The URL can be used to link to this page

Home My WebLink About6607; CMP Replacement Program - Carlsbad Blvd. North of Island Way; HYDROLOGY AND HYDRAULICS REPORT; 2016-11-02\ 1. San Diego County Hydrology Manual (2003) AECOM 401 West A Street Suite 1200 San Diego, CA 92101 www.aecom.com 619.610.7600 tel 619.610.7601 fax Memorandum The Carlsbad Boulevard CMP Replacement Program required a hydraulics and hydrology study to assess the propsed system designed for a 100-year storm. The City of Carlsbad provided previous as-builts (Appendix B) with 100-year flow rates (Q) for some of the upstream system. A map of the drainage areas that affect this particular storm drain system was prepared and displayed in Appendix A. The pipeline segments are labeled on the sheets in Appendix C. The peak volumetric flow rates (Q100) from the green and blue areas (see Appendix A) were obtained using the Rational Method from the San Diego Country Hydrology Manual (2003). Their land uses were both determined to be General Industrial since the drainage systems only involved paved cement and concrete surfaces. The green area’s sheet flow length (LM) and initial time of concentration (Ti) were interpolated from table 3-2 of the County’s Hydrology Manual. The Intensity (I) was calculated using the formula from Figure 3-11. The Rational Method Formula was used to calculate the peak discharge for the sheet flow area. From the initial Q and the slope of the existing street, the velocity of the flow was determined from figure 3-61. The travel time (Tt) from the end of the sheet flow area to the respective inlet for was evaluated as a function of the flow velocity and length of travel. This travel time (Tt) was then added to the initial time of concentration for a new time of concentration. Due to the change in Tc, the flow had a new I, Q and V. An iterative process To City of Carlsbad Page 1 CC Subject Carlsbad Boulevard CMP Replacement Program Hydrology Study (AECOM Project Number:60510232) From Renee Chuang Date November 2, 2016 Subject: Carlsbad Boulevard Replacement-Hydrology Study November 2, 2016 Page 2 resulted in using the adjusted velocity to affect the Tt until the velocity converged. From the final velocity, the Tc, and thus the Q for the green area was determined. The Q for the blue area was calculated by adding the Tc from the green area and the travel time of the flow through segments G and F to obtain a new Tc for the blue area. From the new Tc, the Intensity, Q and velocity for the blue area could be calculated by the Rational Method.1 From the results of the Rational Method, as well as the information provided by the City of Carlsbad’s as-built, the velocities and unknown Q’s could be evaluated in the system. The flows from pipe segments A and C were added to form the flow for segment B. The flow in pipe segments G and F were the cumulative flows of the flow from segment B, segment H, and the flow from the green drainage. The flow from the blue drainage area through segment E was added to the flow from segment F to determine total flow discharged through segment D. From the determined Q values, the velocities from the design were calculated using the Manning’s equation of Bentley’s FlowMaster. The results are displayed in Table 1. Please note that this method is does not account for the hydraulic losses through the different orifices and therefore is a conservative estimate of the flows and velocities. Calculations are displayed in Appendix D. Inputs and outputs for the Manning’s equation velocities are displayed in Appendix E. Subject: Carlsbad Boulevard Replacement-Hydrology Study November 2, 2016 Page 3 Table 1. Calculated Peak Discharge, Velocity, Hydraulic Grade Line and Energy Grade Line for the Carlsbad Storm Drain Replacement Segments Q (cfs) V (fps) HGL (ft) EGL (ft) A 4.40 B 7.70 11.01 0.55 2.43 C 3.30 5.95 0.47 1.02 D 24.06 18.01 0.88 5.92 E 2.21 6.03 0.39 0.96 F 21.85 13.04 1.05 3.69 G 21.85 9.56 1.37 2.79 H 11.40 Appendices Appendix A: Hydrology Map Appendix B: As-Built Drawing Appendix C: Labeled Segments Appendix D: Calculations Appendix E: Manning's Equation Results Appendix A: Hydrology Map 1HYDROLOGY MAP - 1IMPROVEMENT PLANS FOR:IMPROVEMENT PLANS FOR:6607 497-6DESIGN + CONSULTING SERVICES - AMERICAS1 COLUMBIA PLACE401 W. A STREET, SUITE 1200SAN DIEGO, CA. 92101TEL: 619.610.7600 www.aecom.comEXIST 18" RCPEXIST CURB INLETEXIST 24" CMPTO BE REPLACEDEXIST 24" CMPTO BE REPLACEDEXIST CATCH BASINPROPOSEDCURB INLETA1 = 31,334 ft² (0.72 ac)A2 = 22,186 ft² (0.51 ac)A3 = 18,209 ft² (0.42 ac)A4 = 16,000 ft² (0.37 ac)EXIST 18" RCPEXIST 24" CMPTO BE REPLACEDEXIST SDCOLOCATION MAP1" = 40'N Appendix C: Labeled Segments EXIST GRADE @STORM DRAIN24" RCP30.93 FL IN 24" RCP30.73 FL OUT 24" RCP29.17 FL IN 24" RCP28.84 FL OUT 24" RCP24.19 FL IN24" RCP23.86 FL OUT24" RCP21.00 FL OUT CARLSBAD BLVD18" RCP (32.57 FL IN)40.80 LF - 24" RCP @ 7.00%148.10 LF - 24" RCP @ 3.14%110.06 LF - 24" RCP @ 1.42%90.30 LF - 24" RCP @ 4 .29%54312+95.00CL TYPE A SDCOPER SDRSD D-09 RIM 35.50 1+42.84CL TYPE A SDCOPER SDRSD D-09RIM 31.55 4+08.50CL TYPE F CATCH BASIN PER COSDSD SDD-119 RIM 36.85 18" RCP24.69 FL IN 1+00.00CL WING TYPE HEADWALLPER SDRSD D-34TW 24.50PORTION OF MINOR GRADINGSEE DEMOLITION NOTE 3389.26 LF OF EXIST 24" CMP TO BE REMOVED, DISPOSED AND REPLACED WITH 24" RCP (D-2000)18" RCP 24.87 FL OUT 1+42.84CL TYPE A SDCOPER SDRSD D-09 1+42.84 - 12.85. LTCL TYPE B CURB INLETPER COSDSD SDD-116TC 31.798.85 LF - 18" RCP @ 2.00%2EXIST GRADE@ PROFILE18" RCP 24.69 FL IN 24" RCPSEE PROFILETHIS SHEETSTORM DRAIN PLAN & PROFILE3DEMOLITION NOTES:1 PROTECT EXIST SIGN IN PLACE.2 REMOVE AND REPLACE EXIST SIGN IN KIND, AFTER CONSTRUCTION.3 REMOVE AND DISPOSE 724 SQ. FT± OF EXIST ASPHATIC CONCRETE PAVEMENT (THICKNESS UNKNOWN). MINOR GRADING WILL BE REQUIRED TO FILL ALL VOID REGIONS CREATED FROM THE AC REMOVAL IN THE SPILLWAY AREA.4 REMOVE AND DISPOSE 40 LF± OF EXIST 8" AC DIKE.5 REMOVE AND DISPOSE REMNANTS OF EXIST CONCRETE HEADWALL (35C-14).6 REMOVE AND DISPOSE EXIST CATCH BASIN.7 REMOVE AND REPLACE 107 LF± OF EXIST 6" AC DIKE AND 45 SQ. FT± OF EXIST AC SPILLWAY AFTER CONSTRUCTION.8 PROTECT EXIST 6" AC DIKE IN PLACE.9 REMOVE AND DISPOSE 389.26 LF OF 24" CMP STORM DRAIN (TOTAL THIS SHEET).10 REMOVE AND DISPOSE EXIST STORM DRAIN CLEANOUT.11 CUT (OR REMOVE AT JOINT) EXIST 18" RCP AND RECONNECT TO NEW TYPE F CATCH BASIN WITH NEW 18" RCP SEGMENT (WALL THICKNESS EQUIVALENT TO EXIST) WITH PIPE COLLAR PER SDRSD D-62.N IMPROVEMENT PLANS FOR:IMPROVEMENT PLANS FOR:6607 497-6DESIGN + CONSULTING SERVICES - AMERICAS1 COLUMBIA PLACE401 W. A STREET, SUITE 1200SAN DIEGO, CA. 92101TEL: 619.610.7600 www.aecom.comNO.STORM DRAIN ALIGNMENT TABLEBEARING/DELTA12RADIUSREMARKSLENGTH3424" RCP (D-2000)*N 44°54'41" W40.80'MATCHLINE 5+00 - SEE SHEET 4 PROFILE SCALE:HORIZ: 1" = 20'VERT: 1" = 4'1+002+003+004+00253525355+00MATCHLINE 5+00 - SEE SHEET 4N 18°28'42" W148.10'N 48°44'54" W110.06'N 18°09'52" W90.30'CONSTRUCTION NOTES:1. PIPE BEDDING AND TRENCH BACKFILL PER SDRSD D-60.2. REPLACE EXIST BASE COURSE SECTION WITH 4" AC OVER 6" AB ACROSS CARLSBAD BLVD.3. CONTRACTOR TO VERIFY EXISTING CONDITIONS PRIOR TO COMMENCING WORK.4. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPLACEMENT OF ALL SIGNING AND STRIPING DAMAGED OR REMOVED DURING CONSTRUCTION.5. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES IN PLACE UNLESS NOTED OTHERWISE ON PLANS.6. CONTRACTOR SHALL DEWATER UTILITY TRENCHES AS REQUIRED.7. CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE CITY ENGINEER FOR APPROVAL BEFORE COMMENCING WORK.8. RIGHT-OF-WAY (R/W) SHOWN ON PLANS IS SCHEMATIC ONLY.9. INSTALL BIOCLEAN CURB INLET FILTER (OR APPROVED EQUAL).NO.AC DIKE ALIGNMENT TABLEBEARING/DELTA12RADIUSREMARKSLENGTHTYPE A - AC DIKEN 19°11'30" W40.00'518" RCP (D-2000)*24" RCP (D-2000)*24" RCP (D-2000)*24" RCP (D-2000)*N 70°59'15" E8.85'TYPE A - AC DIKEN 17°33'10" W200.50'INDICATES LIMITS OF EXIST ASPHALTIC CONCRETE PAVEMENT.INDICATES LIMITS OF EXIST CONCRETE PAVEMENT.** 10' TRANSITION FROM TYPE A - 6" AC DIKE TO EX TYPE B - 8" AC DIKE INDICATES APPROX LIMITS OF EXIST AC PAVEMENT TO BE REMOVED.(SEE DEMOLITION NOTE 3)INDICATES APPROX AREA OF EXIST SLOPE STABILIZATION.1+42.84 - SDCO TO CURB INLET PROFILE* INDICATES WATER TIGHT JOINTS 0+001+00 EXIST GRADE @STORM DRAIN272.35 LF - 24" RCP @ 4.29%27.80 LF -24" RCP@ 1 .51% 24" RCP 46.80 FL IN 24" RCP46.47 FL OUT 18" RCP (47.30 FL IN) 24" RCP48.15 FL OUT1 2300.15 LF OF EXIST 24" CMP TO BE REMOVED, DISPOSED AND REPLACED WITH 24" RCP (D-2000)7+74.03CL TYPE A SDCOPER SDRSD D-09RIM 54.50 8+04.73CL TYPE F CATCH BASINPER COSDSD SDD-119RIM 52.05 STORM DRAIN PLAN & PROFILE4N IMPROVEMENT PLANS FOR:IMPROVEMENT PLANS FOR:6607 497-6DESIGN + CONSULTING SERVICES - AMERICAS1 COLUMBIA PLACE401 W. A STREET, SUITE 1200SAN DIEGO, CA. 92101TEL: 619.610.7600 www.aecom.comNO.STORM DRAIN ALIGNMENT TABLEBEARING/DELTA12RADIUSREMARKSLENGTH24" RCP (D-2000)*N 18°09'52" W272.40'MATCHLINE 5+00 - SEE SHEET 3 PROFILE SCALE:HORIZ: 1" = 20'VERT: 1" = 4'5+006+007+008+0040504050MATCHLINE 5+00 - SEE SHEET 3N 77°38'44" E27.80'DEMOLITION NOTES:1 PROTECT EXIST 18" RCP IN PLACE.2 REMOVE AND REPLACE EXIST 6" AC DIKE IN KIND.3 REMOVE AND DISPOSE 300.20 LF OF 24" CMP STORM DRAIN (TOTAL THIS SHEET).4 CUT (OR REMOVE AT JOINT) EXIST 18" RCP AND RECONNECT TO NEW TYPE A STORM DRAIN CLEANOUT WITH NEW 18" RCP SEGMENT (WALL THICKNESS EQUIVALENT TO EXIST) WITH PIPE COLLAR PER SDRSD D-62.CONSTRUCTION NOTES:1. PIPE BEDDING AND TRENCH BACKFILL PER SDRSD D-60.2. CONTRACTOR TO VERIFY EXISTING CONDITIONS PRIOR TO COMMENCING WORK.3. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPLACEMENT OF ALL SIGNING AND STRIPING DAMAGED OR REMOVED DURING CONSTRUCTION.4. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES IN PLACE UNLESS NOTED ON PLANS.5. CONTRACTOR SHALL DEWATER UTILITY TRENCHES AS REQUIRED.6. CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE CITY ENGINEER FOR APPROVAL BEFORE COMMENCING WORK.7. RIGHT-OF-WAY (R/W) SHOWN ON PLANS IS SCHEMATIC ONLY.INDICATES LIMITS OF EXIST ASPHALTIC CONCRETE PAVEMENT.24" RCP (D-2000)** INDICATES WATER TIGHT JOINTS Appendix D: Calculations Segment Sheet Pipe Number Q (cfs) Slope (%) Diameter (inches) length material Velocity (ft/s)depth (ft) EGL (ft) A 4 Existing 4.40 B 3/4 5/1 7.70 4.29 24 362.44 RCP 11.01 0.55 2.43 C 4 2 3.30 1.51 24 27.8 RCP 5.95 0.47 1.02 D 3 1 24.06 7.00 24 41.47 RCP 18.01 0.88 5.92 E 3 2 2.21 2.00 18 8.85 RCP 6.03 0.39 0.96 F 3 3 21.85 3.14 24 148.72 RCP 13.04 1.05 3.69 G 3 4 21.85 1.42 24 110.54 RCP 9.56 1.37 2.79 H 3 Existing 11.40 Subarea Area (ft^2) Area (acres) Length (feet)Slope C P6 P24 T_t (min) T_c (min) T_c eff I (in/hr) Qp= Σ(CA)I Velocity (fps) Green Sheet flow area 1894.5 0.04 80.55 3.11% 0.90 2.47 4.20 0.00 2.58 5.00 6.51 0.25 3.50 Green gutter flow area 22186.0 0.51 883.45 3.11% 0.90 2.47 4.20 4.21 6.79 6.79 5.34 2.45 3.80 Green gutter flow area 22186.0 0.51 883.45 3.11% 0.90 2.47 4.20 3.87 6.46 6.46 5.52 2.53 3.82 Green gutter flow area 22186.0 0.51 883.45 3.11% 0.90 2.47 4.20 3.85 6.44 6.44 5.53 2.53 3.82 Green Total area 24080.5 0.55 3.11% 0.90 6.44 5.53 2.75 3.85 Area (ft^2) Area(acr es) Length(f eet)Slope C P6 (inches) P24 T_t (min) T_c (min) T_c eff I (in/hr) Qp=Σ(C A)I Velocity (fps) Blue Total Area 20118.6 0.46 86.80 4.36% 0.90 2.47 4.20 0.38 6.82 6.82 5.33 2.21 4.30 Appendix E: Manning's Equation Results Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 4.29000 % Diameter 2.00 ft Discharge 7.70 ft³/s Results Normal Depth 0.55 ft Flow Area 0.70 ft² Wetted Perimeter 2.20 ft Hydraulic Radius 0.32 ft Top Width 1.78 ft Critical Depth 0.99 ft Percent Full 27.4 % Critical Slope 0.00485 ft/ft Velocity 11.01 ft/s Velocity Head 1.88 ft Specific Energy 2.43 ft Froude Number 3.10 Maximum Discharge 50.40 ft³/s Discharge Full 46.85 ft³/s Slope Full 0.00116 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 27.42 % Downstream Velocity Infinity ft/s Segment B 11/2/2016 11:35:26 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 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.55 ft Critical Depth 0.99 ft Channel Slope 4.29000 % Critical Slope 0.00485 ft/ft Segment B 11/2/2016 11:35:26 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 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.51000 % Diameter 2.00 ft Discharge 3.30 ft³/s Results Normal Depth 0.47 ft Flow Area 0.56 ft² Wetted Perimeter 2.01 ft Hydraulic Radius 0.28 ft Top Width 1.69 ft Critical Depth 0.64 ft Percent Full 23.3 % Critical Slope 0.00446 ft/ft Velocity 5.95 ft/s Velocity Head 0.55 ft Specific Energy 1.01 ft Froude Number 1.83 Maximum Discharge 29.90 ft³/s Discharge Full 27.80 ft³/s Slope Full 0.00021 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 23.27 % Downstream Velocity Infinity ft/s Segment C 11/2/2016 11:36:24 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 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.47 ft Critical Depth 0.64 ft Channel Slope 1.51000 % Critical Slope 0.00446 ft/ft Segment C 11/2/2016 11:36:24 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 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 7.00000 % Diameter 2.00 ft Discharge 24.06 ft³/s Results Normal Depth 0.88 ft Flow Area 1.34 ft² Wetted Perimeter 2.91 ft Hydraulic Radius 0.46 ft Top Width 1.99 ft Critical Depth 1.74 ft Percent Full 44.1 % Critical Slope 0.01034 ft/ft Velocity 18.01 ft/s Velocity Head 5.04 ft Specific Energy 5.92 ft Froude Number 3.87 Maximum Discharge 64.38 ft³/s Discharge Full 59.85 ft³/s Slope Full 0.01131 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 44.11 % Downstream Velocity Infinity ft/s Segment D 11/2/2016 1:14:13 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 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.88 ft Critical Depth 1.74 ft Channel Slope 7.00000 % Critical Slope 0.01034 ft/ft Segment D 11/2/2016 1:14:13 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 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.00000 % Diameter 1.50 ft Discharge 2.21 ft³/s Results Normal Depth 0.39 ft Flow Area 0.37 ft² Wetted Perimeter 1.61 ft Hydraulic Radius 0.23 ft Top Width 1.32 ft Critical Depth 0.56 ft Percent Full 26.1 % Critical Slope 0.00497 ft/ft Velocity 6.03 ft/s Velocity Head 0.57 ft Specific Energy 0.96 ft Froude Number 2.02 Maximum Discharge 15.98 ft³/s Discharge Full 14.85 ft³/s Slope Full 0.00044 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 26.06 % Downstream Velocity Infinity ft/s Segment E 11/4/2016 9:28:40 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 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.39 ft Critical Depth 0.56 ft Channel Slope 2.00000 % Critical Slope 0.00497 ft/ft Segment E 11/4/2016 9:28:40 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 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.14000 % Diameter 2.00 ft Discharge 21.85 ft³/s Results Normal Depth 1.05 ft Flow Area 1.68 ft² Wetted Perimeter 3.25 ft Hydraulic Radius 0.52 ft Top Width 2.00 ft Critical Depth 1.67 ft Percent Full 52.6 % Critical Slope 0.00903 ft/ft Velocity 13.04 ft/s Velocity Head 2.64 ft Specific Energy 3.69 ft Froude Number 2.51 Maximum Discharge 43.12 ft³/s Discharge Full 40.08 ft³/s Slope Full 0.00933 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 52.64 % Downstream Velocity Infinity ft/s Segment F 11/2/2016 1:13:11 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 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 1.05 ft Critical Depth 1.67 ft Channel Slope 3.14000 % Critical Slope 0.00903 ft/ft Segment F 11/2/2016 1:13:11 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 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.42000 % Diameter 2.00 ft Discharge 21.85 ft³/s Results Normal Depth 1.37 ft Flow Area 2.29 ft² Wetted Perimeter 3.89 ft Hydraulic Radius 0.59 ft Top Width 1.86 ft Critical Depth 1.67 ft Percent Full 68.3 % Critical Slope 0.00903 ft/ft Velocity 9.56 ft/s Velocity Head 1.42 ft Specific Energy 2.79 ft Froude Number 1.52 Maximum Discharge 29.00 ft³/s Discharge Full 26.96 ft³/s Slope Full 0.00933 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 68.32 % Downstream Velocity Infinity ft/s Segment G 11/2/2016 1:12:07 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 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 1.37 ft Critical Depth 1.67 ft Channel Slope 1.42000 % Critical Slope 0.00903 ft/ft Segment G 11/2/2016 1:12:07 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 2of2Page