(percent)= 14.17 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.824 min. Rainfall intensity = 3.986(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.469(CFS) Total initial stream area = 1.580(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.700(Ft.) Downstream point/station elevation = 1103.200(Ft.) Pipe length = 134.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.469(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.469(CFS) Normal flow depth in pipe = 12.77(In.) Flow top width inside pipe = 16.34(In.) 4 Critical Depth = 10.81(In.) Pipe flow velocity = 4.08(Ft/s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 8.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.580(Ac.) Runoff from this stream = 5.469(CFS) Time of concentration = 8.37 min. Rainfall intensity = 3.841(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.301 15.10 2.776 2 5.469 8.37 3.841 Largest stream flow has longer time of concentration Qp = 11.301 + sum of Qb Ia/Ib 5.469 * 0.723 = 3.954 Qp = 15.255 Total of 2 main streams to confluence: Flow rates before confluence point: 11.301 5.469 Area of streams before confluence: 4.550 1.580 Results of confluence: Total flow rate = 15.255(CFS) Time of concentration = 15.101 min. Effective stream area after confluence = 6.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.200(Ft.) Downstream point/station elevation = 1103.100(Ft.) Pipe length = 58.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.255(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 15.255(CFS) Normal flow depth in pipe = 22.17(In.) Flow top width inside pipe = 26.35(In.) Critical Depth = 15.82(In.) Pipe flow velocity = 3.92(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 15.35 min. 5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.130(Ac.) Runoff from this stream = 15.255(CFS) Time of concentration = 15.35 min. Rainfall intensity = 2.752(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.100 to Point/Station 107.200 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 421.000(Ft.) Top (of initial area) elevation = 1116.000(Ft.) Bottom (of initial area) elevation = 1109.300(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.01591 s(percent)= 1.59 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.496 min. Rainfall intensity = 3.583(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.131(CFS) Total initial stream area = 1.010(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.200 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.800(Ft.) Downstream point/station elevation = 1103.100(Ft.) Pipe length = 21.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.131(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.131(CFS) Normal flow depth in pipe = 5.87(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 9.10(In.) Pipe flow velocity = 8.21(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 Process from Point/Station 107.200 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.010(Ac.) Runoff from this stream = 3.131(CFS) Time of concentration = 9.54 min. Rainfall intensity = 3.574(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.255 15.35 2.752 2 3.131 9.54 3.574 Largest stream flow has longer time of concentration Qp = 15.255 + sum of Qb Ia/Ib 3.131 * 0.770 = 2.411 Qp = 17.666 Total of 2 main streams to confluence: Flow rates before confluence point: 15.255 3.131 Area of streams before confluence: 6.130 1.010 Results of confluence: Total flow rate = 17.666(CFS) Time of concentration = 15.347 min. Effective stream area after confluence = 7.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.100(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 239.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.666(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 17.666(CFS) Normal flow depth in pipe = 23.72(In.) Flow top width inside pipe = 17.64(In.) Critical Depth = 17.61(In.) Pipe flow velocity = 4.77(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 16.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: 7 In Main Stream number: 1 Stream flow area = 7.140(Ac.) Runoff from this stream = 17.666(CFS) Time of concentration = 16.18 min. Rainfall intensity = 2.673(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 748.000(Ft.) Top (of initial area) elevation = 1114.200(Ft.) Bottom (of initial area) elevation = 1107.700(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00869 s(percent)= 0.87 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.488 min. Rainfall intensity = 2.954(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.303(CFS) Total initial stream area = 2.090(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.200(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 31.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.303(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.303(CFS) Normal flow depth in pipe = 9.13(In.) Flow top width inside pipe = 10.24(In.) Critical Depth = 11.18(In.) Pipe flow velocity = 8.27(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.090(Ac.) Runoff from this stream = 5.303(CFS) 8 Time of concentration = 13.55 min. Rainfall intensity = 2.947(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 779.000(Ft.) Top (of initial area) elevation = 1114.200(Ft.) Bottom (of initial area) elevation = 1107.700(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00834 s(percent)= 0.83 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.821 min. Rainfall intensity = 2.915(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.255(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.100(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.255(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.255(CFS) Normal flow depth in pipe = 8.61(In.) Flow top width inside pipe = 10.80(In.) Critical depth could not be calculated. Pipe flow velocity = 10.36(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.500(Ac.) Runoff from this stream = 6.255(CFS) Time of concentration = 13.85 min. Rainfall intensity = 2.912(In/Hr) Summary of stream data: 9 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.666 16.18 2.673 2 5.303 13.55 2.947 3 6.255 13.85 2.912 Largest stream flow has longer time of concentration Qp = 17.666 + sum of Qb Ia/Ib 5.303 * 0.907 = 4.810 Qb Ia/Ib 6.255 * 0.918 = 5.741 Qp = 28.217 Total of 3 main streams to confluence: Flow rates before confluence point: 17.666 5.303 6.255 Area of streams before confluence: 7.140 2.090 2.500 Results of confluence: Total flow rate = 28.217(CFS) Time of concentration = 16.182 min. Effective stream area after confluence = 11.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.400(Ft.) Downstream point/station elevation = 1102.100(Ft.) Pipe length = 92.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.217(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 28.217(CFS) Normal flow depth in pipe = 25.27(In.) Flow top width inside pipe = 27.96(In.) Critical Depth = 21.17(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 16.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 114.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.822 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 10 Time of concentration = 16.45 min. Rainfall intensity = 2.649(In/Hr) for a 100.0 year storm Subarea runoff = 4.618(CFS) for 2.120(Ac.) Total runoff = 32.835(CFS) Total area = 13.850(Ac.) End of computations, total study area = 13.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.388 Area averaged RI index number = 75.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/25/24 File:ARA2100.out ------------------------------------------------------------------------ 298.01.21 100-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA A2 ARA2100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 707.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1107.100(Ft.) Difference in elevation = 14.600(Ft.) Slope = 0.02065 s(percent)= 2.07 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.091 min. Rainfall intensity = 3.290(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.505(CFS) Total initial stream area = 1.940(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 119.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.700(Ft.) Downstream point/station elevation = 1102.100(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.505(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.505(CFS) Normal flow depth in pipe = 10.71(In.) Flow top width inside pipe = 13.56(In.) Critical Depth = 11.40(In.) Pipe flow velocity = 5.87(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 11.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 119.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.940(Ac.) Runoff from this stream = 5.505(CFS) Time of concentration = 11.26 min. Rainfall intensity = 3.262(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 433.000(Ft.) Top (of initial area) elevation = 1110.700(Ft.) Bottom (of initial area) elevation = 1107.100(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00831 s(percent)= 0.83 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.935 min. Rainfall intensity = 3.316(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.690(CFS) Total initial stream area = 1.290(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.700(Ft.) Downstream point/station elevation = 1102.100(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.690(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.690(CFS) Normal flow depth in pipe = 6.36(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 8.73(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.290(Ac.) Runoff from this stream = 3.690(CFS) Time of concentration = 10.97 min. Rainfall intensity = 3.310(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.505 11.26 3.262 2 3.690 10.97 3.310 Largest stream flow has longer time of concentration Qp = 5.505 + sum of Qb Ia/Ib 3.690 * 0.985 = 3.636 Qp = 9.141 Total of 2 main streams to confluence: Flow rates before confluence point: 5.505 3.690 Area of streams before confluence: 1.940 1.290 Results of confluence: Total flow rate = 9.141(CFS) Time of concentration = 11.265 min. Effective stream area after confluence = 3.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.100(Ft.) Downstream point/station elevation = 1101.900(Ft.) Pipe length = 145.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.141(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 9.141(CFS) Normal flow depth in pipe = 18.19(In.) Flow top width inside pipe = 25.32(In.) Critical Depth = 12.50(In.) Pipe flow velocity = 3.21(Ft/s) Travel time through pipe = 0.75 min. Time of concentration (TC) = 12.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 122.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.230(Ac.) Runoff from this stream = 9.141(CFS) Time of concentration = 12.02 min. Rainfall intensity = 3.148(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1108.100(Ft.) Difference in elevation = 13.600(Ft.) Slope = 0.02407 s(percent)= 2.41 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.834 min. Rainfall intensity = 3.515(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.227(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.700(Ft.) Downstream point/station elevation = 1101.900(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.227(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.227(CFS) Normal flow depth in pipe = 9.30(In.) Flow top width inside pipe = 14.56(In.) Critical Depth = 11.12(In.) Pipe flow velocity = 6.54(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 9.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.720(Ac.) Runoff from this stream = 5.227(CFS) Time of concentration = 9.99 min. Rainfall intensity = 3.485(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.141 12.02 3.148 2 5.227 9.99 3.485 Largest stream flow has longer time of concentration Qp = 9.141 + sum of Qb Ia/Ib 5.227 * 0.903 = 4.722 Qp = 13.864 Total of 2 main streams to confluence: Flow rates before confluence point: 9.141 5.227 Area of streams before confluence: 3.230 1.720 Results of confluence: Total flow rate = 13.864(CFS) Time of concentration = 12.017 min. Effective stream area after confluence = 4.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1101.900(Ft.) Downstream point/station elevation = 1100.800(Ft.) Pipe length = 244.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.864(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.864(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 20.78(In.) Critical Depth = 16.09(In.) Pipe flow velocity = 5.48(Ft/s) Travel time through pipe = 0.74 min. Time of concentration (TC) = 12.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 128.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.950(Ac.) Runoff from this stream = 13.864(CFS) Time of concentration = 12.76 min. Rainfall intensity = 3.046(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 123.000 to Point/Station 124.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1124.500(Ft.) Bottom (of initial area) elevation = 1109.300(Ft.) Difference in elevation = 15.200(Ft.) Slope = 0.02027 s(percent)= 2.03 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.399 min. Rainfall intensity = 3.241(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 7.152(CFS) Total initial stream area = 2.560(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 127.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.900(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.152(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 7.152(CFS) Normal flow depth in pipe = 9.52(In.) Flow top width inside pipe = 9.72(In.) Critical depth could not be calculated. Pipe flow velocity = 10.70(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 127.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.560(Ac.) Runoff from this stream = 7.152(CFS) Time of concentration = 11.45 min. Rainfall intensity = 3.232(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 126.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 608.000(Ft.) Top (of initial area) elevation = 1124.400(Ft.) Bottom (of initial area) elevation = 1109.300(Ft.) Difference in elevation = 15.100(Ft.) Slope = 0.02484 s(percent)= 2.48 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.063 min. Rainfall intensity = 3.471(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.979(CFS) Total initial stream area = 1.660(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 127.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.400(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.979(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.979(CFS) Normal flow depth in pipe = 8.41(In.) Flow top width inside pipe = 10.99(In.) Critical Depth = 10.99(In.) Pipe flow velocity = 8.47(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 127.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.660(Ac.) Runoff from this stream = 4.979(CFS) Time of concentration = 10.13 min. Rainfall intensity = 3.457(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.152 11.45 3.232 2 4.979 10.13 3.457 Largest stream flow has longer time of concentration Qp = 7.152 + sum of Qb Ia/Ib 4.979 * 0.935 = 4.655 Qp = 11.807 Total of 2 streams to confluence: Flow rates before confluence point: 7.152 4.979 Area of streams before confluence: 2.560 1.660 Results of confluence: Total flow rate = 11.807(CFS) Time of concentration = 11.454 min. Effective stream area after confluence = 4.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 127.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.400(Ft.) Downstream point/station elevation = 1100.800(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.807(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 11.807(CFS) Normal flow depth in pipe = 11.27(In.) Flow top width inside pipe = 12.96(In.) Critical depth could not be calculated. Pipe flow velocity = 11.94(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 127.000 to Point/Station 128.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.220(Ac.) Runoff from this stream = 11.807(CFS) Time of concentration = 11.51 min. Rainfall intensity = 3.224(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.864 12.76 3.046 2 11.807 11.51 3.224 Largest stream flow has longer time of concentration Qp = 13.864 + sum of Qb Ia/Ib 11.807 * 0.945 = 11.156 Qp = 25.019 Total of 2 main streams to confluence: Flow rates before confluence point: 13.864 11.807 Area of streams before confluence: 4.950 4.220 Results of confluence: Total flow rate = 25.019(CFS) Time of concentration = 12.759 min. Effective stream area after confluence = 9.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 131.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.800(Ft.) Downstream point/station elevation = 1100.300(Ft.) Pipe length = 160.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.019(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 25.019(CFS) Normal flow depth in pipe = 23.30(In.) Flow top width inside pipe = 30.07(In.) Critical Depth = 19.88(In.) Pipe flow velocity = 5.58(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 13.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 131.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.170(Ac.) Runoff from this stream = 25.019(CFS) Time of concentration = 13.24 min. Rainfall intensity = 2.985(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 129.000 to Point/Station 130.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 242.000(Ft.) Top (of initial area) elevation = 1110.700(Ft.) Bottom (of initial area) elevation = 1107.500(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.01322 s(percent)= 1.32 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.897 min. Rainfall intensity = 3.966(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.410(CFS) Total initial stream area = 0.700(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1101.100(Ft.) Downstream point/station elevation = 1100.300(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.410(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.410(CFS) Normal flow depth in pipe = 5.07(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 8.23(In.) Pipe flow velocity = 9.39(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 2.410(CFS) Time of concentration = 7.92 min. Rainfall intensity = 3.959(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.019 13.24 2.985 2 2.410 7.92 3.959 Largest stream flow has longer time of concentration Qp = 25.019 + sum of Qb Ia/Ib 2.410 * 0.754 = 1.817 Qp = 26.837 Total of 2 main streams to confluence: Flow rates before confluence point: 25.019 2.410 Area of streams before confluence: 9.170 0.700 Results of confluence: Total flow rate = 26.837(CFS) Time of concentration = 13.237 min. Effective stream area after confluence = 9.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 141.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.300(Ft.) Downstream point/station elevation = 1099.800(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.837(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 26.837(CFS) Normal flow depth in pipe = 16.97(In.) Flow top width inside pipe = 16.54(In.) Critical depth could not be calculated. Pipe flow velocity = 12.88(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 141.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.870(Ac.) Runoff from this stream = 26.837(CFS) Time of concentration = 13.26 min. Rainfall intensity = 2.982(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 132.100 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 718.000(Ft.) Top (of initial area) elevation = 1143.300(Ft.) Bottom (of initial area) elevation = 1106.400(Ft.) Difference in elevation = 36.900(Ft.) Slope = 0.05139 s(percent)= 5.14 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.300 min. Rainfall intensity = 3.625(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.831 Decimal fraction soil group A = 0.420 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.580 RI index for soil(AMC 2) = 56.94 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.962(CFS) Total initial stream area = 2.310(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.100 to Point/Station 132.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.600(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.962(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.962(CFS) Normal flow depth in pipe = 14.84(In.) Flow top width inside pipe = 13.70(In.) Critical Depth = 12.25(In.) Pipe flow velocity = 4.47(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.100 to Point/Station 132.400 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.310(Ac.) Runoff from this stream = 6.962(CFS) Time of concentration = 9.39 min. Rainfall intensity = 3.606(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.200 to Point/Station 132.300 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 722.000(Ft.) Top (of initial area) elevation = 1142.700(Ft.) Bottom (of initial area) elevation = 1106.300(Ft.) Difference in elevation = 36.400(Ft.) Slope = 0.05042 s(percent)= 5.04 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.356 min. Rainfall intensity = 3.613(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.831 Decimal fraction soil group A = 0.420 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.580 RI index for soil(AMC 2) = 56.94 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.916(CFS) Total initial stream area = 1.970(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.300 to Point/Station 132.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.600(Ft.) Pipe length = 26.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.916(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.916(CFS) Normal flow depth in pipe = 13.45(In.) Flow top width inside pipe = 15.64(In.) Critical Depth = 11.26(In.) Pipe flow velocity = 4.18(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.300 to Point/Station 132.400 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.970(Ac.) Runoff from this stream = 5.916(CFS) Time of concentration = 9.46 min. Rainfall intensity = 3.591(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.962 9.39 3.606 2 5.916 9.46 3.591 Largest stream flow has longer or shorter time of concentration Qp = 6.962 + sum of Qa Tb/Ta 5.916 * 0.992 = 5.869 Qp = 12.831 Total of 2 streams to confluence: Flow rates before confluence point: 6.962 5.916 Area of streams before confluence: 2.310 1.970 Results of confluence: Total flow rate = 12.831(CFS) Time of concentration = 9.386 min. Effective stream area after confluence = 4.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.400 to Point/Station 133.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.600(Ft.) Downstream point/station elevation = 1100.500(Ft.) Pipe length = 77.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.831(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 12.831(CFS) Normal flow depth in pipe = 21.61(In.) Flow top width inside pipe = 26.93(In.) Critical Depth = 14.44(In.) Pipe flow velocity = 3.39(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 9.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.400 to Point/Station 133.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.280(Ac.) Runoff from this stream = 12.831(CFS) Time of concentration = 9.76 min. Rainfall intensity = 3.529(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.500 to Point/Station 132.600 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 254.000(Ft.) Top (of initial area) elevation = 1112.400(Ft.) Bottom (of initial area) elevation = 1104.000(Ft.) Difference in elevation = 8.400(Ft.) Slope = 0.03307 s(percent)= 3.31 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.703 min. Rainfall intensity = 4.340(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.841 Decimal fraction soil group A = 0.420 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.580 RI index for soil(AMC 2) = 56.94 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.152(CFS) Total initial stream area = 0.590(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.600 to Point/Station 133.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.500(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.152(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.152(CFS) Normal flow depth in pipe = 8.11(In.) Flow top width inside pipe = 11.23(In.) Critical Depth = 7.53(In.) Pipe flow velocity = 3.81(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 6.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.600 to Point/Station 133.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.590(Ac.) Runoff from this stream = 2.152(CFS) Time of concentration = 6.86 min. Rainfall intensity = 4.286(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.831 9.76 3.529 2 2.152 6.86 4.286 Largest stream flow has longer time of concentration Qp = 12.831 + sum of Qb Ia/Ib 2.152 * 0.823 = 1.772 Qp = 14.603 Total of 2 streams to confluence: Flow rates before confluence point: 12.831 2.152 Area of streams before confluence: 4.280 0.590 Results of confluence: Total flow rate = 14.603(CFS) Time of concentration = 9.764 min. Effective stream area after confluence = 4.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 133.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.500(Ft.) Downstream point/station elevation = 1100.400(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.603(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 14.603(CFS) Normal flow depth in pipe = 22.69(In.) Flow top width inside pipe = 19.78(In.) Critical Depth = 15.97(In.) Pipe flow velocity = 4.09(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 9.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 133.000 to Point/Station 136.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.870(Ac.) Runoff from this stream = 14.603(CFS) Time of concentration = 9.96 min. Rainfall intensity = 3.491(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 135.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 1111.500(Ft.) Bottom (of initial area) elevation = 1104.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.02615 s(percent)= 2.62 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.091 min. Rainfall intensity = 4.208(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.233(CFS) Total initial stream area = 0.610(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.400(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.233(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.233(CFS) Normal flow depth in pipe = 6.40(In.) Flow top width inside pipe = 8.16(In.) Critical Depth = 8.03(In.) Pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 136.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.610(Ac.) Runoff from this stream = 2.233(CFS) Time of concentration = 7.12 min. Rainfall intensity = 4.198(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.603 9.96 3.491 2 2.233 7.12 4.198 Largest stream flow has longer time of concentration Qp = 14.603 + sum of Qb Ia/Ib 2.233 * 0.832 = 1.857 Qp = 16.460 Total of 2 streams to confluence: Flow rates before confluence point: 14.603 2.233 Area of streams before confluence: 4.870 0.610 Results of confluence: Total flow rate = 16.460(CFS) Time of concentration = 9.955 min. Effective stream area after confluence = 5.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 141.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.400(Ft.) Downstream point/station elevation = 1099.800(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.460(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 16.460(CFS) Normal flow depth in pipe = 19.83(In.) Flow top width inside pipe = 18.19(In.) Critical Depth = 17.55(In.) Pipe flow velocity = 5.93(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 10.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 141.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.480(Ac.) Runoff from this stream = 16.460(CFS) Time of concentration = 10.28 min. Rainfall intensity = 3.431(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 137.000 to Point/Station 138.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 73.000(Ft.) Top (of initial area) elevation = 1108.100(Ft.) Bottom (of initial area) elevation = 1103.200(Ft.) Difference in elevation = 4.900(Ft.) Slope = 0.06712 s(percent)= 6.71 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.268(CFS) Total initial stream area = 0.060(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.600(Ft.) Downstream point/station elevation = 1100.400(Ft.) Pipe length = 41.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.268(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.268(CFS) Normal flow depth in pipe = 3.63(In.) Flow top width inside pipe = 5.86(In.) Critical Depth = 3.13(In.) Pipe flow velocity = 2.15(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 5.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 140.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.268(CFS) Time of concentration = 5.32 min. Rainfall intensity = 4.929(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 139.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 190.000(Ft.) Top (of initial area) elevation = 1105.900(Ft.) Bottom (of initial area) elevation = 1103.200(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.01421 s(percent)= 1.42 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.066 min. Rainfall intensity = 4.216(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.174(CFS) Total initial stream area = 0.320(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 139.000 to Point/Station 140.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.320(Ac.) Runoff from this stream = 1.174(CFS) Time of concentration = 7.07 min. Rainfall intensity = 4.216(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.268 5.32 4.929 2 1.174 7.07 4.216 Largest stream flow has longer time of concentration Qp = 1.174 + sum of Qb Ia/Ib 0.268 * 0.855 = 0.229 Qp = 1.403 Total of 2 streams to confluence: Flow rates before confluence point: 0.268 1.174 Area of streams before confluence: 0.060 0.320 Results of confluence: Total flow rate = 1.403(CFS) Time of concentration = 7.066 min. Effective stream area after confluence = 0.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 141.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.400(Ft.) Downstream point/station elevation = 1099.800(Ft.) Pipe length = 158.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.403(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.403(CFS) Normal flow depth in pipe = 6.97(In.) Flow top width inside pipe = 11.84(In.) Critical Depth = 6.01(In.) Pipe flow velocity = 2.96(Ft/s) Travel time through pipe = 0.89 min. Time of concentration (TC) = 7.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 141.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.380(Ac.) Runoff from this stream = 1.403(CFS) Time of concentration = 7.95 min. Rainfall intensity = 3.950(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.837 13.26 2.982 2 16.460 10.28 3.431 3 1.403 7.95 3.950 Largest stream flow has longer time of concentration Qp = 26.837 + sum of Qb Ia/Ib 16.460 * 0.869 = 14.309 Qb Ia/Ib 1.403 * 0.755 = 1.059 Qp = 42.205 Total of 3 main streams to confluence: Flow rates before confluence point: 26.837 16.460 1.403 Area of streams before confluence: 9.870 5.480 0.380 Results of confluence: Total flow rate = 42.205(CFS) Time of concentration = 13.259 min. Effective stream area after confluence = 15.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 141.000 to Point/Station 141.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.795 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.900; Impervious fraction = 0.100 Time of concentration = 13.26 min. Rainfall intensity = 2.982(In/Hr) for a 100.0 year storm Subarea runoff = 2.181(CFS) for 0.920(Ac.) Total runoff = 44.386(CFS) Total area = 16.650(Ac.) End of computations, total study area = 16.65 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.380 Area averaged RI index number = 69.7 10-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARA110.out ------------------------------------------------------------------------ 298.01.21 10-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA A1 ARA110.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 728.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1114.100(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01044 s(percent)= 1.04 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.862 min. Rainfall intensity = 2.003(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.460(CFS) Total initial stream area = 2.050(Ac.) Pervious area fraction = 0.350 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1114.100(Ft.) End of street segment elevation = 1109.100(Ft.) Length of street segment = 413.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.570(CFS) Depth of flow = 0.480(Ft.), Average velocity = 3.098(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.373(Ft.) Flow velocity = 3.10(Ft/s) Travel time = 2.22 min. TC = 15.08 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.839 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.835(In/Hr) for a 10.0 year storm Subarea runoff = 3.846(CFS) for 2.500(Ac.) Total runoff = 7.307(CFS) Total area = 4.550(Ac.) Street flow at end of street = 7.307(CFS) Half street flow at end of street = 7.307(CFS) Depth of flow = 0.522(Ft.), Average velocity = 3.139(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.09(Ft.) Flow width (from curb towards crown)= 13.458(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1104.000(Ft.) Downstream point/station elevation = 1103.200(Ft.) Pipe length = 31.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.307(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.307(CFS) Normal flow depth in pipe = 9.28(In.) 3 Flow top width inside pipe = 14.57(In.) Critical Depth = 12.95(In.) Pipe flow velocity = 9.16(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 15.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.550(Ac.) Runoff from this stream = 7.307(CFS) Time of concentration = 15.14 min. Rainfall intensity = 1.831(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 774.000(Ft.) Top (of initial area) elevation = 1119.300(Ft.) Bottom (of initial area) elevation = 1009.600(Ft.) Difference in elevation = 109.700(Ft.) Slope = 0.14173 s(percent)= 14.17 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.824 min. Rainfall intensity = 2.633(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.554(CFS) Total initial stream area = 1.580(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.700(Ft.) Downstream point/station elevation = 1103.200(Ft.) Pipe length = 134.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.554(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.554(CFS) Normal flow depth in pipe = 11.13(In.) Flow top width inside pipe = 13.12(In.) Critical Depth = 9.13(In.) Pipe flow velocity = 3.64(Ft/s) 4 Travel time through pipe = 0.61 min. Time of concentration (TC) = 8.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.580(Ac.) Runoff from this stream = 3.554(CFS) Time of concentration = 8.44 min. Rainfall intensity = 2.525(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.307 15.14 1.831 2 3.554 8.44 2.525 Largest stream flow has longer time of concentration Qp = 7.307 + sum of Qb Ia/Ib 3.554 * 0.725 = 2.577 Qp = 9.883 Total of 2 main streams to confluence: Flow rates before confluence point: 7.307 3.554 Area of streams before confluence: 4.550 1.580 Results of confluence: Total flow rate = 9.883(CFS) Time of concentration = 15.141 min. Effective stream area after confluence = 6.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.200(Ft.) Downstream point/station elevation = 1103.100(Ft.) Pipe length = 58.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.883(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 9.883(CFS) Normal flow depth in pipe = 17.74(In.) Flow top width inside pipe = 25.63(In.) Critical Depth = 13.01(In.) Pipe flow velocity = 3.57(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 15.41 min. 5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.130(Ac.) Runoff from this stream = 9.883(CFS) Time of concentration = 15.41 min. Rainfall intensity = 1.813(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.100 to Point/Station 107.200 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 421.000(Ft.) Top (of initial area) elevation = 1116.000(Ft.) Bottom (of initial area) elevation = 1109.300(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.01591 s(percent)= 1.59 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.496 min. Rainfall intensity = 2.366(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.850 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.032(CFS) Total initial stream area = 1.010(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.200 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.800(Ft.) Downstream point/station elevation = 1103.100(Ft.) Pipe length = 21.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.032(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.032(CFS) Normal flow depth in pipe = 5.40(In.) Flow top width inside pipe = 8.82(In.) Critical Depth = 7.76(In.) Pipe flow velocity = 7.33(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.200 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** 6 ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.010(Ac.) Runoff from this stream = 2.032(CFS) Time of concentration = 9.54 min. Rainfall intensity = 2.360(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.883 15.41 1.813 2 2.032 9.54 2.360 Largest stream flow has longer time of concentration Qp = 9.883 + sum of Qb Ia/Ib 2.032 * 0.768 = 1.561 Qp = 11.445 Total of 2 main streams to confluence: Flow rates before confluence point: 9.883 2.032 Area of streams before confluence: 6.130 1.010 Results of confluence: Total flow rate = 11.445(CFS) Time of concentration = 15.412 min. Effective stream area after confluence = 7.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.100(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 239.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.445(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 11.445(CFS) Normal flow depth in pipe = 18.40(In.) Flow top width inside pipe = 20.30(In.) Critical Depth = 14.57(In.) Pipe flow velocity = 4.43(Ft/s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 16.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.140(Ac.) 7 Runoff from this stream = 11.445(CFS) Time of concentration = 16.31 min. Rainfall intensity = 1.757(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 748.000(Ft.) Top (of initial area) elevation = 1114.200(Ft.) Bottom (of initial area) elevation = 1107.700(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00869 s(percent)= 0.87 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.488 min. Rainfall intensity = 1.951(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.432(CFS) Total initial stream area = 2.090(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.200(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 31.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.432(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.432(CFS) Normal flow depth in pipe = 6.70(In.) Flow top width inside pipe = 11.92(In.) Critical Depth = 9.50(In.) Pipe flow velocity = 7.62(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 13.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.090(Ac.) Runoff from this stream = 3.432(CFS) Time of concentration = 13.56 min. Rainfall intensity = 1.946(In/Hr) 8 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 779.000(Ft.) Top (of initial area) elevation = 1114.200(Ft.) Bottom (of initial area) elevation = 1107.700(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00834 s(percent)= 0.83 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.821 min. Rainfall intensity = 1.925(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.841 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.047(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.100(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.047(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.047(CFS) Normal flow depth in pipe = 6.42(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 10.22(In.) Pipe flow velocity = 9.47(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.500(Ac.) Runoff from this stream = 4.047(CFS) Time of concentration = 13.85 min. Rainfall intensity = 1.923(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity 9 No. (CFS) (min) (In/Hr) 1 11.445 16.31 1.757 2 3.432 13.56 1.946 3 4.047 13.85 1.923 Largest stream flow has longer time of concentration Qp = 11.445 + sum of Qb Ia/Ib 3.432 * 0.903 = 3.100 Qb Ia/Ib 4.047 * 0.914 = 3.699 Qp = 18.243 Total of 3 main streams to confluence: Flow rates before confluence point: 11.445 3.432 4.047 Area of streams before confluence: 7.140 2.090 2.500 Results of confluence: Total flow rate = 18.243(CFS) Time of concentration = 16.311 min. Effective stream area after confluence = 11.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.400(Ft.) Downstream point/station elevation = 1102.100(Ft.) Pipe length = 92.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.243(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 18.243(CFS) Normal flow depth in pipe = 22.97(In.) Flow top width inside pipe = 19.25(In.) Critical Depth = 17.91(In.) Pipe flow velocity = 5.06(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 16.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 114.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.790 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Time of concentration = 16.61 min. Rainfall intensity = 1.740(In/Hr) for a 10.0 year storm 10 Subarea runoff = 2.914(CFS) for 2.120(Ac.) Total runoff = 21.157(CFS) Total area = 13.850(Ac.) End of computations, total study area = 13.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.388 Area averaged RI index number = 75.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/25/24 File:ARA210.out ------------------------------------------------------------------------ 298.01.21 10-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA A2 ARA210.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 707.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1107.100(Ft.) Difference in elevation = 14.600(Ft.) Slope = 0.02065 s(percent)= 2.07 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.091 min. Rainfall intensity = 2.173(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.847 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.568(CFS) Total initial stream area = 1.940(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 119.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.700(Ft.) Downstream point/station elevation = 1102.100(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.568(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.568(CFS) Normal flow depth in pipe = 8.00(In.) Flow top width inside pipe = 14.97(In.) Critical Depth = 9.15(In.) Pipe flow velocity = 5.36(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 11.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 119.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.940(Ac.) Runoff from this stream = 3.568(CFS) Time of concentration = 11.28 min. Rainfall intensity = 2.153(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 433.000(Ft.) Top (of initial area) elevation = 1110.700(Ft.) Bottom (of initial area) elevation = 1107.100(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00831 s(percent)= 0.83 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.935 min. Rainfall intensity = 2.190(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.847 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.392(CFS) Total initial stream area = 1.290(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.700(Ft.) Downstream point/station elevation = 1102.100(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.392(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.392(CFS) Normal flow depth in pipe = 5.92(In.) Flow top width inside pipe = 8.54(In.) Critical Depth = 8.21(In.) Pipe flow velocity = 7.76(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.290(Ac.) Runoff from this stream = 2.392(CFS) Time of concentration = 10.97 min. Rainfall intensity = 2.186(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.568 11.28 2.153 2 2.392 10.97 2.186 Largest stream flow has longer time of concentration Qp = 3.568 + sum of Qb Ia/Ib 2.392 * 0.985 = 2.356 Qp = 5.924 Total of 2 main streams to confluence: Flow rates before confluence point: 3.568 2.392 Area of streams before confluence: 1.940 1.290 Results of confluence: Total flow rate = 5.924(CFS) Time of concentration = 11.281 min. Effective stream area after confluence = 3.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.100(Ft.) Downstream point/station elevation = 1101.900(Ft.) Pipe length = 145.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.924(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 5.924(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 15.93(In.) Critical Depth = 10.75(In.) Pipe flow velocity = 2.79(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 12.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 122.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.230(Ac.) Runoff from this stream = 5.924(CFS) Time of concentration = 12.15 min. Rainfall intensity = 2.067(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1108.100(Ft.) Difference in elevation = 13.600(Ft.) Slope = 0.02407 s(percent)= 2.41 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.834 min. Rainfall intensity = 2.321(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.391(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.700(Ft.) Downstream point/station elevation = 1101.900(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.391(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.391(CFS) Normal flow depth in pipe = 8.36(In.) Flow top width inside pipe = 11.04(In.) Critical Depth = 9.45(In.) Pipe flow velocity = 5.81(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 10.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.720(Ac.) Runoff from this stream = 3.391(CFS) Time of concentration = 10.01 min. Rainfall intensity = 2.299(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.924 12.15 2.067 2 3.391 10.01 2.299 Largest stream flow has longer time of concentration Qp = 5.924 + sum of Qb Ia/Ib 3.391 * 0.899 = 3.049 Qp = 8.973 Total of 2 main streams to confluence: Flow rates before confluence point: 5.924 3.391 Area of streams before confluence: 3.230 1.720 Results of confluence: Total flow rate = 8.973(CFS) Time of concentration = 12.148 min. Effective stream area after confluence = 4.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1101.900(Ft.) Downstream point/station elevation = 1100.800(Ft.) Pipe length = 244.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.973(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.973(CFS) Normal flow depth in pipe = 14.79(In.) Flow top width inside pipe = 19.17(In.) Critical Depth = 13.37(In.) Pipe flow velocity = 4.96(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TC) = 12.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 128.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.950(Ac.) Runoff from this stream = 8.973(CFS) Time of concentration = 12.97 min. Rainfall intensity = 1.994(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 123.000 to Point/Station 124.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1124.500(Ft.) Bottom (of initial area) elevation = 1109.300(Ft.) Difference in elevation = 15.200(Ft.) Slope = 0.02027 s(percent)= 2.03 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.399 min. Rainfall intensity = 2.140(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.846 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.634(CFS) Total initial stream area = 2.560(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 127.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.900(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.634(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.634(CFS) Normal flow depth in pipe = 6.90(In.) Flow top width inside pipe = 11.87(In.) Critical Depth = 10.75(In.) Pipe flow velocity = 9.92(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 127.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.560(Ac.) Runoff from this stream = 4.634(CFS) Time of concentration = 11.46 min. Rainfall intensity = 2.134(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 126.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 608.000(Ft.) Top (of initial area) elevation = 1124.400(Ft.) Bottom (of initial area) elevation = 1109.300(Ft.) Difference in elevation = 15.100(Ft.) Slope = 0.02484 s(percent)= 2.48 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.063 min. Rainfall intensity = 2.292(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.230(CFS) Total initial stream area = 1.660(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 127.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1103.400(Ft.) Downstream point/station elevation = 1102.400(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.230(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.230(CFS) Normal flow depth in pipe = 6.31(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.23(In.) Pipe flow velocity = 7.72(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 127.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.660(Ac.) Runoff from this stream = 3.230(CFS) Time of concentration = 10.14 min. Rainfall intensity = 2.282(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.634 11.46 2.134 2 3.230 10.14 2.282 Largest stream flow has longer time of concentration Qp = 4.634 + sum of Qb Ia/Ib 3.230 * 0.935 = 3.020 Qp = 7.655 Total of 2 streams to confluence: Flow rates before confluence point: 4.634 3.230 Area of streams before confluence: 2.560 1.660 Results of confluence: Total flow rate = 7.655(CFS) Time of concentration = 11.458 min. Effective stream area after confluence = 4.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 127.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1102.400(Ft.) Downstream point/station elevation = 1100.800(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.655(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.655(CFS) Normal flow depth in pipe = 8.31(In.) Flow top width inside pipe = 14.91(In.) Critical Depth = 13.17(In.) Pipe flow velocity = 10.97(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 127.000 to Point/Station 128.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.220(Ac.) Runoff from this stream = 7.655(CFS) Time of concentration = 11.52 min. Rainfall intensity = 2.128(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.973 12.97 1.994 2 7.655 11.52 2.128 Largest stream flow has longer time of concentration Qp = 8.973 + sum of Qb Ia/Ib 7.655 * 0.937 = 7.172 Qp = 16.144 Total of 2 main streams to confluence: Flow rates before confluence point: 8.973 7.655 Area of streams before confluence: 4.950 4.220 Results of confluence: Total flow rate = 16.144(CFS) Time of concentration = 12.968 min. Effective stream area after confluence = 9.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 131.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.800(Ft.) Downstream point/station elevation = 1100.300(Ft.) Pipe length = 160.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.144(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 16.144(CFS) Normal flow depth in pipe = 20.65(In.) Flow top width inside pipe = 22.90(In.) Critical Depth = 16.81(In.) Pipe flow velocity = 4.95(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 13.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 131.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.170(Ac.) Runoff from this stream = 16.144(CFS) Time of concentration = 13.51 min. Rainfall intensity = 1.950(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 129.000 to Point/Station 130.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 242.000(Ft.) Top (of initial area) elevation = 1110.700(Ft.) Bottom (of initial area) elevation = 1107.500(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.01322 s(percent)= 1.32 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.897 min. Rainfall intensity = 2.619(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.854 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.566(CFS) Total initial stream area = 0.700(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1101.100(Ft.) Downstream point/station elevation = 1100.300(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.566(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.566(CFS) Normal flow depth in pipe = 3.94(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 6.91(In.) Pipe flow velocity = 8.43(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 1.566(CFS) Time of concentration = 7.92 min. Rainfall intensity = 2.614(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.144 13.51 1.950 2 1.566 7.92 2.614 Largest stream flow has longer time of concentration Qp = 16.144 + sum of Qb Ia/Ib 1.566 * 0.746 = 1.168 Qp = 17.313 Total of 2 main streams to confluence: Flow rates before confluence point: 16.144 1.566 Area of streams before confluence: 9.170 0.700 Results of confluence: Total flow rate = 17.313(CFS) Time of concentration = 13.507 min. Effective stream area after confluence = 9.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 141.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.300(Ft.) Downstream point/station elevation = 1099.800(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.313(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 17.313(CFS) Normal flow depth in pipe = 14.16(In.) Flow top width inside pipe = 14.75(In.) Critical depth could not be calculated. Pipe flow velocity = 11.61(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 141.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.870(Ac.) Runoff from this stream = 17.313(CFS) Time of concentration = 13.53 min. Rainfall intensity = 1.948(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 132.100 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 718.000(Ft.) Top (of initial area) elevation = 1143.300(Ft.) Bottom (of initial area) elevation = 1106.400(Ft.) Difference in elevation = 36.900(Ft.) Slope = 0.05139 s(percent)= 5.14 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.300 min. Rainfall intensity = 2.394(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.420 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.580 RI index for soil(AMC 2) = 56.94 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.461(CFS) Total initial stream area = 2.310(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.100 to Point/Station 132.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.600(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.461(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.461(CFS) Normal flow depth in pipe = 10.51(In.) Flow top width inside pipe = 17.74(In.) Critical Depth = 9.72(In.) Pipe flow velocity = 4.16(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.100 to Point/Station 132.400 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.310(Ac.) Runoff from this stream = 4.461(CFS) Time of concentration = 9.39 min. Rainfall intensity = 2.381(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.200 to Point/Station 132.300 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 722.000(Ft.) Top (of initial area) elevation = 1142.700(Ft.) Bottom (of initial area) elevation = 1106.300(Ft.) Difference in elevation = 36.400(Ft.) Slope = 0.05042 s(percent)= 5.04 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.356 min. Rainfall intensity = 2.386(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.806 Decimal fraction soil group A = 0.420 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.580 RI index for soil(AMC 2) = 56.94 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.790(CFS) Total initial stream area = 1.970(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.300 to Point/Station 132.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.600(Ft.) Pipe length = 26.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.790(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.790(CFS) Normal flow depth in pipe = 11.63(In.) Flow top width inside pipe = 12.53(In.) Critical Depth = 9.43(In.) Pipe flow velocity = 3.71(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 9.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.300 to Point/Station 132.400 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.970(Ac.) Runoff from this stream = 3.790(CFS) Time of concentration = 9.47 min. Rainfall intensity = 2.370(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.461 9.39 2.381 2 3.790 9.47 2.370 Largest stream flow has longer or shorter time of concentration Qp = 4.461 + sum of Qa Tb/Ta 3.790 * 0.991 = 3.758 Qp = 8.218 Total of 2 streams to confluence: Flow rates before confluence point: 4.461 3.790 Area of streams before confluence: 2.310 1.970 Results of confluence: Total flow rate = 8.218(CFS) Time of concentration = 9.392 min. Effective stream area after confluence = 4.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.400 to Point/Station 133.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.600(Ft.) Downstream point/station elevation = 1100.500(Ft.) Pipe length = 77.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.218(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 8.218(CFS) Normal flow depth in pipe = 19.85(In.) Flow top width inside pipe = 18.15(In.) Critical Depth = 12.24(In.) Pipe flow velocity = 2.96(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 9.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.400 to Point/Station 133.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.280(Ac.) Runoff from this stream = 8.218(CFS) Time of concentration = 9.83 min. Rainfall intensity = 2.322(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.500 to Point/Station 132.600 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 254.000(Ft.) Top (of initial area) elevation = 1112.400(Ft.) Bottom (of initial area) elevation = 1104.000(Ft.) Difference in elevation = 8.400(Ft.) Slope = 0.03307 s(percent)= 3.31 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.703 min. Rainfall intensity = 2.866(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.818 Decimal fraction soil group A = 0.420 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.580 RI index for soil(AMC 2) = 56.94 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.383(CFS) Total initial stream area = 0.590(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.600 to Point/Station 133.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.500(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.383(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.383(CFS) Normal flow depth in pipe = 6.09(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 5.97(In.) Pipe flow velocity = 3.45(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.600 to Point/Station 133.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.590(Ac.) Runoff from this stream = 1.383(CFS) Time of concentration = 6.87 min. Rainfall intensity = 2.827(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.218 9.83 2.322 2 1.383 6.87 2.827 Largest stream flow has longer time of concentration Qp = 8.218 + sum of Qb Ia/Ib 1.383 * 0.821 = 1.136 Qp = 9.355 Total of 2 streams to confluence: Flow rates before confluence point: 8.218 1.383 Area of streams before confluence: 4.280 0.590 Results of confluence: Total flow rate = 9.355(CFS) Time of concentration = 9.826 min. Effective stream area after confluence = 4.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 133.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.400(Ft.) Pipe length = 59.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.355(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.355(CFS) Normal flow depth in pipe = 14.58(In.) Flow top width inside pipe = 19.35(In.) Critical Depth = 13.65(In.) Pipe flow velocity = 5.25(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 133.000 to Point/Station 136.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.870(Ac.) Runoff from this stream = 9.355(CFS) Time of concentration = 10.01 min. Rainfall intensity = 2.298(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 135.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 1111.500(Ft.) Bottom (of initial area) elevation = 1104.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.02615 s(percent)= 2.62 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.091 min. Rainfall intensity = 2.779(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.452(CFS) Total initial stream area = 0.610(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.700(Ft.) Downstream point/station elevation = 1100.400(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.452(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.452(CFS) Normal flow depth in pipe = 4.79(In.) Flow top width inside pipe = 8.98(In.) Critical Depth = 6.66(In.) Pipe flow velocity = 6.08(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 136.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.610(Ac.) Runoff from this stream = 1.452(CFS) Time of concentration = 7.12 min. Rainfall intensity = 2.772(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.355 10.01 2.298 2 1.452 7.12 2.772 Largest stream flow has longer time of concentration Qp = 9.355 + sum of Qb Ia/Ib 1.452 * 0.829 = 1.204 Qp = 10.559 Total of 2 streams to confluence: Flow rates before confluence point: 9.355 1.452 Area of streams before confluence: 4.870 0.610 Results of confluence: Total flow rate = 10.559(CFS) Time of concentration = 10.013 min. Effective stream area after confluence = 5.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 141.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.400(Ft.) Downstream point/station elevation = 1099.800(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.559(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.559(CFS) Normal flow depth in pipe = 15.91(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 14.52(In.) Pipe flow velocity = 5.40(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 10.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 141.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.480(Ac.) Runoff from this stream = 10.559(CFS) Time of concentration = 10.37 min. Rainfall intensity = 2.255(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 137.000 to Point/Station 138.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 73.000(Ft.) Top (of initial area) elevation = 1108.100(Ft.) Bottom (of initial area) elevation = 1103.200(Ft.) Difference in elevation = 4.900(Ft.) Slope = 0.06712 s(percent)= 6.71 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.368(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.174(CFS) Total initial stream area = 0.060(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.600(Ft.) Downstream point/station elevation = 1100.400(Ft.) Pipe length = 41.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.174(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.174(CFS) Normal flow depth in pipe = 2.81(In.) Flow top width inside pipe = 5.99(In.) Critical Depth = 2.50(In.) Pipe flow velocity = 1.94(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 5.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 140.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.174(CFS) Time of concentration = 5.35 min. Rainfall intensity = 3.244(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 139.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 190.000(Ft.) Top (of initial area) elevation = 1105.900(Ft.) Bottom (of initial area) elevation = 1103.200(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.01421 s(percent)= 1.42 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.066 min. Rainfall intensity = 2.784(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.763(CFS) Total initial stream area = 0.320(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 139.000 to Point/Station 140.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.320(Ac.) Runoff from this stream = 0.763(CFS) Time of concentration = 7.07 min. Rainfall intensity = 2.784(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.174 5.35 3.244 2 0.763 7.07 2.784 Largest stream flow has longer time of concentration Qp = 0.763 + sum of Qb Ia/Ib 0.174 * 0.858 = 0.150 Qp = 0.913 Total of 2 streams to confluence: Flow rates before confluence point: 0.174 0.763 Area of streams before confluence: 0.060 0.320 Results of confluence: Total flow rate = 0.913(CFS) Time of concentration = 7.066 min. Effective stream area after confluence = 0.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 141.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.400(Ft.) Downstream point/station elevation = 1099.800(Ft.) Pipe length = 158.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.913(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.913(CFS) Normal flow depth in pipe = 6.64(In.) Flow top width inside pipe = 7.91(In.) Critical Depth = 5.25(In.) Pipe flow velocity = 2.61(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 8.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 141.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.913(CFS) Time of concentration = 8.08 min. Rainfall intensity = 2.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.313 13.53 1.948 2 10.559 10.37 2.255 3 0.913 8.08 2.587 Largest stream flow has longer time of concentration Qp = 17.313 + sum of Qb Ia/Ib 10.559 * 0.864 = 9.120 Qb Ia/Ib 0.913 * 0.753 = 0.687 Qp = 27.120 Total of 3 main streams to confluence: Flow rates before confluence point: 17.313 10.559 0.913 Area of streams before confluence: 9.870 5.480 0.380 Results of confluence: Total flow rate = 27.120(CFS) Time of concentration = 13.531 min. Effective stream area after confluence = 15.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 141.000 to Point/Station 141.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.750 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.900; Impervious fraction = 0.100 Time of concentration = 13.53 min. Rainfall intensity = 1.948(In/Hr) for a 10.0 year storm Subarea runoff = 1.343(CFS) for 0.920(Ac.) Total runoff = 28.463(CFS) Total area = 16.650(Ac.) End of computations, total study area = 16.65 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.380 Area averaged RI index number = 69.7 APPENDIX A.2: AREA B 100-YEAR Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/22/23 File:ARB100.out ------------------------------------------------------------------------ 298.01.21 100-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA B ARB100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 467.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1117.300(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00942 s(percent)= 0.94 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.993 min. Rainfall intensity = 3.306(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.137(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1111.300(Ft.) Downstream point/station elevation = 1109.800(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.137(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.137(CFS) Normal flow depth in pipe = 6.36(In.) Flow top width inside pipe = 8.19(In.) Critical depth could not be calculated. Pipe flow velocity = 9.40(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.137(CFS) Time of concentration = 11.05 min. Rainfall intensity = 3.297(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 267.000(Ft.) Top (of initial area) elevation = 1120.900(Ft.) Bottom (of initial area) elevation = 1117.400(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.01311 s(percent)= 1.31 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.228 min. Rainfall intensity = 3.877(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.153(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1110.500(Ft.) Downstream point/station elevation = 1109.800(Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.153(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.153(CFS) Normal flow depth in pipe = 6.15(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 7.53(In.) Pipe flow velocity = 5.32(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 8.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 2.153(CFS) Time of concentration = 8.39 min. Rainfall intensity = 3.836(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.137 11.05 3.297 2 2.153 8.39 3.836 Largest stream flow has longer time of concentration Qp = 3.137 + sum of Qb Ia/Ib 2.153 * 0.860 = 1.851 Qp = 4.988 Total of 2 main streams to confluence: Flow rates before confluence point: 3.137 2.153 Area of streams before confluence: 1.100 0.640 Results of confluence: Total flow rate = 4.988(CFS) Time of concentration = 11.046 min. Effective stream area after confluence = 1.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1109.800(Ft.) Downstream point/station elevation = 1109.200(Ft.) Pipe length = 78.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.988(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.988(CFS) Normal flow depth in pipe = 10.92(In.) Flow top width inside pipe = 13.35(In.) Critical Depth = 10.86(In.) Pipe flow velocity = 5.21(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 11.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.740(Ac.) Runoff from this stream = 4.988(CFS) Time of concentration = 11.30 min. Rainfall intensity = 3.257(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 497.000(Ft.) Top (of initial area) elevation = 1124.600(Ft.) Bottom (of initial area) elevation = 1116.900(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.01549 s(percent)= 1.55 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.203 min. Rainfall intensity = 3.445(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.864 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.434(CFS) Total initial stream area = 1.490(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1110.300(Ft.) Downstream point/station elevation = 1109.200(Ft.) Pipe length = 33.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.434(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.434(CFS) Normal flow depth in pipe = 7.27(In.) Flow top width inside pipe = 11.73(In.) Critical Depth = 10.58(In.) Pipe flow velocity = 8.91(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.490(Ac.) Runoff from this stream = 4.434(CFS) Time of concentration = 10.26 min. Rainfall intensity = 3.433(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 1119.600(Ft.) Bottom (of initial area) elevation = 1116.800(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.01167 s(percent)= 1.17 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.070 min. Rainfall intensity = 3.919(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.313(CFS) Total initial stream area = 0.680(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1109.900(Ft.) Downstream point/station elevation = 1109.200(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.313(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.313(CFS) Normal flow depth in pipe = 5.38(In.) Flow top width inside pipe = 8.83(In.) Critical Depth = 8.12(In.) Pipe flow velocity = 8.39(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.680(Ac.) Runoff from this stream = 2.313(CFS) Time of concentration = 8.10 min. Rainfall intensity = 3.910(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.988 11.30 3.257 2 4.434 10.26 3.433 3 2.313 8.10 3.910 Largest stream flow has longer time of concentration Qp = 4.988 + sum of Qb Ia/Ib 4.434 * 0.949 = 4.207 Qb Ia/Ib 2.313 * 0.833 = 1.926 Qp = 11.122 Total of 3 main streams to confluence: Flow rates before confluence point: 4.988 4.434 2.313 Area of streams before confluence: 1.740 1.490 0.680 Results of confluence: Total flow rate = 11.122(CFS) Time of concentration = 11.295 min. Effective stream area after confluence = 3.910(Ac.) End of computations, total study area = 3.91 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number = 75.0 10-YEAR Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 05/22/23 File:ARB10.out ------------------------------------------------------------------------ 298.01.21 10-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA B ARB10.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 467.000(Ft.) Top (of initial area) elevation = 1121.700(Ft.) Bottom (of initial area) elevation = 1117.300(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00942 s(percent)= 0.94 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.993 min. Rainfall intensity = 2.183(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.847 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.034(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1111.300(Ft.) Downstream point/station elevation = 1109.800(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.034(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.034(CFS) Normal flow depth in pipe = 4.76(In.) Flow top width inside pipe = 8.98(In.) Critical Depth = 7.76(In.) Pipe flow velocity = 8.57(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.034(CFS) Time of concentration = 11.05 min. Rainfall intensity = 2.177(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 267.000(Ft.) Top (of initial area) elevation = 1120.900(Ft.) Bottom (of initial area) elevation = 1117.400(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.01311 s(percent)= 1.31 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.228 min. Rainfall intensity = 2.561(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.853 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.399(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1110.500(Ft.) Downstream point/station elevation = 1109.800(Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.399(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.399(CFS) Normal flow depth in pipe = 5.70(In.) Flow top width inside pipe = 8.67(In.) Critical Depth = 6.54(In.) Pipe flow velocity = 4.74(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 8.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 1.399(CFS) Time of concentration = 8.41 min. Rainfall intensity = 2.530(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.034 11.05 2.177 2 1.399 8.41 2.530 Largest stream flow has longer time of concentration Qp = 2.034 + sum of Qb Ia/Ib 1.399 * 0.861 = 1.204 Qp = 3.237 Total of 2 main streams to confluence: Flow rates before confluence point: 2.034 1.399 Area of streams before confluence: 1.100 0.640 Results of confluence: Total flow rate = 3.237(CFS) Time of concentration = 11.051 min. Effective stream area after confluence = 1.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1109.800(Ft.) Downstream point/station elevation = 1109.200(Ft.) Pipe length = 78.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.237(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.237(CFS) Normal flow depth in pipe = 8.12(In.) Flow top width inside pipe = 14.95(In.) Critical Depth = 8.70(In.) Pipe flow velocity = 4.77(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 11.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.740(Ac.) Runoff from this stream = 3.237(CFS) Time of concentration = 11.32 min. Rainfall intensity = 2.148(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 497.000(Ft.) Top (of initial area) elevation = 1124.600(Ft.) Bottom (of initial area) elevation = 1116.900(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.01549 s(percent)= 1.55 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.203 min. Rainfall intensity = 2.275(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.876(CFS) Total initial stream area = 1.490(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1110.300(Ft.) Downstream point/station elevation = 1109.200(Ft.) Pipe length = 33.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.876(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.876(CFS) Normal flow depth in pipe = 7.02(In.) Flow top width inside pipe = 7.46(In.) Critical depth could not be calculated. Pipe flow velocity = 7.78(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.490(Ac.) Runoff from this stream = 2.876(CFS) Time of concentration = 10.27 min. Rainfall intensity = 2.266(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 1119.600(Ft.) Bottom (of initial area) elevation = 1116.800(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.01167 s(percent)= 1.17 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.070 min. Rainfall intensity = 2.588(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.854 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.503(CFS) Total initial stream area = 0.680(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1109.900(Ft.) Downstream point/station elevation = 1109.200(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.503(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.503(CFS) Normal flow depth in pipe = 4.15(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 6.77(In.) Pipe flow velocity = 7.56(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.680(Ac.) Runoff from this stream = 1.503(CFS) Time of concentration = 8.11 min. Rainfall intensity = 2.582(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.237 11.32 2.148 2 2.876 10.27 2.266 3 1.503 8.11 2.582 Largest stream flow has longer time of concentration Qp = 3.237 + sum of Qb Ia/Ib 2.876 * 0.948 = 2.726 Qb Ia/Ib 1.503 * 0.832 = 1.250 Qp = 7.214 Total of 3 main streams to confluence: Flow rates before confluence point: 3.237 2.876 1.503 Area of streams before confluence: 1.740 1.490 0.680 Results of confluence: Total flow rate = 7.214(CFS) Time of concentration = 11.324 min. Effective stream area after confluence = 3.910(Ac.) End of computations, total study area = 3.91 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number = 75.0 APPENDIX A.3: AREA C 100-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARC100.out ------------------------------------------------------------------------ 298.01.21 100-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA C ARC100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 342.000(Ft.) Top (of initial area) elevation = 1147.100(Ft.) Bottom (of initial area) elevation = 1136.800(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.03012 s(percent)= 3.01 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.237 min. Rainfall intensity = 4.515(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.980 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.020 RI index for soil(AMC 2) = 32.86 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.229(CFS) Total initial stream area = 0.570(Ac.) Pervious area fraction = 0.100 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1136.800(Ft.) End of street segment elevation = 1117.100(Ft.) Length of street segment = 686.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 38.000(Ft.) Distance from crown to crossfall grade break = 36.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 37.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.810(CFS) Depth of flow = 0.280(Ft.), Average velocity = 3.367(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.666(Ft.) Flow velocity = 3.37(Ft/s) Travel time = 3.40 min. TC = 9.63 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.555(In/Hr) for a 100.0 year storm Subarea runoff = 4.177(CFS) for 1.320(Ac.) Total runoff = 6.406(CFS) Total area = 1.890(Ac.) Street flow at end of street = 6.406(CFS) Half street flow at end of street = 3.203(CFS) Depth of flow = 0.302(Ft.), Average velocity = 3.582(Ft/s) Flow width (from curb towards crown)= 8.760(Ft.) End of computations, total study area = 1.89 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.3 10-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARC10.out ------------------------------------------------------------------------ 298.01.21 10-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA C ARC10.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 342.000(Ft.) Top (of initial area) elevation = 1147.100(Ft.) Bottom (of initial area) elevation = 1136.800(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.03012 s(percent)= 3.01 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.237 min. Rainfall intensity = 2.982(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.980 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.020 RI index for soil(AMC 2) = 32.86 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.457(CFS) Total initial stream area = 0.570(Ac.) Pervious area fraction = 0.100 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1136.800(Ft.) End of street segment elevation = 1117.100(Ft.) Length of street segment = 686.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 38.000(Ft.) Distance from crown to crossfall grade break = 36.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 37.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.144(CFS) Depth of flow = 0.250(Ft.), Average velocity = 3.091(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.180(Ft.) Flow velocity = 3.09(Ft/s) Travel time = 3.70 min. TC = 9.94 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.308(In/Hr) for a 10.0 year storm Subarea runoff = 2.698(CFS) for 1.320(Ac.) Total runoff = 4.155(CFS) Total area = 1.890(Ac.) Street flow at end of street = 4.155(CFS) Half street flow at end of street = 2.077(CFS) Depth of flow = 0.269(Ft.), Average velocity = 3.265(Ft/s) Flow width (from curb towards crown)= 7.138(Ft.) End of computations, total study area = 1.89 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.3 APPENDIX A.4: AREA D 100-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARD100.out ------------------------------------------------------------------------ 298.01.21 100-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA D ARD100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 431.000(Ft.) Top (of initial area) elevation = 1119.400(Ft.) Bottom (of initial area) elevation = 1117.000(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00557 s(percent)= 0.56 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.589 min. Rainfall intensity = 3.564(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.347(CFS) Total initial stream area = 0.740(Ac.) Pervious area fraction = 0.100 2 End of computations, total study area = 0.74 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 75.0 10-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARD10.out ------------------------------------------------------------------------ 298.01.21 10-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA D ARD10.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 431.000(Ft.) Top (of initial area) elevation = 1119.400(Ft.) Bottom (of initial area) elevation = 1117.000(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00557 s(percent)= 0.56 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.589 min. Rainfall intensity = 2.354(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.543(CFS) Total initial stream area = 0.740(Ac.) Pervious area fraction = 0.100 2 End of computations, total study area = 0.74 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 75.0 APPENDIX A.5: AREA E 100-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARE100.out ------------------------------------------------------------------------ 298.01.21 100-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA E ARE100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 699.000(Ft.) Top (of initial area) elevation = 1119.400(Ft.) Bottom (of initial area) elevation = 1115.300(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00587 s(percent)= 0.59 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.515 min. Rainfall intensity = 3.223(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.467(CFS) Total initial stream area = 1.210(Ac.) Pervious area fraction = 0.100 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1115.300(Ft.) End of street segment elevation = 1112.500(Ft.) Length of street segment = 564.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 75.000(Ft.) Distance from crown to crossfall grade break = 41.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 32.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.871(CFS) Depth of flow = 0.418(Ft.), Average velocity = 2.323(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.024(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 4.05 min. TC = 15.56 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.731(In/Hr) for a 100.0 year storm Subarea runoff = 2.375(CFS) for 0.980(Ac.) Total runoff = 5.842(CFS) Total area = 2.190(Ac.) Street flow at end of street = 5.842(CFS) Half street flow at end of street = 2.921(CFS) Depth of flow = 0.447(Ft.), Average velocity = 2.431(Ft/s) Flow width (from curb towards crown)= 5.379(Ft.) End of computations, total study area = 2.19 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 75.0 10-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARE10.out ------------------------------------------------------------------------ 298.01.21 10-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA E ARE10.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 699.000(Ft.) Top (of initial area) elevation = 1119.400(Ft.) Bottom (of initial area) elevation = 1115.300(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00587 s(percent)= 0.59 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.515 min. Rainfall intensity = 2.128(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.278(CFS) Total initial stream area = 1.210(Ac.) Pervious area fraction = 0.100 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1115.300(Ft.) End of street segment elevation = 1112.500(Ft.) Length of street segment = 564.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 75.000(Ft.) Distance from crown to crossfall grade break = 41.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 32.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.200(CFS) Depth of flow = 0.357(Ft.), Average velocity = 2.092(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.291(Ft.) Flow velocity = 2.09(Ft/s) Travel time = 4.49 min. TC = 16.01 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.776(In/Hr) for a 10.0 year storm Subarea runoff = 1.535(CFS) for 0.980(Ac.) Total runoff = 3.813(CFS) Total area = 2.190(Ac.) Street flow at end of street = 3.813(CFS) Half street flow at end of street = 1.906(CFS) Depth of flow = 0.381(Ft.), Average velocity = 2.185(Ft/s) Flow width (from curb towards crown)= 4.583(Ft.) End of computations, total study area = 2.19 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 75.0 APPENDIX A.6: AREA F 100-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARF100.out ------------------------------------------------------------------------ 298.01.21 100-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA F ARF100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 833.000(Ft.) Top (of initial area) elevation = 1113.000(Ft.) Bottom (of initial area) elevation = 1105.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00876 s(percent)= 0.88 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.398 min. Rainfall intensity = 3.241(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.870(CFS) Total initial stream area = 1.690(Ac.) Pervious area fraction = 0.100 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 603.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1105.700(Ft.) End of street segment elevation = 1100.000(Ft.) Length of street segment = 969.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.550(CFS) Depth of flow = 0.475(Ft.), Average velocity = 2.390(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.411(Ft.) Flow velocity = 2.39(Ft/s) Travel time = 6.76 min. TC = 18.15 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.509(In/Hr) for a 100.0 year storm Subarea runoff = 4.137(CFS) for 1.860(Ac.) Total runoff = 9.007(CFS) Total area = 3.550(Ac.) Street flow at end of street = 9.007(CFS) Half street flow at end of street = 9.007(CFS) Depth of flow = 0.497(Ft.), Average velocity = 2.531(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) End of computations, total study area = 3.55 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 75.0 10-YEAR 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/22 File:ARF10.out ------------------------------------------------------------------------ 298.01.21 10-YEAR RATIONAL TABLING METHOD POST PROJECT CONDITION FOR AREA F ARF10.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ TRI-8 Builders - S/N 615 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 833.000(Ft.) Top (of initial area) elevation = 1113.000(Ft.) Bottom (of initial area) elevation = 1105.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00876 s(percent)= 0.88 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.398 min. Rainfall intensity = 2.140(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.200(CFS) Total initial stream area = 1.690(Ac.) Pervious area fraction = 0.100 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 603.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1105.700(Ft.) End of street segment elevation = 1100.000(Ft.) Length of street segment = 969.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.960(CFS) Depth of flow = 0.421(Ft.), Average velocity = 2.159(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.733(Ft.) Flow velocity = 2.16(Ft/s) Travel time = 7.48 min. TC = 18.88 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.622(In/Hr) for a 10.0 year storm Subarea runoff = 2.656(CFS) for 1.860(Ac.) Total runoff = 5.856(CFS) Total area = 3.550(Ac.) Street flow at end of street = 5.856(CFS) Half street flow at end of street = 5.856(CFS) Depth of flow = 0.442(Ft.), Average velocity = 2.247(Ft/s) Flow width (from curb towards crown)= 15.744(Ft.) End of computations, total study area = 3.55 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 75.0 APPENDIX A.7: AREA OPEN 100-YEAR Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 07/19/23 File:ARO100.out ------------------------------------------------------------------------ 298.01.21 100 YEAR RATIONAL METHOD OPEN SPACE HYDROLOGY TO LINE S ARO100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ Rainfall intensity = 2.649(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.850 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.390; Impervious fraction = 0.610 User specified values are as follows: TC = 16.45 min. Rain intensity = 2.65(In/Hr) Total area = 141.76(Ac.) Total runoff = 316.30(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1094.200(Ft.) Downstream point elevation = 1089.950(Ft.) Channel length thru subarea = 760.000(Ft.) Channel base width = 96.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank = 2.500 Estimated mean flow rate at midpoint of channel = 322.860(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 7.000(Ft.) Flow(q) thru subarea = 322.860(CFS) Depth of flow = 0.940(Ft.), Average velocity = 3.491(Ft/s) Channel flow top width = 100.701(Ft.) Flow Velocity = 3.49(Ft/s) Travel time = 3.63 min. Time of concentration = 20.08 min. Sub-Channel No. 1 Critical depth = 0.703(Ft.) ' ' ' Critical flow top width = 99.516(Ft.) ' ' ' Critical flow velocity= 4.697(Ft/s) ' ' ' Critical flow area = 68.736(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.374(In/Hr) for a 100.0 year storm Subarea runoff = 13.025(CFS) for 6.520(Ac.) Total runoff = 329.325(CFS) Total area = 148.280(Ac.) Depth of flow = 0.951(Ft.), Average velocity = 3.518(Ft/s) Sub-Channel No. 1 Critical depth = 0.711(Ft.) ' ' ' Critical flow top width = 99.555(Ft.) ' ' ' Critical flow velocity= 4.738(Ft/s) ' ' ' Critical flow area = 69.514(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1089.950(Ft.) Downstream point/station elevation = 1089.730(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 329.325(CFS) Nearest computed pipe diameter = 69.00(In.) Calculated individual pipe flow = 329.325(CFS) Normal flow depth in pipe = 56.53(In.) Flow top width inside pipe = 53.10(In.) Critical Depth = 59.35(In.) Pipe flow velocity = 14.46(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 20.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 148.280(Ac.) Runoff from this stream = 329.325(CFS) Time of concentration = 20.11 min. Rainfall intensity = 2.372(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ Rainfall intensity = 2.982(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 69.70 Pervious area fraction = 0.380; Impervious fraction = 0.620 User specified values are as follows: TC = 13.26 min. Rain intensity = 2.98(In/Hr) Total area = 16.65(Ac.) Total runoff = 67.10(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 16.650(Ac.) Runoff from this stream = 67.100(CFS) Time of concentration = 13.26 min. Rainfall intensity = 2.982(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 329.325 20.11 2.372 2 67.100 13.26 2.982 Largest stream flow has longer time of concentration Qp = 329.325 + sum of Qb Ia/Ib 67.100 * 0.795 = 53.361 Qp = 382.686 Total of 2 main streams to confluence: Flow rates before confluence point: 329.325 67.100 Area of streams before confluence: 148.280 16.650 Results of confluence: Total flow rate = 382.686(CFS) Time of concentration = 20.112 min. Effective stream area after confluence = 164.930(Ac.) End of computations, total study area = 164.93 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.413 Area averaged RI index number = 75.0 APPENDIX B: HYDRAULIC STORM DRAIN ANALYSIS APPENDIX B.1: STREET CAPACITY CALCULATIONS Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.04350 ft/ft Normal Depth 0.70 ft Section Definitions Station (ft)Elevation (ft) 0+00.000 0.70 0+10.000 0.50 0+10.125 0.00 0+12.125 0.17 0+12.125 0.20 0+30.000 0.56 0+47.875 0.20 0+47.875 0.17 0+50.000 0.00 0+50.000 0.50 0+60.000 0.70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.000, 0.70) (0+60.000, 0.70) 0.015 Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.00300 36.19 2.24 16.16 60.98 60.00 0.00400 41.79 2.59 16.16 60.98 60.00 0.00500 46.72 2.89 16.16 60.98 60.00 Rating Table for 60' Street-ROW 12/13/2018 10:19:17 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3of1Page Rating Table for 60' Street-ROW Input Data Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.00600 51.18 3.17 16.16 60.98 60.00 0.00700 55.29 3.42 16.16 60.98 60.00 0.00800 59.10 3.66 16.16 60.98 60.00 0.00900 62.69 3.88 16.16 60.98 60.00 0.01000 66.08 4.09 16.16 60.98 60.00 0.01100 69.30 4.29 16.16 60.98 60.00 0.01200 72.39 4.48 16.16 60.98 60.00 0.01300 75.34 4.66 16.16 60.98 60.00 0.01400 78.19 4.84 16.16 60.98 60.00 0.01500 80.93 5.01 16.16 60.98 60.00 0.01600 83.58 5.17 16.16 60.98 60.00 0.01700 86.16 5.33 16.16 60.98 60.00 0.01800 88.65 5.48 16.16 60.98 60.00 0.01900 91.08 5.63 16.16 60.98 60.00 0.02000 93.45 5.78 16.16 60.98 60.00 0.02100 95.76 5.92 16.16 60.98 60.00 0.02200 98.01 6.06 16.16 60.98 60.00 0.02300 100.21 6.20 16.16 60.98 60.00 0.02400 102.37 6.33 16.16 60.98 60.00 0.02500 104.48 6.46 16.16 60.98 60.00 0.02600 106.55 6.59 16.16 60.98 60.00 0.02700 108.58 6.72 16.16 60.98 60.00 0.02800 110.57 6.84 16.16 60.98 60.00 0.02900 112.53 6.96 16.16 60.98 60.00 0.03000 114.45 7.08 16.16 60.98 60.00 0.03100 116.34 7.20 16.16 60.98 60.00 0.03200 118.20 7.31 16.16 60.98 60.00 0.03300 120.04 7.43 16.16 60.98 60.00 0.03400 121.84 7.54 16.16 60.98 60.00 0.03500 123.62 7.65 16.16 60.98 60.00 0.03600 125.38 7.76 16.16 60.98 60.00 0.03700 127.10 7.86 16.16 60.98 60.00 0.03800 128.81 7.97 16.16 60.98 60.00 0.03900 130.49 8.07 16.16 60.98 60.00 0.04000 132.16 8.18 16.16 60.98 60.00 0.04100 133.80 8.28 16.16 60.98 60.00 0.04200 135.42 8.38 16.16 60.98 60.00 Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for 60' Street-ROW Input Data Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.04300 137.02 8.48 16.16 60.98 60.00 0.04400 138.61 8.57 16.16 60.98 60.00 0.04500 140.17 8.67 16.16 60.98 60.00 0.04600 141.72 8.77 16.16 60.98 60.00 0.04700 143.25 8.86 16.16 60.98 60.00 0.04800 144.77 8.96 16.16 60.98 60.00 0.04900 146.27 9.05 16.16 60.98 60.00 0.05000 147.76 9.14 16.16 60.98 60.00 12/13/2018 10:19:17 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3of3Page Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.56 ft Section Definitions Station (ft)Elevation (ft) 0+00.000 0.70 0+10.000 0.50 0+10.125 0.00 0+12.125 0.17 0+12.125 0.20 0+30.000 0.56 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.000, 0.70) (0+30.000, 0.56) 0.015 Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.00300 7.43 1.75 4.25 23.18 22.75 0.00400 8.58 2.02 4.25 23.18 22.75 0.00500 9.60 2.26 4.25 23.18 22.75 0.00600 10.51 2.48 4.25 23.18 22.75 0.00700 11.36 2.67 4.25 23.18 22.75 0.00800 12.14 2.86 4.25 23.18 22.75 0.00900 12.88 3.03 4.25 23.18 22.75 0.01000 13.57 3.20 4.25 23.18 22.75 Rating Table for 60' Street-Half Street 12/13/2018 10:24:27 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3of1Page Rating Table for 60' Street-Half Street Input Data Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.01100 14.24 3.35 4.25 23.18 22.75 0.01200 14.87 3.50 4.25 23.18 22.75 0.01300 15.48 3.64 4.25 23.18 22.75 0.01400 16.06 3.78 4.25 23.18 22.75 0.01500 16.62 3.91 4.25 23.18 22.75 0.01600 17.17 4.04 4.25 23.18 22.75 0.01700 17.70 4.17 4.25 23.18 22.75 0.01800 18.21 4.29 4.25 23.18 22.75 0.01900 18.71 4.40 4.25 23.18 22.75 0.02000 19.20 4.52 4.25 23.18 22.75 0.02100 19.67 4.63 4.25 23.18 22.75 0.02200 20.13 4.74 4.25 23.18 22.75 0.02300 20.58 4.85 4.25 23.18 22.75 0.02400 21.03 4.95 4.25 23.18 22.75 0.02500 21.46 5.05 4.25 23.18 22.75 0.02600 21.89 5.15 4.25 23.18 22.75 0.02700 22.30 5.25 4.25 23.18 22.75 0.02800 22.71 5.35 4.25 23.18 22.75 0.02900 23.11 5.44 4.25 23.18 22.75 0.03000 23.51 5.53 4.25 23.18 22.75 0.03100 23.90 5.63 4.25 23.18 22.75 0.03200 24.28 5.72 4.25 23.18 22.75 0.03300 24.66 5.81 4.25 23.18 22.75 0.03400 25.03 5.89 4.25 23.18 22.75 0.03500 25.39 5.98 4.25 23.18 22.75 0.03600 25.75 6.06 4.25 23.18 22.75 0.03700 26.11 6.15 4.25 23.18 22.75 0.03800 26.46 6.23 4.25 23.18 22.75 0.03900 26.80 6.31 4.25 23.18 22.75 0.04000 27.15 6.39 4.25 23.18 22.75 0.04100 27.48 6.47 4.25 23.18 22.75 0.04200 27.82 6.55 4.25 23.18 22.75 0.04300 28.15 6.63 4.25 23.18 22.75 0.04400 28.47 6.70 4.25 23.18 22.75 0.04500 28.79 6.78 4.25 23.18 22.75 0.04600 29.11 6.85 4.25 23.18 22.75 0.04700 29.43 6.93 4.25 23.18 22.75 Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for 60' Street-Half Street Input Data Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.04800 29.74 7.00 4.25 23.18 22.75 0.04900 30.05 7.07 4.25 23.18 22.75 0.05000 30.35 7.15 4.25 23.18 22.75 12/13/2018 10:24:27 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3of3Page Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.04350 ft/ft Normal Depth 0.50 ft Section Definitions Station (ft)Elevation (ft) 0+00.000 0.70 0+10.000 0.50 0+10.125 0.00 0+12.125 0.17 0+12.125 0.20 0+30.000 0.56 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.000, 0.70) (0+30.000, 0.56) 0.015 Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.00300 5.41 1.72 3.15 17.68 17.25 0.00400 6.24 1.98 3.15 17.68 17.25 0.00500 6.98 2.22 3.15 17.68 17.25 0.00600 7.64 2.43 3.15 17.68 17.25 0.00700 8.26 2.62 3.15 17.68 17.25 0.00800 8.83 2.80 3.15 17.68 17.25 0.00900 9.36 2.97 3.15 17.68 17.25 0.01000 9.87 3.14 3.15 17.68 17.25 Rating Table for 60' Street-TC (one side) 12/13/2018 10:23:07 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3of1Page Rating Table for 60' Street-TC (one side) Input Data Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.01100 10.35 3.29 3.15 17.68 17.25 0.01200 10.81 3.43 3.15 17.68 17.25 0.01300 11.25 3.57 3.15 17.68 17.25 0.01400 11.68 3.71 3.15 17.68 17.25 0.01500 12.09 3.84 3.15 17.68 17.25 0.01600 12.48 3.97 3.15 17.68 17.25 0.01700 12.87 4.09 3.15 17.68 17.25 0.01800 13.24 4.21 3.15 17.68 17.25 0.01900 13.60 4.32 3.15 17.68 17.25 0.02000 13.96 4.43 3.15 17.68 17.25 0.02100 14.30 4.54 3.15 17.68 17.25 0.02200 14.64 4.65 3.15 17.68 17.25 0.02300 14.97 4.75 3.15 17.68 17.25 0.02400 15.29 4.86 3.15 17.68 17.25 0.02500 15.60 4.96 3.15 17.68 17.25 0.02600 15.91 5.06 3.15 17.68 17.25 0.02700 16.22 5.15 3.15 17.68 17.25 0.02800 16.51 5.25 3.15 17.68 17.25 0.02900 16.81 5.34 3.15 17.68 17.25 0.03000 17.09 5.43 3.15 17.68 17.25 0.03100 17.37 5.52 3.15 17.68 17.25 0.03200 17.65 5.61 3.15 17.68 17.25 0.03300 17.93 5.70 3.15 17.68 17.25 0.03400 18.20 5.78 3.15 17.68 17.25 0.03500 18.46 5.87 3.15 17.68 17.25 0.03600 18.72 5.95 3.15 17.68 17.25 0.03700 18.98 6.03 3.15 17.68 17.25 0.03800 19.24 6.11 3.15 17.68 17.25 0.03900 19.49 6.19 3.15 17.68 17.25 0.04000 19.74 6.27 3.15 17.68 17.25 0.04100 19.98 6.35 3.15 17.68 17.25 0.04200 20.22 6.43 3.15 17.68 17.25 0.04300 20.46 6.50 3.15 17.68 17.25 0.04400 20.70 6.58 3.15 17.68 17.25 0.04500 20.93 6.65 3.15 17.68 17.25 0.04600 21.17 6.72 3.15 17.68 17.25 0.04700 21.39 6.80 3.15 17.68 17.25 Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for 60' Street-TC (one side) Input Data Channel Slope (ft/ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)Wetted Perimeter (ft)Top Width (ft) 0.04800 21.62 6.87 3.15 17.68 17.25 0.04900 21.84 6.94 3.15 17.68 17.25 0.05000 22.07 7.01 3.15 17.68 17.25 12/13/2018 10:23:07 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3of3Page APPENDIX B.2: CATCH BASIN FLOW-BY SUMMARY TABLE CB Q HYD US Q100 US Q TOTAL2 INTERCEPTED Q BY PASS4 CB DS CB NODE TYPE Q1001 10 YR 100 YR BYPASS CB Q100 Q100 Q100 WIDTH CB 15 105 ON GRADE 5.47 12.05 80.66 0.00 N/A 5.47 4.66 0.81 14'1 16 103 ON GRADE 11.30 7.64 51.18 0.81 15 8.11 8.11 0.00 21' 3 26 107.2 ON GRADE 3.13 7.64 51.18 0.00 N/A 7.13 6.36 0.77 14' 3 3 110 ON GRADE 5.30 6.98 46.72 0.77 1, 2 6.07 5.65 0.42 14'5 4 112 ON GRADE 6.26 6.98 46.72 0.00 N/A 6.26 5.77 0.49 14'6 5 116 SUMP 5 5.51 5.67 37.96 1.41 3, 7 6.92 6.92 0.00 7' N/A 6 118 SUMP 5 3.69 5.67 37.96 0.49 4 4.18 4.18 0.00 4' N/A 7 121 ON GRADE 5.23 15.48 103.64 0.00 N/A 5.23 4.24 0.99 14'5 8 126 ON GRADE 4.98 9.67 64.74 0.00 N/A 4.98 3.77 1.21 10'10 9 124 ON GRADE 7.15 9.67 64.74 0.00 N/A 7.15 5.89 1.26 14'10 10 130 SUMP 5 2.41 8.83 59.1 2.47 8, 9 4.88 4.88 0.00 4' N/A 11 133 ON GRADE 14.06 20.58 137.82 0.00 N/A 14.06 13.22 0.84 28'17 12 135 ON GRADE 2.23 16.31 109.18 0.00 N/A 2.23 2.23 0.00 14'18 13 207 SUMP 5 4.43 7.12 47.65 0.69 16 5.12 5.12 0.00 7' N/A 14 209 SUMP 5 2.31 7.12 47.65 0.23 19 2.54 2.54 0.00 7' N/A 16 202 ON GRADE 3.14 7.12 47.65 0.00 N/A 3.14 2.45 0.69 7'13 17 138 ON GRADE 0.27 20.58 137.82 0.84 11 1.11 0.78 0.33 4'Offsite 18 140 ON GRADE 1.17 16.31 109.18 0.00 12 1.17 0.80 0.37 4'Offsite 19 204 ON GRADE 2.15 7.12 47.65 0.00 N/A 2.15 1.92 0.23 7'14 1. Appendix A Q10 and Q100 Values 2. Q TOTAL is the Q100 + "Upstream Q Bypass" 3. Intercepted from Catch Basin Sizing Calculations 4. "By pass" = "For Interception" - "Intercepted" 5. Street slope and capacities for sump conditions utilize the smallest adjacent street slope. 6. Half Street Capacity is 8.11 cft, therefore 4.0 cfs will overtop to CB 2 for the 100-year. CATCH BASIN FLOW-BY SUMMARY TABLE STREET CAPACITY Note: For 6/20/24 Submission - CB # 11A, B, C replace the standalone CB#11. Flows previously tributary to 11 are now distributed between 11A, B, and C. - CB #17 minor revision to QINT based on revision to CB 11A, B, C - all of the above mentioned CB's have performance detailed on Drainage Facilities Map & in CB calculations sections. APPENDIX B.3: CATCH BASIN SIZING CALCULATIONS Project Description Solve For Efficiency Input Data Discharge 8.11 ft³/s Slope 0.00520 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 21.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 99.97 % Intercepted Flow 8.11 ft³/s Bypass Flow 0.00 ft³/s Spread 17.03 ft Depth 0.43 ft Flow Area 2.99 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.72 ft/s Equivalent Cross Slope 0.05461 ft/ft Length Factor 0.99 Total Interception Length 21.22 ft Messages Notes Q100 = 11.30 CFS QBY-PASS CB#15=0.81 CFS Q TOTAL=12.11 CFS 1/2 STREET CAPACITY @ 0.0052 = 8.11 QINT=8.11 Q TO CB#2=4.00 CFS Worksheet for Catch Basin #1-100yr 3/6/2022 4:24:01 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 7.13 ft³/s Slope 0.00520 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 14.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 89.23 % Intercepted Flow 6.36 ft³/s Bypass Flow 0.77 ft³/s Spread 16.18 ft Depth 0.41 ft Flow Area 2.71 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.63 ft/s Equivalent Cross Slope 0.05639 ft/ft Length Factor 0.71 Total Interception Length 19.72 ft Messages Notes Q100=3.13 QPB=4.00 FROM CB#1 (OVERTOP STREET CROWN) Q TOTAL= 7.13 Q INT= 6.3 QBP= 0.77 TO CB#3 Worksheet for Catch Basin #2-100yr 3/7/2022 10:19:35 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 6.07 ft³/s Slope 0.00540 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 14.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 93.01 % Intercepted Flow 5.65 ft³/s Bypass Flow 0.42 ft³/s Spread 15.07 ft Depth 0.39 ft Flow Area 2.36 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.57 ft/s Equivalent Cross Slope 0.05902 ft/ft Length Factor 0.77 Total Interception Length 18.14 ft Messages Notes Q100=5.30 QPB=0.77 FROM CB#2 Q TOTAL=6.07 Q INT= 5.65 QBP= 0.42 TO CB#5 Worksheet for Catch Basin #3-100yr 3/6/2022 4:21:57 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 6.26 ft³/s Slope 0.00540 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 14.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 92.24 % Intercepted Flow 5.77 ft³/s Bypass Flow 0.49 ft³/s Spread 15.25 ft Depth 0.39 ft Flow Area 2.41 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.59 ft/s Equivalent Cross Slope 0.05855 ft/ft Length Factor 0.76 Total Interception Length 18.46 ft Messages Notes Q100=6.26 Q INT= 5.77 QBP= 0.49 TO CB#6 Worksheet for Catch Basin #4-100yr 3/6/2022 4:22:14 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 6.92 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.0833 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 7.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread 17.77 ft Depth 0.48 ft Gutter Depression 0.13 ft Total Depression 0.46 ft Messages Notes ***********SUMP CONDITION******* Q100=5.51 QBP=0.42 +0.99 QTOTAL=6.92 QINT=6.92 Worksheet for Catch Basin #5-100yr 3/7/2022 10:21:42 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 4.18 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.0833 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 4.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread 14.87 ft Depth 0.42 ft Gutter Depression 0.13 ft Total Depression 0.46 ft Messages Notes **********SUMP CONDITION******* Q100=3.69 QBP=0.49 QTOTAL=4.18 QINT=4.18 Worksheet for Catch Basin #6-100yr 3/6/2022 4:20:08 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 5.23 ft³/s Slope 0.02460 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 14.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 81.00 % Intercepted Flow 4.24 ft³/s Bypass Flow 0.99 ft³/s Spread 10.38 ft Depth 0.29 ft Flow Area 1.16 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 4.49 ft/s Equivalent Cross Slope 0.07511 ft/ft Length Factor 0.60 Total Interception Length 23.23 ft Messages Notes Q100=5.23 QINT=4.24 QBP=0.99 TO CB #10 Worksheet for Catch Basin #7-100yr 3/7/2022 10:37:58 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 4.98 ft³/s Slope 0.00960 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 10.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 75.68 % Intercepted Flow 3.77 ft³/s Bypass Flow 1.21 ft³/s Spread 12.38 ft Depth 0.33 ft Flow Area 1.62 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 3.07 ft/s Equivalent Cross Slope 0.06702 ft/ft Length Factor 0.54 Total Interception Length 18.38 ft Messages Notes Q100=4.98 QINT=3.77 QBP=1.21 TO CB #10 Worksheet for Catch Basin #8-100yr 3/6/2022 4:22:32 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 7.15 ft³/s Slope 0.00960 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 14.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 82.32 % Intercepted Flow 5.89 ft³/s Bypass Flow 1.26 ft³/s Spread 14.34 ft Depth 0.37 ft Flow Area 2.14 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 3.34 ft/s Equivalent Cross Slope 0.06093 ft/ft Length Factor 0.62 Total Interception Length 22.65 ft Messages Notes Q100=7.15 QINT=5.89 QBP=1.26 TO CB #10 Worksheet for Catch Basin #9-100yr 3/6/2022 4:22:51 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 4.88 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.0833 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 4.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread 16.49 ft Depth 0.46 ft Gutter Depression 0.13 ft Total Depression 0.46 ft Messages Notes ***********SUMP CONDITION******* Q100=2.41 QBP=2.47 QTOTAL=4.88 QINT=4.88 Worksheet for Catch Basin #10-100yr 3/6/2022 4:21:38 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Worksheet for Catch Basin #11.A-100yr Project Description EfficiencySolve For Input Data cfs6.96Discharge ft/ft0.031Slope ft0.00Gutter Width ft/ft0.063Gutter Cross Slope ft/ft0.020Road Cross Slope 0.015Roughness Coefficient ft14.0Curb Opening Length in4.0Local Depression in48.0Local Depression Width Results %71.57Efficiency cfs4.98Intercepted Flow cfs1.98Bypass Flow ft11.8Spread in2.8Depth ft²1.4Flow Area in0.0Gutter Depression in4.0Total Depression ft/s4.99Velocity ft/ft0.076Equivalent Cross Slope 0.503Length Factor ft27.8Total Interception Length Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/20/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSizing and Capacity Calculations-Revised.fm8 Worksheet for Catch Basin #11.B-100yr Project Description EfficiencySolve For Input Data cfs5.92Discharge ft/ft0.031Slope ft0.00Gutter Width ft/ft0.063Gutter Cross Slope ft/ft0.020Road Cross Slope 0.015Roughness Coefficient ft14.0Curb Opening Length in4.0Local Depression in48.0Local Depression Width Results %76.04Efficiency cfs4.50Intercepted Flow cfs1.42Bypass Flow ft11.1Spread in2.7Depth ft²1.2Flow Area in0.0Gutter Depression in4.0Total Depression ft/s4.79Velocity ft/ft0.078Equivalent Cross Slope 0.548Length Factor ft25.6Total Interception Length Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/20/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSizing and Capacity Calculations-Revised.fm8 Worksheet for Catch Basin #11.C-100yr Project Description EfficiencySolve For Input Data cfs5.55Discharge ft/ft0.013Slope ft2.00Gutter Width ft/ft0.064Gutter Cross Slope ft/ft0.020Road Cross Slope 0.015Roughness Coefficient ft14.0Curb Opening Length in4.0Local Depression in48.0Local Depression Width Results %86.69Efficiency cfs4.81Intercepted Flow cfs0.74Bypass Flow ft12.2Spread in4.0Depth ft²1.6Flow Area in1.0Gutter Depression in5.0Total Depression ft/s3.50Velocity ft/ft0.068Equivalent Cross Slope 0.674Length Factor ft20.8Total Interception Length Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/20/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSizing and Capacity Calculations-Revised.fm8 Project Description Solve For Efficiency Input Data Discharge 2.23 ft³/s Slope 0.01260 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 14.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 100.00 % Intercepted Flow 2.23 ft³/s Bypass Flow 0.00 ft³/s Spread 8.26 ft Depth 0.25 ft Flow Area 0.77 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.90 ft/s Equivalent Cross Slope 0.08647 ft/ft Length Factor 1.15 Total Interception Length 12.21 ft Messages Notes Q100=2.23 Q INT= 2.23 QBP= 0 TO CB#18 Worksheet for Catch Basin #12-100yr 5/22/2023 11:12:39 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 5.12 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.0833 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 7.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread 14.54 ft Depth 0.42 ft Gutter Depression 0.13 ft Total Depression 0.46 ft Messages Notes ***********SUMP CONDITION******* Q100=4.43 QBP=0.69 FROM CB #16 QTOTAL=5.12 Q INT= 5.12 Worksheet for Catch Basin #13-100yr 5/22/2023 11:16:44 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 2.54 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.0833 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 7.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread 3.85 ft Depth 0.31 ft Gutter Depression 0.13 ft Total Depression 0.46 ft Messages Notes ***********SUMP CONDITION******* Q100=2.31 QBP=0.23 FROM CB #19 QTOTAL=2.54 Q INT= 2.54 Worksheet for Catch Basin #14-100yr 5/22/2023 11:18:52 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 5.47 ft³/s Slope 0.01490 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 14.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 85.28 % Intercepted Flow 4.66 ft³/s Bypass Flow 0.81 ft³/s Spread 11.75 ft Depth 0.32 ft Flow Area 1.47 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 3.73 ft/s Equivalent Cross Slope 0.06932 ft/ft Length Factor 0.66 Total Interception Length 21.37 ft Messages Notes Q100 = 5.47 Q INT=4.66 Q BY-PASS=0.81 CFS TO CB #1 Worksheet for Catch Basin #15-100yr 3/6/2022 4:23:44 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 3.14 ft³/s Slope 0.00520 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 7.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 78.08 % Intercepted Flow 2.45 ft³/s Bypass Flow 0.69 ft³/s Spread 11.61 ft Depth 0.32 ft Flow Area 1.44 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.19 ft/s Equivalent Cross Slope 0.06986 ft/ft Length Factor 0.57 Total Interception Length 12.29 ft Messages Notes Q100=3.14 Q INT= 2.45 QBP= 0.69 TO CB#13 Worksheet for Catch Basin #16-100yr 5/22/2023 11:14:55 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Worksheet for Catch Basin #17-100yr_rev Project Description EfficiencySolve For Input Data cfs1.01Discharge ft/ft0.013Slope ft2.00Gutter Width ft/ft0.064Gutter Cross Slope ft/ft0.020Road Cross Slope 0.015Roughness Coefficient ft4.0Curb Opening Length in4.0Local Depression in48.0Local Depression Width Results %72.88Efficiency cfs0.74Intercepted Flow cfs0.27Bypass Flow ft5.6Spread in2.4Depth ft²0.4Flow Area in1.0Gutter Depression in5.0Total Depression ft/s2.53Velocity ft/ft0.106Equivalent Cross Slope 0.516Length Factor ft7.8Total Interception Length Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/20/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSizing and Capacity Calculations-Revised.fm8 Project Description Solve For Efficiency Input Data Discharge 1.17 ft³/s Slope 0.01260 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 4.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 68.62 % Intercepted Flow 0.80 ft³/s Bypass Flow 0.37 ft³/s Spread 6.04 ft Depth 0.21 ft Flow Area 0.45 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.59 ft/s Equivalent Cross Slope 0.10218 ft/ft Length Factor 0.47 Total Interception Length 8.43 ft Messages Notes Q100=1.17 QBP=0.00 QTOTAL=1.17 Q INT= 0.80 QBP=0.37 TO Offiste Worksheet for Catch Basin #18-100yr 5/22/2023 11:13:46 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 2.15 ft³/s Slope 0.00520 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0635 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 Curb Opening Length 7.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 89.26 % Intercepted Flow 1.92 ft³/s Bypass Flow 0.23 ft³/s Spread 9.89 ft Depth 0.28 ft Flow Area 1.07 ft² Gutter Depression 0.09 ft Total Depression 0.42 ft Velocity 2.02 ft/s Equivalent Cross Slope 0.07743 ft/ft Length Factor 0.71 Total Interception Length 9.85 ft Messages Notes Q100=2.15 Q INT= 1.92 QBP= 0.23 TO CB#14 Worksheet for Catch Basin #19-100yr 5/22/2023 11:17:34 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page APPENDIX B.4: DROP INLET CALCULATIONS WEIR EQUATION:Q = CLH(3/2) Atrium Diameter = 6" SOLVING FOR L:L = Q Atrium Weir Lengths = π d CH(3/2)Equivalent Atrium Weir = 1.57 ft C = 2.8 Inlet Line/Lateral Q100 H Min. L Total Opening Length Inlet Type 16 Lateral A1-6 4.62 0.75 2.54 3 Modified CB 110 APPENDIX B.5: STORM DRAIN WSPG CALCULATIONS T1 298.01.21 0 T2 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. intermediate height of transition used T3 FN: LINEA.WSW SO 978.2501093.970 1 1099.369 R 1019.0601095.730 1 .013 .000 .000 0 R 1023.7201095.740 1 .013 .000 .000 1 R 1030.7401095.760 1 .013 .000 .000 0 R 1044.3601095.800 1 .013 34.658 .000 0 R 1138.0401096.080 1 .013 .000 .000 0 JX 1142.0401096.090 1 2 .013 8.900 1096.570 30.0 .000 R 1183.9401096.220 1 .013 .000 .000 0 R 1203.7901096.280 1 .013 -3.790 .000 0 TS 1209.7601096.300 11 .013 -1.140 TS 1213.7901096.310 3 .013 .000 R 1284.8001096.530 3 .013 .000 .000 0 R 1327.9101096.660 3 .013 27.445 .000 1 R 1570.8801097.380 3 .013 .000 .000 0 R 1631.9801097.570 3 .013 -11.669 .000 1 R 1700.0001097.770 3 .013 .000 .000 0 R 1780.5101098.010 3 .013 .000 .000 0 JX 1785.1701098.030 5 4 .013 11.600 1101.000 30.0 .000 R 1836.7401098.190 5 .013 .000 .000 0 R 1845.5701098.210 5 .013 -22.485 .000 0 R 1943.6001098.500 5 .013 .000 .000 0 JX 1958.2201099.490 7 6 .013 123.800 1098.700 30.0 .000 R 2024.0601099.750 7 .013 .000 .000 0 R 2044.0601104.630 7 .013 .000 .000 0 R 2060.4201104.790 7 .013 .000 .000 0 JX 2064.4201104.830 7 8 .013 10.600 1105.780 -30.0 .000 R 2229.0601106.480 7 .013 .000 .000 0 JX 2238.2201108.000 10 9 .013 31.000 1107.500 -30.0 .000 R 2331.4801116.000 10 .013 .000 .000 0 SH 2331.4801116.000 10 1117.810 CD 1 3 0 .000 4.000 10.000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 7.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 6.500 .000 .000 .000 .00 CD 6 4 1 .000 4.000 .000 .000 .000 .00 CD 7 4 1 .000 4.000 .000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 CD 9 4 1 .000 2.500 .000 .000 .000 .00 CD 10 4 1 .000 3.500 .000 .000 .000 .00 CD 11 4 1 .000 5.800 .000 .000 .000 .00 Q 130.400 .0 FILE: LINEA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-20-2024 Time: 1:44:14 298.01.21 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. in FN: LINEA.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 978.250 1093.970 5.399 1099.369 316.30 7.91 .97 1100.34 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.824 .0431 .0030 .09 5.40 .70 1.30 .013 .00 .00 BOX | | | | | | | | | | | | | 1007.074 1095.213 4.241 1099.454 316.30 7.91 .97 1100.42 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1007.074 1095.213 2.155 1097.369 316.30 14.67 3.34 1100.71 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.273 .0431 .0093 .02 2.16 1.76 1.30 .013 .00 .00 BOX | | | | | | | | | | | | | 1009.347 1095.311 2.193 1097.504 316.30 14.42 3.23 1100.73 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.386 .0431 .0085 .05 2.19 1.72 1.30 .013 .00 .00 BOX | | | | | | | | | | | | | 1014.733 1095.543 2.300 1097.844 316.30 13.75 2.94 1100.78 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.327 .0431 .0074 .03 2.30 1.60 1.30 .013 .00 .00 BOX | | | | | | | | | | | | | 1019.060 1095.730 2.412 1098.142 316.30 13.11 2.67 1100.81 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.660 .0021 .0070 .03 2.41 1.49 3.64 .013 .00 .00 BOX | | | | | | | | | | | | | 1023.720 1095.740 2.394 1098.134 316.30 13.21 2.71 1100.84 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.020 .0029 .0071 .05 2.39 1.51 3.28 .013 .00 .00 BOX | | | | | | | | | | | | | 1030.740 1095.760 2.370 1098.130 316.30 13.34 2.76 1100.90 1.23 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.620 .0029 .0074 .10 3.60 1.53 3.25 .013 .00 .00 BOX | | | | | | | | | | | | | 1044.360 1095.800 2.326 1098.126 316.30 13.60 2.87 1101.00 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.640 .0030 .0081 .23 2.33 1.57 3.23 .013 .00 .00 BOX FILE: LINEA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-20-2024 Time: 1:44:14 298.01.21 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. in FN: LINEA.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1073.000 1095.886 2.236 1098.121 316.30 14.15 3.11 1101.23 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.177 .0030 .0092 .31 2.24 1.67 3.23 .013 .00 .00 BOX | | | | | | | | | | | | | 1106.177 1095.985 2.131 1098.116 316.30 14.84 3.42 1101.54 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.864 .0030 .0106 .34 2.13 1.79 3.23 .013 .00 .00 BOX | | | | | | | | | | | | | 1138.040 1096.080 2.032 1098.112 316.30 15.56 3.76 1101.87 .00 3.14 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0124 .05 2.03 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 1142.040 1096.090 1.881 1097.971 307.40 16.34 4.15 1102.12 .00 3.08 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.828 .0031 .0139 .19 1.88 2.10 3.12 .013 .00 .00 BOX | | | | | | | | | | | | | 1155.868 1096.133 1.839 1097.972 307.40 16.71 4.34 1102.31 .00 3.08 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.072 .0031 .0155 .44 1.84 2.17 3.12 .013 .00 .00 BOX | | | | | | | | | | | | | 1183.940 1096.220 1.754 1097.974 307.40 17.53 4.77 1102.75 .16 3.08 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.850 .0030 .0175 .35 1.91 2.33 3.15 .013 .00 .00 BOX | | | | | | | | | | | | | 1203.790 1096.280 1.693 1097.973 307.40 18.16 5.12 1103.09 .34 3.08 10.00 4.000 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0034 .0123 .07 2.03 2.46 .013 .00 .00 BOX | | | | | | | | | | | | | 1209.760 1096.300 4.806 1101.106 307.40 13.13 2.68 1103.78 .00 4.81 4.37 5.800 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0025 .0041 .02 4.81 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1213.790 1096.310 6.765 1103.075 307.40 8.07 1.01 1104.09 .00 4.61 2.52 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 71.010 .0031 .0020 .14 6.77 .37 5.02 .013 .00 .00 PIPE FILE: LINEA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-20-2024 Time: 1:44:14 298.01.21 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. in FN: LINEA.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1284.800 1096.530 6.676 1103.206 307.40 8.12 1.02 1104.23 .03 4.61 2.94 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 43.110 .0030 .0020 .09 6.71 .40 5.08 .013 .00 .00 PIPE | | | | | | | | | | | | | 1327.910 1096.660 6.624 1103.284 307.40 8.16 1.03 1104.32 .00 4.61 3.16 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 242.970 .0030 .0020 .49 6.62 .42 5.11 .013 .00 .00 PIPE | | | | | | | | | | | | | 1570.880 1097.380 6.333 1103.713 307.40 8.40 1.09 1104.81 .01 4.61 4.11 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 61.100 .0031 .0020 .12 6.35 .50 5.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1631.980 1097.570 6.245 1103.815 307.40 8.48 1.12 1104.93 .00 4.61 4.34 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 68.020 .0029 .0021 .14 6.24 .52 5.13 .013 .00 .00 PIPE | | | | | | | | | | | | | 1700.000 1097.770 6.163 1103.933 307.40 8.57 1.14 1105.07 .00 4.61 4.54 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 80.510 .0030 .0021 .17 6.16 .54 5.10 .013 .00 .00 PIPE | | | | | | | | | | | | | 1780.510 1098.010 6.062 1104.072 307.40 8.68 1.17 1105.24 .00 4.61 4.77 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0043 .0025 .01 6.06 .56 .013 .00 .00 PIPE | | | | | | | | | | | | | 1785.170 1098.030 5.904 1103.934 295.80 9.34 1.36 1105.29 .00 4.62 3.75 6.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 51.570 .0031 .0028 .14 5.90 .57 5.41 .013 .00 .00 PIPE | | | | | | | | | | | | | 1836.740 1098.190 5.880 1104.070 295.80 9.37 1.36 1105.43 .23 4.62 3.82 6.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.830 .0023 .0028 .02 6.11 .57 6.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 1845.570 1098.210 5.888 1104.098 295.80 9.36 1.36 1105.46 .00 4.62 3.80 6.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 90.376 .0030 .0028 .25 5.89 .57 5.58 .013 .00 .00 PIPE FILE: LINEA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 4 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-20-2024 Time: 1:44:14 298.01.21 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. in FN: LINEA.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1935.946 1098.477 5.864 1104.341 295.80 9.39 1.37 1105.71 .00 4.62 3.86 6.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1935.946 1098.477 3.590 1102.068 295.80 15.73 3.84 1105.91 .00 4.62 6.46 6.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.654 .0030 .0093 .07 3.59 1.63 5.58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1943.600 1098.500 3.563 1102.063 295.80 15.88 3.92 1105.98 .00 4.62 6.47 6.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0677 .0197 .29 3.56 1.65 .013 .00 .00 PIPE | | | | | | | | | | | | | 1958.220 1099.490 2.443 1101.933 172.00 21.40 7.11 1109.04 .00 3.74 3.90 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.788 .0039 .0303 .05 2.44 2.63 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1960.008 1099.497 2.435 1101.932 172.00 21.48 7.16 1109.09 .00 3.74 3.90 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.851 .0039 .0324 .71 2.43 2.64 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1981.859 1099.583 2.340 1101.923 172.00 22.53 7.88 1109.80 .00 3.74 3.94 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.368 .0039 .0366 .78 2.34 2.85 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2003.226 1099.668 2.250 1101.918 172.00 23.63 8.67 1110.58 .00 3.74 3.97 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.834 .0039 .0415 .86 2.25 3.07 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2024.060 1099.750 2.165 1101.915 172.00 24.78 9.53 1111.45 .00 3.74 3.99 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .435 .2440 .0438 .02 2.16 3.31 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2024.495 1099.856 2.173 1102.029 172.00 24.66 9.44 1111.47 .00 3.74 3.98 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.806 .2440 .0409 .16 2.17 3.28 1.34 .013 .00 .00 PIPE FILE: LINEA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 5 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-20-2024 Time: 1:44:14 298.01.21 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. in FN: LINEA.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2028.301 1100.785 2.259 1103.043 172.00 23.51 8.58 1111.63 .00 3.74 3.97 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.320 .2440 .0362 .12 2.26 3.05 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2031.621 1101.595 2.349 1103.944 172.00 22.42 7.80 1111.75 .00 3.74 3.94 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.896 .2440 .0320 .09 2.35 2.83 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2034.516 1102.301 2.445 1104.746 172.00 21.37 7.09 1111.84 .00 3.74 3.90 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.521 .2440 .0283 .07 2.44 2.62 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2037.037 1102.916 2.546 1105.462 172.00 20.38 6.45 1111.91 .00 3.74 3.85 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.185 .2440 .0251 .05 2.55 2.43 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2039.223 1103.450 2.654 1106.104 172.00 19.43 5.86 1111.97 .00 3.74 3.78 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.883 .2440 .0223 .04 2.65 2.24 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2041.106 1103.909 2.770 1106.679 172.00 18.53 5.33 1112.01 .00 3.74 3.69 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.606 .2440 .0199 .03 2.77 2.06 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2042.712 1104.301 2.894 1107.195 172.00 17.66 4.85 1112.04 .00 3.74 3.58 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.348 .2440 .0178 .02 2.89 1.89 1.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 2044.060 1104.630 3.030 1107.660 172.00 16.84 4.40 1112.06 .00 3.74 3.43 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.360 .0098 .0173 .28 3.03 1.72 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2060.420 1104.790 2.971 1107.761 172.00 17.19 4.59 1112.35 .00 3.74 3.50 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0200 .08 2.97 1.79 .013 .00 .00 PIPE FILE: LINEA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 6 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-20-2024 Time: 1:44:14 298.01.21 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. in FN: LINEA.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2064.420 1104.830 2.589 1107.419 161.40 18.76 5.46 1112.88 .00 3.68 3.82 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.654 .0100 .0237 .75 2.59 2.20 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2096.074 1105.147 2.487 1107.634 161.40 19.66 6.00 1113.63 .00 3.68 3.88 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 30.014 .0100 .0267 .80 2.49 2.38 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2126.088 1105.448 2.389 1107.837 161.40 20.61 6.60 1114.44 .00 3.68 3.92 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.093 .0100 .0302 .85 2.39 2.57 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2154.181 1105.730 2.297 1108.026 161.40 21.62 7.26 1115.29 .00 3.68 3.96 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.400 .0100 .0342 .90 2.30 2.77 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2180.581 1105.994 2.209 1108.203 161.40 22.68 7.98 1116.19 .00 3.68 3.98 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.908 .0100 .0387 .97 2.21 2.99 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2205.489 1106.244 2.126 1108.370 161.40 23.78 8.78 1117.15 .00 3.68 3.99 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.571 .0100 .0439 1.04 2.13 3.21 4.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2229.060 1106.480 2.047 1108.527 161.40 24.94 9.66 1118.19 .00 3.68 4.00 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1659 .0604 .55 2.05 3.46 .013 .00 .00 PIPE | | | | | | | | | | | | | 2238.220 1108.000 1.701 1109.701 130.40 28.11 12.27 1121.97 .00 3.31 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 48.191 .0858 .0711 3.43 1.70 4.30 1.63 .013 .00 .00 PIPE | | | | | | | | | | | | | 2286.411 1112.134 1.743 1113.877 130.40 27.24 11.52 1125.40 .00 3.31 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 45.069 .0858 .0640 2.89 1.74 4.10 1.63 .013 .00 .00 PIPE FILE: LINEA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 7 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-20-2024 Time: 1:44:14 298.01.21 WSPG RUN FOR LINE A; Note Transition modelled in two part due to curve. in FN: LINEA.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2331.480 1116.000 1.810 1117.810 130.40 25.97 10.47 1128.28 .00 3.31 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LINE A1 (R1 TO R5) T3 FN:LINEA1A.WSW SO 1000.0001100.250 1 1104.250 R 1005.6901100.270 1 .013 .000 .000 0 JX 1009.6901100.280 1 3 .013 4.290 1100.840 69.2 .000 R 1165.8801100.750 1 .013 .000 .000 0 JX 1173.3801100.770 2 3 .013 8.690 1101.040 -45.0 .000 R 1410.1601101.480 2 .013 .000 .000 0 JX 1414.1601101.490 2 3 .013 3.730 1101.500 -45.0 .000 R 1544.8601101.880 2 .013 .000 .000 0 JX 1551.4301101.900 4 3 3.013 6.880 4.1601102.4701102.390-51.5 68.9 .000 R 1604.2501102.060 4 .013 .000 .000 0 SH 1604.2501102.060 4 1102.060 CD 1 3 0 .000 3.500 5.000 .000 .000 .00 CD 2 3 0 .000 3.000 4.500 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 3 0 .000 1.500 6.000 .000 .000 .00 Q 23.000 .0 FILE: LINEA1A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:20:25 298.01.21 WSPG RUN FOR LINE A1 (R1 TO R5) FN:LINEA1A.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1100.250 4.000 1104.250 50.75 2.90 .13 1104.38 .00 1.47 5.00 3.500 5.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.690 .0035 .0006 .00 4.00 .27 1.54 .013 .00 .00 BOX | | | | | | | | | | | | | 1005.690 1100.270 3.984 1104.254 50.75 2.90 .13 1104.38 .00 1.47 5.00 3.500 5.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0005 .00 3.98 .27 .013 .00 .00 BOX | | | | | | | | | | | | | 1009.690 1100.280 4.011 1104.292 46.46 2.65 .11 1104.40 .00 1.39 5.00 3.500 5.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 156.190 .0030 .0005 .08 4.01 .25 1.53 .013 .00 .00 BOX | | | | | | | | | | | | | 1165.880 1100.750 3.623 1104.373 46.46 2.65 .11 1104.48 .00 1.39 5.00 3.500 5.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0027 .0005 .00 3.62 .25 .013 .00 .00 BOX | | | | | | | | | | | | | 1173.380 1100.770 3.582 1104.352 37.77 2.80 .12 1104.47 .00 1.30 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 236.780 .0030 .0007 .16 3.58 .28 1.46 .013 .00 .00 BOX | | | | | | | | | | | | | 1410.160 1101.480 3.035 1104.515 37.77 2.80 .12 1104.64 .00 1.30 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0006 .00 3.04 .28 .013 .00 .00 BOX | | | | | | | | | | | | | 1414.160 1101.490 3.061 1104.551 34.04 2.52 .10 1104.65 .00 1.21 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.964 .0030 .0006 .01 3.06 .26 1.35 .013 .00 .00 BOX | | | | | | | | | | | | | 1439.124 1101.564 3.000 1104.564 34.04 2.52 .10 1104.66 .00 1.21 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 49.633 .0030 .0003 .02 3.00 .26 1.35 .013 .00 .00 BOX | | | | | | | | | | | | | 1488.757 1101.713 2.859 1104.572 34.04 2.65 .11 1104.68 .00 1.21 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 47.657 .0030 .0004 .02 2.86 .28 1.35 .013 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- FILE: LINEA1A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:20:25 298.01.21 WSPG RUN FOR LINE A1 (R1 TO R5) FN:LINEA1A.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1536.414 1101.855 2.726 1104.581 34.04 2.77 .12 1104.70 .00 1.21 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.446 .0030 .0004 .00 2.73 .30 1.35 .013 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- | | | | | | | | | | | | | 1544.860 1101.880 2.703 1104.583 34.04 2.80 .12 1104.70 .00 1.21 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0030 .0010 .01 2.70 .30 .013 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- | | | | | | | | | | | | | 1551.430 1101.900 2.735 1104.635 23.00 2.56 .10 1104.74 .00 .77 6.00 1.500 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 52.820 .0030 .0010 .05 2.74 .37 .82 .013 .00 .00 BOX | | | | | | | | | | | | | 1604.250 1102.060 2.628 1104.688 23.00 2.56 .10 1104.79 .00 .77 6.00 1.500 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LINE A1 (R6 TO R9) T3 FN:LINEA1B.WSW SO 1613.5901102.090 1 1104.690 R 1668.4601102.250 1 .013 .000 .000 0 R 1703.1901102.360 1 .013 6.630 .000 0 JX 1712.6301102.390 2 3 3.013 5.150 5.2601102.9501102.950-52.9 67.9 1.800 R 1804.5601102.660 2 .013 17.560 .000 0 R 1840.8801102.770 2 .013 -92.490 .000 0 R 1942.0201103.070 2 .013 .000 .000 0 JX 1948.3701103.090 4 3 .013 5.640 1103.590 -48.7 .000 R 1996.2401103.240 4 .013 .000 .000 0 JX 2001.8301103.250 5 3 .013 6.600 1103.750 58.0 .000 R 2049.3501103.400 5 .013 .000 .000 0 R 2084.7001103.500 5 .013 90.000 .000 0 R 2090.8801103.520 5 .013 .000 .000 0 R 2108.5501103.570 5 .013 -45.000 .000 0 R 2133.8801103.650 5 .013 .000 .000 0 WE 2133.8801103.650 6 .250 SH 2133.8801103.650 6 1103.650 CD 1 3 0 .000 3.000 4.500 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .000 .00 CD 5 4 1 .000 1.500 .000 .000 .000 .00 CD 6 2 0 .000 6.000 14.000 .000 .000 .00 Q 4.660 .0 FILE: LINEA1B.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:21:57 298.01.21 WSPG RUN FOR LINE A1 (R6 TO R9) FN:LINEA1B.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1613.590 1102.090 2.600 1104.690 27.31 2.33 .08 1104.77 .00 1.05 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 43.785 .0029 .0003 .01 2.60 .26 1.17 .013 .00 .00 BOX | | | | | | | | | | | | | 1657.375 1102.218 2.479 1104.697 27.31 2.45 .09 1104.79 .00 1.05 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.085 .0029 .0004 .00 2.48 .27 1.17 .013 .00 .00 BOX | | | | | | | | | | | | | 1668.460 1102.250 2.448 1104.698 27.31 2.48 .10 1104.79 .00 1.05 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.730 .0032 .0004 .01 2.45 .28 1.14 .013 .00 .00 BOX | | | | | | | | | | | | | 1703.190 1102.360 2.344 1104.704 27.31 2.59 .10 1104.81 .00 1.05 4.50 3.000 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0032 .0006 .01 2.35 .30 .013 .00 .00 BOX -------------------- WARNING - Junction Analysis - Change in Channel Type --------------- | | | | | | | | | | | | | 1712.630 1102.390 2.348 1104.738 16.90 2.85 .13 1104.86 .00 1.31 2.47 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 43.708 .0029 .0007 .03 2.35 .32 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1756.338 1102.518 2.240 1104.758 16.90 2.99 .14 1104.90 .00 1.31 2.61 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 40.289 .0029 .0008 .03 2.24 .36 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1796.627 1102.637 2.141 1104.777 16.90 3.13 .15 1104.93 .00 1.31 2.71 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.933 .0029 .0009 .01 2.14 .39 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1804.560 1102.660 2.122 1104.782 16.90 3.16 .16 1104.94 .02 1.31 2.73 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 35.692 .0030 .0009 .03 2.14 .40 1.43 .013 .00 .00 PIPE FILE: LINEA1B.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:21:57 298.01.21 WSPG RUN FOR LINE A1 (R6 TO R9) FN:LINEA1B.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1840.252 1102.768 2.032 1104.800 16.90 3.32 .17 1104.97 .02 1.31 2.81 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .628 .0030 .0010 .00 2.05 .43 1.43 .013 .00 .00 PIPE | | | | | | | | | | | | | 1840.880 1102.770 2.031 1104.801 16.90 3.32 .17 1104.97 .00 1.31 2.81 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.976 .0030 .0011 .04 2.03 .43 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1875.856 1102.874 1.947 1104.821 16.90 3.48 .19 1105.01 .00 1.31 2.86 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.666 .0030 .0012 .04 1.95 .47 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1909.522 1102.974 1.869 1104.842 16.90 3.65 .21 1105.05 .00 1.31 2.91 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 32.498 .0030 .0014 .04 1.87 .51 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1942.020 1103.070 1.796 1104.866 16.90 3.83 .23 1105.09 .00 1.31 2.94 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0032 .0011 .01 1.80 .55 .013 .00 .00 PIPE | | | | | | | | | | | | | 1948.370 1103.090 1.938 1105.027 11.26 2.76 .12 1105.15 .00 1.12 2.09 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.273 .0031 .0009 .03 1.94 .35 1.24 .013 .00 .00 PIPE | | | | | | | | | | | | | 1982.643 1103.197 1.849 1105.046 11.26 2.89 .13 1105.18 .00 1.12 2.19 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.597 .0031 .0010 .01 1.85 .38 1.24 .013 .00 .00 PIPE | | | | | | | | | | | | | 1996.240 1103.240 1.814 1105.054 11.26 2.95 .14 1105.19 .00 1.12 2.23 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0018 .0015 .01 1.81 .40 .013 .00 .00 PIPE | | | | | | | | | | | | | 2001.830 1103.250 1.900 1105.150 4.66 2.64 .11 1105.26 .00 .83 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 47.520 .0032 .0020 .09 1.90 .00 1.01 .013 .00 .00 PIPE FILE: LINEA1B.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:21:57 298.01.21 WSPG RUN FOR LINE A1 (R6 TO R9) FN:LINEA1B.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 2049.350 1103.400 1.844 1105.244 4.66 2.64 .11 1105.35 .00 .83 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 35.350 .0028 .0020 .07 .00 .00 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 2084.700 1103.500 1.835 1105.335 4.66 2.64 .11 1105.44 .00 .83 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.180 .0032 .0020 .01 1.83 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2090.880 1103.520 1.827 1105.347 4.66 2.64 .11 1105.46 .00 .83 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.670 .0028 .0020 .03 .00 .00 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 2108.550 1103.570 1.827 1105.397 4.66 2.64 .11 1105.51 .00 .83 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.330 .0032 .0020 .05 1.83 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 2133.880 1103.650 1.797 1105.447 4.66 2.64 .11 1105.56 .00 .83 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 2133.880 1103.650 1.932 1105.582 4.66 .17 .00 1105.58 .00 .15 14.00 6.000 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LINE A2 T3 FN:LINEA2.WSW SO 1000.0001099.800 1 1102.800 R 1112.6801100.140 1 .013 .000 .000 0 JX 1118.7001100.160 3 2 .013 2.230 1100.960 45.0 .000 R 1135.8901100.210 3 .013 .000 .000 0 R 1152.8501100.260 3 .013 43.180 .000 0 R 1158.7001100.280 3 .013 .000 .000 0 JX 1163.7001100.290 5 2 .013 4.810 1100.530 -82.6 .000 R 1169.5401100.360 5 .013 .000 .000 0 R 1187.2101100.580 5 .013 -45.000 .000 0 R 1224.2501101.030 5 .013 .000 .000 0 R 1235.5801101.170 5 .013 28.850 .000 0 JX 1240.6401101.230 5 2 .013 4.980 1101.450 -90.0 12.890 R 1259.5901101.460 5 .013 48.260 .000 0 R 1263.5901101.510 5 .013 .000 .000 0 WE 1263.5901101.510 4 .250 SH 1263.5901101.510 4 1101.510 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 2 0 .000 4.950 14.000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 Q 4.500 .0 FILE: LINEA2.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:50:51 298.01.21 WSPG RUN FOR LINE A2 FN:LINEA2.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1099.800 3.000 1102.800 16.52 2.34 .08 1102.88 .00 1.30 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .000 .0030 .0006 .00 3.00 .00 1.41 .013 .00 .00 PIPE | | | | | | | | | | | | | 1000.000 1099.800 3.000 1102.800 16.52 2.34 .08 1102.88 .00 1.30 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 109.784 .0030 .0006 .06 3.00 .00 1.41 .013 .00 .00 PIPE | | | | | | | | | | | | | 1109.784 1100.131 2.722 1102.853 16.52 2.45 .09 1102.95 .00 1.30 1.74 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.896 .0030 .0005 .00 2.72 .22 1.41 .013 .00 .00 PIPE | | | | | | | | | | | | | 1112.680 1100.140 2.714 1102.854 16.52 2.46 .09 1102.95 .00 1.30 1.76 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0033 .0009 .01 2.71 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 1118.700 1100.160 2.684 1102.844 14.29 2.91 .13 1102.98 .00 1.27 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.190 .0029 .0012 .02 2.68 .00 1.46 .013 .00 .00 PIPE | | | | | | | | | | | | | 1135.890 1100.210 2.655 1102.865 14.29 2.91 .13 1103.00 .00 1.27 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.960 .0030 .0012 .02 .00 .00 1.46 .013 .00 .00 PIPE | | | | | | | | | | | | | 1152.850 1100.260 2.643 1102.903 14.29 2.91 .13 1103.03 .00 1.27 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.850 .0034 .0012 .01 2.64 .00 1.39 .013 .00 .00 PIPE | | | | | | | | | | | | | 1158.700 1100.280 2.630 1102.910 14.29 2.91 .13 1103.04 .00 1.27 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0020 .0015 .01 2.63 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1163.700 1100.290 2.715 1103.005 9.48 3.02 .14 1103.15 .00 1.10 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.840 .0120 .0018 .01 2.72 .00 .86 .013 .00 .00 PIPE FILE: LINEA2.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:50:51 298.01.21 WSPG RUN FOR LINE A2 FN:LINEA2.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1169.540 1100.360 2.655 1103.015 9.48 3.02 .14 1103.16 .00 1.10 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.670 .0124 .0018 .03 .00 .00 .85 .013 .00 .00 PIPE | | | | | | | | | | | | | 1187.210 1100.580 2.486 1103.066 9.48 3.02 .14 1103.21 .00 1.10 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 37.040 .0122 .0018 .07 2.49 .00 .86 .013 .00 .00 PIPE | | | | | | | | | | | | | 1224.250 1101.030 2.101 1103.131 9.48 3.02 .14 1103.27 .00 1.10 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.058 .0124 .0017 .02 .00 .00 .85 .013 .00 .00 PIPE | | | | | | | | | | | | | 1235.308 1101.167 2.000 1103.167 9.48 3.02 .14 1103.31 2.00 1.10 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .272 .0124 .0017 .00 2.00 .00 .85 .013 .00 .00 PIPE | | | | | | | | | | | | | 1235.580 1101.170 1.996 1103.166 9.48 3.02 .14 1103.31 .00 1.10 .17 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0118 .0010 .01 2.00 .12 .013 .00 .00 PIPE | | | | | | | | | | | | | 1240.640 1101.230 2.161 1103.391 4.50 1.43 .03 1103.42 .00 .75 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.036 .0121 .0004 .01 .00 .00 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1254.676 1101.400 2.000 1103.400 4.50 1.43 .03 1103.43 2.00 .75 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.914 .0121 .0004 .00 2.00 .00 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1259.590 1101.460 1.941 1103.401 4.50 1.44 .03 1103.43 .00 .75 .68 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0125 .0003 .00 1.94 .12 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 1263.590 1101.510 1.891 1103.401 4.50 1.46 .03 1103.43 .00 .75 .91 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE FILE: LINEA2.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:50:51 298.01.21 WSPG RUN FOR LINE A2 FN:LINEA2.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1263.590 1101.510 1.957 1103.467 4.50 .16 .00 1103.47 .00 .15 14.00 4.950 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 LATERAL A 36" STORM DRAIN / DIVERSION STRUCTURE 0 T2 TRACT MAP 36483 T3 SO 112.0401096.640 1 1098.200 R 123.3101096.750 1 .013 33.894 .000 0 R 137.0201096.890 1 .013 33.894 .000 0 R 141.7501096.940 1 .013 29.972 .000 0 WE 141.7501096.940 2 .500 SH 141.7501096.940 2 1096.940 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 3 0 .000 8.000 8.000 .000 .000 .00 Q 8.930 .0 FILE: LATA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:41:55 LATERAL A 36" STORM DRAIN / DIVERSION STRUCTURE TRACT MAP 36483 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 112.040 1096.640 1.560 1098.200 8.93 2.40 .09 1098.29 .03 .94 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.353 .0098 .0007 .00 1.59 .38 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 117.393 1096.692 1.502 1098.195 8.93 2.52 .10 1098.29 .03 .94 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.015 .0098 .0008 .00 1.53 .41 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 122.408 1096.741 1.447 1098.188 8.93 2.64 .11 1098.30 .03 .94 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .902 .0098 .0008 .00 1.48 .44 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 123.310 1096.750 1.438 1098.188 8.93 2.67 .11 1098.30 .03 .94 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.394 .0102 .0009 .00 1.47 .44 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.704 1096.795 1.386 1098.181 8.93 2.80 .12 1098.30 .03 .94 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.089 .0102 .0010 .00 1.42 .48 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 131.793 1096.837 1.336 1098.173 8.93 2.93 .13 1098.31 .03 .94 2.98 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.764 .0102 .0011 .00 1.37 .51 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 135.557 1096.875 1.288 1098.164 8.93 3.08 .15 1098.31 .04 .94 2.97 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.463 .0102 .0013 .00 1.33 .55 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 137.020 1096.890 1.269 1098.159 8.93 3.14 .15 1098.31 .10 .94 2.96 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.218 .0106 .0014 .00 1.37 .56 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 140.238 1096.924 1.225 1098.149 8.93 3.29 .17 1098.32 .11 .94 2.95 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.512 .0106 .0015 .00 1.33 .60 .73 .013 .00 .00 PIPE FILE: LATA.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:41:55 LATERAL A 36" STORM DRAIN / DIVERSION STRUCTURE TRACT MAP 36483 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 141.750 1096.940 1.203 1098.143 8.93 3.37 .18 1098.32 .11 .94 2.94 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 141.750 1096.940 1.488 1098.428 8.93 .75 .01 1098.44 .02 .34 8.00 8.000 8.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LINE B T3 FN:LINEB.WSW SO 1003.6501102.080 1 1104.070 R 1013.8701105.210 1 .013 .000 R 1026.2201109.000 1 .013 7.862 R 1030.5601109.000 1 .013 -0.200 R 1065.2501109.210 1 .013 -1.610 JX 1069.2501109.230 1 2 2.013 4.670 2.0801109.2201109.220 70.0-70.0 -0.190 R 1155.1901109.740 1 .013 -3.980 .000 0 JX 1159.1901109.760 1 2 .013 2.450 1109.750 70.0 -0.190 R 1187.3901109.930 1 .013 .000 -1.310 0 R 1209.5701110.060 1 .013 .000 .000 0 R 1232.5601110.190 1 .013 .000 .000 0 R 1236.9501110.220 1 .013 58.540 WE 1236.9501110.220 4 .250 SH 1236.9501110.220 4 1110.220 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 2 0 .000 7.840 7.000 .000 .000 .00 Q 1.920 .0 FILE: LINEB.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:31: 9 298.01.21 WSPG RUN FOR LINE B FN:LINEB.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1003.650 1102.080 .525 1102.604 11.12 20.20 6.34 1108.94 .00 1.28 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.257 .3063 .1566 .35 .52 5.74 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1005.907 1102.771 .535 1103.307 11.12 19.64 5.99 1109.30 .00 1.28 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.185 .3063 .1413 .45 .54 5.52 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1009.092 1103.747 .555 1104.301 11.12 18.73 5.45 1109.75 .00 1.28 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.605 .3063 .1239 .32 .55 5.15 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1011.697 1104.545 .575 1105.119 11.12 17.86 4.95 1110.07 .00 1.28 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.173 .3063 .1087 .24 .57 4.82 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1013.870 1105.210 .595 1105.806 11.12 17.03 4.50 1110.31 .15 1.28 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.500 .3069 .0965 .14 .74 4.50 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1015.370 1105.671 .613 1106.283 11.12 16.38 4.17 1110.45 .14 1.28 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.612 .3069 .0858 .14 .75 4.26 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1016.982 1106.165 .635 1106.800 11.12 15.62 3.79 1110.59 .12 1.28 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.387 .3069 .0754 .10 .76 3.97 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1018.369 1106.591 .658 1107.249 11.12 14.89 3.44 1110.69 .11 1.28 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.199 .3069 .0663 .08 .77 3.71 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1019.569 1106.959 .683 1107.642 11.12 14.20 3.13 1110.77 .10 1.28 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.042 .3069 .0582 .06 .79 3.46 .44 .013 .00 .00 PIPE FILE: LINEB.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:31: 9 298.01.21 WSPG RUN FOR LINE B FN:LINEB.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1020.611 1107.279 .708 1107.987 11.12 13.54 2.85 1110.83 .09 1.28 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .907 .3069 .0512 .05 .80 3.22 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1021.518 1107.557 .735 1108.292 11.12 12.91 2.59 1110.88 .09 1.28 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .792 .3069 .0451 .04 .82 3.00 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1022.310 1107.800 .763 1108.563 11.12 12.31 2.35 1110.92 .08 1.28 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .690 .3069 .0397 .03 .84 2.79 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1023.001 1108.012 .793 1108.805 11.12 11.74 2.14 1110.94 .07 1.28 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .602 .3069 .0350 .02 .86 2.60 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1023.602 1108.197 .824 1109.020 11.12 11.19 1.94 1110.96 .06 1.28 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .522 .3069 .0309 .02 .89 2.42 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1024.125 1108.357 .856 1109.213 11.12 10.67 1.77 1110.98 .06 1.28 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .452 .3069 .0273 .01 .91 2.24 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1024.576 1108.496 .891 1109.386 11.12 10.17 1.61 1110.99 .05 1.28 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .388 .3069 .0242 .01 .94 2.08 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1024.964 1108.615 .927 1109.542 11.12 9.70 1.46 1111.00 .05 1.28 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .330 .3069 .0214 .01 .97 1.93 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.294 1108.716 .966 1109.681 11.12 9.25 1.33 1111.01 .04 1.28 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .276 .3069 .0190 .01 1.01 1.78 .44 .013 .00 .00 PIPE FILE: LINEB.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:31: 9 298.01.21 WSPG RUN FOR LINE B FN:LINEB.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1025.570 1108.801 1.007 1109.807 11.12 8.82 1.21 1111.01 .04 1.28 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .226 .3069 .0169 .00 1.04 1.64 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.796 1108.870 1.051 1109.921 11.12 8.41 1.10 1111.02 .03 1.28 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .178 .3069 .0151 .00 1.08 1.51 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.974 1108.925 1.099 1110.023 11.12 8.02 1.00 1111.02 .03 1.28 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .132 .3069 .0135 .00 1.13 1.38 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.106 1108.965 1.151 1110.116 11.12 7.64 .91 1111.02 .03 1.28 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .084 .3069 .0122 .00 1.18 1.26 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.189 1108.991 1.209 1110.199 11.12 7.29 .82 1111.02 .02 1.28 1.19 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .031 .3069 .0111 .00 1.23 1.13 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.220 1109.000 1.276 1110.276 11.12 6.94 .75 1111.02 .00 1.28 1.07 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .727 .0000 .0102 .01 1.28 1.00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.947 1109.000 1.339 1110.339 11.12 6.68 .69 1111.03 .00 1.28 .93 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.329 .0000 .0098 .02 1.34 .88 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1029.276 1109.000 1.406 1110.406 11.12 6.46 .65 1111.05 .00 1.28 .73 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.284 .0000 .0097 .01 1.41 .74 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.560 1109.000 1.432 1110.432 11.12 6.40 .64 1111.07 .00 1.28 .63 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.872 .0061 .0101 .12 1.43 .68 1.50 .013 .00 .00 PIPE FILE: LINEB.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 4 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:31: 9 298.01.21 WSPG RUN FOR LINE B FN:LINEB.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1042.432 1109.072 1.500 1110.572 11.12 6.29 .61 1111.19 1.50 1.28 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.818 .0061 .0108 .25 1.50 .00 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 1065.250 1109.210 1.631 1110.841 11.12 6.29 .61 1111.46 .00 1.28 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0065 .03 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1069.250 1109.230 2.588 1111.818 4.37 2.47 .09 1111.91 .00 .80 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 85.940 .0059 .0017 .15 .00 .00 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 1155.190 1109.740 2.230 1111.970 4.37 2.47 .09 1112.07 .00 .80 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0010 .00 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1159.190 1109.760 2.347 1112.107 1.92 1.09 .02 1112.13 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.200 .0060 .0003 .01 2.35 .00 .50 .013 .00 .00 PIPE | | | | | | | | | | | | | 1187.390 1109.930 2.187 1112.117 1.92 1.09 .02 1112.14 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.180 .0059 .0003 .01 2.19 .00 .50 .013 .00 .00 PIPE | | | | | | | | | | | | | 1209.570 1110.060 2.064 1112.124 1.92 1.09 .02 1112.14 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.990 .0056 .0003 .01 2.06 .00 .50 .013 .00 .00 PIPE | | | | | | | | | | | | | 1232.560 1110.190 1.942 1112.132 1.92 1.09 .02 1112.15 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.390 .0068 .0003 .00 .00 .00 .48 .013 .00 .00 PIPE | | | | | | | | | | | | | 1236.950 1110.220 1.917 1112.136 1.92 1.09 .02 1112.15 .00 .52 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE FILE: LINEB.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 5 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:31: 9 298.01.21 WSPG RUN FOR LINE B FN:LINEB.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1236.950 1110.220 1.939 1112.159 1.92 .14 .00 1112.16 .00 .13 7.00 7.840 7.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 0 T2 WSPG RUN FOR LINE C T3 FN:LINEC.WSW SO 1008.7301091.770 1 1094.600 R 1105.4501092.470 1 .013 .000 .000 0 JX 1112.2901092.520 1 2 .013 2.900 1092.910 45.0 .000 R 1190.0501093.010 1 .013 .000 .000 0 R 1214.2601093.160 1 .013 61.630 .000 0 R 1226.2501093.240 1 .013 .000 .000 0 WE 1226.2501093.240 2 .250 SH 1226.2501093.240 2 1093.240 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 3 0 .000 10.000 4.000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 Q 67.100 .0 FILE: LINEC.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:35:11 298.01.21 WSPG RUN FOR LINE C FN:LINEC.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1008.730 1091.770 2.830 1094.600 70.00 10.13 1.59 1096.19 .00 2.66 1.39 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 35.857 .0072 .0100 .36 2.83 .80 3.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1044.587 1092.030 3.000 1095.030 70.00 9.90 1.52 1096.55 .00 2.66 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 60.863 .0072 .0107 .65 3.00 .00 3.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1105.450 1092.470 3.230 1095.700 70.00 9.90 1.52 1097.22 .00 2.66 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0073 .0106 .07 3.23 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1112.290 1092.520 3.499 1096.019 67.10 9.49 1.40 1097.42 .00 2.62 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 77.760 .0063 .0101 .79 3.50 .00 3.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1190.050 1093.010 3.796 1096.806 67.10 9.49 1.40 1098.20 .00 2.62 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.210 .0062 .0101 .25 .00 .00 3.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1214.260 1093.160 4.122 1097.282 67.10 9.49 1.40 1098.68 .00 2.62 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.990 .0067 .0101 .12 4.12 .00 3.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1226.250 1093.240 4.164 1097.404 67.10 9.49 1.40 1098.80 .00 2.62 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1226.250 1093.240 5.746 1098.986 67.10 2.92 .13 1099.12 .00 2.06 4.00 10.000 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LINE D T3 FN:LINED.WSW SO 1000.0001099.800 1 1100.800 R 1029.2801099.920 1 .013 .000 .000 0 R 1052.8401100.010 1 .013 59.995 .000 0 R 1152.4201100.410 1 .013 .000 .000 0 JX 1157.7601100.430 3 2 .013 .800 1100.410 90.0 .000 R 1197.7601100.590 3 .013 .000 .000 0 WE 1197.7601100.590 4 .250 SH 1197.7601100.590 4 1100.590 CD 1 4 1 .000 1.000 .000 .000 .000 .00 CD 2 2 0 .000 2.850 4.000 .000 .000 .00 CD 3 4 1 .000 1.000 .000 .000 .000 .00 CD 4 2 0 .000 2.670 4.000 .000 .000 .00 Q .740 .0 FILE: LINED.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:58:32 298.01.21 WSPG RUN FOR LINE D FN:LINED.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1099.800 1.000 1100.800 1.54 1.96 .06 1100.86 .00 .53 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .000 .0041 .0018 .00 1.00 .00 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 1000.000 1099.800 1.000 1100.800 1.54 1.96 .06 1100.86 .00 .53 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.280 .0041 .0017 .05 1.00 .00 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 1029.280 1099.920 .925 1100.845 1.54 2.03 .06 1100.91 .00 .53 .53 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.560 .0038 .0017 .04 .93 .30 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 1052.840 1100.010 .868 1100.878 1.54 2.13 .07 1100.95 .00 .53 .68 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.765 .0040 .0018 .03 .87 .36 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 1070.605 1100.081 .822 1100.903 1.54 2.23 .08 1100.98 .00 .53 .77 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.803 .0040 .0020 .03 .82 .41 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 1086.409 1100.145 .781 1100.926 1.54 2.34 .08 1101.01 .00 .53 .83 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.857 .0040 .0022 .03 .78 .46 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 1101.266 1100.205 .745 1100.950 1.54 2.45 .09 1101.04 .00 .53 .87 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.689 .0040 .0024 .04 .75 .51 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 1115.955 1100.264 .712 1100.976 1.54 2.57 .10 1101.08 .00 .53 .91 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.214 .0040 .0027 .04 .71 .56 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 1131.170 1100.325 .682 1101.007 1.54 2.70 .11 1101.12 .00 .53 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.162 .0040 .0030 .05 .68 .61 .61 .013 .00 .00 PIPE FILE: LINED.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:58:32 298.01.21 WSPG RUN FOR LINE D FN:LINED.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1148.332 1100.394 .654 1101.048 1.54 2.83 .12 1101.17 .00 .53 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.088 .0040 .0032 .01 .65 .66 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 1152.420 1100.410 .649 1101.059 1.54 2.86 .13 1101.19 .00 .53 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0037 .0019 .01 .65 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1157.760 1100.430 .821 1101.251 .74 1.07 .02 1101.27 .00 .36 .77 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.843 .0040 .0005 .00 .82 .20 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 1168.603 1100.473 .780 1101.254 .74 1.13 .02 1101.27 .00 .36 .83 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.734 .0040 .0005 .00 .78 .22 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 1178.337 1100.512 .744 1101.257 .74 1.18 .02 1101.28 .00 .36 .87 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.909 .0040 .0006 .00 .74 .25 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 1187.246 1100.548 .712 1101.260 .74 1.24 .02 1101.28 .00 .36 .91 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.250 .0040 .0006 .01 .71 .27 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 1195.496 1100.581 .681 1101.262 .74 1.30 .03 1101.29 .00 .36 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.264 .0040 .0007 .00 .68 .29 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 1197.760 1100.590 .673 1101.263 .74 1.32 .03 1101.29 .00 .36 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1197.760 1100.590 .723 1101.313 .74 .26 .00 1101.31 .00 .10 4.00 2.670 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 0 T2 WSPG RUN FOR LINE E T3 FN: LINEE.WSW SO 1000.0001089.260 1 1095.420 R 1004.6701089.360 1 .013 .000 .000 0 R 1007.3301089.380 1 .013 .000 .000 0 R 1025.4901089.520 1 .013 -46.240 .000 0 R 1083.5801089.950 1 .013 .000 .000 0 WE 1083.5801089.950 2 .250 SH 1083.5801089.950 2 1083.580 CD 1 4 1 .000 7.000 .000 .000 .000 .00 CD 2 2 0 .000 13.000 31.500 .000 .000 .00 Q 395.800 .0 FILE: LINEE.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 3- 6-2022 Time: 3:40:31 298.01.21 WSPG RUN FOR LINE E FN: LINEE.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1089.260 6.160 1095.420 395.80 11.03 1.89 1097.31 .00 5.24 4.55 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.670 .0214 .0035 .02 6.16 .69 3.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 1004.670 1089.360 5.987 1095.347 395.80 11.29 1.98 1097.33 .00 5.24 4.92 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.660 .0075 .0036 .01 5.99 .75 4.37 .013 .00 .00 PIPE | | | | | | | | | | | | | 1007.330 1089.380 5.963 1095.343 395.80 11.33 1.99 1097.34 .88 5.24 4.97 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.103 .0077 .0037 .07 6.84 .75 4.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.433 1089.520 5.776 1095.295 395.80 11.65 2.11 1097.40 1.00 5.24 5.32 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1025.433 1089.520 4.747 1094.267 395.80 14.25 3.15 1097.42 1.83 5.24 6.54 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .057 .0077 .0060 .00 6.58 1.22 4.34 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.490 1089.520 4.747 1094.267 395.80 14.25 3.15 1097.42 .00 5.24 6.54 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.193 .0074 .0059 .08 4.75 1.22 4.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 1039.683 1089.625 4.794 1094.419 395.80 14.09 3.08 1097.50 .00 5.24 6.50 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.768 .0074 .0055 .19 4.79 1.19 4.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 1074.452 1089.882 5.008 1094.891 395.80 13.43 2.80 1097.69 .00 5.24 6.32 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.128 .0074 .0049 .04 5.01 1.10 4.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 1083.580 1089.950 5.241 1095.191 395.80 12.81 2.55 1097.74 .00 5.24 6.07 7.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE FILE: LINEE.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 3- 6-2022 Time: 3:40:31 298.01.21 WSPG RUN FOR LINE E FN: LINEE.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1083.580 1089.950 9.419 1099.369 395.80 1.33 .03 1099.40 .00 1.70 31.50 13.000 31.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-1 T3 FN:LATA11.WSW SO 1005.1801100.870 1 1104.290 R 1018.7201101.080 1 .013 .000 .000 0 WE 1018.7201101.080 2 .250 SH 1018.7201101.080 2 1101.080 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 5.680 7.000 .000 .000 .00 Q 4.880 .0 FILE: LATA11.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:42:59 298.01.21 WSPG RUN FOR LAT A1-1 FN:LATA11.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1005.180 1100.870 3.420 1104.290 4.88 2.76 .12 1104.41 .00 .85 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.540 .0155 .0022 .03 3.42 .00 .63 .013 .00 .00 PIPE | | | | | | | | | | | | | 1018.720 1101.080 3.239 1104.319 4.88 2.76 .12 1104.44 .00 .85 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1018.720 1101.080 3.387 1104.467 4.88 .21 .00 1104.47 .00 .25 7.00 5.680 7.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-2 T3 FN:LATA12.WSW SO 1007.0001101.070 1 1104.370 R 1015.0501101.150 1 .013 .000 .000 0 R 1033.4401101.340 1 .013 -46.800 .000 0 R 1034.5501101.350 1 .013 .000 .000 0 JX 1038.5501101.390 1 2 .013 3.450 1101.370 48.6 .000 R 1040.4701101.410 1 .013 .000 .000 0 R 1064.0301101.640 1 .013 -60.000 .000 0 R 1070.0901101.700 1 .013 .000 .000 0 WE 1070.0901101.700 4 .250 SH 1070.0901101.700 4 1101.700 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 4 2 0 .000 7.120 14.000 .000 .000 .00 Q 5.890 .0 FILE: LATA12.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:43:28 298.01.21 WSPG RUN FOR LAT A1-2 FN:LATA12.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1007.000 1101.070 3.300 1104.370 9.34 5.29 .43 1104.80 .00 1.18 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.050 .0099 .0079 .06 3.30 .00 1.10 .013 .00 .00 PIPE | | | | | | | | | | | | | 1015.050 1101.150 3.284 1104.434 9.34 5.29 .43 1104.87 .00 1.18 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.390 .0103 .0079 .15 .00 .00 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1033.440 1101.340 3.302 1104.642 9.34 5.29 .43 1105.08 .00 1.18 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.110 .0090 .0079 .01 3.30 .00 1.15 .013 .00 .00 PIPE | | | | | | | | | | | | | 1034.550 1101.350 3.300 1104.650 9.34 5.29 .43 1105.08 .00 1.18 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0055 .02 3.30 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1038.550 1101.390 3.727 1105.117 5.89 3.33 .17 1105.29 .00 .94 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.920 .0104 .0031 .01 3.73 .00 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 1040.470 1101.410 3.713 1105.123 5.89 3.33 .17 1105.30 .00 .94 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.560 .0098 .0031 .07 .00 .00 .81 .013 .00 .00 PIPE | | | | | | | | | | | | | 1064.030 1101.640 3.585 1105.225 5.89 3.33 .17 1105.40 .00 .94 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.060 .0099 .0031 .02 3.58 .00 .81 .013 .00 .00 PIPE | | | | | | | | | | | | | 1070.090 1101.700 3.544 1105.244 5.89 3.33 .17 1105.42 .00 .94 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1070.090 1101.700 3.760 1105.460 5.89 .11 .00 1105.46 .00 .18 14.00 7.120 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-3 T3 FN:LATA13.WSW SO 1006.0101101.530 1 1104.550 R 1012.7501101.600 1 .013 -45.000 .000 0 R 1030.4301101.770 1 .013 .000 .000 0 R 1054.7301102.020 1 .013 .000 .000 0 WE 1054.7301102.020 2 .250 SH 1054.7301102.020 2 1102.020 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 5.580 14.000 .000 .000 .00 Q 4.240 .0 FILE: LATA13.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 1:41:21 298.01.21 WSPG RUN FOR LAT A1-3 FN:LATA13.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1006.010 1101.530 3.020 1104.550 4.24 2.40 .09 1104.64 .00 .79 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.740 .0104 .0016 .01 .00 .00 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 1012.750 1101.600 2.974 1104.574 4.24 2.40 .09 1104.66 .00 .79 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.680 .0096 .0016 .03 2.97 .00 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.430 1101.770 2.833 1104.603 4.24 2.40 .09 1104.69 .00 .79 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.300 .0103 .0016 .04 2.83 .00 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 1054.730 1102.020 2.622 1104.642 4.24 2.40 .09 1104.73 .00 .79 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1054.730 1102.020 2.734 1104.754 4.24 .11 .00 1104.75 .00 .14 14.00 5.580 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-4 T3 FN:LATA14.WSW SO 1004.1501102.470 1 1104.640 R 1026.1801102.690 1 .013 .000 .000 0 WE 1026.1801102.690 2 .250 SH 1026.1801102.690 2 1102.690 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 3.820 7.000 .000 .000 .00 Q 6.920 .0 FILE: LATA14.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:10:47 298.01.21 WSPG RUN FOR LAT A1-4 FN:LATA14.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1004.150 1102.470 2.170 1104.640 6.92 3.92 .24 1104.88 .00 1.02 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.030 .0100 .0043 .10 2.17 .00 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.180 1102.690 2.046 1104.736 6.92 3.92 .24 1104.97 .00 1.02 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1026.180 1102.690 2.340 1105.030 6.92 .42 .00 1105.03 .00 .31 7.00 3.820 7.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-5 T3 FN:LATA15.WSW SO 1006.3201102.430 1 1104.640 R 1021.9801102.650 1 .013 .000 .000 0 WE 1021.9801102.650 2 .250 SH 1021.9801102.650 2 1102.650 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 3.820 4.000 .000 .000 .00 Q 4.180 .0 FILE: LATA15.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:11:18 298.01.21 WSPG RUN FOR LAT A1-5 FN:LATA15.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1006.320 1102.430 2.210 1104.640 4.18 2.37 .09 1104.73 .00 .78 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.660 .0140 .0016 .02 2.21 .00 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 1021.980 1102.650 2.015 1104.665 4.18 2.37 .09 1104.75 .00 .78 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1021.980 1102.650 2.120 1104.770 4.18 .49 .00 1104.77 .00 .32 4.00 3.820 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-6 T3 FN:LATA16.WSW SO 1005.1301102.910 1 1104.690 R 1035.9001103.220 1 .013 .000 .000 0 WE 1035.9001103.220 2 .250 SH 1035.9001103.220 2 1103.220 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 2 0 .000 3.280 4.000 .000 .000 .00 Q 4.620 .0 FILE: LATA16.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:42:17 298.01.21 WSPG RUN FOR LAT A1-6 FN:LATA16.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1005.130 1102.910 1.780 1104.690 4.62 1.24 .02 1104.71 .00 .71 2.26 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.425 .0101 .0002 .00 1.78 .17 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 1012.555 1102.985 1.704 1104.689 4.62 1.30 .03 1104.72 .00 .71 2.33 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.871 .0101 .0002 .00 1.70 .18 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 1019.426 1103.054 1.634 1104.688 4.62 1.36 .03 1104.72 .00 .71 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.405 .0101 .0002 .00 1.63 .20 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.831 1103.119 1.568 1104.687 4.62 1.43 .03 1104.72 .00 .71 2.42 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.998 .0101 .0003 .00 1.57 .22 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 1031.829 1103.179 1.506 1104.685 4.62 1.50 .03 1104.72 .00 .71 2.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.071 .0101 .0003 .00 1.51 .23 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 1035.900 1103.220 1.464 1104.684 4.62 1.55 .04 1104.72 .00 .71 2.46 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1035.900 1103.220 1.519 1104.739 4.62 .76 .01 1104.75 .00 .35 4.00 3.280 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-7 T3 FN:LATA17.WSW SO 1005.3501102.980 1 1104.740 R 1025.2801103.180 1 .013 .000 .000 0 WE 1025.2801103.180 2 .250 SH 1025.2801103.180 2 1103.180 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 4.110 14.000 .000 .000 .00 Q 5.650 .0 FILE: LATA17.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:24:37 298.01.21 WSPG RUN FOR LAT A1-7 FN:LATA17.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1005.350 1102.980 1.760 1104.740 5.65 3.20 .16 1104.90 .00 .92 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.930 .0100 .0029 .06 1.76 .00 .78 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.280 1103.180 1.618 1104.798 5.65 3.20 .16 1104.96 .00 .92 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1025.280 1103.180 1.816 1104.996 5.65 .22 .00 1105.00 .00 .17 14.00 4.110 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-8 T3 FN:LATA18.WSW SO 1004.6901102.970 1 1104.740 R 1022.2501103.140 1 .013 .000 .000 0 WE 1022.2501103.140 2 .250 SH 1022.2501103.140 2 1103.140 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 4.130 4.000 .000 .000 .00 Q 5.770 .0 FILE: LATA18.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:24:54 298.01.21 WSPG RUN FOR LAT A1-8 FN:LATA18.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1004.690 1102.970 1.770 1104.740 5.77 3.27 .17 1104.91 .00 .93 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.560 .0097 .0030 .05 1.77 .00 .80 .013 .00 .00 PIPE | | | | | | | | | | | | | 1022.250 1103.140 1.653 1104.793 5.77 3.27 .17 1104.96 .00 .93 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1022.250 1103.140 1.849 1104.989 5.77 .78 .01 1105.00 .00 .40 4.00 4.130 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-9 T3 FN:LATA19.WSW SO 1004.6201103.130 1 1105.030 R 1021.9701103.300 1 .013 .000 .000 0 WE 1021.9701103.300 2 .250 SH 1021.9701103.300 2 1103.300 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 5.430 14.000 .000 .000 .00 Q 6.360 .0 FILE: LATA19.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:25: 9 298.01.21 WSPG RUN FOR LAT A1-9 FN:LATA19.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1004.620 1103.130 1.900 1105.030 6.36 3.60 .20 1105.23 .00 .97 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.350 .0098 .0037 .06 1.90 .00 .85 .013 .00 .00 PIPE | | | | | | | | | | | | | 1021.970 1103.300 1.794 1105.094 6.36 3.60 .20 1105.29 .00 .97 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1021.970 1103.300 2.045 1105.345 6.36 .22 .00 1105.35 .00 .19 14.00 5.430 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A1-10 T3 FN:LATA110.WSW SO 1003.3301103.750 1 1105.150 R 1028.8801104.010 1 .013 .000 .000 0 WE 1028.8801104.010 2 .250 SH 1028.8801104.010 2 1104.010 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 5.010 14.000 .000 .000 .00 Q 8.110 .0 FILE: LATA110.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time: 2:25:36 298.01.21 WSPG RUN FOR LAT A1-10 FN:LATA110.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1003.330 1103.750 1.400 1105.150 8.11 4.72 .35 1105.50 .00 1.10 .75 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.415 .0102 .0053 .06 1.40 .55 .98 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.745 1103.866 1.310 1105.176 8.11 4.96 .38 1105.56 .00 1.10 1.00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.283 .0102 .0056 .04 1.31 .68 .98 .013 .00 .00 PIPE | | | | | | | | | | | | | 1022.028 1103.940 1.238 1105.179 8.11 5.20 .42 1105.60 .00 1.10 1.14 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.825 .0102 .0062 .03 1.24 .78 .98 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.852 1103.989 1.177 1105.167 8.11 5.45 .46 1105.63 .00 1.10 1.23 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.027 .0102 .0067 .01 1.18 .87 .98 .013 .00 .00 PIPE | | | | | | | | | | | | | 1028.880 1104.010 1.139 1105.149 8.11 5.63 .49 1105.64 .00 1.10 1.28 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1028.880 1104.010 1.967 1105.977 8.11 .29 .00 1105.98 .00 .22 14.00 5.010 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT A2-1 T3 FN:LATA21.WSW SO 1001.2901100.960 1 1102.850 R 1011.6701101.720 1 .013 .000 .000 0 WE 1011.6701101.720 2 .250 SH 1011.6701101.720 2 1101.720 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 3.220 14.000 .000 .000 .00 Q 2.230 .0 FILE: LATA21.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:54:58 298.01.21 WSPG RUN FOR LAT A2-1 FN:LATA21.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1001.290 1100.960 1.890 1102.850 2.23 1.26 .02 1102.87 .00 .56 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.360 .0732 .0004 .00 1.89 .00 .28 .013 .00 .00 PIPE | | | | | | | | | | | | | 1006.650 1101.352 1.500 1102.852 2.23 1.26 .02 1102.88 .00 .56 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.863 .0732 .0004 .00 1.50 .00 .28 .013 .00 .00 PIPE | | | | | | | | | | | | | 1008.513 1101.489 1.361 1102.850 2.23 1.32 .03 1102.88 .00 .56 .87 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.072 .0732 .0004 .00 1.36 .17 .28 .013 .00 .00 PIPE | | | | | | | | | | | | | 1009.585 1101.567 1.280 1102.847 2.23 1.39 .03 1102.88 .00 .56 1.06 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .874 .0732 .0004 .00 1.28 .20 .28 .013 .00 .00 PIPE | | | | | | | | | | | | | 1010.459 1101.631 1.214 1102.845 2.23 1.46 .03 1102.88 .00 .56 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .756 .0732 .0005 .00 1.21 .23 .28 .013 .00 .00 PIPE | | | | | | | | | | | | | 1011.215 1101.687 1.155 1102.842 2.23 1.53 .04 1102.88 .00 .56 1.26 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .455 .0732 .0005 .00 1.16 .25 .28 .013 .00 .00 PIPE | | | | | | | | | | | | | 1011.670 1101.720 1.120 1102.840 2.23 1.58 .04 1102.88 .00 .56 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1011.670 1101.720 1.195 1102.915 2.23 .13 .00 1102.92 .00 .09 14.00 3.220 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LATERAL A2-2 T3 FN:LATA22.WSW SO 1003.0501100.360 1 1103.010 R 1022.9101100.460 1 .013 -50.500 .000 0 R 1038.1901100.540 1 .013 .000 .000 0 WE 1038.1901100.540 2 .250 SH 1038.1901100.540 2 1100.540 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 3.620 14.000 .000 .000 .00 Q 4.810 .0 FILE: LATA22.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:55:18 298.01.21 WSPG RUN FOR LATERAL A2-2 FN:LATA22.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1003.050 1100.360 2.650 1103.010 4.81 2.72 .12 1103.13 .00 .84 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.860 .0050 .0021 .04 .00 .00 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 1022.910 1100.460 2.609 1103.069 4.81 2.72 .12 1103.18 .00 .84 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.280 .0052 .0021 .03 2.61 .00 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1038.190 1100.540 2.561 1103.101 4.81 2.72 .12 1103.22 .00 .84 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1038.190 1100.540 2.705 1103.245 4.81 .13 .00 1103.24 .00 .15 14.00 3.620 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LATERAL A2-3 T3 FN:LATA23.WSW SO 1000.6601101.450 1 1103.391 R 1022.8401101.560 1 .013 .000 .000 0 WE 1022.8401101.560 2 .250 SH 1022.8401101.560 2 1101.560 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 4.990 14.000 .000 .000 .00 Q 4.980 .0 FILE: LATA23.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 6-20-2024 Time: 3:55:41 298.01.21 WSPG RUN FOR LATERAL A2-3 FN:LATA23.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.660 1101.450 1.941 1103.391 4.98 2.82 .12 1103.51 .00 .86 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.180 .0050 .0022 .05 1.94 .00 .90 .013 .00 .00 PIPE | | | | | | | | | | | | | 1022.840 1101.560 1.881 1103.441 4.98 2.82 .12 1103.56 .00 .86 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1022.840 1101.560 2.035 1103.595 4.98 .17 .00 1103.60 .00 .16 14.00 4.990 14.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT B1 T3 FN:LATB1.WSW SO 1002.4501109.320 1 1111.820 R 1016.4101109.920 1 .013 .000 .000 0 WE 1016.4101109.920 2 .250 SH 1016.4101109.920 2 1109.920 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.360 7.000 .000 .000 .00 Q 2.540 .0 FILE: LATB1.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:34: 7 298.01.21 WSPG RUN FOR LAT B1 FN:LATB1.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1002.450 1109.320 2.500 1111.820 2.54 1.44 .03 1111.85 .00 .60 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.960 .0430 .0006 .01 2.50 .00 .35 .013 .00 .00 PIPE | | | | | | | | | | | | | 1016.410 1109.920 1.908 1111.828 2.54 1.44 .03 1111.86 .00 .60 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1016.410 1109.920 1.948 1111.868 2.54 .19 .00 1111.87 .00 .16 7.00 7.360 7.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT B3 T3 FN:LATB3.WSW SO 1000.0201109.220 1 1111.820 R 1032.2201110.330 1 .013 .000 .000 0 WE 1032.2201110.330 2 .250 SH 1032.2201110.330 2 1110.330 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.100 7.000 .000 .000 .00 Q 5.120 .0 FILE: LATB3.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:34:25 298.01.21 WSPG RUN FOR LAT B3 FN:LATB3.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.020 1109.220 2.600 1111.820 5.12 2.90 .13 1111.95 .00 .87 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 32.200 .0345 .0024 .08 2.60 .00 .52 .013 .00 .00 PIPE | | | | | | | | | | | | | 1032.220 1110.330 1.566 1111.896 5.12 2.90 .13 1112.03 .00 .87 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1032.220 1110.330 1.726 1112.056 5.12 .42 .00 1112.06 .00 .26 7.00 7.100 7.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT B4 T3 FN:LATB4.WSW SO 1002.4501109.870 1 1112.110 R 1030.5001111.280 1 .013 .000 .000 0 WE 1030.5001111.280 2 .250 SH 1030.5001111.280 2 1111.280 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.520 7.000 .000 .000 .00 Q 2.450 .0 FILE: LATB4.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:34:45 298.01.21 WSPG RUN FOR LAT B4 FN:LATB4.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1002.450 1109.870 2.240 1112.110 2.45 1.39 .03 1112.14 .00 .59 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.882 .0503 .0005 .01 2.24 .00 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1017.332 1110.618 1.500 1112.118 2.45 1.39 .03 1112.15 .00 .59 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.715 .0503 .0005 .00 1.50 .00 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1020.047 1110.755 1.361 1112.115 2.45 1.45 .03 1112.15 .00 .59 .87 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.557 .0503 .0005 .00 1.36 .18 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1021.604 1110.833 1.280 1112.113 2.45 1.53 .04 1112.15 .00 .59 1.06 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.266 .0503 .0005 .00 1.28 .22 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1022.870 1110.896 1.214 1112.110 2.45 1.60 .04 1112.15 .00 .59 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.094 .0503 .0006 .00 1.21 .25 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1023.964 1110.951 1.155 1112.107 2.45 1.68 .04 1112.15 .00 .59 1.26 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .970 .0503 .0007 .00 1.16 .27 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1024.934 1111.000 1.103 1112.103 2.45 1.76 .05 1112.15 .00 .59 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .874 .0503 .0007 .00 1.10 .30 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.808 1111.044 1.055 1112.099 2.45 1.85 .05 1112.15 .00 .59 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .793 .0503 .0008 .00 1.05 .33 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.601 1111.084 1.010 1112.094 2.45 1.94 .06 1112.15 .00 .59 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .721 .0503 .0009 .00 1.01 .36 .33 .013 .00 .00 PIPE FILE: LATB4.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:34:45 298.01.21 WSPG RUN FOR LAT B4 FN:LATB4.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1027.322 1111.120 .969 1112.089 2.45 2.03 .06 1112.15 .00 .59 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .660 .0503 .0010 .00 .97 .39 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1027.982 1111.153 .930 1112.083 2.45 2.13 .07 1112.15 .00 .59 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .600 .0503 .0012 .00 .93 .42 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1028.582 1111.184 .893 1112.077 2.45 2.23 .08 1112.15 .00 .59 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .549 .0503 .0013 .00 .89 .46 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1029.130 1111.211 .859 1112.070 2.45 2.34 .09 1112.16 .00 .59 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .496 .0503 .0015 .00 .86 .49 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1029.626 1111.236 .826 1112.062 2.45 2.46 .09 1112.16 .00 .59 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .445 .0503 .0017 .00 .83 .53 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.071 1111.258 .795 1112.053 2.45 2.58 .10 1112.16 .00 .59 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .399 .0503 .0019 .00 .80 .57 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.470 1111.278 .765 1112.044 2.45 2.70 .11 1112.16 .00 .59 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .030 .0503 .0020 .00 .77 .61 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.500 1111.280 .763 1112.043 2.45 2.71 .11 1112.16 .00 .59 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1030.500 1111.280 .956 1112.236 2.45 .37 .00 1112.24 .00 .16 7.00 7.520 7.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR LAT C1 T3 FN:LATC1.WSW SO 1002.1501092.910 1 1096.020 R 1005.6401092.950 1 .013 .000 .000 0 R 1048.0701093.460 1 .013 .000 .000 0 WE 1048.0701093.460 2 .250 SH 1048.0701093.460 2 1093.460 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.900 4.000 .000 .000 .00 Q 2.900 .0 FILE: LATC1.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-24-2024 Time: 6:35:55 298.01.21 WSPG RUN FOR LAT C1 FN:LATC1.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1002.150 1092.910 3.110 1096.020 2.90 .92 .01 1096.03 .00 .59 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.490 .0114 .0002 .00 3.11 .00 .47 .013 .00 .00 PIPE | | | | | | | | | | | | | 1005.640 1092.950 3.071 1096.021 2.90 .92 .01 1096.03 .00 .59 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 42.430 .0120 .0002 .01 3.07 .00 .46 .013 .00 .00 PIPE | | | | | | | | | | | | | 1048.070 1093.460 2.568 1096.028 2.90 .92 .01 1096.04 .00 .59 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1048.070 1093.460 2.583 1096.043 2.90 .28 .00 1096.04 .00 .25 4.00 4.900 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 298.01.21 T2 WSPG RUN FOR CP A1-2 T3 FN:CPA12.WSW SO 1003.6801101.460 1 1105.120 R 1032.6401102.160 1 .013 .000 .000 0 WE 1032.6401102.160 2 .250 SH 1032.6401102.160 2 1102.160 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 6.620 10.000 .000 .000 .00 Q 3.770 .0 FILE: CPA12.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 9-19-2024 Time:10:47: 5 298.01.21 WSPG RUN FOR CP A1-2 FN:CPA12.WSW ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1003.680 1101.460 3.660 1105.120 3.77 2.13 .07 1105.19 .00 .74 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.960 .0242 .0013 .04 3.66 .00 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 1032.640 1102.160 2.997 1105.157 3.77 2.13 .07 1105.23 .00 .74 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1032.640 1102.160 3.086 1105.246 3.77 .12 .00 1105.25 .00 .16 10.00 6.620 10.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 OPEN SPACE CALCULATION 0 T2 LINE E DOWNSTREAM CONTROL WSE=1099.37 T3 SO 918.5001089.950 1 1099.370 TS 948.2001090.120 2 .014 .000 TS 955.8101090.160 3 .050 .000 TS 1000.0001090.400 4 .050 .000 TS 1094.3801090.970 5 .050 .000 TS 1145.0601091.230 6 .050 .000 TS 1265.3001091.880 7 .050 .000 TS 1440.0201092.750 8 .050 .000 TS 1581.9401093.550 9 .050 .000 TS 1600.0001093.640 10 .050 .000 TS 1654.0101093.770 11 .050 .000 SH 1654.0101093.770 11 1093.770 CD 1 2 0 .000 13.000 34.000 0.000 0.000 .00 CD 2 1 0 .000 10.000 31.000 2.000 2.000 .00 CD 3 1 0 .000 11.000 35.000 2.250 2.250 .00 CD 4 1 0 .000 10.000 54.400 2.500 2.500 .00 CD 5 1 0 .000 9.000 46.000 2.500 2.500 .00 CD 6 1 0 .000 9.000 57.000 2.500 2.500 .00 CD 7 1 0 .000 8.000 98.000 2.500 2.500 .00 CD 8 1 0 .000 9.000 95.000 2.500 2.500 .00 CD 9 1 0 .000 8.500 92.000 2.500 2.500 .00 CD 10 1 0 .000 8.500 90.000 2.500 2.500 .00 CD 11 1 0 .000 8.500 77.000 2.500 2.500 .00 Q 329.330 .0 FILE: OPEN.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 7-19-2023 Time: 7:15: 2 OPEN SPACE CALCULATION LINE E DOWNSTREAM CONTROL WSE=1099.37 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 918.500 1089.950 9.420 1099.370 329.33 1.03 .02 1099.39 .00 1.43 34.00 13.000 34.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0057 .0000 .00 9.42 .06 .014 .00 .00 RECTANG | | | | | | | | | | | | | 948.200 1090.120 9.260 1099.380 329.33 .72 .01 1099.39 .00 1.47 68.04 10.000 31.000 2.00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0053 .0000 .00 9.26 .05 .050 .00 2.00 TRAP | | | | | | | | | | | | | 955.810 1090.160 9.223 1099.383 329.33 .64 .01 1099.39 .00 1.36 76.50 11.000 35.000 2.25 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0054 .0000 .00 9.22 .04 .050 .00 2.25 TRAP | | | | | | | | | | | | | 1000.000 1090.400 8.988 1099.388 329.33 .48 .00 1099.39 .00 1.03 99.34 10.000 54.400 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0060 .0000 .00 8.99 .03 .050 .00 2.50 TRAP | | | | | | | | | | | | | 1094.380 1090.970 8.419 1099.389 329.33 .58 .01 1099.39 .00 1.14 88.10 9.000 46.000 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0051 .0000 .00 8.42 .04 .050 .00 2.50 TRAP | | | | | | | | | | | | | 1145.060 1091.230 8.162 1099.392 329.33 .52 .00 1099.40 .00 1.00 97.81 9.000 57.000 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0054 .0000 .00 8.16 .04 .050 .00 2.50 TRAP | | | | | | | | | | | | | 1265.300 1091.880 7.517 1099.397 329.33 .38 .00 1099.40 .00 .70 135.59 8.000 98.000 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0050 .0000 .00 7.52 .03 .050 .00 2.50 TRAP | | | | | | | | | | | | | 1440.020 1092.750 6.650 1099.400 329.33 .44 .00 1099.40 .00 .72 128.25 9.000 95.000 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0056 .0000 .00 6.65 .03 .050 .00 2.50 TRAP | | | | | | | | | | | | | 1581.940 1093.550 5.854 1099.404 329.33 .53 .00 1099.41 .00 .73 121.27 8.500 92.000 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0050 .0000 .00 5.85 .04 .050 .00 2.50 TRAP FILE: OPEN.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 7-19-2023 Time: 7:15: 2 OPEN SPACE CALCULATION LINE E DOWNSTREAM CONTROL WSE=1099.37 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1600.000 1093.640 5.764 1099.404 329.33 .55 .00 1099.41 .00 .74 118.82 8.500 90.000 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0024 .0000 .00 5.76 .04 .050 .00 2.50 TRAP | | | | | | | | | | | | | 1654.010 1093.770 5.636 1099.406 329.33 .64 .01 1099.41 .00 .82 105.18 8.500 77.000 2.50 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- T1 LINE H 0 T2 T3 SO 1000.0001094.000 1 1094.000 R 1057.1301094.140 1 .013 0.000 .000 0 R 1060.2101094.150 1 .013 8.823 .000 0 R 1225.2601094.560 1 .013 .000 .000 0 R 1229.9401094.570 1 .013 .000 .000 1 R 1450.2601095.130 1 .013 .000 .000 0 R 1452.6001095.140 1 .013 .000 .000 0 R 1483.8901095.210 1 .013 .000 .000 0 R 1497.9101095.220 1 .013 35.702 .000 0 WE 1497.9101095.220 2 .500 SH 1497.9101095.220 2 1095.220 CD 1 4 1 .000 1.000 .000 .000 .000 .00 CD 2 2 0 .000 4.000 4.000 .000 .000 .00 Q 2.900 .0 WATER SURFACE ELEVATION (WSE) IN LINE A IS 1098.50 WHERE LINE H BIFURICATES FROM LINE A. AT 1098.50 A TOTAL FLOW RATE OF 2.9 CFS WILL ENTER LINE H. ANALYSIS PERFORMED USING AN INTERATION PROCESS. FILE: LINEHREV.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 1-12-2024 Time: 4: 3:36 LINE H ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1094.000 .730 1094.730 2.90 4.72 .35 1095.08 .00 .73 .89 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .542 .0025 .0081 .00 .73 1.00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1000.542 1094.001 .765 1094.766 2.90 4.50 .31 1095.08 .00 .73 .85 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.997 .0025 .0073 .01 .76 .91 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1002.539 1094.006 .803 1094.809 2.90 4.29 .29 1095.09 .00 .73 .80 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.208 .0025 .0066 .03 .80 .82 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1006.748 1094.016 .846 1094.863 2.90 4.09 .26 1095.12 .00 .73 .72 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.824 .0025 .0061 .05 .85 .73 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.572 1094.036 .898 1094.934 2.90 3.90 .24 1095.17 .00 .73 .61 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.794 .0025 .0059 .09 .90 .62 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.366 1094.074 .973 1095.048 2.90 3.72 .21 1095.26 .00 .73 .32 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.726 .0025 .0060 .04 .97 .42 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1037.092 1094.091 1.000 1095.091 2.90 3.69 .21 1095.30 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.038 .0025 .0063 .13 1.00 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1057.130 1094.140 1.084 1095.224 2.90 3.69 .21 1095.44 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.080 .0032 .0066 .02 .00 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1060.210 1094.150 1.107 1095.257 2.90 3.69 .21 1095.47 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 165.050 .0025 .0066 1.09 1.11 .00 1.00 .013 .00 .00 PIPE FILE: LINEHREV.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7028 WATER SURFACE PROFILE LISTING Date: 1-12-2024 Time: 4: 3:36 LINE H ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1225.260 1094.560 1.791 1096.351 2.90 3.69 .21 1096.56 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.680 .0021 .0066 .03 1.79 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1229.940 1094.570 1.822 1096.392 2.90 3.69 .21 1096.60 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 220.320 .0025 .0066 1.46 1.82 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1450.260 1095.130 2.722 1097.852 2.90 3.69 .21 1098.06 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.340 .0043 .0066 .02 2.72 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1452.600 1095.140 2.728 1097.868 2.90 3.69 .21 1098.08 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.290 .0022 .0066 .21 2.73 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1483.890 1095.210 2.865 1098.075 2.90 3.69 .21 1098.29 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.020 .0007 .0066 .09 .00 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1497.910 1095.220 2.975 1098.194 2.90 3.69 .21 1098.41 .00 .73 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 1497.910 1095.220 3.292 1098.512 2.90 .22 .00 1098.51 .00 .25 4.00 4.000 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- APPENDIX B.6: DIVERSION STRUCTURE WEIR CALCULATION DIVERSION STRUCTURE WEIR 100-YEAR WSE CALCULATION WEIR EQUATION:Q = CLH(3/2) SOLVING FOR H:H = Q (2/3) CL Q = 8.93 ft3/s L =8 ft C = 3 H = 0.52 ft 1104.73 1105.25 Weir Invert = 100-YEAR WSE = ( ) APPENDIX B.7: BASIN OUTLET STRUCTURE CALCULATION BASIN OUTLET STRUCTURE CALCULATIONS 100-YEAR WSE CALCULATION WEIR EQUATION:Q = CLH(3/2) SOLVING FOR H:H = Q (2/3) CL Q = 67.1 ft3/s L =16 ft C = 3 H = 1.25 ft Invert =1103 100-YEAR WSE =1104.25 ( ) EXCERPTS EXCERPT A: LINE S STORM DRAIN PLANS DWG NO. 7-245 74.46 ft STA 10+00, INV=1089.26 EQUALS DWG 7-245 STA 40+74.37, 1089.26 Q100=395.8 100 yr WSE=1095.42 5. 4 2 f t EXCERPT B: PALOMA DEL SOL ALCOBA DRIVE STORM DRAIN TRACT 24185 LINE A STORM DRAIN IMPROVEMENT PLANS DWG NO.7-263 EXCERPT C: VESTING TENTATIVE TRACT NO. 24185, THE MEADOWS AT RANCHO CALIFORNIA ROAD CORRECTION MAP PA10 EXHIBITS EXHIBIT A: POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY MAP OPEN SPACE/DRAINAGE CHANNEL W.Q. BASIN PARK OPEN SPACE/DRAINAGE CHANNEL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 74 75 76 77 78 79 80 73 15 16 72 17 71 70 19 18 20 21 22 23242526 27 28 29 65 64 63 62 61 60 59 57 55 54 53 52 51 30 31 32 33 34 35 36 38 39 40 41 42434445 46 47 48 49 50 838488899091 99 100 101 102 103 104 105 107 108 109 11 6 117 118 119 120 121 92 122 123 12 4 12 5 12 6 12 7 12 8 12 9 13 0 131 133 134 135 136 138 139 140 141 142 82 6968 67 168 167 16 4 16 3 16 2 16 1 16 0 15 9 158 157 15 5 15 4 15 3 152 151 150 148 147 146 14 5 14 4 81 14 3 106 132 137 149 15 6 166 858687 58 56 189 170 110 179 37 169 939495969798 175 172 171 176 182 TR A C T N O . 2 4 1 8 2 - 2 TR A C T N O . 2 4 1 8 2 - 1 TRACT NO. 24185-1 TRACT N O . 2 4 1 8 5 - 2 P A R C E L M A P N O . 2 0 / 7 0 - 7 3 165 66 11 5 114 113 112 111 NOT A PART 91 99 100 120 121 122 123 939495969798 175 TR A C T N O . 2 4 1 8 2 - 2 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. EXHIBIT B: DRAINAGE FACILITIES MAP OPEN SPACE/DRAINAGE CHANNEL W.Q. BASIN PARK OPEN SPACE/DRAINAGE CHANNEL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 74 75 76 77 78 79 80 73 15 16 72 17 71 70 19 18 20 21 22 23242526 27 28 29 65 64 63 62 61 60 59 57 55 54 53 52 51 30 31 32 33 34 35 36 38 39 40 41 42434445 46 47 48 49 50 838488899091 99 100 101 102 103 104 105 107 108 109 11 6 117 118 119 120 121 92 122 123 12 4 12 5 12 6 12 7 12 8 12 9 13 0 131 133 134 135 136 138 139 140 141 142 82 6968 67 168 167 16 4 16 3 16 2 16 1 16 0 15 9 158 157 15 5 15 4 15 3 152 151 150 148 147 146 145 14 4 81 14 3 106 132 137 149 15 6 166 858687 58 56 189 170 110 179 37 169 939495969798 175 172 171 176 182 TR A C T N O . 2 4 1 8 2 - 2 TR A C T N O . 2 4 1 8 2 - 1 TRACT NO. 24185-1 TRACT N O . 2 4 1 8 5 - 2 P A R C E L M A P N O . 2 0 / 7 0 - 7 3 165 66 11 5 114 113 112 111 NOT A PART 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. 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² : H V W H U Q 5 L Y H U V L G H $ U H D & D O L I R U Q L D 1D W X U D O 5 H V R X U F H V &R Q V H U Y D W L R Q 6 H U Y L F H :H E 6 R L O 6 X U Y H \ 1D W L R Q D O & R R S H U D W L Y H 6 R L O 6 X U Y H \ 3D J H R I EXHIBIT D: RAINFALL MAPS 2 YEAR, 1 HOUR Engineering & Consulting, Inc. 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 RAINFALL = 0.55 PLANNING AREA 4 100 YEAR, 1 HOUR Engineering & Consulting, Inc. 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 RAINFALL = 1.30 PLANNING AREA 4 EXHIBIT E: SLOPE OF INTENSITY DURATION CURVES SLOPE INTENSITY CURVE Engineering & Consulting, Inc. 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 SLOPE = 0.55 PLANNING AREA 4