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Home My WebLink About4505 Hughes lane - Drainage Study REVISED DRAINAGE STUDY (2) FOR La Luz Del Mundo 4505 Hughes Lane City of Bakersfield W.O. NO. 2930.02 November 2, 2010 4505 Hughes Lane November 2, 2010 Page 2 of 4 WRA Engineering, Inc. TABLE OF CONTENTS TABLE OF CONTENTS…………………………………...……………………………..2 PURPOSE OF REPORT…………………………………………….....…………………3 PLAN CHECK COMMENTS AND REPONSES…………………………….………….3 APPENDICES………………………………………………….………….……………...4 4505 Hughes Lane November 2, 2010 Page 3 of 4 WRA Engineering, Inc. Revised Drainage Study, November 2, 2010: The revised drainage study was prepared to address City of Bakersfield, Public Works Department, comments directed to Skarphol Associates on October 4, 2010. Comment Responses: 1. Hydraulic grade lines draining into sumps shall be designed to half design depth of the sump or the outlet pipe soffit elevation per section 2.4.4.8. -Hydraulic grade lines were calculated utilizing Civildesign WSPGW software as provided in Appendix F. The basin half design depth of 2.25 feet (water surface elevation of 365.25) was utilized in order to satisfy requirements of section 2.4.4.8. resulting in pipe size increase from 12” to 18” for three sections of pipe between Hydrology nodes 4.1 to 7, 7 to 15 and 15 to 16. 2. All gutter inlet elevation should be at least one foot above the design water surface elevation per Sec. 2.8.2.1. -The basin high water elevation of 367.5 is 1.62 feet lower than the lowest gutter inlet inlet elevation of 369.12, located at hydrology node 6. Since this is the lowest gutter inlet elevation, Sec. 2.8.2.1 is satisfied. As stated and provided in the previously revised study, this data is also shown in the basin capacity calculations in Appendix B. 3. Please provide a stamped and signed soils report… -Soil Report prepared by Salem Engineering Group Inc., dated November 30, 2009, for Public Works review. An additional letter may be required of the soils engineer to address the current basin design. 4. Please size on-site catch basin for a 10 year – 24 hour event and assume a clogging factor of 50%. -Capacity calculations were prepared for the specified 2ft x 2ft grated inlet catch basins per HEC-22 Section 4.4.5.1. as provided in Appendix H. At each proposed on-site location the catch basins are shown to function as weirs with 50% clogging and depths below the adjacent top of curbs. 5. The retention basin and stormdrain system shall be maintained privately and the City of Bakersfield will not assume responsibility over the maintenance. -Basin labeled “private” on the grading plans, sheet 2. 4505 Hughes Lane November 2, 2010 Page 4 of 4 WRA Engineering, Inc. APPENDICES Appendix A: Public Works Drainage Study Comments dated October 4, 2010. Appendix B: Retention Basin Capacity Calculations. Appendix C: Rational Hydrology Study. Appendix D: Gutter Capacity Calculations. Appendix E: Drainage Study Map, Exhibit A. Appendix F: WSPG/Hydraulic Grade Line Calculations App. F.1: Line “A” WSPG Calculations App. F.2: Line “B” WSPG Calculations App. F.3: Line “C” WSPG Calculations Appendix G: Hydraulic calculations Reference Exhibit. Appendix H: On-Site Catch Basin Sizing Calculations. William Rose & Associates, Inc. APPENDIX A • PUBLIC WORKS DRAINAGE COMMENTS, OCT. 4, 2010 • PUBLIC WORKS DRAINAGE COMMENTS, MAR. 10, 2010 • AND RESPONSES FROM REVISED DRAINAGE STUDY DATED AUG. 2, 2010 4505 Hughes Lane August 2, 2010 Page 3 of 4 WRA Engineering, Inc. Revised Drainage Study, August 2, 2010: The revised drainage study was prepared to address City of Bakersfield, Public Works Department, comments directed to Skarphol Associates on March 10, 2010. Comment Responses: 2. Please revise the sump calculations to include the future development as commercial use per the zoning map. -Done: see Appendix B. 3. The retention basin and stormdrain system shall be maintained privately and the City of Bakersfield will not assume responsibility over the maintenance. -Basin labeled “private” on the grading plans, sheet 2. 4. Provide calculations to determine the existing catch basin and storm drain are sized for the 10 year storm event per Sec. 2.4.1.6. -Done: Flows for the 10 Year Storm Event were calculated and provided in Appendix C. Gutter flows were verified to be below top of curb per the capacity calculations provided in Appendix D. 5. Hydraulic grade lines draining into sumps shall be designed to half half design depth of the sump or the outlet pipe soffit elevation per section 2.4.4.8. -Hydraulic grade lines in drainage pipes at nodes 15 and 22 exceed half design depth of 2.25 feet (half design depth elevation of 365.25 feet). Flow depths in pipes determined via the Rational Hydrology Study Calculations provided in Appendix C. 6. All gutter inlet elevation should be at least one foot above the design water surface elevation per Sec. 2.8.2.1. -Lowest gutter inlet elevation is higher than design water surface elevation by more than 1 foot as shown in the basin capacity calculations in Appendix B. 7. Please provide a stamped and signed soils report… -Soil Report prepared by Salem Engineering Group Inc., dated November 30, 2009, for Public Works review. 8. Please add a note to the drainage map “Sump outlet to be constructed per COB standards D-11. -Done, see Drainage Study map provided in Appendix E. 9. An underside walk drain is shown on the grading plan to pick up drainage from the private road. The underside drain shall be replaced with a catch basin in the future when vacant land is developed. -The underside walk drain was removed and replaced with a catch basin and pipe. William Rose & Associates, Inc. APPENDIX B RETENTION BASIN CAPACITY CALCULATIONS 8/2/2010 RETENTION BASIN CALCULATIONS 2930.02 La Luz Del Mundo Capacity Requirements per Subdivision Design Manual Sec. 2.8.2 V = 0.15 x S (CxA) (24-hr, 100-yr storm) Urban Runoff Coefficient per City Standard Drawing S-9 Total Site Area: 13.57 Ac. (Sandy Soil) Proposed Development: 7.80 Ac. Composite C Aimp (Pavement, drives, roofs) = 3.23 Ac. C = 0.95 Ap (Landscaped Areas, Flat Slope) = 4.57 Ac. C = 0.10 Future Development: 5.77 Ac. C = 0.90 (Commercial) Required Basin Capacity V = 0.15 x S (CxA) = 0.15 x (3.069 + 0.457 + 5.193) VREQ = 1.308 ac-ft Provided Basin Capacity VCAP = 1.541 ac-ft > 0.1.308 ac-ft 􀀹 William Rose & Associates Consulting Civil Engineers W.O. No. 2930.02 Updated: 5/5/10 Developed: 5/5/10 By: BW Basin Floor Elevation: 363.00 Lowest gutter inlet elev.: 369.12 Max. water surface elev.: 368.12 Average Area Interval Volume Cumulative (Ac) (ft) (Ac-ft) (Ac-ft) Basin 1 363.00 9442.93 0.217 0.232 1.00 0.232 0.232 364.00 10774.25 0.247 0.264 1.00 0.264 0.496 365.00 12190.02 0.280 0.297 1.00 0.297 0.793 366.00 13686.45 0.314 0.332 1.00 0.332 1.125 367.00 15260.93 0.350 0.369 1.00 0.369 1.494 368.00 16913.46 0.388 0.391 0.12 0.047 1.541 368.12 17,121.13 0.393 Proposed Basin Provided Capacity: 1.541 Ac-ft Water Depth at Required Basin Capacity VREQ = 1.308 ac-ft High Water Elev. = 367.50 ft Design Depth = 4.50 ft Half Design Depth Elev. = 365.25 ft BASIN CAPACITY CALCULATIONS La Luz Del Mundo City of Bakersfield Page 1 William Rose & Associates, Inc. APPENDIX C RATIONAL HYDROLOGY STUDY CALCULATIONS Kern County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 2005 Version 6.2 Rational Hydrology Study Date: 10/29/10 ------------------------------------------------------- -----------------********* Hydrology Study Control Information ********** ------------------------------------------------------------------------Program License Serial Number 6100 ------------------ ------------------------------------------------------Rational Method Hydrology Program based on Kern County Subdivision Standards 1978 manual City of Bakersfield 1989 Subdivision & Engineering Design Manual Storm event (year) = 10.00 Mean Annual precipitation for study area = 6.00 (In.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 10.00 Initial area flow distance = 669.600(Ft.) Top (of initial area) elevation = 376.150(Ft.) Bottom (of initial area) elevation = 373.030(Ft.) Difference in elevation = 3.120(Ft.) Slope = 0.00466 s(percent)= 0.47 Rainfall intensity = 1.858(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.900 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 1.187(CFS) Total initial stream area = 0.710(Ac.) ++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** _____________________________________ _________________________________ Upstream point/station elevation = 368.78(Ft.) Downstream point/station elevation = 367.75(Ft.) Pipe length = 219.37(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.187(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.187(CFS) Normal flow depth in in pipe = 5.91(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 5.51(In.) Pipe flow velocity = 3.09(Ft/s) Travel time through pipe = 1.18 min. Time of concentration (TC) = 11.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ___________________ ___________________________________________________ Upstream point/station elevation = 367.65(Ft.) Downstream point/station elevation = 367.57(Ft.) Pipe length = 28.65(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.187(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.187(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 11.86(In.) Critical Depth = 5.51(In.) Pipe flow velocity = 2.53(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 11.37 min. ++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.710(Ac.) Runoff from this stream = 1.187(CFS) Time of concentration = 11.37 min. Rainfall intensity = 1.716(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** ______________________________________ ________________________________ Initial area time: Roof to gutter time = 10.00 Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 374.280(Ft.) Bottom (of initial area) elevation = 372.490(Ft.) Difference in elevation = 1.790(Ft.) Slope = 0.00663 s(percent)= 0.66 Rainfall intensity = 1.858(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.900 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 0.769(CFS) Total initial stream area = 0.460(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.460(Ac.) Runoff from this stream = 0.769(CFS) Time of concentration = 10.00 min. Rainfall intensity = 1.858(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.187 11.37 1.716 2 0.769 10.00 1.858 Largest stream flow has longer time of concentration Qp = 1.187 + sum of Qb Ia/Ib 0.769 * 0.924 = 0.710 Qp = 1.898 Total of 2 streams to confluence: Flow rates before confluence point: 1.187 0.769 Area of streams before confluence: 0.710 0.460 Results of confluence: Total flow rate = 1.898(CFS) Time of concentration = 11.373 min. Effective stream area after confluence = 1.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 367.57(Ft.) Downstream point/station elevation = 365.75(Ft.) Pipe length = 470.89(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.898(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.898(CFS) Normal flow depth in pipe = 8.55(In.) Flow top width inside pipe = 10.86(In.) Critical Depth = 7.04(In.) Pipe flow velocity = 3.17(Ft/s) Travel time through pipe = 2.48 min. Time of concentration (TC) = 13.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 365.65(Ft.) Downstream point/station elevation = 365.52(Ft.) Pipe length = 26.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.898(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.898(CFS) Normal flow depth in pipe = 6.26(In.) Flow top width inside pipe = 17.14(In.) Critical Depth = 6.22(In.) Pipe flow velocity = 3.47(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 13.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.170(Ac.) Runoff from this stream = 1.898(CFS) Time of concentration = 13.98 min. Rainfall intensity = 1.515(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 10.00 Initial area flow distance = 464.000(Ft.) Top (of initial area) elevation = 376.150(Ft.) Bottom (of initial area) elevation = 369.120(Ft.) Difference in elevation = 7.030(Ft.) Slope = 0.01515 s(percent)= 1.52 Rainfall intensity = 1.858(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.900 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 2.609(CFS) Total initial stream area = 1.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 365.69(Ft.) Downstream point/station elevation = 365.52(Ft.) Pipe length = 3.17(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.609(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.609(CFS) Normal flow depth in pipe = 4.63(In.) Flow top width inside pipe = 11.69(In.) Critical Depth = 8.31(In.) Pipe flow velocity = 9.31(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.560(Ac.) Runoff from this stream = 2.609(CFS) Time of concentration = 10.01 min. Rainfall intensity = 1.857(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.898 13.98 1.515 2 2.609 10.01 1.857 Largest stream flow has longer or shorter time of concentration Qp = 2.609 + sum of Qa Tb/Ta 1.898 * 0.716 = 1.358 Qp = 3.967 Total of 2 main streams to confluence: Flow rates before confluence point: 1.898 2.609 Area of streams before confluence: 1.170 1.560 Results of confluence: Total flow rate = 3.967(CFS) Time of concentration = 10.006 min. Effective stream area after confluence = 2.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** __________________ ____________________________________________________ Upstream point/station elevation = 365.51(Ft.) Downstream point/station elevation = 365.01(Ft.) Pipe length = 112.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.967(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.967(CFS) Normal flow depth in pipe = 9.69(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 9.15(In.) Pipe flow velocity = 4.09(Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 10.46 min. ++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 15.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.730(Ac.) Runoff from this stream = 3.967(CFS) Time of concentration = 10.46 min. Rainfall intensity = 1.806(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 15.00 Initial area flow distance = 242.900(Ft.) Top (of initial area) elevation = 376.150(Ft.) Bottom (of initial area) elevation = 371.000(Ft.) Difference in elevation = 5.150(Ft.) Slope = 0.02120 s(percent)= 2.12 Rainfall intensity = 1.452(In/Hr) for a 10.0 year storm UNDEVELOPED or PARK subarea type Runoff Coefficient = 0.150 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 0.198(CFS) Total initial stream area = 0.910(Ac.) +++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** _____________________________________________ _________________________ Upstream point/station elevation = 368.50(Ft.) Downstream point/station elevation = 366.65(Ft.) Pipe length = 124.41(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.198(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.198(CFS) Normal flow depth in pipe = 1.99(In.) Flow top width inside pipe = 6.91(In.) Critical Depth = 2.45(In.) Pipe flow velocity = 2.95(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 15.70 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++ Process from Point/Station 9.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.910(Ac.) Runoff from this stream = 0.198(CFS) Time of concentration = 15.70 min. Rainfall intensity = 1.414(In/Hr) ++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** ________________________________________________________ ______________ Initial area time: Roof to gutter time = 10.00 Initial area flow distance = 270.600(Ft.) Top (of initial area) elevation = 376.150(Ft.) Bottom (of initial area) elevation = 371.470(Ft.) Difference in elevation = 4.680(Ft.) Slope = 0.01729 s(percent)= 1.73 Rainfall intensity = 1.858(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.900 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 1.237(CFS) Total initial stream area = 0.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 366.72(Ft.) Downstream point/station elevation = 366.65(Ft.) Pipe length = 13.23(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.237(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.237(CFS) Normal flow depth in pipe = 6.62(In.) Flow top width inside pipe = 9.46(In.) Critical Depth = 5.96(In.) Pipe flow velocity = 3.23(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** ___________________________ ___________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.740(Ac.) Runoff from this stream = 1.237(CFS) Time of concentration = 10.07 min. Rainfall intensity = 1.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.198 15.70 1.414 2 1.237 10.07 1.850 Largest stream flow has longer or shorter time of concentration Qp = 1.237 + sum of Qa Tb/Ta 0.198 * 0.641 = 0.127 Qp = 1.365 Total of 2 streams to confluence: Flow rates before confluence p oint:0.198 1.237 Area of streams before confluence: 0.910 0.740 Results of confluence: Total flow rate = 1.365(CFS) Time of concentration = 10.068 min. Effective stream area after confluence = 1.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 366.65(Ft.) Downstream point/station elevation = 366.30(Ft.) Pipe length = 41.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.365(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.365(CFS) Normal flow depth in pipe = 6.05(In.) Flow top width inside pipe = 9.78(In.) Critical Depth = 6.27(In.) Pipe flow velocity = 3.95(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 10.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** ___________________________ ___________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.650(Ac.) Runoff from this stream = 1.365(CFS) Time of concentration = 10.24 min. Rainfall intensity = 1.830(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 13.100 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 10.00 Initial area flow distance = 19.600(Ft.) Top (of initial area) elevation = 373.200(Ft.) Bottom (of initial area) elevation = 372.110(Ft.) Difference in elevation = 1.090(Ft.) Slope = 0.05561 s(percent)= 5.56 Rainfall intensity = 1.858(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.900 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 0.067(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.100 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 370.60(Ft.) Downstream point/station elevation = 366.30(Ft.) Pipe length = 20.38(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.067(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.067(CFS) Normal flow depth in pipe = 0.66(In.) Flow top width inside pipe = 3.76(In.) Critical depth could not be calculated. Pipe flow velocity = 5.60(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.100 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** ________________________________ ______________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.040(Ac.) Runoff from this stream = 0.067(CFS) Time of concentration = 10.06 min. Rainfall intensity = 1.851(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.365 10.24 1.830 2 0.067 10.06 1.851 Largest stream flow has longer time of concentration Qp = 1.365 + sum of Qb Ia/Ib 0.067 * 0.989 = 0.066 Qp = 1.431 Total of 2 streams to confluence: Flow rates before confluence point: 1.365 0.067 Area of streams before confluence: 1.650 0.040 Results of confluence: Total flow rate = 1.431(CFS) Time of concentration = 10.245 min. Effective stream area after confluence = 1.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 366.20(Ft.) Downstream point/station elevation = 365.01(Ft.) Pipe length = 217.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.431(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.431(CFS) Normal flow depth in pipe = 7.29(In.) Flow top width inside pipe = 8.89(In.) Critical Depth = 6.43(In.) Pipe flow velocity = 3.36(Ft/s) Travel time through pipe = 1.08 min. Time of concentration (TC) = 11.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.690(Ac.) Runoff from this stream = 1.431(CFS) Time of concentration = 11.32 min. Rainfall intensity = 1.721(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.967 10.46 1.806 2 1.431 11.32 1.721 Largest stream flow has longer or shorter time of concentration Qp = 3.967 + sum of Qa Tb/Ta 1.431 * 0.924 = 1.322 Qp = 5.289 Total of 2 main streams to confluence: Flow rates before confluence point: 3.967 1.431 Area of streams before confluence: 2.730 1.690 Results of confluence: Total flow rate = 5.289(CFS) Time of concentration = 10.463 min. Effective stream area after confluence = 4.420(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ________________________________________________________________ ______ Upstream point/station elevation = 365.00(Ft.) Downstream point/station elevation = 363.35(Ft.) Pipe length = 45.08(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.289(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.289(CFS) Normal flow depth in pipe = 6.30(In.) Flow top width inside pipe = 17.17(In.) Critical Depth = 10.63(In.) Pipe flow velocity = 9.59(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 24.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 363.11(Ft.) Downstream point elevation = 363.00(Ft.) Channel length thru subarea = 5.30(Ft.) Channel base width = 3.500(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 5.289(CFS) Depth of flow = 0.276(Ft.) Average velocity = 5.483(Ft/s) Channel flow top width = 3.500(Ft.) Flow Velocity = 5.48(Ft/s) Travel time = 0.02 min. Time of concentration = 10.56 min. Critical depth = 0.414(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 24.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.420(Ac.) Runoff from this stream = 5.289(CFS) Time of concentration = 10.56 min. Rainfall intensity = 1.796(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 19.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 15.00 Initial area flow distance = 543.200(Ft.) Top (of initial area) elevation = 373.950(Ft.) Bottom (of initial area) elevation = 369.170(Ft.) Difference in elevation = 4.780(Ft.) Slope = 0.00880 s(percent)= 0.88 Rainfall intensity = 1.452(In/Hr) for a 10.0 year storm UNDEVELOPED or PARK subarea type Runoff Coefficient = 0.150 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 0.087(CFS) Total initial stream area = 0.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 19.000 **** CONFLUENCE OF MINOR STREAMS **** ________________________________ ______________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.400(Ac.) Runoff from this stream = 0.087(CFS) Time of concentration = 15.00 min. Rainfall intensity = 1.452(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 10.00 Initial area flow distance = 274.800(Ft.) Top (of initial area) elevation = 371.290(Ft.) Bottom (of initial area) elevation = 369.170(Ft.) Difference in elevation = 2.120(Ft.) Slope = 0.00771 s(percent)= 0.77 Rainfall intensity = 1.858(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.900 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 0.518(CFS) Total initial stream area = 0.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.310(Ac.) Runoff from this stream = 0.518(CFS) Time of concentration = 10.00 min. Rainfall intensity = 1.858(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.087 15.00 1.452 2 0.518 10.00 1.858 Largest stream flow has longer or shorter time of concentration Qp = 0.518 + sum of Qa Tb/Ta 0.087 * 0.667 = 0.058 Qp = 0.576 Total of 2 streams to confluence: Flow rates before confluence point: 0.087 0.518 Area of streams before confluence: 0.400 0.310 Results of confluence: Total flow rate = 0.576(CFS) Time of concentration = 10.000 min. Effective stream area after confluence = 0.710(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 365.50(Ft.) Downstream point/station elevation = 365.30(Ft.) Pipe length = 25.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.576(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.576(CFS) Normal flow depth in pipe = 4.18(In.) Flow top width inside pipe = 7.99(In.) Critical Depth = 4.28(In.) Pipe flow velocity = 3.12(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 10.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS **** ___________________________ ___________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.710(Ac.) Runoff from this stream = 0.576(CFS) Time of concentration = 10.14 min. Rainfall intensity = 1.842(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 10.00 Initial area flow distance = 372.000(Ft.) Top (of initial area) elevation = 373.580(Ft.) Bottom (of initial area) elevation = 369.920(Ft.) Difference in elevation = 3.660(Ft.) Slope = 0.00984 s(percent)= 0.98 Rainfall intensity = 1.858(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.900 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 1.622(CFS) Total initial stream area = 0.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 366.25(Ft.) Downstream point/station elevation = 365.30(Ft.) Pipe length = 103.22(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.622(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.622(CFS) Normal flow depth in pipe = 6.59(In.) Flow top width inside pipe = 9.48(In.) Critical Depth = 6.85(In.) Pipe flow velocity = 4.25(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 10.40 min. +++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS **** _____________________________________________________________ _________ Along Main Stream number: 2 in normal stream number 2 2 Stream flow area = 0.970(Ac.) Runoff from this stream = 1.622(CFS) Time of concentration = 10.40 min. Rainfall intensity = 1.813(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.576 10.14 1.842 2 1.622 10.40 1.813 Largest stream flow has longer time of concentration Qp = 1.622 + sum of Qb Ia/Ib 0.576 * 0.984 = 0.567 Qp = 2.189 Total of 2 streams to confluence: Flow rates before confluence point: 0.576 1.622 Area of streams before confluence: 0.710 0.970 Results of confluence: Total flow rate = 2.189(CFS) Time of concentration = 10.405 min. Effective stream area after confluence = 1.680(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 365.30(Ft.) Downstream point/station elevation = 363.35(Ft.) Pipe length = 48.80(Ft.) Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.189(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 2.189(CFS) Normal flow depth in pipe = 5.00(In.) Flow top width inside pipe = 10.00(In.) Critical Depth = 7.95(In.) Pipe flow velocity = 8.03(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 10.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 363.11(Ft.) Downstream point elevation = 363.00(Ft.) Channel length thru subarea = 5.30(Ft.) Channel base width = 3.500(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 2.189(CFS) Depth of flow = 0.159(Ft.) Average velocity = 3.946(Ft/s) Channel flow top width = 3.500(Ft.) Flow Velocity = 3.95(Ft/s) Travel time = 0.02 min. Time of concentration = 10.53 min. Critical depth = 0.230(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.680(Ac.) Runoff from this stream = 2.189(CFS) Time of concentration = 10.53 min. Rainfall intensity = 1.800(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.289 10.56 1.796 2 2.189 10.53 1.800 Largest stream flow has longer time of concentration Qp = 5.289 + sum of Qb Ia/Ib 2.189 * 0.998 = 2.185 Qp = 7.475 Total of 2 main streams to confluence: Flow rates before confluence point: 5.289 2.189 Area of streams before confluence: 4.420 1.680 Results of confluence: Total flow rate = 7.475(CFS) Time of concentration = 10.558 min. Effective stream area after confluence = 6.100(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++ Process from Point/Station 24.100 to Point/Station 24.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ UNDEVELOPED or PARK subarea type Runoff Coefficient = 0.150 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Time of concentration = 10.56 min. Rainfall intensity = 1.796(In/Hr) for a 10.0 year storm Subarea runoff = 0.218(CFS) for 0.810(Ac.) Total runoff = 7.693(CFS) Total area = 6.910(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area time: Roof to gutter time = 15.00 Initial area flow distance = 1322.300(Ft.) Top (of initial area) elevation = 372.940(Ft.) Bottom (of initial area) elevation = 369.600(Ft.) Difference in elevation = 3.340(Ft.) Slope = 0.00253 s(percent)= 0.25 Rainfall intensity = 1.452(In/Hr) for a 10.0 year storm UNDEVELOPED or PARK subarea type Runoff Coefficient = 0.150 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Initial subarea runoff = 1.632(CFS) Total initial stream area = 7.490(Ac.) End of computations, total study area = 14.400 (Ac.) William Rose & Associates, Inc. APPENDIX D GUTTER CAPACITY CALCULATIONS Project Description Solve For Spread Input Data Channel Slope 0.00200 ft/ft Discharge 1.187 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.083 ft/ft Road Cross Slope 0.020 ft/ft Roughness Coefficient 0.016 Results Spread 9.28 ft Flow Area 0.99 ft² Depth 0.31 ft Gutter Depression 0.13 ft Velocity 1.20 ft/s Worksheet for Gutter -subarea 1 8/2/2010 12:32:47 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Spread Input Data Channel Slope 0.00200 ft/ft Discharge 0.769 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.083 ft/ft Road Cross Slope 0.015 ft/ft Roughness Coefficient 0.016 Results Spread 8.89 ft Flow Area 0.73 ft² Depth 0.27 ft Gutter Depression 0.14 ft Velocity 1.05 ft/s Worksheet for Gutter -subarea 2 8/2/2010 12:33:09 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Spread Input Data Channel Slope 0.00750 ft/ft Discharge 2.609 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.083 ft/ft Road Cross Slope 0.015 ft/ft Roughness Coefficient 0.016 Results Spread 11.74 ft Flow Area 1.17 ft² Depth 0.31 ft Gutter Depression 0.14 ft Velocity 2.23 ft/s Worksheet for Gutter -subarea 3 8/2/2010 12:33:32 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Spread Input Data Channel Slope 0.00700 ft/ft Discharge 1.237 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.083 ft/ft Road Cross Slope 0.013 ft/ft Roughness Coefficient 0.016 Results Spread 8.92 ft Flow Area 0.66 ft² Depth 0.26 ft Gutter Depression 0.14 ft Velocity 1.88 ft/s Worksheet for Gutter -subarea 5 8/2/2010 12:34:00 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Spread Input Data Channel Slope 0.00500 ft/ft Discharge 1.622 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.083 ft/ft Road Cross Slope 0.020 ft/ft Roughness Coefficient 0.016 Results Spread 8.66 ft Flow Area 0.88 ft² Depth 0.30 ft Gutter Depression 0.13 ft Velocity 1.85 ft/s Worksheet for Gutter -subarea 7 8/2/2010 12:34:24 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Spread Input Data Channel Slope 0.00500 ft/ft Discharge 0.518 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.083 ft/ft Road Cross Slope 0.020 ft/ft Roughness Coefficient 0.016 Results Spread 4.41 ft Flow Area 0.32 ft² Depth 0.21 ft Gutter Depression 0.13 ft Velocity 1.61 ft/s Worksheet for Gutter -subarea 9 8/2/2010 12:34:45 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 William Rose & Associates, Inc. APPENDIX E DRAINAGE STUDY MAP William Rose & Associates, Inc. APPENDIX F WSPG CALCULATIONS William Rose & Associates, Inc. APPENDIX F.1 LINE “A” WSPG CALCULATIONS FILE: 2930-02lineA.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:16:28 2930.02 La Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "A" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 110.370 363.350 1.900 365.250 2.20 4.06 .26 365.51 .00 .66 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-22.721 .0453 .0074 .17 1.90 .00 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 133.091 364.380 1.037 365.417 2.20 4.06 .26 365.67 .00 .66 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-HYDRAULIC JUMP | | | | | | | | | | | | | 133.091 364.380 .403 364.783 2.20 8.43 1.10 365.89 .00 .66 .83 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.154 .0453 .0305 .13 .40 2.65 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 137.244 364.568 .419 364.987 2.20 8.02 1.00 365.99 .00 .66 .83 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.018 .0453 .0267 .11 .42 2.46 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 141.262 364.750 .435 365.185 2.20 7.65 .91 366.09 .00 .66 .83 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.009 .0453 .0236 .07 .44 2.29 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 144.271 364.887 .452 365.339 2.20 7.29 .83 366.16 .00 .66 .83 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.323 .0453 .0208 .05 .45 2.13 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 146.594 146.594 364.992 .470 365.462 2.20 6.95 .75 366.21 .00 .66 .82 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.825 .0453 .0184 .03 .47 1.98 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 148.419 365.075 .489 365.564 2.20 6.63 .68 366.25 .00 .66 .82 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.444 .0453 .0163 .02 .49 1.83 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 149.863 365.140 .509 365.649 2.20 6.32 .62 366.27 .00 .66 .81 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.143 .0453 .0144 .02 .51 1.70 .37 .011 .00 .00 PIPE FILE: 2930-02lineA.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:16:28 2930.02 La Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "A" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 151.006 365.192 .530 365.722 2.20 6.02 .56 366.29 .00 .66 .80 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.898 .0453 .0128 .01 .53 1.57 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 151.904 365.233 .552 365.785 2.20 5.74 .51 366.30 .00 .66 .78 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.664 .0453 .0113 .01 .55 1.45 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 152.568 365.263 .576 365.839 2.20 5.48 .47 366.30 .00 .66 .76 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.464 .0453 .0101 .00 .58 1.33 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 153.032 365.284 .602 365.886 2.20 5.22 .42 366.31 .00 .66 .74 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.262 .0453 .0091 .00 .60 1.22 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 153.294 365.296 .631 365.927 2.20 4.98 .38 366.31 .00 .66 .71 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.096 .0453 .0081 .00 .63 1.11 .37 .011 .00 .00 PIPE | | | | | | | | | | | | | 153.390 365.300 .664 365.964 2.20 4.74 .35 366.31 .00 .66 .66 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-JUNCT STR .0510 .0082 .02 .66 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | | 155.350 365.400 .923 366.323 1.62 3.00 .14 366.46 .00 .57 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-21.113 .0084 .0039 .08 .92 .00 .51 .011 .00 .00 PIPE | | | | | | | | | | | | | 176.463 365.578 .830 366.408 1.62 3.00 .14 366.55 .00 .57 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-13.138 .0084 .0037 .05 .83 .00 .51 .011 .00 .00 PIPE | | | | | | | | | | | | | 189.601 365.688 .753 366.441 1.62 3.14 .15 366.59 .00 .57 .48 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-6.196 .0084 .0036 .02 .75 .54 .51 .011 .00 .00 PIPE FILE: 2930-02lineA.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:16:28 2930.02 La Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "A" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 195.797 365.740 .708 366.448 1.62 3.30 .17 366.62 .00 .57 .59 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.482 .0084 .0039 .02 .71 .64 .51 .011 .00 .00 PIPE | | | | | | | | | | | | | 200.278 365.778 .671 366.449 1.62 3.46 .19 366.63 .00 .57 .65 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.923 .0084 .0043 .01 .67 .72 .51 .011 .00 .00 PIPE | | | | | | | | | | | | | 203.201 365.803 .639 366.442 1.62 3.63 .20 366.65 .00 .57 .70 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-HYDRAULIC JUMP | | | | | | | | | | | | | 203.201 365.803 .507 366.310 1.62 4.69 .34 366.65 .00 .57 .81 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-27.203 .0084 .0084 .23 .51 1.26 .51 .011 .00 .00 PIPE | | | | | | | | | | | | | 230.404 366.032 .507 366.538 1.62 4.69 .34 366.88 .00 .57 .81 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-22.061 .0084 .0079 .18 .51 1.26 .51 .011 .00 .00 PIPE | | | | | | | | | | | | | 252.464 366.217 .527 366.744 1.62 4.47 .31 367.05 .00 .57 .80 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.896 .0084 .0070 .03 .53 1.17 .51 .011 .00 .00 PIPE | | | | | | | | | | | | | 256.360 366.250 .550 366.800 1.62 4.26 .28 367.08 .00 .57 .78 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|- William Rose & Associates, Inc. APPENDIX F.2 LINE “B” WSPG CALCULATIONS FILE: 2930-02lineB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:33: 9 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "B" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 110.030 363.350 1.900 365.250 5.29 2.99 .14 365.39 .00 .89 .00 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-11.708 .0360 .0018 .02 1.90 .00 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 121.738 363.771 1.500 365.271 5.29 2.99 .14 365.41 .00 .89 .00 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.148 .0360 .0017 .01 1.50 .00 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 124.886 363.884 1.360 365.245 5.29 3.14 .15 365.40 .00 .89 .87 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-HYDRAULIC JUMP | | | | | | | | | | | | | 124.886 363.884 .547 364.432 5.29 9.07 1.28 365.71 .00 .89 1.44 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.806 .0360 .0224 .02 .55 2.52 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 125.691 363.913 .547 364.461 5.29 9.06 1.27 365.74 .00 .89 1.44 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-6.412 .0360 .0210 .13 .55 2.51 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 132.103 364.144 .567 364.711 5.29 8.64 1.16 365.87 .00 .89 1.45 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.867 .0360 .0184 .09 .57 2.35 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | | 136.969 364.319 .587 364.906 5.29 8.24 1.05 365.96 .00 .89 1.46 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.727 .0360 .0162 .06 .59 2.19 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 140.696 364.453 .609 365.062 5.29 7.85 .96 366.02 .00 .89 1.47 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.989 .0360 .0142 .04 .61 2.05 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 143.685 364.561 .631 365.192 5.29 7.49 .87 366.06 .00 .89 1.48 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.389 .0360 .0125 .03 .63 1.91 .48 .011 .00 .00 PIPE FILE: 2930-02lineB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:33: 9 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "B" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 146.074 364.647 .654 365.301 5.29 7.14 .79 366.09 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.917 .0360 .0110 .02 .65 1.78 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 147.991 364.716 .678 365.394 5.29 6.81 .72 366.11 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.496 .0360 .0096 .01 .68 1.66 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 149.487 364.770 .704 365.474 5.29 6.49 .65 366.13 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.217 .0360 .0085 .01 .70 1.55 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 150.704 364.813 .730 365.544 5.29 6.19 .59 366.14 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.914 .0360 .0075 .01 .73 1.44 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 151.618 364.846 .758 365.604 5.29 5.90 .54 366.15 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.685 .0360 .0066 .00 .76 1.35 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 152.304 364.871 .787 365.658 5.29 5.63 .49 366.15 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.453 .0360 .0058 .00 .79 1.25 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 152.757 364.887 .818 365.705 5.29 5.36 .45 366.15 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.279 .0360 .0051 .00 .82 1.16 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 153.036 364.897 .850 365.747 5.29 5.11 .41 366.15 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.074 .0360 .0045 .00 .85 1.08 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 153.110 364.900 .886 365.786 5.29 4.87 .37 366.15 .00 .89 1.48 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-JU NCT STR .0375 .0051 .02 .89 1.00 .013 .00 .00 PIPE FILE: 2930-02lineB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:33: 9 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "B" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******| *******|***** |******* | | | | | | | | | | | | | 157.110 365.050 1.595 366.645 1.43 2.64 .11 366.75 .00 .54 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-213.450 .0052 .0031 .67 1.60 .00 .55 .011 .00 .00 PIPE | | | | | | | | | | | | | 370.560 366.150 1.161 367.311 1.43 2.64 .11 367.42 .00 .54 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-JUNCT STR .0315 .0042 .01 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 373.730 366.250 1.094 367.344 1.37 2.52 .10 367.44 .00 .52 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-38.2 40 .0092 .0028 .11 1.09 .00 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 411.970 366.600 .852 367.452 1.37 2.52 .10 367.55 .00 .52 .00 .830 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-J UNCT STR .0250 .0021 .01 .85 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 415.970 366.700 .942 367.642 .20 .58 .01 367.65 .00 .21 .00 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-19 .427 .0147 .0002 .00 .94 .00 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 435.397 366.986 .660 367.646 .20 .58 .01 367.65 .00 .21 .00 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4. 159 .0147 .0002 .00 .66 .00 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | | 439.556 367.047 .598 367.645 .20 .61 .01 367.65 .00 .21 .38 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2 .371 .0147 .0002 .00 .60 .12 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 441.927 367.082 .563 367.645 .20 .64 .01 367.65 .00 .21 .47 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2. 025 .0147 .0002 .00 .56 .14 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 443.951 367.111 .533 367.645 .20 .67 .01 367.65 .00 .21 .52 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.6 78 .0147 .0002 .00 .53 .16 .15 .011 .00 .00 PIPE FILE: 2930-02lineB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:33: 9 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "B" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 445.629 367.136 .508 367.644 .20 .70 .01 367.65 .00 .21 .56 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.538 .0147 .0002 .00 .51 .17 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 447.167 367.159 .485 367.644 .20 .73 .01 367.65 .00 .21 .58 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.397 .0147 .0003 .00 .49 .19 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 448.564 367.179 .464 367.643 .20 .77 .01 367.65 .00 .21 .60 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.325 .0147 .0003 .00 .46 .21 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 449.889 367.199 .444 367.643 .20 .81 .01 367.65 .00 .21 .62 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.183 .0147 .0003 .00 .44 .23 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 451.071 367.216 .426 367.642 .20 .85 .01 367.65 .00 .21 .63 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.109 .0147 .0004 .00 .43 .25 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 452.181 367.232 .409 367.642 .20 .89 .01 367.65 .00 .21 .64 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.035 .0147 .0004 .00 .41 .27 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 453.216 367.248 .393 367.641 .20 .93 .01 367.65 .00 .21 .65 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.031 .0147 .0005 .00 .39 .29 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 454.246 367.263 .377 367.640 .20 .98 .01 367.65 .00 .21 .65 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.884 .0147 .0006 .00 .38 .31 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 455.131 367.276 .363 367.639 .20 1.03 .02 367.66 .00 .21 .66 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.879 .0147 .0006 .00 .36 .33 .15 .011 .00 .00 PIPE FILE: 2930-02lineB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:33: 9 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "B" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 456.009 367.289 .349 367.638 .20 1.08 .02 367.66 .00 .21 .66 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.801 .0147 .0007 .00 .35 .36 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 456.810 367.301 .336 367.637 .20 1.13 .02 367.66 .00 .21 .66 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.721 .0147 .0008 .00 .34 .39 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 457.531 367.311 .324 367.635 .20 1.18 .02 367.66 .00 .21 .66 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.713 .0147 .0009 .00 .32 .41 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 458.244 367.322 .312 367.634 .20 1.24 .02 367.66 .00 .21 .66 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.630 .0147 .0010 .00 .31 .44 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 458.874 367.331 .301 367.632 .20 1.30 .03 367.66 .00 .21 .66 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.619 .0147 .0012 .00 .30 .48 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 459.494 367.340 .290 367.630 .20 1.36 .03 367.66 .00 .21 .66 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.532 .0147 .0014 .00 .29 .51 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 460.026 367.348 .280 367.628 .20 1.43 .03 367.66 .00 .21 .65 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.518 .0147 .0015 .00 .28 .55 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 460.544 367.355 .270 367.626 .20 1.50 .03 367.66 .00 .21 .65 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.050 .0147 .0018 .00 .27 .59 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 460.594 367.356 .260 367.616 .20 1.58 .04 367.66 .00 .21 .65 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-HYDRAULIC JUMP FILE: 2930-02lineB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 1:33: 9 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "B" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 460.594 367.356 .153 367.509 .20 3.30 .17 367.68 .00 .21 .56 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-52.901 .0147 .0147 .78 .15 1.77 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 513.494 368.134 .153 368.287 .20 3.30 .17 368.46 .00 .21 .56 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-12.943 .0147 .0145 .19 .15 1.77 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 526.438 368.324 .153 368.478 .20 3.27 .17 368.64 .00 .21 .56 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-7.839 .0147 .0134 .11 .15 1.75 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 534.277 368.440 .158 368.598 .20 3.12 .15 368.75 .00 .21 .56 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.612 .0147 .0117 .03 .16 1.64 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 536.889 368.478 .164 368.642 .20 2.98 .14 368.78 .00 .21 .57 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.491 .0147 .0103 .02 .16 1.54 .15 .011 .00 .00 PIPE | | | | | | | | | | | | | 538.380 368.500 .170 368.670 .20 2.84 .13 368.80 .00 .21 .58 .660 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|- William Rose & Associates, Inc. APPENDIX F.3 LINE “C” WSPG CALCULATIONS FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 110.030 363.350 1.900 365.250 5.29 2.99 .14 365.39 .00 .89 .00 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-12.917 .0360 .0018 .02 1.90 .00 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 122.947 363.815 1.500 365.315 5.29 2.99 .14 365.45 .00 .89 .00 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.330 .0360 .0017 .01 1.50 .00 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 126.277 363.935 1.360 365.295 5.29 3.14 .15 365.45 .00 .89 .87 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-HYDRAULIC JUMP | | | | | | | | | | | | | 126.277 363.935 .547 364.482 5.29 9.07 1.28 365.76 .00 .89 1.44 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-5.825 .0360 .0211 .12 .55 2.52 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 132.103 364.144 .567 364.711 5.29 8.64 1.16 365.87 .00 .89 1.45 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.867 .0360 .0184 .09 .57 2.35 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 136.969 364.319 .587 364.906 5.29 8.24 1.05 365.96 .00 .89 1.46 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.727 .0360 .0162 .06 .59 2.19 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 140.696 364.453 .609 365.062 5.29 7.85 .96 366.02 .00 .89 1.47 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.989 .0360 .0142 .04 .61 2.05 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 143.685 364.561 .631 365.192 5.29 7.49 .87 366.06 .00 .89 1.48 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.389 .0360 .0125 .03 .63 1.91 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 146.074 364.647 .654 365.301 5.29 7.14 .79 366.09 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.917 .0360 .0110 .02 .65 1.78 .48 .011 .00 .00 PIPE FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 147.991 364.716 .678 365.394 5.29 6.81 .72 366.11 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.496 .0360 .0096 .01 .68 1.66 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 149.487 364.770 .704 365.474 5.29 6.49 .65 366.13 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.217 .0360 .0085 .01 .70 1.55 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 150.704 364.813 .730 365.544 5.29 6.19 .59 366.14 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.914 .0360 .0075 .01 .73 1.44 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 151.618 364.846 .758 365.604 5.29 5.90 .54 366.15 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.685 .0360 .0066 .00 .76 1.35 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 152.304 364.871 .787 365.658 5.29 5.63 .49 366.15 .00 .89 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.453 .0360 .0058 .00 .79 1.25 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 152.757 364.887 .818 365.705 5.29 5.36 .45 366.15 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.279 .0360 .0051 .00 .82 1.16 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 153.036 364.897 .850 365.747 5.29 5.11 .41 366.15 .00 .89 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.074 .0360 .0045 .00 .85 1.08 .48 .011 .00 .00 PIPE | | | | | | | | | | | | | 153.110 364.900 .886 365.786 5.29 4.87 .37 366.15 .00 .89 1.48 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-JUNCT STR .0250 .0037 .01 .89 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 157.110 365.000 1.166 366.167 3.97 2.69 .11 366.28 .00 .76 1.25 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1 2.240 .0047 .0012 .01 1.17 .44 .72 .011 .00 .00 PIPE FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 169.350 365.058 1.112 366.170 3.97 2.82 .12 366.29 .00 .76 1.31 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-10.518 .0047 .0013 .01 1.11 .48 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 179.867 365.107 1.064 366.172 3.97 2.96 .14 366.31 .00 .76 1.36 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-10.035 .0047 .0015 .01 1.06 .53 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 189.902 365.155 1.018 366.173 3.97 3.10 .15 366.32 .00 .76 1.40 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-8.878 .0047 .0017 .01 1.02 .57 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 198.780 365.197 .976 366.173 3.97 3.26 .16 366.34 .00 .76 1.43 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-7.953 .0047 .0019 .02 .98 .62 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 206.733 365.234 .937 366.171 3.97 3.41 .18 366.35 .00 .76 1.45 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-7.289 .0047 .0021 .02 .94 .67 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 214.022 365.269 .900 366.169 3.97 3.58 .20 366.37 .00 .76 1.47 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-6.513 .0047 .0024 .02 .90 .73 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 220.535 365.299 .865 366.165 3.97 3.76 .22 366.38 .00 .76 1.48 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-5.547 .0047 .0027 .02 .87 .78 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 226.082 365.326 .832 366.158 3.97 3.94 .24 366.40 .00 .76 1.49 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.572 .0047 .0031 .01 .83 .84 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 229.654 365.342 .801 366.144 3.97 4.13 .27 366.41 .00 .76 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-HYD RAULIC JUMP FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 229.654 365.342 .719 366.061 3.97 4.74 .35 366.41 .00 .76 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-13.543 .0047 .0047 .06 .72 1.12 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 243.197 365.406 .719 366.125 3.97 4.74 .35 366.47 .00 .76 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-19.538 .0047 .0046 .09 .72 1.12 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 262.735 365.499 .733 366.232 3.97 4.62 .33 366.56 .00 .76 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.665 .0047 .0041 .02 .73 1.08 .72 .011 .00 .00 PIPE | | | | | | | | | | | | | 266.400 365.516 .762 366.278 3.97 4.40 .30 366.58 .00 .76 1.50 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-JUNCT STR .0045 .0029 .01 .76 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 268.400 365.525 1.153 366.678 1.90 1.30 .03 366.70 .00 .52 1.27 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-10.065 .0052 .0003 .00 1.15 .21 .47 .011 .00 .00 PIPE | | | | | | | | | | | | | 278.465 365.578 1.100 366.678 1.90 1.37 .03 366.71 .00 .52 1.33 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-9.153 .0052 .0003 .00 1.10 .24 .47 .011 .00 .00 PIPE | | | | | | | | | | | | | 287.619 365.626 1.052 366.678 1.90 1.43 .03 366.71 .00 .52 1.37 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.631 .0052 .0003 .00 1.05 .26 .47 .011 .00 .00 PIPE | | | | | | | | | | | | | 292.250 365.650 1.028 366.678 1.90 1.47 .03 366.71 .04 .52 1.39 1.500 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-TRANS STR .0250 .0015 .01 1.06 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 296.250 365.750 .878 366.628 1.90 2.60 .10 366.73 .00 .59 .65 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-19. 587 .0039 .0019 .04 .88 .43 .63 .011 .00 .00 PIPE FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 315.837 365.826 .829 366.655 1.90 2.72 .12 366.77 .00 .59 .75 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-16.467 .0039 .0021 .03 .83 .50 .50 .63 .011 .00 .00 PIPE | | | | | | | | | | | | | 332.304 365.890 .788 366.678 1.90 2.86 .13 366.80 .00 .59 .82 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-15.500 .0039 .0023 .04 .79 .56 .63 .011 .00 .00 PIPE | | | | | | | | | | | | | 347.803 365.950 .751 366.701 1.90 3.00 .14 366.84 .00 .59 .86 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-14.574 .0039 .0026 .04 .75 .62 .63 .011 .00 .00 PIPE | | | | | | | | | | | | | 362.377 366.006 .718 366.724 1.90 3.14 .15 366.88 .00 .59 .90 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-15.612 .0039 .0029 .04 .72 .68 .63 .011 .00 .00 PIPE | | | | | | | | | | | | | 377.989 366.067 .687 366.754 1.90 3.30 .17 366.92 .00 .59 .93 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-17.087 .0039 .0032 .06 .69 .74 .63 .011 .00 .00 PIPE | | | | | | | | | | | | | 395.076 366.133 .659 366.792 1.90 3.46 .19 366.98 .00 .59 .95 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-34.137 .0039 .0036 .12 .66 .80 .63 .011 .011 .00 .00 PIPE | | | | | | | | | | | | | 429.212 366.265 .632 366.898 1.90 3.63 .20 367.10 .00 .59 .96 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.606 .0039 .0038 .01 .63 .87 .63 .011 .00 .00 PIPE | | | | | | | | | | | | | 432.819 366.279 .631 366.910 1.90 3.64 .21 367.12 .00 .59 .97 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-330.311 .0039 .0038 1.26 .63 .87 .63 .011 .00 .00 PIPE | | | | | | | | | | | | | 763.130 367.560 .631 368.191 1.90 3.64 .21 368.40 .00 .59 .97 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-JUN CT STR .0050 .0032 .01 .63 .87 .013 .00 .00 PIPE FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 767.130 367.580 .854 368.434 1.19 1.66 .04 368.48 .00 .46 .71 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-10.902 .0045 .0008 .01 .85 .29 .29 .45 .011 .00 .00 PIPE | | | | | | | | | | | | | 778.032 367.629 .809 368.438 1.19 1.74 .05 368.49 .00 .46 .79 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-9.402 .0045 .0009 .01 .81 .33 .45 .011 .00 .00 PIPE | | | | | | | | | | | | | 787.434 367.671 .770 368.441 1.19 1.83 .05 368.49 .00 .46 .84 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-6.356 .0045 .0009 .01 .77 .37 .45 .011 .00 .00 PIPE | | | | | | | | | | | | | 793.790 367.700 .744 368.444 1.19 1.90 .06 368.50 .00 .46 .87 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-7.373 .0048 .0010 .01 .74 .39 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 801.163 367.736 .710 368.446 1.19 1.99 .06 368.51 .00 .46 .91 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-6.494 .0048 .0012 .01 .71 .43 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 807.657 367.767 .680 368.447 1.19 2.08 .07 368.51 .00 .46 .93 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-6.016 .0048 .0013 .01 .68 .47 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 813.672 367.796 .652 368.448 1.19 2.19 .07 368.52 .00 .46 .95 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-5.513 .0048 .0015 .01 .65 .51 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 819.186 367.823 .626 368.449 1.19 2.29 .08 368.53 .00 .46 .97 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-5.289 .0048 .0016 .01 .63 .55 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 824.475 367.848 .601 368.449 1.19 2.40 .09 368.54 .00 .46 .98 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.72 2 .0048 .0019 .01 .60 .60 .44 .011 .00 .00 PIPE FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 829.197 367.871 .578 368.449 1.19 2.52 .10 368.55 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.449 .0048 .0021 .01 .58 .64 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 833.646 367.892 .556 368.449 1.19 2.65 .11 368.56 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-4.145 .0048 .0024 .01 .56 .69 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 837.791 367.913 .535 368.448 1.19 2.77 .12 368.57 .00 .46 1.00 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.785 .0048 .0027 .01 .54 .75 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 841.575 367.931 .515 368.446 1.19 2.91 .13 368.58 .00 .46 1.00 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-3.321 .0048 .0031 .01 .52 .80 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 844.896 367.947 .496 368.443 1.19 3.05 .14 368.59 .00 .46 1.00 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-2.628 .0048 .0035 .01 .50 .86 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 847.524 367.960 .478 368.438 1.19 3.20 .16 368.60 .00 .46 1.00 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-.589 .0048 .0040 .00 .48 .93 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 848.113 367.962 .460 368.422 1.19 3.36 .18 368.60 .00 .46 1.00 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-HYDRAULIC JUMP | | | | | | | | | | | | | 848.113 367.962 .443 368.406 1.19 3.53 .19 368.60 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-141.055 .0048 .0048 .68 .44 1.07 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 989.169 368.643 .443 369.087 1.19 3.53 .19 369.28 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-7.579 .0048 .0050 .04 .44 1.07 .44 .011 .00 .00 PIPE FILE: 2930-02lineC18ts.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 1640 WATER SURFACE PROFILE LISTING Date:11-1-2010 Time: 2:27:15 2930.02 la Luz Grading Plan Onsite Drainage Pipe Hydraulics Line "C" ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********| *******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 996.747 368.680 .433 369.113 1.19 3.64 .21 369.32 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-7.264 .0048 .0056 .04 .43 1.12 1.12 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 1004.012 368.715 .418 369.133 1.19 3.81 .23 369.36 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-5.138 .0048 .0064 .03 .42 1.20 .44 .011 .00 .00 PIPE | | | | | | | | | | | | | 1009.150 368.740 .403 369.143 1.19 4.00 .25 369.39 .00 .46 .98 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1.329 .0100 .0066 .01 .40 1.28 .36 .011 .00 .00 PIPE | | | | | | | | | | | | | 1010.479 368.753 .411 369.164 1.19 3.90 .24 369.40 .00 .46 .98 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|-|-1. 603 .0100 .0060 .01 .41 1.24 .36 .011 .00 .00 PIPE | | | | | | | | | | | | | 1012.082 368.769 .426 369.195 1.19 3.72 .21 369.41 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|--|- |-.950 .0100 .0052 .00 .43 1.15 .36 .011 .00 .00 PIPE | | | | | | | | | | | | | 1013.031 368.779 .441 369.220 1.19 3.55 .20 369.42 .00 .46 .99 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--|--|- -|-|-.119 .0100 .0046 .00 .44 1.08 .36 .011 .00 .00 PIPE | | | | | | | | | | | | | 1013.150 368.780 .459 369.239 1.19 3.37 .18 369.42 .00 .46 1.00 1.000 .000 .00 1 .0 -|--|--|--|--|--|--|--|--|--|--| --|--|-|- William Rose & Associates, Inc. APPENDIX G HYDRAULIC CALCULATIONS REFERENCE SHEET William Rose & Associates, Inc. APPENDIX H ON-SITE CATCH BASIN SIZING CALCULATIONS A -19