Loading...
HomeMy WebLinkAboutTract 16290-1HYDRAULIC STUDY FOR TRACT MAP NO. 16290-1 CITY OF FONTANA, CALIFORNIA PREPARED FOR: CENTEX HOMES 2280 WARDLOW CIRCLE, SUITE 150 CORONA, CA. 92880 PREPARED BY. A EI CASC EIVGINEERINCi 937 SOUTH VIA LATA, SUITE 500 COLTON, CA 92324 (909) 783-0101 • FAx (909) 783-0108 REVISED JULY 209 2005 APRIL 4, 2005 0 HYDROLOGY STUDY FOR TRACT 16290-1 COYOTE CANYON This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. oy No. 66068 �I * EX aG/ �14-M. Torreyson/ggii E Date Registered Civil Eer REVIEWED BY WILLDAN THIS CIVIL ENGINEERING DOCUMENT HAS SEEN REVIEWED I`:?;J GENERAL CONFORMANCE WITH APPLICABLE CITY STANDARDS. AC..CEPTAN0 = BY THE REVIEWER OF ANY ELEMENTS 0 THE ENGINEERING DOCUMENT DOES NOT CON*Ti T SITE A WARRANn' AND DOES NOT RELIEVE THE APRLICAN7 OR APPUCANT'S CONSULTANTS OF FULL RESPONSIBILITY FOR COMPLIANCE WITH CODES AND STANDARDS. SIGNATURE DATE Seal O:\word processing\job related\526 - Centex\52641 - Tract 16290-1, -2 & F\Reports and Studies\HYDRAULIC STUDY REPORT 16290-1.doe HYDROLOGY STUDY FOR TRACT 16290-1 COYOTE CANYON APPENDICES APPENDIX A: 16290-1 RATIONAL METHOD HYDROLOGY CALCULATIONS 100 -YEAR APPENDIX A.1: TABLE OF CONTENTS APPENDIX A.2: I. PURPOSE AND SCOPE I II. PROJECT SITE AND DRAINAGE AREA I III. HYDROLOGY 1-3 IV. HYDRAULICS 3-8 V. FINDINGS 8 VI. REFERENCES 8 APPENDICES APPENDIX A: 16290-1 RATIONAL METHOD HYDROLOGY CALCULATIONS 100 -YEAR APPENDIX A.1: AREA A APPENDIX A.2: AREA B APPENDIX A.3: AREA C APPENDIX B: 16290-1 RATIONAL METHOD HYDROLOGY CALCULATIONS 25 -YEAR APPENDIX B.1: AREA A APPENDIX B.2: AREA B APPENDIX B.3: AREA C APPENDIX C STREET CAPACITY CALCULATIONS APPENDIX C.1: %2 STREET FLOW FOR 64' RIGHT OF WAY APPENDIX C.2: CAPACITY CALCULATIONS USING DEPTH EQUAL TO TC FOR 64' ROW APPENDIX C.3: CAPACITY CALCULATIONS USING DEPTH EQUAL TO ROW FOR 64' ROW APPENDIX D: CATCH BASIN CALCULATIONS FOR TRACT 16290-1 APPENDIX D.1: LINE C7 APPENDIX D.2: C.P. C -7A APPENDIX D.3: C.P. C -7B APPENDIX DA: C.P. C -7C O:\word ptoceasing*b related�526 - Centex\52641 -Trac 16290-1, -2 & RReports and StudiaIhYDRAULIC STUDY REPORT 16290-1 Revise 072005.doc AEI-CASC ENGINEERING m A HYDROLOGY STUDY FOR TRACT 16290-1 COYOTE CANYON APPENDIX D.5: C.P. C-71) APPENDIX D.6: LAT B APPENDIX D.7: C.P. B-1 APPENDIX D.8: C.P. B-2 APPENDIX D.9: C.P. B-3 APPENDIX D.10: LAT. A APPENDIX E: STORM DRAIN CALCULATIONS FOR TRACT 16290-1 APPENDIX E.1: LINE C7 APPENDIX E.2: C.P. C -7A APPENDIX E.3: C.P. C -7B APPENDIX EA: C.P. C -7C APPENDIX E.5: C.P. C -7C APPENDIX E.6: LAT B APPENDIX E.7: C.P. B-1 APPENDIX E.8: C.P. B-2 APPENDIX E.9: C.P. B-3 APPENDIX E.10: LAT A EXHIBITS EXHIBIT A: HYDROLOGY A EXHIBIT B: SOILS MAP EXHIBIT C: ISOHEYTAL MAPS EXHIBIT D: FLOW DIAGRAMS EXHIBIT E: LINE "C" INFRASTRUCTURE PLANS O:\word ptoc ssing\job related\526 - Centex\52641 - Tract 16290.1, -2 & Faepons and Stadia?DRAULIC STUDY REPORT 16290-1 Revise 072005.doc AEI-CASC ENGINEERING u HYDROLOGY STUDY FOR TRACT 16290-1 COYOTE CANYON PURPOSE AND ANALYSIS The purpose of this study is to discuss the hydrological analyses associated with the 25 - year and 100 -year frequency storm events, for the proposed rough grading and Storm Drain Improvement plans for Traci Map No 16290-1. Additionally, the report discusses the drainage constraints and a drainage solution based upon a proposed storm drain design shown on the Storm Drain Improvements. The following items will be performed and identified in the report: Perform hydrology analyses using the rational method, as outlined in the San Bernardino County Flood Control (SBCFCD) Hydrology Manual, for the 25 -year and 100 -year frequency storm events. Prepare an exhibit showing the drainage boundaries, drainage nodes, flow lengths, drainage areas, and a peak flow rate summary table for the tract. Prepare a report discussing recommendations and solutions to resolve potential drainage impacts. HYDROLOGY ANALYSES The Coyote Canyon Development lies along the foothills of the San Gabriel Mountain. The topography has an average slope of approximately 5% and drains to the south into the San Sevaine Drainage System. The entire development will be detained by a regional basin known as Rich Basin, which eventually outlets into Hawker -Crawford Channel. The current condition of the site consists of open space with low to medium brush throughout the area. The primary soil within the tract boundary area is soil type "A", which is considered a soil material with high soil loss rates. See the soils map, Exhibit B, which is an excerpt from the SBCFCD Hydrology Manual. The ultimate development will consist of approximately 1/4 acres lots, which is consistent with the Coyote Canyon Master Drainage Plan prepared for Coyote Canyon LLC, by AEI-CASC Engineering. (Ref 1). The rainfall depth for the 100 -year, 1 -hour storm event was obtained from the SBDCFCD Hydrology Manual Isoheytal Map. Exhibit C is a copy of the Isoheytal map for the 100 - year, 1 -hour storm event, which includes the approximate location of the project. Utilizing the information obtained from the SBCFCD Hydrology Manual, the 1 -hour rainfall depth for the 25 -year and 100 -year storm events area 1.3 inches and 1.6 inches, respectively. O'\ward processing\job related\526 - Centea\52641 -Tract 16290.1, -2 & F\Rcpons and StudiesLDRAUL[C STUDY REPORT 16290-1 Revise 072005.doc AEI-CASC ENGINEERING HYDROLOGY STUDY FOR TRACT 16290-1 Alftk COYOTE CANYON Using the soils, land use, and rainfall data previously mentioned, hydrological analyses were performed for the 25 -year and 100 -year storm events using the Rational Method, as outlined in the San Bernardino County Flood Control District (SBCFCD) Hydrology Manual. The SBCFCD Hydrology Manual stated that the Rational Method is to be used for areas that are less than 640 acres. The Rational Method peak flow rate is then used to design a suitable storm drain facility and to evaluate if the flow rate within the streets meets the requirements set by the City of Fontana. Appendix A through E includes the hydrological result associated with the 10 -year and 100 -year storm events for Tract Map No. 16290-1. Exhibit A is provided to illustrate the "Onsite Hydrology Map" for the above mentioned Tract. HYDRAULIC ANALYSES The Storm Drain Improvement Plans have been prepared for Tract 16290-1; therefore, this report has been prepared to discuss the hydraulics for the proposed storm drain improvements. In order to determine the locations of the proposed storm drain, the streets within the residential tract need to be evaluated. Street Capacity Calculations and Rating Tables, provided in Appendix C, were used to evaluate the flooding within the residential streets for the following three scenarios: Conveyance capability for a typical half -street section using the depth equal to top of curb. Conveyance capability for a typical full -street section using the depth equal to top of curb. Conveyance capability for a typical full -street section using the depth equal to right- of-way. Note the Rating Tables, prepared for the above scenarios, identify the maximum peak flow rate with respect to the street longitudinal slopes. The above hydraulic calculations were used to evaluate potential impacts, using the peak flow rates from the hydrology analyses, within the residential streets. Drainage impacts are defined as segments of streets that do not meet the street flooding criteria that is based upon the City of Fontana Design Policy. The following are the City of Fontana Street Design Policy: . The peak flow rate resulting from a 25 -year storm event cannot have a depth of flow that exceeds the top of curb' elevation. . The peak flow rate resulting from a 100 -year storm event cannot have a depth of flow that exceeds the elevation at the right-of-way. Wword processingljob relwcd626 - Centex\52641 - Trac[ 16290.1, -2 & RRcpons and SwdiesiIDRAULIC STUDY REPORT 16290-1 Revise 072005.doc AEI-CASC ENGINEERING HYDROLOGY STUDY FOR TRACT 16290-1 COYOTE CANYON TRACT 16290-1 Tract 16290-1 is a 32.9 acre site that consists of approximately 110 residential lots. Tract 16290-1 is bounded by Coyote Canyon Road to the North, the San Bernardino County Flood Control "Rich Basin" to the south, Roadrunner Road to the east, and Line B (an infrastructure storm drain system) to the west. The runoff emanating from the tract will be collected by the following three proposed drainage systems: Lateral A Lateral A is a storm drain system approximately 50 feet in length. The purpose of the storm drain is to collect flows within Honey Pine Lane. The storm drain system will consist of an 18 -inch RCP storm drain. This system is required in order to meet the mandate associated with the California Department of Fish and Game (CDFG) Section 1603 Streambed Alteration Agreement Number 1600-2003-5070R6. The permit requires the development to provide runoff to the vegetation between Street "AA" and Street "Y". Awk Lateral A intercepts a total flow of 4.2 c.fs. and 3.7 c.f.s. for the 100 -YR and 25 -YR respectively. The total flow rate is greater than the intercepted flow rate. As a result, 0.1 c1s. and 0.1 c1s. bypass Lateral A and flow towards Line C-7, CB "D" for the 100 -YR and 25 -YR respectively. Lateral B Lateral B is a storm drain system approximately 350 feet in length and includes Connector Pipe B-1, Connector Pipe B-2, and Connector Pipe B-3. The storm drain system will consist of 36, 30, and 24 -inch RCP storm drains that discharge a total 100 -year peak flow rate of 48.5 ft3/s. The storm drain will intercept runoff with 4 proposed catch basins. The proposed catch basin lengths are 21' and 14' for Connector Pipe B-1, Connector Pipe B-2, and Connector Pipe B-3. The Storm Drain extends to the Snowberry Drive knuckle in order to intercept a minimum of 8.8 c.f.s. to meet the 25 -YR street design criteria. Line C-7 Line C7 is a storm drain system approximately 770 feet in length and includes Connector Pipe C -7A, Connector Pipe C -7B and Connector Pipe C -7C. The storm drain system consists of 48, 36, and 18 -inch RCP storm drains that discharges a total 100 -year peak flow rate of 47.7 W/s into Line "C" located within Roadrunner Road. The storm drain will intercept runoff with 5 proposed catch basins. CB -"A" and CB - "B" are located within a sag curve and CB -"C" and CB -"D" are located along a continuous street slope. The catch basin lengths are 28', 14' and 4' for Line C77, O:\word processing\job related\526 - Centex\52641 - TraG 16290-1, -2 & Meports and StudieslYDRAULIC STUDY REPORT 16290-1 Revise 072005.doc AEI-CASC ENGINEERING 1*1 HYDROLOGY STUDY FOR TRACT 16290-1 COYOTE CANYON Y Connector Pipe C -7A, Connector Pipe C -7B, Connector Pipe C -7C, and Connector Pipe C -7D. Line C-7 was designed to intercept runoff at the intersection of Honey Pine Lane, Wildwood Lane. The catch basin was provided to intercept a minimum runoff of 12.3 c.f.s. This allows the 25 -YR street design criteria to be satisfied at CB "C". In addition, CB "D" has been designed to intercept the flows by-passing Lateral A. The by-pass flow rates total 1.8 c.fs. and 1.0 c.f.s. for the 100 -YR and 25 -YR respectively. These were added directly to the flows tributary to the catch basin. Rich Basin It should be noted that the Coyote Canyon MDP states that Rich Basin is a regional basin that will service the entire Coyote Canyon development. The reader shall note that flow diagrams have been provided on Exhibit D to illustrate the interception capacity of proposed catch basins. CONCLUSIONS Based on the final hydraulic analysis included in this report, it is concluded that: 1. The proposed development peak flow rates will be mitigated by the existing regional basin known as Rich Basin as discussed in the Coyote Canyon MDP. Therefore, detention basin for Tract 16290-1 will not be required. 2. The storm drain systems identified in this report shall be designed as part of the storm drain improvement plans for Tract 16290-1. REFERENCES Reference 1 Coyote Canyon Master Drainage Plan, AEI-CASC Engineering, April 25, 2002 Reference 2 San Bernardino County Flood Control District Hydrology Manual, August 1986 Reference 3 City of Fontana Standards and Specification, 1975 Reference 4 Drainage Analysis for Coyote Canyon Infrastructure Improvements, May 17, 2004 O:\word processing\job relmcd\526 - Centex\52641 - Tract 16290.1, -2 & AReports and Studies YDRAULIC STUDY REPORT 16290-1 Revise 072005.dot AEI-CASC ENGINEERING APPENDICES A A APPENDIX A: 16290-1 RATIONAL METHOD HYDROLOGY CALCULATIONS 100 - YEAR orts and Studies\REPORT 52641.doc O:\word processing\job related\526 - Centex\52641 - Tract 16290-1, -2 & F\Rep APPENDIX A.1: AREA A San Bernardino County Rational Hydrology Program ~� (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 04/01/05 ------------------------------------------------------------------------ COYOTE CANYON - 52641 100 YEAR RATIONAL METHOD ANALYSIS TRACT 16290-1, AREA A FN: ARAOO.RSB Program License Serial Number 4042 -----------------------------------------------------------------=------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is , 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 613.000(Ft.) Top (of initial area) elevation = 1686.700(Ft.) Bottom (of initial area) elevation = 1660.900(Ft.) Difference in elevation = 25.800(Ft.) Slope = '0.04209 s(%)= 4.21 TC = k(0.412)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.117 min. Rainfall intensity = 4.656(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 8.057(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.787 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.100 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1631.700(Ft.) Downstream point/station elevation = 1629.500(Ft.) Pipe length = 132.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.110(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.110(CFS) Normal flow depth in pipe = 12.82(In.) **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1660.900(Ft.) End of street segment elevation = 1636.200(Ft.) Length of street segment = 579.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.110(CFS) Depth of flow = 0.412(Ft.), Average velocity = 5.543(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.791(Ft.) Flow velocity = 5.54(Ft/s) Travel time = 1.74 min. TC = 11.86 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 4.233(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.775 Subarea runoff = 6.053(CFS) for 2.100(Ac.) Total runoff = 14.110(CFS) Effective area this stream = 4.30(Ac.) Total Study Area (Main Stream No. 1) = 4.30(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 14.110(CFS) Half street flow at end of street = 14.110(CFS) Depth of flow = 0.440(Ft.), Average velocity = 5.874(Ft/s) Flow width (from curb towards crown)= 15.164(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.100 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1631.700(Ft.) Downstream point/station elevation = 1629.500(Ft.) Pipe length = 132.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.110(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.110(CFS) Normal flow depth in pipe = 12.82(In.) Flow top width inside pipe = 20.48(lh.) Critical Depth = 16.75(In.) Pipe flow velocity = 9.17(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 12.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.100 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.300(Ac.) Runoff from this stream = 14.110(CFS) Time of concentration = 12.10 min. Rainfall intensity = 4.182(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 150.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 424.000(Ft.) Top (of initial area) elevation = 1685.500(Ft.) Bottom (of initial area) elevation = 1660.800(Ft.) Difference in elevation = 24.700(Ft.) Slope = 0.05825 s(%)= 5.83 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.180 min. Rainfall intensity = 5.289(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 5.501(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 150.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1660.800(Ft.) End of street segment elevation = 1634.400(Ft.) ® Length of street segment = 662.000(Ft.) Height of curb above gutter flowline = 6.0(In.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.100 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1629.900(Ft.) Downstream point/station elevation = 1629.500(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.382(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.382(CFS) Normal flow depth in pipe = 13.36(In.) Flow top width inside pipe = 15.75(In.) Critical Depth = 16.35(In.) Pipe flow velocity = 9.51(Ft/s) ® Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.34 min. Width of half street (curb to crown) _20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) - Slope from gutter to grade break (v/hz) 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break .to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.481(CFS) Depth of flow = 0.399(Ft.), Average velocity = 5.200(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.117(Ft.) Flow velocity = 5.20(Ft/s) Travel time = 2.12 min. TC = 10.30 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 4.605(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.785 Subarea runoff 7.881(CFS) for 2.400(Ac.) Total runoff = 13.382(CFS) Effective area this stream = 3.70(Ac.) Total Study Area (Main Stream No. 2) = 8.00(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 13.382(CFS) Half street flow at end of street = 13.382(CFS) Depth of flow = 0.438(Ft.), Average velocity = 5.653(Ft/s) Flow width (from curb towards crown)= 15.049(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.100 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1629.900(Ft.) Downstream point/station elevation = 1629.500(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.382(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.382(CFS) Normal flow depth in pipe = 13.36(In.) Flow top width inside pipe = 15.75(In.) Critical Depth = 16.35(In.) Pipe flow velocity = 9.51(Ft/s) ® Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.100 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area .= 3.700(Ac.) Runoff from this stream = 13.382(CFS) Time of concentration = 10.34 min. Rainfall intensity = 4.596(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 14.11 4.300 12.10 0.587 4.182 2 13.38 3.700 10.34 0.587 4.596 Qmax(1) _ 1.000 * 1.000 * 14.110) + 0.897 * 1.000 * 13.382) + = 26.110 Qmax(2) _ 1.115 * 0.854 * 14.110) + 1.000 * 1.000 * 13.382) + = 26.826 Total of 2 main streams to confluence: Flow rates before confluence point: 15.110 14.382 Maximum flow rates at confluence using above data: 26.110 26.826 Area of streams before confluence: 4.300 3.700 Effective area values after confluence: 8.000 7.374 Results of confluence: Total flow rate = 26.826(CFS) Time of concentration = 10.337 min. Effective stream area after confluence = 7.374(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 8.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 115.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1629.500(Ft.) Downstream point/station elevation = 1628.000(Ft.) Pipe length = 88.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.826(CFS) Nearest computed pipe diameter = 24.00(In.) Cil A Calculated individual pipe flow = 26.826(CFS) Normal flow depth in pipe = 17.95(In.) Flow top width inside pipe = 20.84(In.) Critical Depth = 21.66(In.) Pipe flow velocity = 10.65(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 10.47 min. .. + ... + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + T + + + + + + + + + + + + + + + .. Process from Point/Station 115.000 to Point/Station 115.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.374(Ac.) Runoff from this stream = 26.826(CFS) Time of concentration = 10.47 min. Rainfall intensity = 4.560(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is_now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 160.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 917.000(Ft.) Top (of initial area) elevation = 1663.500(Ft.) Bottom (of initial area) elevation = 1633.400(Ft.) Difference in elevation = 30.100(Ft.) Slope = 0.03282 s(%)= 3.28 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.491 min. Rainfall intensity = 4.102(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 7.911(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.771 Process from Point/Station 160.000 to Point/Station 115.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1628.900(Ft.) Downstream point/station elevation = 1628.000(Ft Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.911(CFS) Nearest computed pipe diameter — 15.00(In.) Calculated individual pipe flow = 7.911(CFS) Normal flow depth in pipe = 8.18(In.) Flow top width inside pipe = 14.94(In.) Critical Depth = 13.32(In.) Pipe flow velocity = 11.57(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 115.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 7.911(CFS) Time of concentration = 12.52 min. Rainfall intensity = 4.097(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 26.83 7.374 10.47 0.587 4.560 2 7.91 2.500 12.52 0.587 4.097 Qmax (1) _ 1.000 * 1.000 * 26.826) + 1.132 * 0.837 * 7.911) + = 34.317 Qmax(2) _ 0.884 * 1.000 * 26.826) + 1.000 * 1.000 * 7.911) + = 31.612 Total of 2 main streams to confluence: Flow rates before confluence point: 27.826 8.911 Maximum flow rates at confluence using above data: 34.317 31.612 Area of streams before confluence: 7.374 2.500 Effective area values after confluence: 9.466 9.874 Results of confluence: Total flow rate = 34.317(CFS) Time of concentration = 10.475 min. Effective stream area after confluence = 9.466(Ac.) ® Study area average Pervious fraction(Ap) = 0.600 , Study area average soil ldss rate(Fm) = 0.587(In/Hr) Study area total = 9.87(Ac.) ....++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.100 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1628.000(Ft.) Downstream point/station elevation = 1627.000(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.317(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 34.317(CFS) Normal flow depth in pipe = 17.20(In.) Flow top width inside pipe = 25.96(In.) Critical'Depth = 23.98(In.) Pipe flow velocity = 12.83(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.100 to Point/Station 120.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.466(Ac.) Runoff from this stream = 34.317(CFS) Time of concentration = 10.53 min. Rainfall intensity = 4.545(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 130.100 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 706.000(Ft.) Top (of initial area) elevation = 1653.900(Ft.) Bottom (of initial area) elevation = 1633.400(Ft.) Difference in elevation = 20.500(Ft.) Slope = 0.02904 s(%)= 2.90 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.530 min. Rainfall intensity = 4.304(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.777 Subarea runoff = 9.703(CFS) N] Total initial stream area = 2.900(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 130.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.900(Ac.) Runoff from this stream = . 9.703(CFS) Time of concentration = 11.53 min. Rainfall intensity = 4.304(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.200 to Point/Station 130.100 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 415.000(Ft.) Top (of initial area) elevation = 1638.700(Ft.) Bottom (of initial area) elevation = 1633.400(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.01277 s(%)= 1.28 TC=-k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.987 min. Rainfall intensity = 4.431(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 4.844(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.781 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.200 to Point/Station 130.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 4.844(CFS) Time of concentration = 10.99 min. Rainfall intensity = 4.431(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.100 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1628. (Ft.) Downstream point/station elevation = 1627.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.404(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.404(CFS) Normal flow depth in pipe = 9.46(In.) Flow top width inside pipe = 14.48(In.) Critical depth could not be calculated. Pipe flow velocity = 17.68(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.100 to Point/Station 120.000 **** CONFLUENCE OF MAIN STREAMS **** ® The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.163(Ac.) Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 9.70 2.900 11.53 0.587 4.304 2 4.84 1.400 10.99 0.587 4.431 Qmax(1) _ 1.000 * 1.000 * 9.703) + 0.967 * 1.000 * 4.844) + = 14.388 Qmax(2) _ 1.034 * 0.953 * 9.703) + 1.000 * 1.000 * 4.844) + = 14.404 Total of 2 streams to confluence: Flow rates before confluence point: 9.703 4.844 Maximum flow rates at confluence using above data: 14.388 14.404 Area of streams before confluence: 2.900 1.400 Effective area values after confluence: 4.300 4.163 Results of confluence: Total flow rate = 14.404(CFS) Time of concentration = 10.987 min. Effective stream area after confluence = 4.163(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 4.30(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.100 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1628. (Ft.) Downstream point/station elevation = 1627.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.404(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.404(CFS) Normal flow depth in pipe = 9.46(In.) Flow top width inside pipe = 14.48(In.) Critical depth could not be calculated. Pipe flow velocity = 17.68(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.100 to Point/Station 120.000 **** CONFLUENCE OF MAIN STREAMS **** ® The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.163(Ac.) Results of confluence: Total flow rate = 48.526(CFS) Time of concentration = 10.532 min. Effective stream area after confluence = 13.450(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 13.63(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 160.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1627.000(Ft.) Downstream point/station elevation = 1626.400(Ft.) Pipe length = 138.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.526(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 48.526(CFS) Normal flow depth in pipe = 28.69(In.) Flow top width inside pipe = 34.40(In.) Critical Depth = 26.66(In.) Pipe flow velocity = 7.42(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 10.84 min. End of computations, Total Study Area = 14.80 (Ac.) Runoff from this stream = 14.404(CFS) Time of concentration = 11.01 min. Rainfall intensity = 4.426(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 34.32 9.466 10.53 0.587 4.545 2 14.40 4.163 11.01 0.587 4.426 Qmax(1) _ 1.000 * 1.000 * 34.317) + 1.031 * 0.957 * 14.404) + = 48.526 Qmax (2 ) _ 0.970 * 1.000 * 34.317) + 1.000 * 1.000 * 14.404) + = 47.695 Total of 2 main streams to confluence: Flow.rates before confluence point: 35.317 15.404 Maximum flow rates at confluence using above data: 48.526 47.695 Area of streams before confluence: 9.466 4.163 Effective area values after confluence: 13.450 13.629 Results of confluence: Total flow rate = 48.526(CFS) Time of concentration = 10.532 min. Effective stream area after confluence = 13.450(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 13.63(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 160.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1627.000(Ft.) Downstream point/station elevation = 1626.400(Ft.) Pipe length = 138.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.526(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 48.526(CFS) Normal flow depth in pipe = 28.69(In.) Flow top width inside pipe = 34.40(In.) Critical Depth = 26.66(In.) Pipe flow velocity = 7.42(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 10.84 min. End of computations, Total Study Area = 14.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 E�g A APPENDIX A.2: AREA B N San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 04/01/05 ------------------------------------------------------------------------ COYOTE CANYON - 52641 100 YEAR RATIONAL METHOD ANALYSIS TRACT 16290-1, AREA B FN: ARBOO.RSB ------------------------------------------------------------------------ Program License Serial Number 4042 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curveb = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 140.100 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 571.000(Ft.) Top (of initial area) elevation = 1685.500(Ft.) Bottom (of initial area) elevation = 1665.100(Ft.) Difference in elevation = 20.400(Ft.) Slope = 0.03573 s(%)= 3.57 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.161 min. Rainfall intensity = 4.643(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 7.302(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.100 to Point/Station 180.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1665.100(Ft.) End of street segment elevation = 1644.700(Ft.) Length of street segment = 656.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street' Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.030(CFS) Depth of flow = 0.419(Ft.), Average velocity = 4.797(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.101(Ft.) Flow velocity 4.80(Ft/s) Travel time = 2.28 min. TC 12.44 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 4.112(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.772 Subarea runoff 5.391(CFS) for 2.000(Ac.) Total runoff = 12.693(CFS) Effective area this stream = 4.00(Ac.) Total Study Area (Main Stream No. 1) = 4.00(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 12.693(CFS) Half street flow at end of street = 12.693(CFS) Depth of flow = 0.446(Ft.), Average velocity = 5.079(Ft/s) Flow width (from curb towards crown)= 15.480(Ft.) ...................................................................... Process from Point/Station 180.000 to Point/Station 180.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1644.700(Ft.) End of street segment elevation = 1639.100(Ft.) Length of street segment = 528.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.426(CFS) Depth of flow = 0.544(Ft.), Average velocity = 3.361(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property 2.19(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity 3.36(Ft/s) Travel time = 2.62 min. TC 15.06 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate (Fm)= 0.587(In/Hr) ' Rainfall intensity = 3.667(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified C rational method)(Q=KCIA) is C = 0.756 Subarea runoff 3.387(CFS) for 1.800(Ac.) Total runoff = 16.080(CFS) Effective area this stream = 5.80(Ac.) Total Study Area (Main Stream No. 1) = 5.80(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 16.080(CFS) Half street flow at end of street = 16.080(CFS) Depth of flow = 0.559(Ft.), Average velocity 3.463(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property 2.97(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ...................................................................... Process from Point/Station 180.100 to Point/Station 180.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1634.600(Ft.) Downstream point/station elevation = 1633.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.080(CFS) Nearest computed pipre diameter 18.00(In.) Calculated individual pipe flow 16.080(CFS) Normal flow depth in pipe 10.71(In.) Flow top width inside pipe 17.67(In.) Critical depth could not be calculated. Pipe flow velocity = 14.68(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.09 min. ...................................................................... Process from Point/Station 180.100 to Point/Station 180.200 **** CONFLUENCE OF MAIN STREAMS *-** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.800(Ac.) Runoff from this stream 16.080(CFS) Time of concentration 15.09 min. Rainfall intensity = 3.662(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 210.000 to Point/Station 210.100 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 762.000(Ft.) Top (of initial area) elevation = 1687.400(Ft.) Bottom (of initial area) elevation = 1665.400(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.02887 s(%)= 2.89 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.901 min. Rainfall intensity = 4.223(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 7.855(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.775 ...................................................................... Process from Point/Station 210.100 to Point/Station 220.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1665.400(Ft.) End of street segment elevation = 1653.800(Ft.) Length of street segment = 425.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft ' .) Distance from crown to crossfall grade break = 18.500(Ft Slope from gutter to grade break (v/hz) = 0.020 ...................................................................... Process from Point/Station 220.000 to Point/Sltation 220.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1653.800(Ft.) End of street segment elevation = 1644.500(Ft.) Length of street segment = 316-OOO(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18-500(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.580(CFS) Depth of flow = 0.432(Ft.), Average velocity = 4.625(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.782(Ft.) Flow velocity 4.63(Ft/s) Travel time = 1.53 min. TC 13.43 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group 3 = 0-.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.928(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with,modified rational method)(Q=KCIA) is C = 0.766 Subarea runoff 5.374(CFS) for 2.000(Ac.) Total runoff = 13.230(CFS) Effective area this stream = 4.40(Ac.) Total Study Area (Main Stream No. 2) = 10.20(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 13.230(CFS) Half street flow at end of street = 13.230(CFS) Depth of flow = 0.460(Ft.), Average velocity = 4.884(Ft/s) Flow width (from curb towards crown)= 16.144(Ft.) ...................................................................... Process from Point/Station 220.000 to Point/Sltation 220.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1653.800(Ft.) End of street segment elevation = 1644.500(Ft.) Length of street segment = 316-OOO(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18-500(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.635(CFS) Depth of flow = 0.468(Ft.), Average velocity = 5.151(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.549(Ft.) Flow velocity 5.15(Ft/s) Travel time = 1.02 min. TC 14.45 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D.= 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.758(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.760 Subarea runoff 2.756(CFS) for 1.200(Ac.) Total runoff = 15.985(CFS) Effective area this stream = 5.60(Ac.) Total Study Area (Main Stream No. 2) = 11.40(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 15.985(CFS) Half street flow at end of street = 15.985(CFS) Depth of flow = 0.479(Ft.), Average velocity = 5.263(Ft/s) Flow width (from curb towards crown)= 17.131.(Ft.) ...................................................................... Process from Point/Station 220.100 to Point/Station 220.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1640-000(Ft-) Downstream point/station elevation = 1634.400(Ft.) Pipe length = 480.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.985(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 15.985(CFS) Normal flow depth in pipe 16.08(In.) Flow top width inside pipe 17.79(In.) Critical Depth = 17.70(In.) Pipe flow velocity = 8.09(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) 15.44 min. ...................................................................... Process from Point/Station 220.100 to Point/Station 220.300 **** CONFLUENCE OF MINOR STREAMS --** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.600(Ac.) Runoff from this stream 15.985(CFS) Time of concentration 15.44 min. Rainfall intensity = 3.612(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 W ...................................................................... Process from Point/Station 220.100 to Point/Station 220.200 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal. fraction soil group D = 0.000 SCS curve number for soil(AMC 2) 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 457.000(Ft.) Top (of initial area) elevation = 1644.500(Ft.) Bottom (of initial area) elevation = 1639.600(Ft.) Difference in elevation = 4.900(Ft.) Slope = 0.01072 s(%)= 1.07 TC = k(0.4l2)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.825 min. Rainfall intensity = 4.240(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 9.205(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.775 ...................................................................... Process from Point/Station 220.200 to Point/Station 220.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1635.100(Ft.) Downstream point/station elevation = 1634.400(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.205(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 9.205(CFS) Normal flow depth in pipe 11.48(In.) Flow top width inside pipe 12.71(In.) Critical Depth = 13.95(In.) Pipe flow velocity = 9.14(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) 11.88 min. ...................................................................... Process from Point/Station 220.200 to Point/Station 220.300 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.800(Ac.) Runoff -from this stream 9.205(CFS) Time of concentration 11.88 min. Rainfall intensity = 4.228(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 15.99 5.600 15.44 0.587 3.612 2 9.21 2.800 11.88 0.587 4.228 Qmax(l) = 8.400 7.108 Results of confluence: 1.000 * 1.000 * 15.985) + Effective stream area after confluence 0.831 * 1.000 * 9.205) + = 23.634 Qmax(2) = 8.40(Ac.) 1.204 * 0.769 * 15.985) + 1.000 * 1.000 * 9.205) + = 24.004 Total of 2 streams to confluence: Flow rates before confluence point: 15.985 9.205 Maximum flow rates at confluence using above data: 23.634 24.004 Area of streams before confluence: 5.600 2.800 Effective area values after confluence: 8.400 7.108 Results of confluence: Total flow rate = 24.004(CFS) Time of concentration = 11.880 min. Effective stream area after confluence 7.108(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total (this main stream) = 8.40(Ac.) ...................................................................... Process from Point/Station 220.300 to Point/Station 180.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1634.400(Ft.) Downstream point/station elevation = 1633.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.004(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 24.004(CFS) Normal flow depth in pipe 15.66(In.) Flow top width inside pipe 18.29'(In.) Critical depth could not be calculated. Pipe flow velocity = 12.48(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) 11.95 min. ...................................................................... Process from Point/Station 220.300 to Point/Station 180.200 **** CONFLUENCE OF MAIN STREAMS **** 10 The following data inside Main Stream is listed: In Main Stream number: I 7.108(Ac.) Stream flow area Runoff from this stream 24.004(CFS) Time of concentration 11.95 min. Rainfall intensity = 4.214(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 16.08 5.800 15.09 0.587 3.662 2 24.00 7.108 11.95 0.587 4.214 Qmax(l) = 1.000 * 1.000 * 16.080) + 0.848 * 1.000 * 24.004) + = 36.435 Qmax(2) = 1.179 * 0.792 * 16.080) + 1.000 * 1.000 * 24.004) + = 39.015 Total of 2 main streams to confluence: Flow rates before confluence point: 17.080 25.004 Maximum flow rates at confluence using above data: 36.435 39.015 Area of streams before confluence: 5.800 7.108 Effective area values after confluence: 12.908 11.698 Results of confluence: Total flow rate = 39.015(CFS) Time of concentration = 11.947 min. Effective stream area after confluence 11.698(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total = 12.91(Ac.) ...................................................................... Process from Point/Station 180.200 to Point/Station 240.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1633.000(Ft.) Downstream point/station elevation = 1632.800(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.015(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 39.015(CFS) Normal flow depth in pipe 26.86(In.) Flow top width inside pipe 31.34(In.) Critical Depth = 24.38(In.) Pipe flow velocity = 6.90(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) 12.06 min. ...................................................................... Process from Point/Station 180.200 to Point/Station 240.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.698(Ac.) Runoff from this stream 39.015(CFS) Time of concentration 12.06 min. Rainfall intensity = 4.189(In/Hr) Area averaged loss rate (Fm.) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 200.100 to Point/Station 200.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 352.000(Ft.) Too (of initial area) elevation = 1646.100(Ft.) Bottom (of initial area) elevation = 1638.100(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.02273 s(%)= 2.27 TC = k(O.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.167 min. Rainfall intensity = 4.940(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.793 Subarea runoff = 7.052(CFS) Total initial stream area = 1.800(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) ...................................................................... Process from Point/Station 200.000 to Point/Station 240.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1633.600(Ft.) Downstream point/station elevation = 1632.800(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.052(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 7.052(CFS) Normal flow depth in pipe = 9.89(In.) Flow top width inside pipe 14.22(In.) Critical Depth = 12.76(In.) Pipe flow velocity 8.22(Ft/s) Travel time through pipe 0.08 min. Time of concentration (TC) 9.25 min. ...................................................................... Process from Point/Station 200.000 to Point/Station 240.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 1.800(Ac.) Runoff from this stream 7.052(CFS) Time of concentration 9.25 min. Rainfall intensity = 4.914(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 3 ...................................................................... Process from Point/Station 230.100 to Point/Station 230.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 AVW*k (4w, Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 151.000(Ft.) Top (of initial area) elevation = 1641.100(Ft.) Bottom (of initial area) elevation = 1638.500(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01722 s(%)= 1.72 TC = k(O.412)*[(length^3)/(elevation change)]AO.2 Initial area time of concentration = 6.907 min. Rainfall intensity = 5.854(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.810 Subarea runoff = 1.896(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) ...................................................................... Process from Point/Station 230-000 to Point/Station 240.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1634.000(Ft.) Downstream point/station elevation = 1632.800(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.896(CFS) Nearest'computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.896(CFS) Normal flow depth in pipe 5.34(In.) Flow top width inside pipe 8.84(In.) Critical Depth = 7.54(In.) Pipe flow velocity = 6.93(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) 7.00 min. ...................................................................... Process from Point/Station 230.000 to Point/Station 240.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.400(Ac.) Runoff from this stream 1.896(CFS) Time of concentration 7.00 min. Rainfall intensity = 5.805(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 39.01 11.698 12.06 0.587 4.189 2 7.05 1.800 9.25 0.587 4.914 3 1.90 0.400 7.00 0.587 5.805 Qmax(l) = 1.000 * 1.000 * 39.015) + 0.833 * 1.000 * 7.052) + 0.690 * 1.000 * 1.896) + = 46.195 Qmax(2) = 1.201 * 0.767 * 39.015) + 1.000 * 1.000 * 7.052) + 0.829 * 1.000 * 1.896) + = 44.546 Qmax(3) = 1.449 * 0.581 * 39-015) + 1.206 * 0.757 * 7.052) + 1.000 * 1.000 * 1.896) + = 41.149 Total of 3 main streams to confluence: Flow rates before confluence point: 40.015 8.052 2.896 Maximum flow rates at confluence using above data: 46.195 44.546 41.149 Area of streams before confluence: 11.698 1.800 0.400 Effective area values after confluence: 13.898 11.168 8.555 Results of confluence: Total flow rate = 46.195(CFS) Time of concentration = 12.063 min. Effective stream area after confluence 13.898(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total = 13.90(Ac.) ...................................................................... Process from Point/Station 240-000 to Point/Station 250.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1632.800(Ft.) Downstream point/station elevation = 1631.300(Ft.) Pipe length = 235.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.195(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 46.195(CFS) Normal flow depth in pipe 25.88(In.) Flow top width inside pipe 32.37(In.) Critical Depth = 26.58(In.) Pipe flow velocity = 8.49(Ft/s) Travel time through pipe = 0.46 min. Time ' of concentration (TC) 12.52 min. End of computations, Total Study Area 16.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced e-ffective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 A APPENDD(A.3: AREA C rl-da LI -M E�q San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 04/01/05 COYOTE CANYON - 52641 100 YEAR RATIONAL METHOD ANALYSIS TRACT 16290-1, AREA C FN: ARCOO.RSB ------------------------------------------------------------------------ Program License Serial Number 4042 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32-00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 592.000(Ft.) Top (of initial area) elevation = 1665.600(Ft.) Bottom (of initial area) elevation = 1649.100(Ft.) Difference in elevation = 16.500(Ft.) Slope = 0.02787 s(%)= 2.79 TC = k(O.412)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 10.834 min. Rainfall intensity = 4.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.782 Subarea runoff = 5.939(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) ................................................... ................... Process from Point/Station 302.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1645.300(Ft.) Downstream point/station elevation = 1645.100(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.939(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 5.939(CFS) Normal flow depth in pipe 13.27(In.) Flow top width inside pipe 15.85(In.) Critical Depth = 11.29(In.) Pipe flow velocity = 4.25(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) 11.03 min. ...................................................................... Process from Point/Station 302.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS --*- The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.700(Ac.) Runoff from this stream 5.939(CFS) Time of concentration 11.03 min. Rainfall intensity = 4.420(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 168.000(Ft.) Top (of initial area) elevation = 1653.900(Ft.) -Bottom (of initial area) elevation = 1649.700(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.02500 s(%)= 2.50 TC = k(0.412)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 6.690 min. Rainfall intensity = 5.967(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.484(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.812 ...................................................................... Process from Point/Station 303.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.100(Ac.) Runoff from this stream 0.484(CFS) Time of concentration 6.69 min. Rainfall intensity = 5.967(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Results of confluence: Total flow rate = 6.284(CFS) Time of concentration = 11.030 min. Effective stream area after confluence 1.800(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 1.80(Ac.) End of computations, Total Study Area = 1.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused b5i confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 M Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 5.94 1.700 11.03 0.587 4.420 2 0.48 0.100 6.69 0.587 5.967 Qmax(l) = 1.000 * 1.000 * 5.939) + 0.713 * 1.000 * 0.484) + = 6.284 Qmax(2) = 1.403 * 0.607 * 5.939) + 1.000 * 1.000 * 0.484) + = 5.539 Apft�. Total of 2 main streams to confluence: Flow rates before confluence point: 6.939 1.484 Maximum flow rates at confluence using above data: 6.284 5.539 Area of streams before confluence: 1.700 0.100 Effective area values after confluence: 1.800 1.131 Results of confluence: Total flow rate = 6.284(CFS) Time of concentration = 11.030 min. Effective stream area after confluence 1.800(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 1.80(Ac.) End of computations, Total Study Area = 1.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused b5i confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 M A APPENDIX B: 16290-1 RATIONAL METHOD HYDROLOGY CALCULATIONS 25 - YEAR R Lq APPENDIX B. 1: AREA A A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 04/01/05 COYOTE CANYON - 52641 25 YEAR RATIONAL METHOD ANALYSIS TRACT 16290-1, AREA A FN: ARA25.RSB ------------------------------------------------------------------------ Program License Serial Number 4042 ------------------------------------------------------------------------ *****;*** Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall 1.300 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... C Process from Point/Station 100.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 613.000(Ft.) Top (of initial area) elevation = 1686.700(Ft.) Bottom (of initial area) elevation = 1660.900(Ft.) Difference in elevation = 25.800(Ft.) Slope = 0.04209 s(%)= 4.21 TC = k(O.412)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 10.117 min. Rainfall intensity 3.783(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.760 Subarea runoff 6.328(CFS) Total initial stream area 2.200(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) .................................................. .................... Process from Point/Station 110.000 to Point/Station 110.100 ANN#& **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1660.900(Ft.) End of street segment elevation = 1636.200(Ft.) Length of street segment = 579.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade -break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property ' line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.694(CFS) Depth of flow = 0.387(Ft.), Average velocity = 5.225(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.495(Ft.) Flow velocity 5.23(Ft/s) Travel time = 1.85 min. TC 11.96 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.421(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.746 Subarea runoff 4.639(CFS) for 2.100(Ac.) Total runoff = 10.968(CFS) Effective area this stream = 4.30(Ac.) Total Study Area (Main Stream No. 1) = 4.30(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 10.968(CFS) Half street flow at end of street = 10.966(CFS) Depth of flow = 0.411(Ft.), Average velocity = 5.526(Ft/s) Flow width (from curb towards crown)= 13.720(Ft.) ...................................................................... Process from Point/Station 110.100 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1631.700(Ft.) Downstream point/station elevation = 1629.500(Ft.) Pipe length = 132.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.968(CFS) Nearest computed pipe diameter 18.00(in.) Calculated individual pipe flow 10.968(CFS) Normal flow depth in pipe = 12.28(In.) Flow top width inside pipe = 16.76(In.) Critical Depth = 15.23(In.) Pipe flow velocity = 8.54(Ft/s) Travel time through pipe 0.26 min. Time of concentration (TC) 12.22 min. .................................................................... �++ Process from Point/Station 110.100 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.300(Ac.) Runoff from this stream 10.968(CFS) Time of concentration 12.22 min. Rainfall intensity = 3.377(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... ...................................................................... Process from Point/Station 150.000 to Point/Station 150.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1660.800(Ft.) End of street segment elevation = 1634.400(Ft.) Length of street segment = 662.000(Ft.) Height of curb above gutter flowline = 6.0(In Process from Point/Station 140.000 to Point/Station 150.000 **** INITIAL AREA EVALUATION .... RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 424.000(Ft.) Top (of initial area) elevation = 1685.500(Ft.) Bottom (of initial area) elevation = 1660.800(Ft.) Difference in elevation = 24.700(Ft.) Slope = 0.05825 s(%)= 5.83 TC = k(O.412)*[(length-3)/(elevation change)]^0.2 Initial area time of concentration = 8.180 min. Rainfall intensity = 4.297(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.777 Subarea runoff = 4.341(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) ...................................................................... Process from Point/Station 150.000 to Point/Station 150.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1660.800(Ft.) End of street segment elevation = 1634.400(Ft.) Length of street segment = 662.000(Ft.) Height of curb above gutter flowline = 6.0(In Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from -grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.411(CFS) Depth of flow = 0.374(Ft.), Average velocity = 4.902(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.871(Ft.) Flow velocity 4.90(Ft/s) Travel time = 2.25 min. TC 10.43 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587('Ln/Hr) Rainfall intensity = 3.714(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.758 Subarea runoff = 6.073(CFS) for 2.400(Ac.) Total runoff = 10.414(CFS) Effective area this stream = 3.70(Ac.) Total Study Area (Main Stream No. 2) = 8.00(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 10.414(CFS) Half street flow at end of street = 10.414(CFS) Depth of flow = 0.409(Ft.), Average velocity = 5.319(Ft/s) Flow width (from curb towards crown)= 13.621(Ft.) ...................................................................... Process from Point/Station 150.100 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1629.900(Ft.) Downstream point/station elevation =- 1629.500(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.414(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 10.414(CFS) Normal flow depth in pipe 11.11(In.) Flow top width inside pipe 17.50(In.) Critical Depth = 14.89(In.) Pipe flow velocity = 9.10(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.47 min. AWN%. ...................................................................... Process from Point/Station 150.100 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.700(Ac.) Runoff from this stream 10.414(CFS) Time of concentration 10.47 min. Rainfall intensity = 3.706(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 10.97 4.300 12.22 0.587 3.377 2 10.41 3.700 10.47 0.587 3.706 Qmax(l) = 0.600 Study area average soil 1.000 * 1.000 * 10.968) + total = 0.895 * 1.000 * 10.414) + = 20.283 Qmax(2) = 1.118 * 0.857 * 10.968) + 1.000 * 1.000 * 10.414) + = 20.915 Total of 2 main streams to confluence: Flow rates before confluence point: 11.968 11.414 Maximum flow rates at confluence using above data: 20.283 20.915 Area of streams before confluence: 4.300 3.700 Effective area values after confluence: 8.000 7.383 Results of confluence: Total flow rate = 20.915(CFS) Time of concentration = 10.468 min. Effective stream area after confluence 7.383(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) O.-587(In/Hr) Study area total = 8.00(Ac.) ...................................................................... Process from Point/Station 115.000 to Point/Station 115.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1629.500(Ft.) Downstream point/station elevation = 1628.000(Ft.) Pipe length = 88.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.915(tFS) Nearest computed pipe diameter = 24.00(In.) N Calculated individual pipe flow = 20.915(CFS) Normal flow depth in pipe 14.91(In.) Flow top width inside pipe 23.29(In.) Critical Depth = 19.67(In.) Pipe flow velocity = 10.20(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) 10.61 min. ...................................................................... Process from Point/Station 115.000 to Point/Station 115.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.383(Ac.) Runoff from this stream 20.915(CFS) Time of concentration 10.61 min. Rainfall intensity = 3.676(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 170.000 to Point/Station 160.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 917.000(Ft.) Top (of initial area) elevation = 1663.500(Ft.) Bottom (of initial area) elevation = 1633.400(Ft.) Difference in elevation = 30.100(Ft.) Slope = 0.03282 s(%)= 3.28 TC = k(0.4l2)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.491 min. Rainfall intensity = 3.333(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 6.180(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.742 ...................................................................... Process from Point/Station 160.000 to Point/Station 115.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) '*** Upstream point/station elevation = 1628.900(Ft.) Downstream point/station elevation = 1628.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.180(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 6.180(CFS) Normal flow depth in pipe 8.25(In.) Flow top width inside pipe 11.12(In.) Critical depth could not be calculated. Pipe flow velocity = 10.73(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 12.52 min. ...................................................................... Process from Point/Station 160.000 to Point/Station 115.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.500(Ac.) Runoff from this stream 6.180(CFS) Time of concentration 12.52 min. Rainfall intensity = 3.328(In/Hr) Area averaged loss rate (Fm) = 0.5667(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity Avftk No. (CFS) kw�, (Ac.) (min) (In/Hr) (In/Hr) 1 20.91 7.383 10.61 0.587 3.676 2 6.18 2.500 12.52 0.587 3.328 Qmax(l) = 1.000 * 1.000 * 20.915) + 1.127 * 0.847 * 6.180) + = 26.816 Qmax(2) = 0.887 * 1.000 * 20.915) + 1.000 * 1.000 * 6.180) + = 24.741 Total of 2 main streams to confluence: Flow rates before confluence point: 21.915 7.180 Maximum flow rates at confluence using above data: 26.816 24.741 Area of streams before confluence: 7.383 2.500 Effective area values after confluence: 9.502 9.883 Results of confluence: Total flow rate = 26.816(CFS) Time of concentration = 10.612 min. Effective stream area after confluence 9.502(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total = 9.88(Ac.) N AS ...................................................................... Process from Point/Station 115.100 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1628.000(Ft.) Downstream point/station elevation = 1627.000(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.816(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 26.816(CFS) Normal flow depth in pipe 16.03(In.) Flow top width inside pipe 22.61(In.) Critical Depth = 21.66(In.) Pipe flow velocity = 12.02(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) 10.67 min. ...................................................................... Process from Point/Station 115.100 to Point/Station 120.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.502(Ac.) Runoff from this stream 26.816(CFS) Time of concentration 10.67 min. Rainfall intensity = 3.663(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 303.000 to Point/Station 130.100 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 706.000(Ft.) Top (of initial area) elevation = 1653.900(Ft.) Bottom (of initial area) elevation = 1633.400(Ft.) Difference in elevation = 20.500(Ft.) Slope = 0.02904 s(%)= 2.90 TC = k(O.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.530 min. Rainfall intensity = 3.497(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA� Subarea runoff = 7.597(CFS) 0.587(In/Hr) 0 year storm is C = 0.749 Total initial stream area � 2.90IIAc,l Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) ...................................................................... Process from Point/Station 303.000 to Point/Station 130.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number I Stream flow area = 2.900(Ac.) Runoff from this stream 7.597(CFS) Time of concentration 11.53 min. Rainfall intensity = 3.497(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 110.200 to Point/Station 130.100 **** INITIAL AREA EVALUATION **** 0.587(In/Hr) year storm is C = 0.753 ...................................................................... Process from Point/Station 110.200 to Point/Station 130.100 **** CONFLUENCE OF MINOR STREAMS **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 16"W'k SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 415.000(Ft.) Top (of initial area) elevation = 1638.700(Ft.) Bottom (of initial area) elevation = 1633.400(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.01277 s(%)= 1.28 TC = k(O.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.987 min. Rainfall intensity = 3.600(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 3.797(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.753 ...................................................................... Process from Point/Station 110.200 to Point/Station 130.100 **** CONFLUENCE OF MINOR STREAMS **** r: 2 in normal stream number 2 1.400(Ac.) 3.797(CFS) 10.99 min. 3.600(In/Hr) (Fm) 0.5867(In/Hr) ratio (Ap) = 0.6000 Along Main Stream numbe Stream flow area = Runoff from this stream Time of concentration Rainfall intensity = Area averaged loss rate Area averaged Pervious Summary of stream data: r: 2 in normal stream number 2 1.400(Ac.) 3.797(CFS) 10.99 min. 3.600(In/Hr) (Fm) 0.5867(In/Hr) ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 130.100 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1628.900(Ft.) Downstream point/station elevation = 1627.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.291(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 11.29!(CFS) Normal flow depth in pipe 8.09(In.) Flow top width inside pipe 14.95(In.) Critical depth could not be calculated. Pipe flow velocity = 16.73(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 11.01 min. ...................................................................... Process from Point/Station 130.100 to Point/Station 120.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.163(Ac.) Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 7.60 2.900 11.53 0.587 3.497 2 3.80 1.400 10.99 0.587 3.600 Qmax(l) = 1.000 * 1.000 * 7.597) + 0.966 * 1.000 * 3.797) + = 11.264 Qmax(2) = 1.035 * 0.953 * 7.597) + 1.000 * 1.000 * 3.797) + = 11.291 Total of 2 streams to confluence: Flow rates before confluence point: 7.597 3.797 Maximum flow rates at confluence using above data: 11.264 11.291 Area'of streams before confluence: 2.900 1.400 Effective area values after confluence: 4.300 4.163 Results of confluence: Total flow rate = 11.291(.CFS) Time of concentration = 10.987 min. Effective stream area after confluence 4.163(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total (this main stream) = 4.30(Ac.) ...................................................................... Process from Point/Station 130.100 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1628.900(Ft.) Downstream point/station elevation = 1627.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.291(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 11.29!(CFS) Normal flow depth in pipe 8.09(In.) Flow top width inside pipe 14.95(In.) Critical depth could not be calculated. Pipe flow velocity = 16.73(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 11.01 min. ...................................................................... Process from Point/Station 130.100 to Point/Station 120.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.163(Ac.) Runoff from this stream Time of concentration = 11.291(CFS) 11.01 min. Rainfall intensity = 3.596(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 26.82 9.502 10.67 0.587 3.663 2 11.29 4.163 11.01 0.587 3.596 Qmax(l) = 1.000 * 1.000 * 26.816) + 1.022 * 0.970 * 11.291) + = 38.008 Qmax(2) = 0.978 * 1.000 * 26.816) + 1.000 * 1.000 * 11.291) + = 37.522 Total of 2 main streams to confluence: Flow rates before confluence point: 27.816 12.291 Maximum flow rates at confluence using above data: 38.008 37.522 Area of streams before confluence: 9.502 4.163 Effective area values after confluence: 13.539 13.665 Results of confluence: Total flow rate = 38.008(CFS) Time of concentration = 10.673 min. Effective stream area after con,fluence 13.539(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total = 13.66(Ac.) ...................................................................... Process from Point/Station 120.000 to Point/Station 160.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1627.000(Ft.) Downstream point/station elevation = 1626.400(Ft.) Pipe length = 138.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.008(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 38.008(CFS) Normal flow depth in pipe 25.83(In.) Flow top width inside pipe 32.42(In.) Critical Depth = 24.07(In.) Pipe flow velocity = 7.00(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) 11.00 min. 10 End of computations, Total Study Area = 14.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 R APPENDIX B.2: AREA B A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 04/01/05 ------------------------------------------------------------------------ COYOTE CANYON - 52641 25 YEAR RATIONAL METHOD ANALYSIS TRACT 16290-1, AREA B FN: ARB25.RSB ------------------------------------------------------------------------ Program License Serial Number 4042 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall 1.300 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 140.000 to Point/Station 140.100 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 571.000(Ft.) Top (of initial area) elevation = 1685.500(Ft.) Bottom (of initial area) elevation = 1665.100(Ft.) Difference in elevation = 20.400(Ft.) Slope = 0.03573 s(%)= 3.57 TC = k(O.412)*[(length^3)/(elevati-on-change)1^0.2 Initial area time of concentration = 10.161 min. Rainfall intensity = 3.773(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.760 Subarea runoff = 5.735(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(Tn/Hr) .................................................. ................... Process from Point/Station 140.100 to Point/Station 180.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1665.100(Ft.) End of street segment elevation = 1644.700(Ft.) Length of street segment = 656.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.392(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.757(Ft.) Flow velocity 4.52(Ft/s) Travel time = 2.42 min. TC 12.58 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32-00 7. 813 (CFS) 4.516(Ft/s) Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.319(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.741 Subarea runoff 4.101(CFS) for 2.000(Ac.) Total runoff = 9.836(CFS) Effective area this stream = 4.00(Ac.) Total Study Area (Main Stream No. 1) = 4.00(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 9.836(CFS) Half street flow at end of street = 9.836(CFS) Depth of flow = 0.416(Ft.), Average velocity = 4.774(Ft/s) Flow width (from curb towards crown)= 13.991(Ft.) ...................................................................... Process from Point/Station 180.000 to Point/Station 180.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Too of street segment elevation = 1644.700(Ft.) End of street segment elevation = 1639.100(Ft.) Length of street segment = 528.000(Ft.) Height of curb above gutter fiowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft Slope from gutter to grade break (v/hz) = 0.020 ...................................................................... Process from Point/Station 160.100 to Point/Station 180.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1634.600(Ft.) Downstream point/station elevation = 1633.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.363(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 12.363(CFS) Normal flow depth in pipe 10.42(In.) Flow top width inside pipe 13.82(In.) Critical depth could not be calculated. Pipe flo w velocity = 13.59(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) 15.30 min. Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.129(CFS) Depth of flow = 0.500(Ft.), Average velocity = 3.277(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.150(Ft.) Flow velocity 3.28(Ft/s) Travel time = 2.69 min. TC 15.27 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 2.955(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.721 Subarea runoff 2.527(CFS) for 1.800(Ac.) Total runoff = 12.363(CFS) Effective area this stream = 5.80(Ac.) Total Study Area (Main Stream No. 1) = 5.80(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 12.363(CFS) Half street flow at end of street = 12.363(CFS) Depth of flow = 0.519(Ft.), Average velocity 3.288(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property 0.93(Ft.) Flow width (from curb towards crown)= 19.101(Ft.) ...................................................................... Process from Point/Station 160.100 to Point/Station 180.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1634.600(Ft.) Downstream point/station elevation = 1633.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.363(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 12.363(CFS) Normal flow depth in pipe 10.42(In.) Flow top width inside pipe 13.82(In.) Critical depth could not be calculated. Pipe flo w velocity = 13.59(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) 15.30 min. A ...................................................................... Process from Point/Station 180.100 to Point/Station 180.200 **** CONFLUENCE OF MAIN STREAMS **-* e following data inside Main Stream is istea: In Main Stream number: 1 Stream flow area = 5.800(Ac.) Runoff from this stream 12.363(CFS) Time of concentration 15.30 min. Rainfall intensity = 2.951(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 210.000 to Point/Station 210.100 **** INITIAL AREA EVALUATION **-* RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 762.000(Ft.) Top (of initial area) elevation = 1687.400(Ft.) Bottom (of initial area) elevation = 1665.400(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.02887 s(%)= 2.89 TC = k(O.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.901 min. Rainfall intensity = 3.431(In/Hr) for a 215. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 6.145(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.746 ...................................................................... Process from Point/Station 210.100 to Point/Station 220.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION --** Top of street segment elevation = 1665.400(Ft.) End of street segment elevation = 1653.800(Ft.) Length of street segment = 425.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.235(CFS) Depth of flow = 0.404(Ft.), Average velocity = 4.353(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.376(Ft.) Flow velocity 4.35(Ft/s) Travel time = 1.63 min. TC 13.53 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.178(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.734 Subarea runoff 4.115(CFS) for 2.000(Ac.) Total runoff = 10.260(CFS) Effective area this stream = 4.40(Ac.) Total Study A-rea (Main Stream No. 2) = 10.20(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 10.260(CFS) Half street flow at end of street = 10.260(CFS) Depth of flow = 0.429(Ft.), Average velocity = 4.591(Ft/s) Flow width (from curb towards crown)= 14.602(Ft.) ...................................................................... Process from Point/Station 220.000 to Point/Station 220.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1653.800(Ft.) End of street segment elevation = 1644.500(Ft.) Length of street segment = 316.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.342(CFS) Depth of flow = 0.436(Ft.), Average velocity = ' 4.840(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.969(Ft.) Flow velocity 4.84(Ft/s) Travel time = 1.09 min. TC 14.62 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.033(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.726 Subarea runoff 2.072(CFS) for 1.200(Ac.) Total runoff = 12.331(CFS) Effective area this stream = 5.60(Ac.) Total Study Area (Main Stream No. 2) = 11.40(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 12.331(CES) Half street flow at end of street = 12.331(CFS) Depth of flow = 0.446(Ft.), Average velocity = 4.940(Ft/s) Flow -width (from curb towards crown)= 15.472(Ft.) ...................................................................... Process from Point/Station 220.100 to Point/Station 220.300 PIPEFLOW TRAVEL TIME (Program estimated size) A0ft%, Upstream point/station elevation = 1640.000(Ft.) Downstream point/station elevation = 1634.400(Ft.) Pipe length = 480.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.331(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 12.33!(CFS) Normal flow depth in pipe 13.20(In.) Flow top width inside pipe 20.30(In.) Critical Depth = 15.70(In.) Pipe flow velocity = 7.74(Ft/s) Travel time through pipe = 1.03 min. Time of concentration (TC) 15.65 min. ...................................................................... Process from Point/Station 220.100 to Point/Station 220.300 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.600(Ac.) Runoff from this stream 12.331(CFS) Time of concentration 15.65 min. Rainfall intensity = 2.912(In/Hr) Area averaged loss -rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 220.100 to Point/Station 220.200 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 457.000(Ft.) Top (of initial area) elevation = 1644.500(Ft.) Bottom (of initial area) elevation = 1639.600(Ft.) Difference in elevation = 4.900(Ft.) Slope = 0.01072 s(%)= 1.07 TC = k(O.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.825 min. Rainfall intensity = 3.445(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.747 Subarea runoff = 7.202(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) ...................................................................... Process from Point/Station 220.200 to Po'int/Station 220.300 A00bk **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1635.100(Ft.) Downstream point/station elevation = 1634.400(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.202(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 7.202(CFS) Normal flow depth in pipe 9.52(In.) Flow top width inside pipe 14.45(In.) Critical Depth = 12.87(In.) Pipe flow velocity = 8.78(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) 11.88 min. ...................................................................... Process from Point/Station 220.200 to Point/Station 220.300 **** CONFLUENCE OF MINOR STREAMS **** A AlonrT Main Stream number: 2 in normal stream number 2 Stream flow area = 2.800(Ac.) Runoff from this stream 7.202(CFS) Time of concentration 11.88 min. Rainfall intensity = 3.435(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 12.33 5.600 15.65 0.587 2.912 2 7.20 2.800 11.88 0.587 3.435 Qmax (1) = Results of confluence: Total flow rate = 18.672(CFS) 1.000 * 1.000 * 12.331) + Effective stream area after confluence 0.816 * 1.000 * 7.202) + = 18.211 Qmax (2) = Study area total (this main stream) = 8.40(Ac.) 1.225 * 0.759 * 12.331) + 1.000 * 1.000 * 7.202) + = 18.672 Total of 2 streams to confluence: Flow rates before confluence point: 12.331 7.202 Maximum flow rates at confluence using above data: 18.211 18.672 Area of streams before confluence: 5.600 2.800 Effective area values after confluence: 8.400 7.052 Results of confluence: Total flow rate = 18.672(CFS) Time of concentration = 11.882 min. Effective stream area after confluence 7.052(Ac.) Study area average Pervious fraction(Ap) = 0 ' .600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total (this main stream) = 8.40(Ac.) ...................................................................... Process from Point/Station 220.300 to Point/Station 180.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) *** Upstream point/station elevation = 1634.400(Ft.) Downstream point/station elevation = 1633.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.672(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 18.672(CFS) Normal flow depth in pipe 13.00(In.) Flow top width inside pipe 20.40(In.) Critical Depth = 18.77(In.) Pipe flow velocity = 11.94(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) 11.95 min. ...................................................................... Process from Point/Station 220.300 to Point/Station 180.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.052(Ac.) Runoff from this stream 18.672(CFS) Time of concentration = 11.95 min. Rainfall intensity = 3.423(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: 27.928 30.254 Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 12.36 5.800 15.30 0.587 2.951 2 18.67 7.052 11.95 0.587 3.423 Qmax(l) = 1.000 * 1.000 * 12.363) + Results of confluence: 0.834 * 1.000 * 18.672) + = 27.928 Qmax(2) = Time of concentration = 11.952 min. 1.200 * 0.781 * 12.363) + Effective stream area after confluence 1.000 * 1.000 * 18.672) + = 30.254 Total of 2 main streams to confluence: Flow rates before confluence point: ...................................................................... Process from Point/Station 180.200 to Point/Station 240.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1633.000(Ft.) Downstream point/station elevation = 1632.800(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.254(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 30.254(CFS) Normal flow depth in pipe 24.16(In.) Flow top width inside pipe 29.22(In.) Critical Depth = 21.94(In.) Pipe flow velocity = 6.49(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) 12.08 min. ...................................................................... 13.363 19.672 Maximum flow rates at confluence using above data: 27.928 30.254 Area of streams before confluence: 5.800 7.052 Effective area values after confluence: 12.852 11.581 Results of confluence: Total flow rate = 30.254(CFS) Time of concentration = 11.952 min. Effective stream area after confluence 11.581(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total = 12.85(Ac.) ...................................................................... Process from Point/Station 180.200 to Point/Station 240.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1633.000(Ft.) Downstream point/station elevation = 1632.800(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.254(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 30.254(CFS) Normal flow depth in pipe 24.16(In.) Flow top width inside pipe 29.22(In.) Critical Depth = 21.94(In.) Pipe flow velocity = 6.49(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) 12.08 min. ...................................................................... Process from Point/Statioh 180.200 to Point/Station 240.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.581(Ac.) Runoff from this stream 30.254(CFS) Time of concentration 12.08 min. Rainfall intensity = 3.402(In/Hr) Area averaged loss rate (Fm.) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 200.100 to Point/Station 200.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 352.000(Ft.) Top (of initial area) elevation = 1646.100(Ft.) Bottom (of initial area) elevation = 1638.100(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.02273 s(%)= 2.27 TC = k(O.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.167 min. Rainfall intensity = 4.013(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 5.551(CFS) Total initial stream area = 1.800(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.768 ...................................................................... Process from Point/Station 200.000 to Point/Station 240.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1633.600(Ft.) Downstream point/station elevation = 1632.800(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.551(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 5.551(CFS) Normal flow depth in pipe 8.44(In.) Flow top width inside pipe 14.88(In.) Critical Depth = 11.45(In.) Pipe flow velocity = 7.80(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.25 min. r-_—"% Lq N ...................................................................... Process from Point/Station 200.000 to Point/Station 240.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.800(Ac.) Runoff from this stream 5.551(CFS) Time of concentration 9.25 min. Rainfall intensity = 3.991(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 3 ...................................................................... Process from Point/Station 230.100 to Point/Station 230.000 **** INITIAL AREA EVALUATION **** RESID ' ENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32-00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 151.000(Ft.) Top (of initial area) elevation = 1641.100(Ft.) Bottom (of initial area) elevation = 1638.500(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01722 s(%)= 1.72 TC = k(O.412)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.907 min. Rainfall intensity = 4.756(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 1.501(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.789 ...................................................................... Process from Point/Station 230.-000 to Point/Station 240.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **-* Upstream point/station elevation = 1634-000(Ft-) Downstream point/station elevation = 1632.800(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow 1.501(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.501(CFS) Normal flow depth in pipe 4.63(In.) Flow top width inside pipe 9.00(In.) Critical Depth = 6.77(In.) Pipe flow velocity = 6.56(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 7.01 min. ...................................................................... Process from Point/Station 230.000 to Point/Station 240.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.400(Ac.) Runoff from this stream 1.501(CFS) Time of concentration 7.01 min. Rainfall intensity = 4.715(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 30.25 11.581 12.08 0.587 3.402 2 5.55 1.800 9.25 0.587 3.991 3 1.50 0.400 7.01 0.587 4.715 Qmax(l) = 1.000 0.827 * 1.000 * 1.000 * 30.254) + * 5.551) + 0.682 * 1.000 * 1.501) + = 35.868 Qmax(2) = 1.209 * 0.766 * 30.254) + 1.000 * 1.000 * 5.551) + 0.825 * 1.000 * 1.501) + = 34.823 Qmax(3) = 1.466 * 0.580 * 30.254) + 1.213 * 0.758 * 5.551) + 1.000 - 1.000 * 1.501) + = 32.350 Total of 3 main streams to confluence: Flow rates before confluence point: 31.254 6.551 2.501 Maximum flow rates at confluence using above data: 35.868 34.823 32.350 Area of streams before confluence: 11.581 1.800 0.400 Effective area values after confluence: 13.781 11.074 8.486 Results of confluence: Total flow rate = 35.868(CFS) Time of concentration = 12.075 min. Effective stream area after confluence 13.781(Ac.) Study area average Pervious fraction(Ap) 0.600 ' Study area average soil loss rate(Fm) 0.587(In/Hr) Study area total = 13.78(Ac.) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 240.000 to Point/Station 250.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1632.800(Ft.) Downstream point/station elevation = 1631.300(Ft.) Pipe length = 235.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.868(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 35.868(CFS) Normal flow depth in pipe 23.34(In.) Flow top width inside pipe 30.03(In.) Critical Depth = 23.92(In.) Pipe flow velocity = 7.98(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) 12.57 min. End of computations, Total Study Area 16.4 The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective effects caused by confluences in the rational equation Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 A W I LM (Ac. ) area A APPENDIX B.3: AREA C m San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 04/01/05 ------------------------------------------------------------------------ COYOTE CANYON - 52641 25 YEAR RATIONAL METHOD ANALYSIS TRACT 16290-1, AREA C FN: ARC25.RSB ------------------------------------------------------------------------ Program License Serial Number 4042 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall 1.300 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... C Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance 592.000(Ft.) Top (of initial area) elevation = 1665.600(Ft.) Bottom (of initial area) elevation = 1649.100(Ft.) Difference in elevation = 16.500(Ft.) Slope = 0.02787 s(%)= 2.79 TC = k(0.4l2)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 10.834 min. Rainfall intensity = 3.630(in/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.755 Subarea runoff = 4.657(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) ...................................................................... Process from Point/Station 302.000 to Point/Station 304.000 A **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1645.300(Ft.) Downstream point/station elevation = 1645.100(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.657(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 4.657(CFS) Normal flow depth in pipe 11.11(In.) Flow top width inside pipe 17.50(In.) Critical Depth = 9.94(In.) Pipe flow velocity = 4.07(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) 11.04 min. ...................................................................... Process from Point/Station 302.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Ma.in Stream number: 1 Stream flow area = 1.700(Ac.) Runoff from this stream 4.657(CFS) Time of concentration 11.04 min. Rainfall intensity 3.590(In/Hr) Area averaged loss rate (Fm) 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starring with Main Stream No. 2 ...................................................................... Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 168.000(Ft.) Top (of initial area) elevation = 1653.900(Ft.) Bottom (of initial area) elevation =- 1649.700(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.02500 s(%)= 2.50 TC = k(O.412)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 6.690 min. Rainfall intensity = 4.848(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.384(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.587(In/Hr) 0. 587 (Iri/Hr) year storm is C = 0.791 ...................................................................... C Process from Point/Station 303.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.100(Ac.) Runoff from this stream 0.384(CFS) Time of concentration 6.69 min. Rainfall intensity = 4.848(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Results of confluence: Total flow rate = 4.927(CFS) Time of concentration = 11.039 min. Effective stream area after confluence 1.800(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 1.80(Ac.) End of computations, Total Study Area = 1.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 W, LM Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 4.66 1.700 11.04 0.587 3.590 2 0.38 0.100 6.69 0.587 4.848 Qmax(l) = 1.000 * 1.000 * 4.657) + 0.705 * 1.000 * 0.384) + = 4.927 Qmax(2) = 1.419 * 0.606 * 4.657) + 1.000 * 1.000 * 0.384) + = 4.388 Total of 2 main streams to confluence: Flow rates before confluence point: 5.657 1.384 Maximum flow rates at confluence using above data: 4.927 4.388 Area of streams before confluence: 1.700 0.100 Effective area values after confluence: 1.800 1.130 Results of confluence: Total flow rate = 4.927(CFS) Time of concentration = 11.039 min. Effective stream area after confluence 1.800(Ac.) Study area average Pervious fraction(Ap) 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 1.80(Ac.) End of computations, Total Study Area = 1.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 W, LM APPENDIX C: STREET CAPACITY CALCUALTIONS, �410 APPENDDCC-1: -V2STREET FLOW FOR 64'RIGHT OF WAY mmmmmmmmwmmm� Worksheet for Interior Street - Half Street - 6" Curb Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.06000 Water Surface Elevation: 0.50 Options Current Roughness Weighted Meth( Improvedl-otters Open Channel Weighted Roughnes: Improvedl-otters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient 0.015 Discharge: 30.70 Elevation Range: 0.000 to 0.740 ft Flow Area: 3.80 Wetted Perimeter 19.739 Top Width: 19.200 Normal Depth: 0.50 Critical Depth: 0.73 Critical Slope: 0.00501 Velocity: 8.09 Velocity Head: 1.02 Specific Energy: 1.52 Froude Number 3.21 Flow Type: Supercritical Segment Roughness Roughness Start Station End Station Coefficient (0+00.00, (0+32.00, 0.015 0.740) 0.516) Section Geometry Station Elevation 0+00.00 0.740 0+12.00 0.500 ft/ft ft fels ft2 ft ft ft ft ftift ft/s ft ft Worksheet for Interior Street - Half Street - 6" Curb station 8evation 0+12.00 0.000 0+13.50 0.115 0+13.50 0.146 10 0+32.00 0.516 A :a A Rating Table for Interior Street - Half Street - 6" Curb Project Description Flow Element Friction Method: Solve For input Data Roughness Coefficient Water Surface Elevation: Attribute Channel Slope (ftM) irregular Section Manning Formula Discharge 0.015 0.50 - Minimum Ma)dmum 0.00200 0.08000 Channel Slope Discharge Velocity 0.00200 5.46 1.47 0.00300 6.69 1.80 0.00400 7.72 2.07 0.00500 8.63 2-32 0.00600 9.46 2-54 0.00700 10.22 2-74 0.00800 10.92 2.93 0.00900 11.58 3.11 0.01000 12.21 3.28 0.01100 12.81 3.44 0.01200 13.38 3.59 0.01300 13.92 3.74 0.01400 14.45 3.88 0.01500 14.95 4.02 0.01600 15.44 4.15 0.01700 15.92 4.28 0.01800 16.38 4.40 0.01900 16.83 4.52 0.02000 1727 4.64 0.02100 17.69 4.75 0.02200 18.11 4.86 0.02300 18.52 4.97 .0.02400 18.92 5.08 0.02500 19.31 5.19 0.02600 19.69 5.29 0.02700 20.06 5.39 0.02800 20.43 5.49 0.02900 20.79 5.59 Increment 0.00100 Top Width 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 P, � Wetted Flow Area Perimeter 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 3.72 19.54 Increment 0.00100 Top Width 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 P, � Rating Table for Interior Street - Half Street - 6" Curb Channel Slope Dls� Velocity Flow Area Wetted Perimeter Top Width 0.03000 21A5 5.68 3.72 19.54 19.00 O.M100 21.50 5.77 3.72 19.54 19.00 0.03200 21.84 5.87 3.72 19.54 19.00 0.03300 22 -ill 5.96 3.72 19.54 19.00 0.03400 22.51 6.05 3.72 19.54 19.00 0.03500 22.84 6.14 3.72 19.54 19.00 0.03600 23.17 6.22 3.72 19.54 19.00 0.03700 23.49 6.31 3.72 ig.54 19.00 0.038W 23.80 6.39 3.72 19.54 19.00 0.03900 24.11 6.48 3.72 19.54 19.00 0.04000 24.42 6.56 3.72 19.54 19.00 0.04100 24.72 6.64 3.72 19.54 19.00 0.04200 25.02 6.72 3.72 19.54 19.00 0.04300 25.32 6.80 3.72 19.54 19.00 0.04400 25.61 6.88 3.72 19.54 19.00 0.04500 25.90 6.96 3.72 19.54 19.00 0.04600 26.19 7.03 3.72 19.54 19.00 0.04700 26.47 7.11 3.72 19.54 19.00 0.04800 26.75 7.19 3.72 19.54 19.00 0.04900 27.03 7.26 3.72 19.54 19.00 0.05000 27.30 7.33 3.72 19.54 19.00 0.05100 27.57 7.41 3.72 19.54 19.00 0.05200 27.84 7.48 3.72 19.54 19.00 0.05300 28.11 7.55 3.72 19.54 19.00 0.05400 28.37 7.62 3.72 19.54 19.00 0.05500 28.63 7.69 3.72 19.54 19.00 0.05600 28.89 7.76 3.72 19.54 19.00 0.05700 29.15 7.83 3.72 19.54 19.00 0.058W 29.40 7.90 3.72 19.54 19.00 0.05900 29.66 7.97 3.72 19.54 19.00 0.06000 29.91 8.03 3.72 19.54 19.00 0.06100 30.16 8.10 3.72 19.54 19.00 0.06200 30.40 8.17 3.72 19.54 19.00 0.06300 . 30.65 8.23 3.72 19.54 19.00 0.06400 30.89 8.30 3.72 19.54 19.00 0.06500 31.13 8.36 3.72 19.54 19.00 0.06600 31.37 8.43 3.72 19.54 19.00 0.06700 31.60 8.49 3.72 19.54 19.00 0.06800 31.84 8.55 3.72 19.54 19.00 0.06900 32.07 8.62 3.72 19.54 19.00 Rating Table for Interior Street - Half Street - 6" Curb Channel S" Mcharge Velocity Flow Ares Wened Perimeter Top Wktth 0.07000 32.30 8.68 3.72 19.54 19.00 0.07100 32.53 8.74 3.72 19.54 19.00. 0.07200 32.70 8.80 3.72 19.54 19.00 0.07300 32.99 8.86 3.72 19.54 19.00 0.07400 33.21 8.92 3.72 19.54 19.00 0.07500 33.44 8.98 3.72 19.54 19.00 0.07600 33.66 9.04 3.72 19.54 19.00 0.07700 33.88 9.10 3.72 19.54 19.00 0.07800 34.10 9.16 3.72 19.54 19.00 0.07900 34.32 9.22 3.72 19.54 '19.00 0.08000 34.53 9.28 3.72 19.54 19.00 -F Worksheet for Interior Street - Half Street - 8" Curb Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.06000 Water Surface Elevation: 0.52 Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 35.21 Elevation Range: 0.000 to 0.740 ft Flow Area: 4.19 Wetted Perimeter 20.563 Top Width: 20.000 Normal Depth: 0.52 Critical Depth: 0.79 Critical Slope: 0.00493 Velocity: 8.40 Velocity Head: 1.10 Specific Energy: 1.62 Froude Number 3.24 Flow Type: ' Supercritical Segment Roughness Roughness Start Station End Station Coefficient (0+00.00, (0+32.00, 0.015 0.740) 0.516) Section Geometry Station Elevation 0+00.00 0.740 0+12.00 0.670 ftift ft ft3/S ftZ ff ft ft ft fttft ft/s ft ft A Worksheet for Interior Street - Half Street - 8" Curb stdion 0+1100 0.000 0+13.50 0.115 0+13.50 0.146 0+32.00 0.516 A AP*% Rating Table for Interior Street - Half Street - 8" Curb Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For .0 Discharge Input Data Roughness Coefficient 0.015 Water Surface Elevation: 0.52 Attribute Minimum Ma)dmum Increment Channel Slope (fttft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top Wklth 0.00200 6.23 1.52 4.11 20.56 20.00 0.00300 7.63 1.86 4.11 20.56 20.00 0.00400 8.81 2.14 4.11 20.56 20.00 0.00500 9.85 2-40 4.11 20.56 20.00 0.00600 10.79 2.62 4.11 20.56 20.00 0.00700 11.66 2.83 4AI 20.56 20.00 0.00800 12.46 3.03 4.11 20.56 20.00 0.00900 13.22 3.21 4.11 20.56 20.00 0.01000 13.93 3.39 4.11 20.56 20.00 0.01100 14.61 3.55 4.11 20.56 20.00 0.01200 15.26 3.71 4.11 20.56 20.00 0.01300 15.89 3.86 4.11 20.56 20.00 0.01400 16.49 4.01 4.11 20.56 20.00 0.01500 17.07 4.15 4.11' 20.56 20.00 0.01600 17.63 4.29 4.11 20.56 20.00 0.01700 18.17 4.42 4.11 20.56 20.00 0.01800 18.69 4.55 4.11 20.56 20.00 0.01900 19.21 4.67 4.11 20.56 20.00 0.02000 19.71 4.79 4.11 20.56 20.00 0.02100 20.19 4.91 4.11 20.56 20.00 0.02200 20.67 5.03 4.11 20.56 20.00 0.02300 21.13 5.14 4.11 20.56 20.00 '0.02400 21.59 5.25 4.11 20.56 20.00 0.02500 22.03 5.36 4.11 20.56 20.00 0.02600 22.47 5.46 4.11 20.56 20.00 0.02700 22.90 5.57 4.11 20.56 20.00 0.02800 23.32 5.67 4.11 20.56 20.00 0.02900 23.73 5.77 4.11 20.56 20.00 ft Rating Table for Interior Street - Half Street - 8" Curb Channel Slope DisdiaMe 'Velocity Fk)w Ares Waited Perimeter Top Width 0.03000 24.13 5.87 4.11 20.56 20.00 0.03100 24.53 5.97 4.11 20.56 20.00 0.03200 24.93 6.06 4.11 20.56 20.00 0.03300 25.31 6.16 4.11 20.56 20.00 0.03400 25.69 6.25 4.11 20.56 20.00 0.03500 26.07 6.34 4.11 20.56 20.00 0.03600 26.44 6.43 4.11 20.56 20.00 0.03700 26.80 6.52 4.11 20.56 20.00 0.03800 2716' 6.60 4A 1 20.56 20.W 0.03900 Z7.52 6.69 4.11 20.56 20.W 0.04000 27.87 6.78 4.11 20.56 20.00 0.04100 28.21 6.86 4.11 20.56 20.00 0.04200 28.56 6.94 4.11 20.56 20.00 0.04300 28.89 7.03 4.11 20.56 20.00 0.04400 29.23 7.11 4.11 20.56 20.00 0.04500 29.56 7.19 4.11 20.56 20.00 0.04600 29.89 TV 4.11 20.56 20.00 0.04700 30.21 7.35 4.11 20.56 20.W 0.04800 30.53 7.42 4.11 20.56 20.00 0.04900 30.84 7.50 4.11 20.56 20.00 0.05000 31.16 7.58 4.11 20.56 20.00 0.05100 31.47 7.65 4.11 20.56 20.00 0.05200 31.78 7.73 4.11 20.56 20.00 0.05300 32.08 7.80 4.11 20.56 20.00 0.05400 32.38 7.87 4.11 20.56 20.00 0.05500 32.68 7.95 4.11 20.56 20.00 0.05600 32.97 8.02 4.11 20.56 20.00 0.05700 33.27 8.09 4.11 20.56 20.00 0.05800 33.56 8.16 4.11 20.56 20.00 0.05900 33.85 8.23 4.11 20.56 20.00 0.06000 34.13 8.30 4.11 20.56 20.00 0.06100 34.42 8.37 4.11 20.56 20.00 0.06200 34.70 8.44 4.11 20.56 20.00 0.06300 34-97 8.50 4.11 20.56 20.00 0.06400 35.25 8.57 4.11 20.56 20.00 0.06500 35.53 8.64 4.11 20.56 20.00 0.06600 35.80 8.70 4.11 20.56 20.00 0.06700 36.07 8.77 4.11 20.56 20.00 o.o6,,00 36*34 8*14 4,11 20,56 20,00 0.06900 36.60 8.90 4.11 20.56 20.00 AdPft� Rating Table for Interior Street - Half Street - 8" Curb Channel S" Disc:harga VOW4 Flow Area Wetted Perimeter TopWkhh 0.07000 36A7 8.96 4.11 20.56 20.00 0.07100 37.13 9.03 4.11 20.56 20.00 0.07200 37.39' 9.09 4.11 20.56 20.00 0.07300 37.65 9.15 4.11 20.56 20.00 0.07400 37.91 9.22 4.11 20.56 20.00 0.07500 38.16 9.28 4.11 20.56 20.00 0.07600 38.41 9.34 4.11 20.56 20.00 O.OT700 38.67 9.40 4.11 20.56 20.00 0.07800 38.92 9.46 4.11 20.56 20.00 0.07900 39.17 9.52 4.11 20.56 20.00 0.08000 39.41 9.58 4.11 20.56 20.00 x A AoWN lkm� APPENDIX C.2: CAPACITY CALCULATIONS USING DEPTH EQUAL TO TC FOR 64'ROW [A Section Geometry Station Elevation 0+00.00 0.740 0+12.00 0.500 fttft ft ft3JS ft2 It ft ft ft ft/ft Itts ft ft Worksheet for Interior Street - TC To TC - 6" Curb Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.06000 Water Surface Elevation: 0.50 Options Current Roughness Weighted Meth( Improvedl-ofters Open Channel Weighted Roughnes: Improvedl-otters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient 0.015 Discharge: 61.39 Elevation Range: 0.000 to 0.740 ft Flow Area: 7.59 Wetted Perimeter 39.478 Top Width: 38.400 Normal Depth: 0.50 Critical Depth: 0.73 Critical Slope: 0.00496 Velocity: 8.09 Velocity Head: 1.02 Specific Energy: 1.52 Froude Number 3.21 Flow Type: Supercritical Segment Roughness Roughness Start Station End Station Coefficient (0+00.00, (0+64.00, 0.015 0.740) 0.740) Section Geometry Station Elevation 0+00.00 0.740 0+12.00 0.500 fttft ft ft3JS ft2 It ft ft ft ft/ft Itts ft ft Mi Worksheet for Interior Street - TC To TC - 6" Curb stadw Elwa*m 0+12.00 0.000 0+13.50 0.115 0+13.50 0.146 0+32.00 0.516 0+50.50 0.146 0+50.50 0.115 0+52.00 0.000 0+52.00 0.500 0+64.00 0.740 A A Rating Table for Interior Street - TC To TC - 6" Curb Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For. Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.50 Attribute Minimum Ma)dmum Increment Channel Slope (fttft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top Width 0.00200 5.46 1.47 3.72 19.54 19.00 0.00300 6.69 1.80 3.72 19.54 19.00 0.00400 7.72 2.07 3.72 19.54 19.00 0.00500 8.63 2.32 3.72 19.54 19.00 0.00600 9.46 2-54 3.72 19.54 19.00 0.00700 10.22 2.74 3.72 19.54 19.00 0.00800 10.92 2.93 3.72 19.54 19.00 0.00900 11.58 3.11 3.72 19.54 19.00 0.01000 12.21 3.28 3.72 19.54 19.00 0.01100 12.81 3.44 3.72 19.54 19.00 0.01200 13.38 3.59 3.72 19.54 19.00 0.01300 13.92 3.74 3.72 19.54 19.00 0.01400 14.45 3.88 3.72 19.54 19.00 0.01500 14.95 4.02 3.72 19.54 19.00 0.01600 15.44 4.15 3.72 19.54 19.00 0.01700 15.92 4.28 3.72 19.54 19.00 0.01800 16.38 4.40 3.72 19.54 19.00 0.01900 16.83 4.52 3.72 19.54 19.00 0.02000 17.27 4.64 3.72 19.54 19.00 0.02100 17.69 4.75 3.72 19.54 19.00 0.02200 18.11 4.86 3.72 19.54 19.00 0.02300 18.52 4.97 3.72 19.54 19.00 0.02400 18.92 5.08 3.72 19.54 19.00 0.02500 19.31 5.19 3.72 19.54 19.00 0.02600 19.69 5.29 3.72 19.54 19.00 0.02700 20.06 5.39 3.72 19.54 19.00 0.02800 20.43 5.49 3.72 19.54 19.00 0.02900 20.79 5.59 3.72 19.54 19.00 ft Rating Table for Interior Street - TC To TC - 6" Curb Channel Slope Discharge Velocity Flow Area Wetted Perimeter' Top Width 0. 03000 21.15 5.68 3.72 19.54 19.00 0.03100 21.50 5.77 3.72 19.54 19.00 0.03200 21.84 5.87 3.72 19.54 19.00 0.03300 22.18 5.96 3.72 19.54 19.00 0.03400 22.51 6.05 3.72 19.54 19.00 0.03500 22.84 6.14 3.72 19.54 19.00 0.03600 23.17 6.22 3.72 19.54 19.00 0.03700 23.49 6.31 3.72 19.54 19.00 0.03800 23.80 6.39 3.72 19.54 19.00 0.03900 24.11 6.48 3.72 19.54 19.00 0.04000 24.42 6.56 3.72 19.54 19.00 0.04100 24.72 6.64 3.72 19.54 19.00 0.04200 25.02 6.72 3.72 19.54 19.00 0.04300 25.32 6.80 3.72 19.54 19.00 0.04400 25.61 6.88 3.72 19.54 19.00 0.045W 25.90 6.96 3.72 19.54 19.00 0.04600 26.19 7.03 3.72 19.54 19.00 0.04700 26.47 7.11 3.72 19.54 19.00 0.04800 26.75 7.19 3.72 19.54 19.00 0.04900 27.03 7.26 3.72 19.54 19.00 0.05000 27.30 7.33 3.72 19.54 19.00 0.05100 27.57 7.41 3.72 19.54 19.00 0.05200 27.84 7.48 3.72 19.54 19.00 0.05300 28.11 7.55 3.72 19.54 19.00 0.05400 28.37 7.62 3.72 19.54 19.00 0.05500 28.63 7.69 3.72 19.54 19.00 0.05600 28.89 7.76 3.72 19.54 19.00 0.05700 29.15 7.83 3.72 19.54 19.00 0.05800 29.40 7.90 3.72 19.54 19.00 0.05900 29.66 7.97 3.72 19.54 19.00 0.06000 29.91 8.03 3.72 19.54 19.00 0.06100 30.16 8.10 3.72 19.54 19.00 0.06200 30.40 8.17 3.72 19.54 19.00 0.06300 - 30.65 8.23 3.72 19.54 19.00 0.06400 30.89 8.30 3.72 19.54 19.00 0.06500 31.13 8.36 3.72 19.54 19.00 0.06600 31.37 8.43 3.72 19.54 19.00 0.06700 31.60 8.49 3.72 19.54 19.00 0.06800 31.84 8.55 3.72 19.54 19.00 0.06900 32.07 8.62 3.72 19.54 19.00 A A Rating Table for Interior Street - TC To TC - 6" Curb Channel Slope Di-scliarge Velocity Flow Area welted Pedmeter Top Wkfth 0.07000 32.30 8.68 3.72 19.54 19.00 0.07100 32.53 8.74 3.72 19.54 19.00 0.07200 32-76 8.80 3.72 19.54 19.00 0.07300 32.99 8.86 3.72 19.54 19.00 0.07400 33.21 8.92 3.72 19.54 19.00 0.07500 33.44 8.98 3.72 19.54 19.00 0.07600 33.66 9.04 3.72 19.54 19.00 0.07700 33.88 9.10 3.72 19.54 19.00 0.07800 34.10 9.16 3.72 19.54 19.00 0.07900 34.32 9.22 3.72 19.54 19.00 0.08000 34.53 9.28 3.72 19.54 19.00 A A A A Worksheet for Interior Street - TC To TC - 8" Curb Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.06000 Water Surface Elevation: 0.67 Options Current Roughness Weighted Meth( Improvedl-otters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient 0.015 Discharge: 172.38 Elevation Range: 0.000 to 0.910 ft Flow Area: 14.38 Wetted Perimeter 41.418 Top Width: 40.000 Normal Depth: 0.67 Critical Depth: 1.10 Critical Slope: 0.00401 Velocity: 11.99 Velocity Head: 2.23 Specific Energy: 2.90 Froude Number 3.52 Flow Type: Supercritical Segment Roughness Roughness Start Station End Station Coefficient (0+00.00, (0+64.00, 0.015 0.910) 0.910) Section Geometry Station Bevation 0+00.00 0.910 0+12.00 0.670 fttft "s ft2 A ft ft ft fttft ft/s ft ft A m Worksheet for Interior Street - TC To TC - 8" Curb staflon z Eleva&m 0+12.00 0.000 0+13.50 0.115 0+13.50 0.146 0+32.00 0.516 0+50.50 0.146 0+50.50 0.115 0+52.00 0.000 0+52.00 0.670 0+64.00 0.910 A Rating Table for Interior Street - TC To TC - 8" Curb Project Description Flow Element: Friction Method: Solve For Input Data Roughness Coefficient Water Surface Elevation: Attribute Channel Slope (ft/ft) Irregular Section Manning Formula Discharge 0.015 0.67 Minimum 0.00200 Ma)dmum. Increment 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top WkIth 0.00200 14.28 1.86 7.68 28.21 27.50 0.00300 17.48 2.28 7.68 28.21 Z7.50 0.00400 20.19 2.63 7.68 28.21 27.50 0.00500 22.57 2.94 7.68 28.21 27.50 0.00600 24.73 3.22 7.68 28.21 27.50 0.00700 26.71 3.48 7.68 28.21 Z7.50 0.00800 28.55 3.72 7.68 28.21 Z7.50 0.00900 30.28 3.95 7.68 28.21 Z7.50 0.01000 31.92 4.16 7.68 28.21 Z7.50 0.01100 33.48 4.36 7.68 28.21 27.50 0.01200 34.97 4.56 7.68 28.21 27.50 0.01300 36.40 4.74 7.68 28.21 77.50 0.01400 37.77 4.92 7.68 28.21 27.50 0.01500 39.10 5.09 7.68 28.21 27.50 0.01600 40.38 5.26 7.68 28.21 Z7.50 0.01700 41.62 5.42 7.68 28.21 27.50 0.01800 42.83 5.58 7.68 28.21 27.50 0.01900 44.00 5.73 7.68 28.21 27.50 0.02000 45.15 5.88 7.68 28.21 27.50 0.02100 46.26 6.03 7.68 28.21 27.50 0.02200 47.35 6.17 7.68 28.21 27.50 0.02300 48.41 6.31 7.68 28.21 27.50 0.02400 49.45 6.44 7.68 28.21 27.50 0.02500 50.47 6.58 7.68 28.21 27.50 0.02600 51.47 6.71 7.68 28.21 27.50 0.02700 52.45 6.83 7.68 28.21 27.50 0.02800 53.42 6.96 7.68 28.21 27.50 0.02900 54.36 7.08 7.68 28.21 27.50 ft Adpl*. ;?J, Rating Table for Interior Street - TC To TC - 8" Curb Channel Slope MichaMe Vewv Flow Area Wetted Perimeter Top Width 0.03000 55.29 7.20 7.68 28.21 27.50 0.03100 56.21 7.32 7.68 28.21 27.50 0.03200 67.11' 7.44 7.68 28.21 27.50 0.03300 57.99 7.56 7.68 28.21 27.50 0.03400 58.86 7.67 7.68 28.21 27.50 0.03500 59.72 7.78 7.68 28.21 27.50 0.03600 60.57 7.89 7.68 28.21 27.50 0.03700 61.40 8.00 7.68 28.21 27.50 0.03800 62.23 8.11 7.68 28.21 27.50 0.03900 63.04 8.21 7.68 28.21 Z7.50 0.04000 63.85 8.32 7.68 28.21 27.50 0.04100 64.64 8.42 7.68 28.21 27.50 0.04200 65.42 8.52 7.68 28.21 Z7.50 0.04300 66.20 &62 7.68 28.21 27.50 0.04400 66.96 8.72 7.68 28.21 27.50 0.04500 67.72 8.82 7.68 28.21 27.50 0.04600 68.47 8.92 7.68 28.21 27.50 0.04700 69.21 9.02 7.68 28.21 27.50 0.04800 69.94 9.11 7.68 28.21 27.50 0.04900 70.66 9.21 7.68 28.21 ZT.50 0.05000 71.38 9.30 7.68 28.21 27.50 0.05100 72.09 9.39 7.68 28.21 27.50 0.05200 72.79 9.48 7.68 28.21 Z7.50 0.05300 73.49 9.58 7.68 28.21 27.50 0.05400 74.18 9.67 7.68 28.21 27.50 0.05500 74.87 9.75 7.68 28.21 27.50 0.05600 75.64 9.84 7.68 28.21 27.50 0.05700 76.21 9.93 7.68 28.21 Z7.50 0.05800 76.88 10.02 7.68 28.21 27.50 0.05900 77.54 10.10 7.68 28.21 27.50 0.06000 78.19 10.19 7.68 28.21 27.50 0.06100 78.84 10.27 7.68 28.21 Z7.50 0.06200 79.49 10.36 7.68 28.21 27.50 0.06300 80.13 10.44 7.68 28.21 27.50 0.06400 80.76 10.52 7.68 28.21 27.50 0.06500 81.39 10.60 7.68 28.21 27.50 0.06600 82.01 10.69 7.68 28.21 27.50 0.06700 82.63 10.77 7.68 28.21 27.50 O,Or,8(,O 83*24 jo,85 7*68 28,21 27,50 0.06900 83.85 10.93 7.68 28.21 27.50 Rating Table for Interior Street - TC To TC - 8" Curb Channel Slope Dis�e . Velo* FlowArea Wetted Perimeter Top wicith 0.07000 84.46 11.00 7.68 2821 Z7.50 0.07100 85.06 11.08 7.68 28.21 Z7.50 0.07200 85.66 11.16 7.68 28.21 Z7.50 0.07300 86.25 11.24 7.68 28.21 27.50 0.07400 86.84 11.31 7.68 28.21 27.50 0.075M 87.42 11.39 7.68 28.21 Z7.50 0.076W 88.00 11.47 7.68 28.21 27.50 0.07700 88.58 11.54 7.68 28.21 Z7.50 0.07800 89.16 11.62 7.68 28.21 27.50 0.07900 89.72 11.69 7.68 28.21 27.50 0.08000 90.29 11.76 7.68 28.21 Z7.50 10 m APPENDIX C.3: CAPACITY CALCULATIONS USING DEPTH EQUAL TO ROW FOR 64'ROW 10 Section Geometry Station Elevation 0+00.00 0.740 0+12.00 0.500 ft3/S ft2 ff ft ft ft ftift ftis ft ft Worksheet for Interior Street - RfW To RfW - 6w Curb Project Description Flow Bement: Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.00500 Water Surface Elevation: 0.75 Options Current Roughness Weighted Methc ImprovedLotters Open Channel Weighted Roughnes., ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient 0.015 Discharge: 66.92 Elevation Range: 0.000 to 0.750 ft Flow Area: 20.58 Wetted Perimeter 65.093 Top Width: 64.000 Normal Depth: 0.75 Critical Depth: 0.75 Critical Slope: 0.00488 Velocity: 3.25 Velocity Head: 0.16 Specific Energy: 0.91 Froude Number 1.01 Flow Type: Supercrifical Segment Roughness Start Station End Station Roughness Coefficient (0+00.00, (0+64.00, 0.015 0.740) 0.750) Section Geometry Station Elevation 0+00.00 0.740 0+12.00 0.500 ft3/S ft2 ff ft ft ft ftift ftis ft ft c -j x Worksheet for Interior Street - R/W To RfW - 6" Curb st3*m Sevation 0+12.00 0.000 0+13.50 0.115 0+13.50 0.146 0+32.00 0.516 0+50.50 0.146 0+50.50 0.115 0+52.00 0.000 0+52.00 0.500 0+52.50 0.520 0+64.00 0.750 .0 A A Rating Table for Interior Street - RfW To RM - 6" Curb Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.015 Water Surface Elevation: 0.75 Attribute Minimum Ma)dmurn Increment Channel Slope (fttft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Perimeter TOP Width 0.00200 20.12 1.99 10.13 33.76 33.00 0.00300 24.64 2.43 10.13 33.76 33.00 0.00400 28.46 2-81 10.13 33.76 33.00 0.00500 31.82 3.14 10.13 33.76 33.00 0.00600 34.85 3.44 10.13 33.76 33.00 0.00700 37.64 3.72 10.13 33.76 33.00 0.00800 40.24 3.97 10.13 33.76 33.00 0.00900 42.68 4.21 10.13 33.76 33.00 0.01000 44.99 4.44 10.13 33.76 33.00 0.01100 47.19 4.66 10.13 33.76 33.00 0.01200 49.29 4.86 10.13 33.76 33.00 0.01300 51.30 5.06 10.13 33.76 33.00 0.01400 53.24 5.25 10.13 33.76 33.00 0.0`1500 55.11 5.44 10.13 33.76 33.00 0.01600 56.91 5.62 10.13 33.76 33.00 0.01700 68.66 5.79 10.13 33.76 33.00 0.01800 60.37 5.96 10.13 33.76 33.00 0.01900 62.02 6.12 10.13 33.76 33.00 0.02000 63.63 6.28 10.13 33.76 33.00 0.02100 65.20 6.43 10.13 33.76 33.00 0.02200 66.74 6.59 10.13 33.76 33.00 0.02300 68.24 6.73 10.13 33.76 33.00 0.02400 69.70 6.88 10.13 33.76 33.00 0.02500 71.14 7.02 10.13 33.76 33.00 0.02600 72.55 7.16 10.13 33.76 33.00 0.02700 73.93 7.30 10.13 33.76 33.00 0.02800 75.29 7.43 10.13 33.76 33.00 0.02900 76.62 7.56 10.13 33.76 33.00 ft Rating Table for Interior Street - RfW To RfW - 6" Curb Chan" S" Disd�s 'VOWLY Fk)w Ama Wened PedmeW Top Wkfth 0.03000 77. 93 7.69 10.13 33.76 33.00 0.03100 79.22 7.82 10.13 33.76 33.00 0.03200 80.40 7.94 -0 10.13 33.76 33.W 0.03300 81.74 8.07 10.13 33.76 33.00 0.03400 82.96 8.19 10.13 33.76 33.00 0.03500 84.18 8.31 10.13 33.76 33.00 0.03600 85.37 8.43 10.13 33.76 33.00 0.03700 86.55 8.64 10.13 33.76 33.00 0.03800 87.71 8.66 10.13 33.76 33.00 0.03900 88.86 8.T7 10.13 33.76 33.00 0.04000 89.99 8.88 10.13 33.76 33.W 0.04100 91.11 8.99 10.13 33.76 33.W 0.04200 92.21 9.10 10.13 33.76 33.00 0.04300 93.30 921 10.13 33.76 33.W 0.04400 94.38 9.31 10.13 33.76 33.00 0.045W 95.45 9.42 10.13 33.76 33.W 0.04600 96.50 9.52 10.13 33.76 33.00 0.04700 97.54 9.63 10A3 33.76 33.00 0.048W 98.58 9.73 10.13 33.76 33.00 0.04900 99.60 9.83 10.13 33.76 33.W 0.05000 100.61 9.93 10.13 33.76 33.00 0.05100 101.61 10.03 10.13 33.76 33.W 0.05200 102.60 10.13 10.13 33.76 33.00 0.05300 103.58 10.22 10.13 33.76 33.W 0.05400 104.56 10.32 10.13 33.76 33.W 0.05500 105.52 10.41 10.13 33.76 33.00 0.05600 106.48 10.51 10.13 33.76 33.00 0.05700 107.42 10.60 10.13 33.76 33.00 0.058M 108.36 10.69 10.13 33.76 33.W 0.05900 109.29 10.79 10.13 33.76 33.W 0.06000 110.21 10.88 10.13 33.76 33.00 0.06100 111.13 10.97 10.13 33.76 33.00 0.06200 112.03 11.06 10.13 33.76 33.00 0.06300 - 112.93 11.15 10.13 33.76 33.W 0.06400 113.83 11.23 10.13 33.76 33.00 0.065W 114.71 11.32 10.13 33.76 33.00 0.06600 115.59 11.41 10.13 33.76 33.00 0.06700 116.46 11.49 10.13 33.76 33.00 0,068W 117,33 11,18 10*13 33*76 33*00 0.06900 118.19 11.66 10.13 33.76 33.00 M A Rating Table for Interior Street - RfW To RfW - 6" Curb Channel S" Discharge Vebdty FlowA rea Wetted Perimeter Topwidth 0.07000 119.04 11.75 10.13 33.76 33.00 0.07100 119.89 11.83 10.13 33.76 33.00 0.07200 120.73 11.92 10.13 33.76 33.00 0.07300 121.57 12.00 10.13 33.76 33.00 0.07400 122.40 12.08 10.13 33.76 33.00 0.075W 123.22 12.16 10.13 33.76 33.00 0.07600 124.04 =4 10.13 33.76 33.00 0.07700 124.85 12.32 10.13 33.76 33.00 0.07800 125.66 12.40 10.13 33.76 33.00 0.07900 126.46 12.48 10.13 33.76 33.00 0.08000 127.26 12.56 10.13 33.76 33.00 M A Section Geometry Station Elevation 0+00,00 0*9,0 0+12.00 0.670 C, - - ftfft ft ftl/s fI2 A ft ft ft fttft ft/S ft ft Worksheet for Interior Street - R/W To RfW - 8" Curb Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.00500 Water Surface Elevation: 0.75 Options Current Roughness Weighted Methc improvedt-ofters Open Channel Weighted Roughnes: Improvedl-ofters; Closed Channel Weighted Roughne Hortons Results Roughness Coefficient 0.015 Discharge: 63.71 - Elevation Range: 0.000 to 0.910 ft Flow Area: 17.90 Wetted Perimeter 49.420 AdOlk, Top Width: 48.000 Normal Depth: 0.75 Critical Depth: 0.76 Critical Slope: 0.00472 Velocity: 3.56 Velocity Head: 0.20 Specific Energy: 0.95 Froude Number 1.03 Flow Type: Supercritical Segment Roughness Roughness Start Station End Station Coefficient (0+00.00, (0+64.00, 0.015 0.910) 0.910) Section Geometry Station Elevation 0+00,00 0*9,0 0+12.00 0.670 C, - - ftfft ft ftl/s fI2 A ft ft ft fttft ft/S ft ft A Worksheet for Interior Street - R/W To RfW - 8- Curb stadw Eieva&m 0+12.00 0.000 G+13.50 0.115 0+13.50 0.146 0+32.00 0.516 0+50.50 0.146 0+60.50 0.115 0+52.00 0.000 0+52.00 0.670 0+64.00 0.910 Rating Table for Interior Street - R/W To RfW - 8" Curb ft Project Description Flow Element: Irregular Section Friction Method: Manning Fon-nula Solve For Discharge Input Data Roughness Coefficient 0.015 Water Surface Elevation: 0.75 Attribute Minimum Ma)dmum Increment Channel Slope (ft/ft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top Width 0.00200 20.12 10.13 33.76 33.00 0.00300 24.64 2.43 10.13 33.76 33.00 0.00400 28.46 2.81 10.13 33.76 33.00 0.00500 31.82 3.14 10.13 33.76 33.00 0.00600 34.85 3.44 10.13 33.76 33.00 0.00700 37.64 0.008w 40.24 3.72 3.97 10.13 10.13 33.76 33.76 33.00 33.00 0.00900 42.68 4.21 10.13 33.76 33.00 0.01000 44.99 4.44 10.13 33.76 33.00 0.01100 47.19 4.66 10.13 33.76 33.00 0.01200 49.29 4.86 10.13 33.76 33.00 0.01300 51.30 5.06 10.13 33.76 33.00 0.01400 53.24 5.25 10.13 33.76 33.00 0.015w 55.11 5.44 10.13 33.76 33.00 0.01600 56.91 5.62 10.13 33.76 33.00 0.01700 58.66 5.79 10.13 33.76 33.00 0.01800 60.37 5.963 10.13 33.76 33.00 0.0`1900 62.02 6.12 10.13 33.76 33.00 0.02000 63.63 6.28 10.13 33.76 33.00 0.02100 65.20 6.43 10.13 33.76 33.00 0.02200 66.74 6.59 10.13 33.76 33.00 0.02300 68.24 6.73 10.13 33.76 33.00 0.02400 69.70 6.88 10.13 33.76 33.00 0.02500 71.14 7.02 10.13 33.76 33.00 0.02600 72.55 7.16 10.13 33.76 33.00 0.02700 73.93 7.30 10.13 33.76 33.00 0.02800 75.29 7.43 10.13 33.76 33.00 0.02900 76.62 7.56 10.13 33.76 33.00 ft Rating Table for Interior Street - RfW To RfW - 8" Curb Channel Slope DischaMe VeW4 Flow Area Wetted Perimeter Top width 0.03000 T7.93 7.69 10.13 33.76 33.00 0.03100 79.22 7.82 10.13 33.76 33.00 0.03200 80.49 7.94 10.13 33.76 33.00 0.03300 81.74 8.07 10.13 33.76 33.00 0.03400 82.96 8.19 10.13 33.76 33.00 0.03500 84.18 8.31 10.13 33.76 33.00 0.03600 85.37 8.43 10.13 33.76 33.00 0.03700 86.55 8.54 10.13 33.76 33.00 0.038M 87.71 8.66 1U.13 33.76 33.00 0.03900 88.86 8.77 10.13 33.76 33.00 0.04000 89.99 8.88 10.13 33.76 33.00 0.04`100 91.11 8.99 10.13 33.76 33.00 0.04200 92.21 9.10 10.13 33.76 33.00 0.04300 93.30 9.21 10.13 33.76 33.00 0.04400 94.38 9.31 10.13 33.76 33.00 0.04500 95.45 9.42 10.13 33.76 33.00 0.04600 96.50 9.52 10.13 33.76 33.00 0.04700 97.54 9.63 10.13 33.76 33.00 0.04800 98.58 9.73 10.13 33.76 33.00 0.04900 99.60 9.83 10.13 33.76 33.00 0.05000 100.61 9.93 10.13 33.76 33.00 0.05100 101.61 10.03 10.13 33.76 33.00 0.05200 102.60 10.13 10.13 33.76 33.00 0.05300 103.58 10.22 10.13 33.76 33.00 0.05400 104.56 10.32 10.13 33.76 33.00 0.05500 105.52 10.41 10.13 33.76 33.00 0.05600 106.48 10.51 10.13 33.76 33.00 0.05700 107.42 10.60 10.13 33.76 33.00 0.05800 108.36 10.69 10.13 33.76 33.00 0.05900 109.29 10.79 10.13 33.76 33.00 0.06000 110.21 10.88 10.13 33.76 33.00 0.06100 111.13 10.97 10.13 33.76 33.00 0.06200 112.03 11.06 10.13 33.76 33.00 0.06300 112.93 11.15 10.13 33.76 33.00 0.06400 113.83 11.23 10.13 33.76 33.00 0.06500 114.71 11.32 10.13 33.76 33.00 0.06600 115.59 11.41 10.13 33.76 33.00 0.06700 116.46 11.49 10.13 33.76 33.00 0*06800 117*33 11*58 10*13 33,76 33,00 0.06900 118.19 11.66 10.13 33.76 33.00 m A Rating Table for Interior St reet - R/W To RfW - 8" Curb Chmnel Slope Discharge 'Velocity Flow Am Wetted Perimeter, Top Wift 0.07000 119.04 11.75 10.13 33.76 33.00 0.07100 119.89 11.83 10.13 33.76 33.00, 0.07200 120.73 11.92 0 10.13 33.76 33.00 0.07300 121.57 12.00 10.13 33.76 33.00 0.07400 122.40 12.08 10.13 33.76 33.00 0.07500 123.22 12.16 10.13 33.76 33.00 0.07600 124.04 12.24 10.13 33.76 33.00 0.07700 124.85 12.32 10.13 33.76 33.00 0.07800 125.66 12.40 10.13 33.76 33.00 0.079W 126.46 12.48 10.13 33.76 33.00 0.08M) 127.26 12.56 10.13 33.76 33.00 m A APPENDIX D: CATCH BASIN CALCULATIONS FOR TRACT 16290-1 A A APPENDIX-D.I: LINE C7 10 m 1110 Worksheet for CB--K--IOOYR r "ct mption n"; Flow Element: Curb Inlet On Grade Solve For Efficiency D Discharge: 400 ft3jS Slope: 0.01920 ft/ft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 Curb Opening Length: 14.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft sufts Effici�ncy.-�** 48.42 % Intercepted Flow: 7.75 ft3/S Bypass Flow: 8.25 ft3/S Spread: 17.28 ft Depth: 0.44 ft Flow Area: 3.06 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 5.23 ft/s Equivalent Cross Slope: 0.04737 ft/ft Length Factor: 0.31 Total Interception Length: 45.49 ft A Worksheet for CB--K"-25YR PTOO�t P!!s!7� Flow Element: Curb Inlet On Grade Solve For. Efficiency Results Efficiency: 54.84 % Discharge: �i.30 ft*/s Slope: 0.01920 fttft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ftift Road Cross Slope: 0.02 ftift Manning Coefficient: 0.015 ft Curb Opening Length: 14.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 54.84 % Intercepted Flow: 6.75 ftlis Bypass Flow. 5.55 ft'/s Spread: 15.59 ft Depth: 0.41 ft Flow Area: 2.50 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 4.92 ft/s Equivalent Cross Slope: 0.05047 ft/ft Length Factor. 0.36 Total Interception Length: 39.21 ft m APPENDIX D.2: C.P. C -7A A A Wl� 6�1c'hairge: igo ft3/S Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Curb Opening Length: 14.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees A Worksheet for CB-"A--25YR Projed Desct0ion Flow Element: Curb Inlet In Sag Solve For Spread Results Spread: 12.64 ft 'in 6, vut ata:—�� 0.34 ft Discharge: 6.20 It -1/s Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 fttft Curb Opening Length: 14.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Results Spread: 12.64 ft Depth: 0.34 ft Gutter Depression: 0.09 ft Total Depression: 0.42 ft 10 m APPENDIX D.3: C.P. C -7B 10 A m A Worksheet for CB--B--IOOYR or: Flow Element: Curb Inlet In Sag Solve For Spread Discharge: 3.70 ft3/S Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 fttft Curb Opening Length: 4.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Resufts; Spread: 13.71 It Depth: 0.36 It Gutter Depression: 0.09 It Total Depression: 0.42 ft m A Worksheet for CB--B--25YR ectDescripfion,.' Fl� Elem,ent: Curb Inlet In Sag Solve For: Spread InputData . Di - sch ar ge 1.90 ftl/ s Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 Mt Road Cross Slope: 0.02 fttft Curb Opening Length: -4.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees .Resufts Spread: 3 . 67 ft Depth: 0.27 ft Gutter Depression: 0.09 ft Total Depression: 0.42 ft A N APPENDIX D.4: C.P. C -7C m Worksheet for CB--D"-IOOYR :P 4- roject Description —Z— Flow Element: Curb Inlet On Grade Solve For Efficiency :In'ut % 14.65- P Data - 1.85 ft3/S bis c� rge 16.50 ftl/s Slope: 0.01000 ft/ft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 fttft Road Cross Slope: 0.02 fttft Manning Coefficient: 0.015 ft Curb Opening Length: 28.00 It Local Depression: 4.00 in Local Depression Width: 4.00 ft Results 'Efficiency**: Intercepted Flow: Bypass Flow. Spread: Depth: Flow Area: Gutter Depression: Total Depression: Velocity: Equivalent Cross Slope: Length Factor: Total Interception Length: A 88.81 % 14.65- ft3/S 1.85 ft3/S 19.85 It OA9 ft 4.01 ft2 0.09 It 0.43 It 4.11 ft/S 0.04367 ft/ft 0.70 39.79 ft A Worksheet for CB-"D"-25YR Element: Curb Inlet On Grade Solve For. Efficiency ata ,fnotjt D Discharge: 12.60 Slope: 0.01000 Gutter Width: 1.50 Gutter Cross Slope: 0.08 Road Cross Slope: 0.02 Manning Coefficient: 0.015 Curb Opening Length: 28.00 Local Depression: 4.00 Local Depression Width: 4.00 .Results Efficiency: 95.32 % intercepted Flow: 12.01 ftl/s Bypass Flow: 0.59 ft/ft Spread: 17.88 ft Depth: 0.45 fttft Flow Area: 3.27 ftift Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 3.86 in Equivalent Cross Slope: 0.04641 ft Efficiency: 95.32 % intercepted Flow: 12.01 ftl/s Bypass Flow: 0.59 ft3/S Spread: 17.88 ft Depth: 0.45 ft Flow Area: 3.27 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 3.86 ft/s Equivalent Cross Slope: 0.04641 fttft Length Factor 0.82 Total Interception Length: 34.25 ft m APPENDIX D.5: C.P. C-71) m AOM'%, Worksheet for CB-"C--IOOYR kva�, - - Prqlect Descripfion.,:* Flow Element: Curb Inlet On Grade Solve For: Efficiency 7. 4 ut* Data Discharge: 16.50 ftl/s Slope: 0.01000 fvft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 Curb Opening Length: 28.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 88 . 81 % Intercepted Flow: 14.65 ft3/s Bypass Flow: 1.85 ft3/S Spread: 19.85 ft Depth: 0.49 ft Flow Area: 4.01 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 4.11 ft/s Equivalent Cross Slope: 0.04367 ft/ft Length Factor. 0.70 Total Interception Length: 39.79 ft A Worksheet for CB--C--25YR rqed I)escfipWn...*, 96.47 % Flow Element: Curb Inlet On Grade ft3/s Solve For Efficiency ft3/S ,In 1� lao-1,111�:-, 'a" 17.49 ft 1�' 0.44 ft Discharge: 11.90 ftl/s Slope: 0.01000 ft/ft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ftift Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 Curb Opening Length: 28.00 ft Local Depression: 4.00 in Local Depression Width: I 4.00 ft Results Efficiency: 96.47 % Intercepted Flow: 11.48 ft3/s Bypass Flow: 0.42 ft3/S Spread: 17.49 ft Depth: 0.44 ft Flow Area: 3.13 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 3.80 ft/s Equivalent Cross Slope: 0.04703 ft/ft Length Factor 0.84 Total Interception Length: 33.17 ft W "1W M APPENDIX D.6: LAT B m Worksheet for CB-"H"-IOOYR Flow Element: Curb Inlet On Grade Solve For Efficiency A Dischi-rge: 0 ftl/s Slope: 0.03970 fttft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 fttft Road Cross Slope: 0.02 ftfft Manning Coefficient: 0.015 Curb Opening Length: 21.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft esu Efficiency: .58 Intercepted Flow: 8.82 ft3/S Bypass Flow: 5.28 ft3/s Spread: 14.25 ft APO%, kmml� Depth: 0.38 ft Flow Area: 2.10 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 6.71 ft/s Equivalent Cross Slope: 0.05343 fttft Length Factor 0.42 Total Interception Length: 49.91 ft A Worksheet for CB--H"-25YR Flow Element: Curb Inlet On Grade Solve For Efficiency nPut -61 s -c h a r g e: i i,-00, ft3/S Slope: 0.03970 ft/ft Gutter Width: 1.50 It Gutter Cross Slope: 0.08 fttft Road Cross Slope: 0.02 It/ft Manning Coefficient: 0.015 Curb Opening Length: 21.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 It Results Efficiency: 69.77 % Intercepted Flow: 7.67 ft3/S Bypass Flow: 3.33 ftl/s Spread: 12.91 It Depth: 0.35 It Flow Area: 1.74 ft2 Gutter Depression: 0.09 It Total Depression: 0.43 ft Velocity: 6.33 ft/s Equivalent Cross Slope: 0.05700 ft/ft Length Factor: 0.49 Total Interception Length: 43.25 ft A A APPENDIX D.7: C.P. B- 1 r ---N A N A Worksheet for CB -"E --i OOYR P roject,Descdo-on Flow Element: Curb Inlet In Sag Solve For Spread Input Dat4: 27.33 ft Discharge: 19.70 ft3/S Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ftfft Curb Opening Length: 14.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depress ion: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Results Spread: 27.33 ft Depth: 0.64 ft Gutter Depression: 0.09 ft Total Depression: 0.42 ft Worksheet for CS-"E"-25YR 7z f�rqject Description,,, Flow Element: Curb Inlet In Sag Solve For. Spread A Input Data T �70 D Cho, is arge: 14.60 ftl/s Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ftift Road Gross Slope: 0.02 ft/ft Curb Opening Length: 14.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Results Spread: 22.38 ft Depth: 0.54 ft Gutter Depression: 0.09 ft Total Depression: 0.42 ft A AOWW-" (14101 APPENDIX D.8: C.P. B-2 A Worksheet for CB--F"-IOOYR Project pe�n Flow Element: Curb Inlet In Sag Solve For: Spread .,�— "I.— I jnpu�,Data Discharge: 15.20 ft -lis Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 Wit Curb Opening Length: 21.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Results Spread: 19.01 ft Depth: 0.47 ft Gutter Depression: 0.09 ft Total Depression: 0.42 ft A m Worksheet for CB--F"-25YR P�rqjeci liesc�iptiiw Flo� El'e"*m'ent: Curb Inlet In Sag Solve For Spread Anput Data 15.50 Depth: 0.40 Gutter Depression: 0.09 Discharge: 11.20 ftl/s Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 fttft Curb Opening Length: 21.00 ft Opening Height: 0.83 ft Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Results Spread: 15.50 Depth: 0.40 Gutter Depression: 0.09 Total Depression: 0.42 ft ft ft ft APPENDIX D.9: C.P. B-3 A Worksheet for CB -"G"-1 OOYR Prciied Description' - Flow Element: Curb Inlet On Grade Solve For: Efficiency N Input Data'- uk� Discharge: 13.40 Slope: 0.03970 ft/ft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ftift Manning Coefficient: 0.015 Curb Opening Length: 14.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 45.86 % Intercepted Flow: 6.14 ftl/s Bypass Flow: 7.26 ftl/s Spread: 13.97 ft AWN. Depth: Flow Area: 0.37 2.02 It ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 6.63 ft/s Equivalent Cross Slope: 0.05413 ft/ft Length Factor: 0.29 Total Interception Length: 48.47 ft N Worksheet for CB-"G--25YR Descoo 51.94 Intercepted Flow: 5.40 'rade 5.00 Flow Element: C�rb Inlet On Depth: Solve For Efficiency 1.66 Gutter Depression: 0.09 Total Depression: 0.43 Velocity: 6.25 Equivalent Cross Slope: 0.05785 Discharge: 10.40 ftl/s Slope: 0.03970 ft/ft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 Curb Opening Length: 14.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 51.94 Intercepted Flow: 5.40 Bypass Flow: 5.00 Spread: 12.62 Depth: 0.35 Flow Area: 1.66 Gutter Depression: 0.09 Total Depression: 0.43 Velocity: 6.25 Equivalent Cross Slope: 0.05785 Length Factor 0.33 Total Interception Length: 41.87 A ft ftl/s ftl/s ft ft ft2 ft ft ft/s ft/ft ft APPENDD(D.10: LAT"A" An N Worksheet for CB--I--IOOYR Project Description Flow Element: Curb Inlet On Grade Solve For. Efficiency Input Data Discharge: 0.50 Slope: 0.02850 Gutter Width: 1.50 Gutter Cross Slope: 0.08 Road Cross Slope: 0.02 Manning Coefficient: 0.015 Curb Opening Length: 4.00 Local Depression: 4.00 Local Depression Width: 4.00 Results ft in ft Efficiency: 80.20 % Intercepted Flow: 0.40 ft3/S Bypass Flow: 0.10 ft3/S Spread: 2.81 ft Depth: 0.15 It Flow Area: 0.15 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 It Velocity: 3.33 ft/s Equivalent Cross Slope: 0.12289 ftfft Length Factor: 0.59 Total interception Length: 6.74 It A A Worksheet for CB-"I--25YR Proiect Description: Flow Element: Curb Inlet On Grade Solve For: Efficiency Discharge: 0.40 ft3/S Slope: 0.02850 ftfft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0,02 ft/ft Manning Coefficient: 0.015 Curb Opening Length: 4.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 85.71 % Intercepted Flow-. 0.34 ft3jS Bypass Flow. 0.06 ft -1/s Spread: 2.26 ft Depth: 0.14 ft Flow Area: 0.12 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 3.28 fus Equivalent Cross Slope: 0.12576 ft/ft Length Factor. 0.66 Total Interception Length: 6.05 ft Worksheet for CB-"J"-100YR Project Descdption - - Flow Element: Curb Inlet On Grade Solve For Efficiency 4nput Data': Z % Intercepted Flow: 4.21 ft3/S Discharge: 5.90 fPjs Slope: 0.02860 fttft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ftift Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 ft Curb Opening Length: 14.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 71.30 % Intercepted Flow: 4.21 ft3/S Bypass Flow: 1.69 ftl/s Spread: 10.70 ft Depth: 0.31 ft Flow Area: 1.22 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 4.85 fus Equivalent Cross Slope: 0.06460 ftift Length Factor: 0.50 Total Interception Length: 27.99 ft A Worksheet for CB."J-.25YR f1rqed Des tio cnp n Flow Element: Curb Inlet On Grade Solve For: Efficiency Input Data Discharge: 4.70 ft3jS Slope: 0.02860 ft/ft Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ftift Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 ftz Curb Opening Length: 14.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft I Results Efficiency: 78.29 % Intercepted Flow: 3.68 ft -1/s Bypass Flow: 1.02 ft3/S Spread: 9.72 ft Depth: 0.29 ft Flow Area: 1.02 ftz Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 4.62 ft/s Equivalent Cross Slope: 0.06889 fttft Length Factor. 0.57 Total Interception Length: 24.48 ft �44 pp -_-,m Lq APPENDIX E: STORM DRAIN CALCULATIONS FOR TRACT 16290-1 x m APPENDIX E. 1: LINE C7 wmmmmmmmmm� A m rA- �4-9 Tl 52641 COYOTE CANYON 0 T2 WSPG RUN FOR LINE 'PC -711 T3 FN:LINEC-7.WSW so 1006.2301631.400 1 1636.95 R 1011.2001631.420 1 .013 .000 .000 0 R 1025.3301631.500 1 .013 -35.990 .000 0 R 1051.0701631.620 1 .013 .0000 .000 0 R 1060.0001631.670 1 .013 1.3900 .000 0 R 1160.4601632.170 1 .013 15.59-9 .000 0 R 1185.9901632.300 1 .013 .000 .000 0 R 1236.9001632.550 1 .013 9.235 .000 0 ix 1244.2101632.590 4 2 3 .013 7.700 3.1001633.4301633.430 63.4 39.529 6.145 R 1256.6701632.650 4 .013 22.233 .000 0 R 1285.8101632.800 4 .013 .000 .000 0 ix 1289.8101632.820 6 5 .013 14.700 1633.280 44.7 .000 R 1349.0601633.120 6 .013 .000 .000 0 ix 1354.0101634.620 7 8 .013 14.700 1633.620 .000 .000 R 1599.39 1635.86 7 .013 .0 .0 ix 1603.40 1635.88 7 .013 .000 .000 0 R 1799.3901636.850 7 .013 .000 .000 0 R 1817.0601636.940 7 .013 4S.000 .000 0 R 1826.2501636.990 7 .013 .000 .000 0 WE 1828.2501636.990 9 .250 SH 1828.2501636.990 9 1636.990 CD 1 4 1 .000 4.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 3.000 .000 .000 .000 .00 CD 7 4 1 .000 1.500 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 2 0 .000 7.800 14.000 .000 .000 .00 Q 7.800 .0 0 0 FILE: LINEC-7.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 8-30-2005 Time: 8:56:23 52641 COYOTE CANYON WSPG RUN FOR LINE "C-7" FN:LINEC-7.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj lNo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch 1006.230 1631.400 5.550 1636.950 48.00 3.82 23 1637.18 00 2.08 00 4.000 000 00 1 .0 4.970 .0040 .0011 .01 5.55 .00 2.06 .013 .00 .00 PIPE 1011.200 1631.420 5.535 1636.955 48.00 3.82 .23 1637.18 .00 2.08 .00 4.000 .000 .00 1 .0 14.130 .0057 .0011 .02 .00 .00 1.87 .013 .00 .00 PIPE 1025.330 1631.500 5.500 1637.000 48.00 3.82 .23 1637.23 .00 2.08 .00 4.000 .000 .00 1 .0 25.740 .0047 .0011 .03 5.50 .00 1.98 .013 .00 .00 PIPE 1051.070 1631.G20 5.409 1637.029 48.00 3.82 .23 1637.26 .00 2.08 .00 4.000 .000 .00 1 .0 8.930 .0056 .0011 .01 .00 .00 1.87 .013 .00 .00 PIPE 1060.000 1631.670 5.374 1637.044 48.00 3.82 .23 1637.27 .00 2.08 .00 4.000 .000 .00 1 .0 100.460 .0050 .0011 .11 .00 .00 1.94 .013 .00 .00 PIPE 1160.460 1632.170 5.005 1637.175 48.00 3.82 .23 1637.40 .00 2.08 .00 4.000 .000 .00 1 .0 25.530 .0051 .0011 .,03 5.01 .00 1.92 .013 .00 .00 PIPE 1185.990 1632.300 4.904 1637.204 48.00 3.82 .23 1637.43 .00 2.08 .00 4.000 .000 .00 1 .0 50.910 .0049 .0011 .06 .00 .00 1.95 .013 .00 .00 PIPE 1236.900 1632.SSO 4.725 1637.275 48.00 3.82 .23 1637.50 .00 2.08 .00 4.000 .000 .00 1 .0 JUNCT STR .0055 .0021 .02 .00 .00 .013 .00 .00 PIPE 1244.210 1632.590 4.621 1637.211 37.20 5.26 .43 1637.64, .00 1.98 .00 3.000 .000 .00 1 .0 12.460 .0048 .0031 .04 .00 .00 2.04 .013 .00 .00 PIPE FILE: LINEC-7.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 8-30-2005 Time: 8:56:23 52641 COYOTE CANYON WSPG RUN FOR LINE IIC-711 FN:LINEC-7.WSW Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1256.670 1632.650 4.643 1637.293 37.20 5.26 .43 1637.72 .00 1.98 .00 3.000 .000 .00 1 .0 29.140 0051 .0031 .09 4.64 .00 1.99 .013 .00 .00 PIPE 1285.810 1632.800 4.583 1637.383 37.20 5.26 43 1637.81 00 1.98 00 3.000 000 00 1 .0 JUNCT STR 0050 .0021 .01 4.58 .00 .013 .00 .00 PIPE 1289.810 1632.820 4.903 1637.723 22.50 3.18 .16 1637.88 .00 1.53 .00 3.000 .000 .00 1 .0 59.250 .0051 .0011 .07 4.90 .00 1.45 .013 .00 .00 PIPE 1349.060 1633.120 4.670 1637.790 22.50 3.18 .16 1637.95 .00 1.53 .00 3.000 .000 .00 1 .0 JUNCT STR .3030 .0033 .02 4.67 .00 .013 .00 .00 PIPE 1354.010 1G34.620 3.041 1637.661 7.80 4.41 .30 1637.96 .00 1.08 .00 1.500 .000 .00 1 .0 245.380 .0051 .0055 1.35 3.04 .00 1.30 .013 .00 .00 PIPE 1599.390 1635.860 3.154 1639.014 7.80 4.41 .30 1639.32 .00 1.08 .00 1.500 .000 .00 1 .0 JUNCT STR .0050 .0055 .'02 3.15 .00 .013 .00 .00 PIPE 1603.400 1635.880 3.156 1639.036 7.80 4.41 .30 1639.34 .00 1.08 .00 1.500 .000 .00 1 .0 195.990 .0049 .0055 1.08 3.16 .00 1.32 .013 .00 .00 PIPE 1799.390 1636.850 3.267 1640.117 7.80 4.41 .30 1640.42 .00 1.08 .00 1.500 .000 .00 1 C 17.670 .0051 .0055 .10 .00 .00 1.29 .013 .00 .00 PIPE 1817.060 1636.940 3.317 1640.257 7.80 4.41 .30 1640.56 .00 1.08 .00 1.500 .000 .00 1 C 11.190 .0045 .0055 .06 3.32 .00 1.50 .013 .00 .00 PIPE FILE: LINEC-7.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 8-30-2005 Time: 8:56:23 52641 COYOTE CANYON WSPG RUN FOR LINE IIC-711 FN:LINEC-7.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1828.250 1636.990 3.329 1640.319 7.80 4.41 .30 1640.62 .00 1.08 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I 1828.250 1636.990 3.707 1640.697 7.80 .15 .00 1640.70 .00 .21 14.00 7.800 14.000 .00 0 .0 x APPENDIX E.2: C.P. C -7A A Tl 52641 COYOTE CANYON T2 WSPG RUN FOR CP "C -7A" T3 FN:CP C-7A.WSW so 1001.8801633.430 1 R 1040.0001634.690 1 WE 1040.0001634.690 2 SH 1040.0001634.690 2 CD 1 4 1 .000 1.500 CD 2 2 0 .000 3.900 Q 8.900 .0 A A 1637.24 013 .000 250 1634.690 .000 .000 .000 .00 14.000 .000 .000 .00 mm IC FILE: CP-C-7A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 8-30-2005 Time: 8:55:21 52641 COYOTE CANYON 0 WSPG RUN FOR CP "C -7A" FN:CP-C-7A.WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1001.880 1633.430 3.810 1637.240 8.90 5.04 .39 1637.63 .00 1.15 .00 1.500 .000 .00 1 .0 38.120 0331 .0072 .27 3.81 .00 .72 .013 .00 .00 PIPE 1040.000 1634.690 2.824 1637.514 8.90 5.04 .39 1637.91 .00 1.15 .00 1.500 .000 .00 1 .0 WALL ENTRANCE 1040.000 1634.690 3.316 1638.006 8.90 .19 .00 1638.01 .00 .23 14.00 3.900 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- m APPENDIX E.3: C.P. C -7B A Tl 52641 COYOTE CANYON T2 WSPG RUN FOR CP "C -7B" T3 FN:CP_2C-7B.WSW So 1002.8101633.430 1 R 1035.8101634.600 1 .013 WE 1035.8101634.600 2 .250 SH 1035.8101634.600 2 CD 1 4 1 .000 1.500 .000 .000 CD 2 2 0 .000 4.400 4.000 .000 Q 3.700 .0 Lq 10 1637.24 1634.600 .000 .00 .000 .00 PKIIIIII 0 .000 0 FILE: CP-C-7B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE I Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-12-2005 Time: 9:31: 4 52641 COYOTE CANYON 0 WSPG RUN FOR CP "C -7B' FN:CP-C-7B.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem, ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I *N" I X-Fallj ZR IType Ch 1002.810 1633.430 3.810 1637.240 3.70 2.09 .07 1637.31 .00 .73 ..00 1.500 .000 .00 1 .0 33.000 .0355 .0012 .04 3.81 .00 .44 .013 .00 .00 PIPE 1035.810 1634.600 2.681 1637.281 3.70 2.09 .07 1637.35 .00 .73 .00 1.500 .000 .00 1 .0 WALL ENTRANCE 1035.810 1634.600 2.765 1637.365 3.70 .33 .00 1637.37 .00 .30 4.00 4.400 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 0 Avw*� kw�' APPENDIX E.4: C.P. C -7C A Alook Tl 52641 COYOTE CANYON 0 T2 WSPG RUN FOR CP "C -7C" T3 FN:CP�_C-7C.WSW SO 1002.1301633.280 1 1637.3 R 1037.9101634.620 1 .013 WE 1037.9101634.620 2 .250 SH 1037.9101634.620 2 1634.620 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 28.000 .000 .000 .00 Q 14.700 .0 m A .000 0 FILE: CP-C-7C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time: 4: 6:25 52641 COYOTE CANYON WSPG RUN FOR CP "C -7C" FN:CP-C-7C.WSW Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1002.130 1633.280 4.020 1637.300 14.70 4.68 .34 1637.64 .00 1.38 .00 2.000 .000 .00 1 .0 35.780 .0375 .0042 .15 4.02 .00 .80 .013 .00 .00 PIPE 1037.910 1634.620 2.831 1637.451 14.70 4.68 .34 1637.79 .00 1.38 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1037.910 1634.620 3.256 1637.876 14.70 .16 .00 1637.88 .00 .20 28.00 5.000 28.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 0 low%" APPENDIX E.5: C.P. C -7D (4� lw L7.m JOWN Ti 52641 COYOTE CANYON 0 T2 WSPG RUN FOR CP "C -7D" T3 FN:LATC-7D.WSW SO 1002.3601633.620 1 R 1020.5101634.130 1 .013 wE 1020.5101634.130 2 .250 SH 1020.5101634.130 2 CD 1 4 1 .000 2.000 .000 .000 CD 2 2 0 .000 6.000 28.000 .000 Q 14.700 .0 A L A"M R 1637.5 1634.130 .000 .00 .000 .00 .000 000 0 w FILE: CP_C-7D.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE I Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time: 4: 6:32 52641 COYOTE CANYON WSPG RUN FOR CP "C -7D" FN:LATC-7D.WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1002.360 1633.620 3.880 1637.500 14.70 4.68 .34 1637.84 .00 1.38 .00 2.000 .000 .00 1 .0 18.150 .0281 .0042 .08 3.88 .00 .86 .013 .00 .00 PIPE 1020.510 1634.130 3.447 1637.577 14.70 4.68 .34 1637.92 .00 1.38 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1020.510 1634.130 3.872 1638.002 14.70 .14 .00 1638.00 .00 .20 28.00 6.000 28.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I-. -I- -I- -I- -I- -I- -I- I- APPENDIX E.6: LAT B r ---N LIM Tj 52641 COYOTE CANYON T2 WSPG RUN FOR LATERAL "B� T3 FN:LAT-B.WSW so 1000.0001616.080 1 1619.580 R 1008.0001616.120 1 .013 R 1050.0001627.080 1 .013 R 1156.3001627.850 1 .013 ix 1160.5101627.910 3 2 .013 19.500 1628.260 R 1183.7701628.210 3 .013 R 1200.0801628.430 5 .013 ix 1204.7501628.490 3 2 .013 14.400 1628.720 R 1219.1101628.680 5 .013 R 1287.9001629.590 5 .013 ix 1293.9401629.690 7 6 .013 5.800 1629.700 R 1316.7901630.050 7 .013 R 1348.1101630.550 7 .013 R 1421.2101631.700 7 .013 WE 1421.2101631.700 8 .250 SH 1421.2101631.700 8 1631.700 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 CD 6 2 0 .000 5.000 21.000 .000 .000 .00 Q 8.800 .0 m A .000 .000 0 .000 .000 0 .000 .000 0 55.0 .000 .000 .000 0 .000 .000 0 48.1 .000 -48.460 .000 0 .000 .000 0 45.0 .000 .000 .000 0 19.939 .000 0 .000 .000 0 IC FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING w PAGE I Date: 7-11-2005 Time:10:46:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT B.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 1616.080 .958 1617.038 48.50 24.94 9.66 1626.70 .00 2.27 2.80 3.000 .000 .00 1 .0 8.000 .0050 .1157 .93 .96 5.27 2.54 .013 .00 .00 PIPE 1008.000 1616.120 .927 1617.047 48.50 26.10 10.58 1627.63 .00 2.27 2.77 3.000 .000 .00 1 .0 1.980 .2610 .1206 .24 .93 5.62 .76 .013 .00 .00 PIPE 1009.980 1616.637 .936 1617.573 48.50 25.74 10.29 1627.86 .00 2.27 2.78 3.000 .000 .00 1 .0 6.016 .2610 .1109 .67 .94 5.51 .76 .013 .00 .00 PIPE 1015.996 1618.207 .969 1619.176 48.50 24.54 9.35 1628.53 .00 2.27 2.81 3.000 .000 .00 1 .0 4.984 .2610 .0972 .48 .97 5.15 .76 .013 .00 .00 PIPE 1020.980 1619.507 1.003 1620.510 48.50 23.40 8.50 1629.01 .00 2.27 2.83 3.000 .000 .00 1 .0 4 .192 .2610 .0851 .36 1.00 4.82 .76 .013 .00 .00 PIPE 1025.172 1620.601 1.039 1621. 640 48.50 22.31 7.73 1629.37 .00 2.27 2.85 3.000 .000 .00 1 .0 3.573 .2610 .0746 .27 1.04 4.51 .76 .013 .00 .00 PIPE 1028.745 1621.534 1.076 1622.610 48.50 21.27 7.03 1629.64 .00 2.27 2.88 3.000 .000 .00 1 .0 3.073 .2610 .0654 .20 1.08 4.21 ..76 .013 .00 .00 PIPE 1031.818 1622.336 1.114 1623.450 48.50 20.28 6.39 1629.84 .00 2.27 2.90 3.000 .000 .00 1 .0 2.656 .2610 .0574 .15 1.11 3.94 .76 .013 .00 .00 PIPE 1034.475 1623.029 1.154 1624.183 48.50 19.34 5.81 1629.99 .00 2.27 2.92 3.000 .000 .00 1 .0 2.307 .2610 .0503 .12 1.15 3.68 .76 .013 .00 .00 PIPE X FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT B.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh slope I I I I SF Avel HF ISE DpthjFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1036.782 1623.631 1.196 1624.827 48.50 18.44 5.28 1630.11 .00 2.27 2.94 3.000 .000 .00 1 .0 2.011 .2610 .0442 .09 1.20 3.43 .76 .013 .00 .00 PIPE 1038.793 1624.156 1.240 1625.396 48.50 17.58 4.80 1630.20 .00 2.27 2.95 3.000 .000 .00 1 .0 1.761 .2610 .0388 .07 1.24 3.21 .76 .013 .00 .00 PIPE 1040.555 1624.615 1.285 1625.900 48.50 16.76 4 . 36 1630.26 .00 2.27 2.97 3.000 .000 .00 1 .0 1.537 .2610 .0341 .05 1.29 2.99 .76 .013 .00 .00 PIPE 1042.092 1625.016 1.333 1626.349 48.50 15.98 3.97 1630.32 .00 2.27 2.98 3.000 .000 .00 1 .0 1.349 .2610 .0299 .04 1.33 2.79 .76 .013 .00 .00' PIPE 1043.441 1625.368 1.382 1626.750 48.50 15.24 3.61 1630.36 .00 2.27 2.99 3.000 .000 .00 1 .0 1.176 .2610 .0263 .03 1.38 2.60 .76 .013 .00 .00 PIPE 1044.616 1625.675 1.434 1627.109 48.50 14.53 3.28 1630.39 .00 2.27 3.00 3.000 .000 .00 1 .0 1.026 .2610 .0232 .02 1.43 2.43 .76 .013 .00 .00 PIPE 1045.642 1625.943 1.488 1627.431 48.50 13.85 2.98 1630.41 .00 2.27 3.00 3.000 .000 .00 1 .0 .889 .2610 .0204 .02 1.49 2.26 .76 .013 .00 .00 PIPE 1046.532 1626.175 1.545 1627.720 48.50 13.21 2.71 1630.43 .00 2.27 3.00 3.000 .000 .00 1 .0 .767 .2610 .0180 .01 1.55 2.10 .76 .013 .00 .00 PIPE 1047.299 1626.375 1.605 1627.980 48.50 12.59 2.46 1630.44 .00 2.27 2.99 3.000 .000 .00 1 .0 .656 .2610 .0159 .01 1.61 1.96 .76 .013 .00 .00 PIPE FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT B.WSW Invert I Depth I Water I Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) [lead I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/,Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1047.955 1626.546 1.668 1628.214 48.50 12.01 2.24 1630.45 .00 2.27 2.98 3.000 .000 .00 1 .0 .557 .2610 .0140 .01 1.67 1.82 .76 .013 .00 .00 PIPE 1048.512 1626.692 1.734 1628.426 48.50 11.45 2.04 1630.46 .00 2.27 2.96 3.000 .000 .00 1 .0 .463 .2610 .0124 .01 1.73 1.69 .76 .013 .00 .00 PIPE 1048.975 1626.813 1.804 1628.617 48.50 10.92 1.85 1630.47 .00 2.27 2.94 3.000 .000 .00 1 .0 .373 .2610 .0110 .00 1.80 1.56 .76 .013 .00 .00 PIPE 1049.348 1626.910 1.879 1628.789 48.50 10.41 1.68 1630.47 .00 2.27 2.90 3.000 .000 .00 1 .0 .294 .2610 .0097 .00 1.88 1.45 .76 .013 .00 .00 PIPE 1049.642 1626.987 1.958 1628.945 48.50 9.92 1.53 1630.47 .00 2.27 2.86 3.000 .000 .00 1 .0 .218 .2610 OOB6 .00 1.96 1.34 .76 .013 .00 .00 PIPE 1049.860 1627.043 2.042 1629.086 48.50 9.46 1.39 1630.48 .00 2.27 2.60 3.000 .000 .00 1 .0 .140 .2610 .0077 .00 2.04 1.23 .76 .013 .00 .00 PIPE 1050.000 1627.080 2.133 1629.213 48.50 9.02 1.26 1630.48 .00 2.27 2.72 3.000 .000 .00 1 .0 31.937 .0072 .0072 .23 2.13 1.13 2.13 .013 .00 .00 PIPE 1081.937 1627.311 2.133 1629.445 48.50 9.02 1.26 1630.71 .00 2.27 2.72 3.000 .000 .00 1 .0 58.330 .0072 .0071 .41 2.13 1.13 2.13 .013 .00 .00 PIPE 1140.267 1627.734 2.165 1629.899 48.50 8.88 1.22 1631.12 .00 2.27 2.69 3.000 .000 .00 1 .0 16.033 .0072 .0066 .11 2.17 1.10 2.13 .013 .00 .00 PIPE 5 FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 14'20 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:I.AT-B.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1156.300 1627.850 2.267 1630.117 48.50 8.46 1.11 1631.23 .00 2.27 2.58 3.000 .000 .00 1 .0 JUNCT STR .0143 .0056 .02 2.27 1.00 .013 .00 .00 PIPE 1160.510 1627.910 3.221 1631.131 29.00 5.91 .54 1631.67 .00 1.84 .00 2.500 .000 .00 1 .0 23.260 .0129 .0050 .12 3.22 .00 1.43 .013 .00 .00 PIPE 1183.730 1628.210 3.038 1631.248 29.00 5.91 .54 1631.79 .00 1.84 .00 2.500 .000 .00 1 .0 16.310 .0135 .0050 .08 3.04 .00 1.41 .013 .00 .00 PIPE 1200.080 1628.430 2.899 1631.329 29.00 5.91 .54 1631.87 .00 1.84 .00 2.500 .000 .00 1 .0 JUNCT STR .0128 .0031 .01 .00 .00 .013 .00 .00 PIPE 1204.750 1628.490 3.384 1631.874 14.60 2.97 .14 1632.01 .00 1.29 .00 2.500 .000 .00 1 .0 14.360 .0132 .0013 .02 .00 .00 .95 .013 .00 .00 PIPE 1219.110 1628.680 3.232 1631.912 14.60 2.97 .14 1632.0,5 .00 1.29 .00 2.500 .000 .00 1 .0 61.229 .0132 .0013 .08 3.23 .00 .95 .013 .00 .00 PIPE 1290.339 1629.490 2.500 1631.990 14.60 2.97 .14 1632.13 .00 1.29 .00 2.500 .000 .00 1 .0 7.561 .0132 .0012 .01 2.50 .00 .95 .013 .00 .00 PIPE 1287.900 1629.590 2.404 1631.994 14.60 3.01 .14 1632.14 .00 1.29 .96 2.500 .000 .00 1 .0 JUNCT STR .0166 .0013 .01 2.40 .24 .013 .00 .00 PIPE 1293.940 1629,690 2.404 1632.094 8.80 2.80 .12 1632.22 .00 1.06 .00 2.000 .000 .00 1 .0 22.850 .0158 .0015 .03 2.40 .00 .76 .013 .00 .00 PIPE AWOL FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT B.WSW Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.] ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1316.790 1630.050 2.078 1632. 128 8.80 2.80 .12 1632.25 .00 1.06 2.000 .000 .00 1 .0 5.748 .0160 .0015 .01 .00 .00 .76 .013 .00 .00 PIPE 1322.538 1630.142 2.000 1632.142 8.80 2.80 .12 1632.26 2.00 1.06 .00 2.000 .000 .00 1 .0 11.862 .0160 .0014 .02 2.00 .00 .76 .013 .00 .00 PIPE 1334.400 1630.331 1.814 1632.145 8.80 2.94 .13 1632.28 .00 1.06 1.16 2.000 .000 .00 1 .0 6.482 .0160 .0014 .01 1.82 .32 .76 .013 .00 .00 PIPE 1340.882 1630.435 1.706 1632.141 8.80 3.08 .15 1632.29 .00 1.06 1.42 2.000 .000 .00 1 .0 5.059 .0160 .0015 .01 1.71 .38 .76 .013 .00 .00 PIPE 1345.941 1630.516 1.618 1632.134 8.80 3.23 .16 1632.30 .01 1.06 1.57 2.000 .000 .00 1 .0 2.169 .0160 .0016 .00 1.62 .43 .76 .013 .00 .00 PIPE 1348.110 1630.550 1.579 1632.130 8.80 3.31 .17 1632.30 .00 1.06 1.63 2.000 .000 .00 1 .0 4.094 .0157 .0017 .01 1.58 .46 .76 .013 .00 .00 PIPE 1352.204 1630.615 1.505 1632.120 8.80 3.47 .19 1632.31 .00 1.06 1.73 2.000 .000 .00 1 .0 3.496 .0157 .0019 .01 1.51 .50 .76 .013 .00 .00 PIPE 1355.700 1630.669 1 .438 1632.108 8.80 3.64 .21 1632.31 .00 1.06 1.80 2.000 .000 .00 1 .0 1.494 .0157 .0021 .00 1.44 .55 .76 .013 .00 .00 PIPE 1357.194 1630.693 1.377 1632.070 8.80 3.81 .23 1632.30 .00 1.06 1.85 2.000 .000 .00 1 .0 HYDRAULIC JUMP FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial. Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT-B.WSW Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fal.11 ZR IType Ch 1357.194 1630.693 .775 1631.468 8.80 7.83 .95 1632.42 .00 1.06 1.95 2.000 .000 .00 1 .0 15.115 .0157 .0145 .22 .77 1.82 .76 .013 .00 .00 PIPE 1372.308 1630.931 .788 1631.719 8.80 7.65 .91 1632.63 .00 1.06 1.95 2.000 .000 .00 1 .0 21.096 .0157 .0132 .28 .79 1.76 .76 .013 .00 .00 PIPE 1393.404 1631.263 .817 1632.080 8.80 7.29 .83 1632.91 .00 1.06 1.97 2.000 .000 .00 1 .0 11.089 .0157 .0116 .13 .82 1.64 .76 .013 .00 .00 PIPE 1404.493 1631.437 .846 1632.283 8.80 6.95 .75 1633.03 .00 1.06 1.98 2.000 .000 .00 1 .0 6.511 .0157 .0102 .07 .85 1.53 .76 .013 .00 .00 PIPE 1411.004 1631.539 .878 1632.417 8.80 6.63 .68 1633.10 .00 1.06 1.99 2.000 .000 .00 1 .0 4 .417 .0157 .0089 .04 .88 1.43 .76 .013 .00 .00 PIPE 1415.421 1631.609 .910 1632.519 8.80 6.32 .62 1633.14 .00 1.06 1.99 2.000 .000 .00 1 .0 2.841 .0157 .0079 .02 .91 1.33 .76 .013 .00 .00 PIPE 1418.262 1631.654 .944 1632.598 8.80 6.03 .56 1633.16 .00 1.06 2.00 2.000 .000 .00 1 .0 1.729 .0157 .0069 .01 .94 1.24 .76 .013 .00 .00 PIPE 1419.991 1631.681 .980 1632.661 8.80 5.74 .51 1633.17 .00 1.06 2.00 2.000 .000 .00 1 .0 .994 .0157 .0061 .01 .98 1.16 .76 .013 .00 .00 PIPE 1420.985 1631.696 1.017 1632.314 8.80 5.48 .47 1633.18 .00 1.06 2.00 2.000 .000 .00 1 .0 .225 .0157 .0054 .00 1.02 1.08 .76 .013 .00 .00 PIPE Ago W& M ) FILE: LAT—B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT—B.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel H F ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1421.210 1631.700 1.058 1632.758 8.80 5.22 .42 1633.18 .00 1.06 2.00 2.000 .000 .00 1 .0 WALL ENTRANCE I 1421 APPENDIX E.7: C.P. B-1 A m �10 .000 .000 0 0 Tl 52641 COYOTE CANYON Auk" T2 WSPG RUN FOR CP "B-1" T3 FN:CP—B-l.WSW so 1001.6801628.260 1 1631.131 R 1021.7701628.870 1 .013 WE 1021.7701628.870 2 .250 SH 1021.7701628.870 2 1628.870 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 28.000 .000 .000 .00 Q 19.700 .0 m �10 .000 .000 0 0 X FILE: CP-B-l.WSW X x W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:11: 3: 8 52641 COYOTE CANYON WSPG RUN FOR CP "B -l" FN:CP-B-l.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1001.680 1628.260 2.871 1631.131 19.70 6.27 .61 1631.74 .00 1.59 .00 2.000 .000 .00 1 .0 20.090 .0304 .0076 .15 2.67 .00 1.00 .013 .00 .00 PIPE 1021.770 1628.870 2.413 1631.283 19.70 6.27 .61 1631.89 .00 1.59 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1021.770 1628.870 3.177 1632.047 19.70 .22 .00 1632.05 .00 .25 28.00 5.000 28.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 0 rl,d- �4-4 APPENDIX E.8: C.P. B-2 A TI 52641 COYOTE CANYON T2 WSPG RUN FOR CP "B-2" T3 FN:CP—B-2.WSW so 1001.6401628.720 1 1631.874 R 1021.1201629.430 1 .013 WE 1021.1201629.430 2 .250 SH 1021.1201629.430 2 1629.430 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.500 21.000 .000 .000 .00 Q 15.200 .0 A ram -1 LM 000 .000 0 13 AW%L FILE: CP-B-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:ll: 3:18 52641 COYOTE CANYON WSPG RUN FOR CP "B-2" FN:CP B-2.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1001.640 1628.720 3.154 1631.874 15.20 4.84 .36 1632.24 .00 1.41 .00 2.000 .000 .00 1 .0 19.480 .0365 .0045 .09 3.15 .00 .82 .013 .00 .00 PIPE 1021.120 1629.430 2.532 1631.962 15.20 4 .84 .36 1632.33 .00 1.41 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1021.120 1629.430 2.986 1632.416 15.20 .24 .00 1632.42 .00 .25 21.00 4.500 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- m APPENDIX E.9 C.P. B-3 m A Tl 52641 COYOTE CANYON T2 WSPG RUN FOR CP "B-3" T3 FN: CP—B_ 3.WSW so 1001.6201629.700 1 R 1020.5101630.440 1 WE 1020.5101630.440 2 SH 1020.5101630.440 2 CD 1 4 1 .000 2 CD 2 2 0 .000 4 Q 6.100 .0 .013 .250 000 .000 .000 500 14.000 .000 1632.094 1630.440 000 .00 000 .00 .000 .000 0 AVRIkL Ilk FILE: CP_B-3.wsw W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:ll: 3:27 52641 COYOTE CANYON WSPG RUN FOR CP "B-3" FN: CP-B-3.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1001.620 1629.700 2.394 1632.094 6.10 1.94 .06 1632. 15 .00 .87 .00 2.000 .000 .00 1 .0 10.249 .0392 .0007 .01 2.39 .00 .50 .013 .00 .00 PIPE 1011.869 1630.101 2.000 1632.101 6.10 1.94 .06 1632.16 .00 .87 .00 2.000 .000 .00 1 .0 4.651 .0392 .0007 .00 2.00 .00 .50 .013 .00 .00 PIPE 1016.520 1630.284 1.814 1632.098 6.10 2.04 .06 1632.16 .00 .87 1.16 2.000 .000 .00 1 .0 2.63-7 .0392 .0007 .00 1.81 .22 .50 .013 .00 .00 PIPE 1019.157 1630.387 1.706 1632.093 6.10 2.14 .07 1632.16 .00 .87 1.42 2.000 .000 .00 1 .0 1.353 .0392 .0007 .00 1.71 .27 .50 .013 .00 .00 PIPE 1020.510 1630.440 1.650 1632.090 6.10 2.20 .08 1632.17 .00 .87 1.52 2.000 .000 .00 1 .0 WALL ENTRANCE 1020.510 -I- 1630.440 -I- 1.794 -I- 1632.234 -I- 6.10 -I- .24 -I- .00 1632.24 -I- -I- .00 -I- .18 -I- 14.00 -I- 4.500 -I- 14.000 -I- .00 0 .0 I- APPENDIX E. 10: LAT A m Tj 52641 COYOTE CANYON 0 T2 WSPG RUN FOR CP "LATERAL A' T3 FN:LAT-A.WSW so 1000.0001645.000 1 1646.500 R 1018.1801645.090 1 .013 .000 .000 0 WE 1018.1801645.090 2 .250 JX 1021.1801645.110 2 3 .013 .300 1645.110 90.0 .000 WX 1021.1801645.110 2 1 R 1066.9901645.330 4 .013 .000 .000 0 WE 1066.9901645.330 5 .250 sH 1066.9901645.330 5 1645.330 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 4.600 4.000 .000 .000 .00 CD 3 2 0 .000 4.600 4.000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 2 0 .000 3.800 14.00 .000 .000 .00 Q 4.200 .0 m A FILE: LAT-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE I Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 3-11-2005 Time: 9:18:15 52641 COYOTE CANYON 0 WSPG RUN FOR CP "LATERAL A" FN:LAT A.WSW Invert I Depth I Water I Q I Vel Vel I Energy I Super iCriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 1645.000 1.500 1646.500 4.50 2.55 .10 1646.60 .00 .81 .00 1.500 .000 .00 1 .0 .000 .0049 .0018 .00 1.50 .00 .85 .013 .00 .00 PIPE 1000.000 1645.000 1.500 1646.500 4.50 2.55 .10 1646.60 .00 .81 .00 1.500 .000 .00 1 .0 18.180 .0049 .0017 .03 1.50 .00 .85 .013 .00 .00 PIPE 1018.180 1645.090 1.438 1646.527 4.50 2.58 .10 1646.63 .00 .81 .60 1.500 .000 .00 1 .0 WALL ENTRANCE 1018.180 1645.090 1.628 1646.718 4.50 .69 .01 1646.72 .00 .34 4.00 4.600 4.000 .00 0 .0 JUNCT STR .0067 .0000 .00 1.63 .10 .013 .00 .00 RECTANG 1021.180 1645.110 1.609 1646.719 4.20 .65 .01 1646.73 .00 .32 4.00 4.600 4.000 .00 0 C WALL EXIT 1021.180 1645.110 1.610 1646.720 4.20 2.38 .09 1646.81 .00 .79 .00 1.500 .000 .00 1 .0 34.257 .0048 .0016 .05 1.61 .00 .82 .013 .00 .00 PIPE 1055.437 1645.275 1.500 1646.775 4.20 2.38 .09 1646.86 .00 .79 .00 1.500 .000 .00 1 C 11.553 .0048 .0015 .02 1.50 .00 .82 .013 .00 .00 PIPE 1066.990 1645.330 1.459 1646.789 4.20 2.39 .09 1646.88 .00 .79 .49 1.500 .000 .00 1 C WALL ENTRANCE 1066.990 -I- 1645.330 -I- 1.635 -I- 1646.965 -I- 4.20 -I- .18 -I- .00 -I- 1646.97 -I- .00 -I- .14 -I- 14.00 -I- 3.800 -I- 14.000 -I- .00 0 C I- . rE T z�- -T7- IT- L, P.0'y A�� A�l 41, A 4' Ff r Ni '1 7- _p� 1M -.T iz J, S.4 A -K, 66LO�Y MAP SCS Z 427r ; ....... . ;- ps \iv z -:AZ "A _�b j4 d % A i_\ tr r d A" ir Up. 4 47,_ _4 OWN SAN BERNARDINO COUNTY HYDROLOGY MANUAL wit I. . _: l.. - : . L LYE A 17 71� - �F, .3 ;L A Z�l ;4- 67 A- A 17 r LICE 0 SOIL GROUP BOUNDARY A SOIL GROUP DESiGNATION BOUNDARY OF IN04"r,-o SOURCE SCAL,E REDUCED BY 1/2 HYDROLOGIC SOILS GROUP M A P FOR (N, I t -7 1 -1 1 r- �- _r /I C-1 C-? F__. BERNARD [NO COUNry I. . _: l.. - : . L LYE A 17 71� - �F, .3 ;L A Z�l ;4- 67 A- A 17 r LICE 0 SOIL GROUP BOUNDARY A SOIL GROUP DESiGNATION BOUNDARY OF IN04"r,-o SOURCE SCAL,E REDUCED BY 1/2 HYDROLOGIC SOILS GROUP M A P FOR (N, I t -7 1 -1 1 r- �- _r /I 7" F, �z ty 7 2 V4, RIE R2E N.: 14 7 T4N 717 T ! 7 :7 J. �E� �.rT I 2 r c t S. Ac .7 j� T3N 7T 2. 2' L _j _'T L. AMR HL -D --h L E�E T2N ........... . v A 1 IV -21 T LZ 7 I V516 TIN .T —T P 2— SA. u ALrA L PL%ND N Akrb'l CLAPgb*WT R 7- 'CLICAW t�IA FONTANAL: TIS om 44t T-1 s REDLANDS A, I CAEST c -7 R"fff 714 CHINO RIE R E 0 ,�T a 7 'R I RSID 3 4w R2W R -1 1 5 W. REDUCED DRA�N'l N:, - 'S "=4 M' T_ SCALE I LES BE R. N A DIN 0 ""OUNTY Ali V N, SAN BERNARDINO COLt,.-j Y FLOOD -CONTROL DISTRICT VALLEY AREA . IWHY=_-7ALS y" 10 YEAR I HICUR "_­ rw �; a --c- zn__Z -, .�" Lf LS L7 X RE R7W p P 6,N,: As. i4N 7'� _R� Rlw RIE R2— T4 N wr L ML 2 -7- 9 2.2 T 4 T3N' 3. L( L5 I lc� L ARROwn if BE "D -IN L tor I 3"'IT2 N Z.. LAKE �Q�A '74 - 0 rm. e�8 La -T"l N L Tom 7, JJ 'N I I PA 7' UP 7 CLAI -A .1 A I I -UN t I AS TIS 'Z:7 z RE T -T s I D, I A cli a –7 or i 'c se"A." W17E T?S t R� R2 ERSIDE '7- 11EQ R4W R2 R SAN BERNARD4NO COUM FLOOO C R5 QftTltoL DISTMU T3S VALLEYA.REA REDUCED DRAWING WHYETALS SCALE 1 =4 M I LES y— ` K)O YEAR I - HOUR a AN BERNARDItio COUNTY -,o ol' U�=� 1, Ora f-� CB "H" - 21' Q( -f-) 100 -YR 25 -YR OPUK 14.1 11.0 QoEslom 14.1 11.0 QADJ 14.1 11.0 QINT 8.8 7.7 -n-- F ;-; -4 -z z CB "G" - 14' - ---T- -�(-W 00 -YR 25 -YR Ql-EM 13.4 10.4 QDE=N 13.4 10.4 QADJ 12-7 9.9 Qro(.f.,) 100 -YR 25 -YR ADJ 6.9 15.2 DESIGN 7.3 -4.8 5.0 ZO.45 CTS ( I UU- TK) 100 -YR 25 -YR 20.9 cfs (25 -YR) ADJ 5.3 3.3 -11,�IDESIGN 5.3 3.3 R -ow MCFM-1 CB FPF Ff - 2 1 9 (34.3-14.6-5.3= 14.4) (26.8-12.8-3.3= 10. 7) (7.9 + 7.3 = 15.2) (6.2 +5. 0= 11. 2) (cf-) 1 -YR) ADJ IV DESIGN loo -YR 25 -YR 25 -YR 7.9 6.2 15.2 15.2 11.2 _qA�DJ 1 �4. 4 �l �0.7 (34.3-14.6-5.3= 14.4) (26.8-12.8-3.3= 10. 7) (7.9 + 7.3 = 15.2) (6.2 +5. 0= 11. 2) (cf-) 1 -YR) ADJ IV DESIGN 100 -YR 25 -YR 14.4 10.7 15.2 11.2 IV DE 115. 1 34.3 cfs (100-YA 26.8 cfs (25 -YR) -Qp,pE=29.0 cfs (100 -YR) Qp,pE=23.5 cfs (25 -YR) NODE 120 CB OsEpp - 14f 48.5 cfs (100-Y/?)---� Qpm- " 14�.4 38.0 cfs (25 -YR) 14.6 Qp,p,=48.5 cfs (100 --YR) Q =38.0 cfs (25 -YR) Q&W 100 -YR 25 -YR Qpm- " 14�.4 11.3 Qmw 19.7 14.6 .19.5 14.5 PIPE (1 4.4+5.3= 19.7) (1 1.3+3.3=14.6) QPIPE (ofs) 100 -YR 25 -YR DJ 19.5 14.5 IGN 19.7 14.6 A M GRAPHIC SCALE 2.0 0 10 20 40 1" = 20' AE140-!�CASC E r -J C:i 1 r,,J E E Rl r -Q C:i 937 SOUTH VIA LATA SUITE 500 COLTON, CA 92324 PH. (909) 783-0101 FAK (WQ) 783-0106 C) W, CB "D " - 28' ON-) 100 -YR 25 -YR Qpw- 15.8 12.1 Qmw . 16.5 12.6 ADJ 16.5 12.6 Qjmr 14.7 12.0 QF8 1.8 0.6 (30.3-18.3+1.0-0.4= 12.6) QPff ON 100 -YR 25 -YR ADJ 14.7 12.0 IDESIG 14.7 12.0 Qpw=37.2 cfs (100 -YR) Qpw=30.3 cfs (25 -YR) CB "A" - 14' OP-) 100 -YR 25 -YR QMK 7.1 Qm(cls) 100 YR 25 -YR ADJ 1.8 0.6 DESIGN 1. 8 0.6 Qpw=37.2 cfs (100 -YR) Qpw=30.3 cfs (25 -YR) CB "A" - 14' OP-) 100 -YR 25 -YR QMK 7.1 5.6 Qm.sm 8. 9 6.2 QADJ , 7.7 5.2 (7 7 .1+1.8=8.9; 7.1*0.83+1.8=7.72 5. 6+0.6=6.2; 5.6*0.82+0.6=5.2 V a LO CIA co 04 - t cr CY QW&W 100-YRI 25 -YR ,%, ADJ 7.7 5.2 DESIGN 8. 9 6.2 QADJ 3-1 11.9 0 LO Ln 11.5 OF. 1-8 0.4 PN u ri 00 CO 04 LO K (6 C6 ui C 110 T . al:� CY a LO CIA co 04 - t cr CY QW&W 100-YRI 25 -YR ,%, ADJ 7.7 5.2 DESIGN 8. 9 6.2 CBPyC go - 28P Q(cfs) 100 -YR 2�-YR QPUK 9.2 7.2 QDEs�w 16.5 11.9 QADJ 3-1 11.9 QINT 14 ' 7 11.5 OF. 1-8 0.4 (18.7- 6.8= 11. 9) 1: BECAUSE CB "Coo AND CB "Do' ARE SIMILAR AND LOCATED CLOSE TO EACH OTHER, WE ASSUME THAT EACH OF THEM WILL CATCH HALF OF THE TOTAL STREET FLOW (.39.0-7.8+1.8)12=16.5 cfs 2: FACTORS 0.83 AND 0.82 COME FROM OUR CONFLUENCE CALCULATION AT NODE 240 Qi'Pr (cfs) 100 -YR 25 -YR ADJ 7 11.5 DESIGN 7 11.5 Au.1 I Af. DESIGN --NODE 220.3 1 14. -/4.0 CTS (lLJV-1n) 18.7 cfs (25 -YR) QFo(cfs) 100 -YR 25 -YR ADJ 1.8 0.4 DESIGN 1.8 0.4 NODE 180.2 39.0 cfs (100 -YR) 30.3 cfs (25 -YR) C81 "B 4' Q(cfs) 100 -YR 25 -YR QPUK 1.9 1.5 QjxwN J. 7 1.9 QADJ 3-1 1.4 1.9+1.8=3.7; 36.9-30.3-5.2=1.4 1.5+0.4=1.9; 48.0-37.2-7.7=3.1) OWE (-f-) 100 -YR 25 -YR ADJ 3.1 1.4 DESIGN 3.7 1.9 NODE 240 - YR) 46.2 cfs (100 35.9 cfs (25 -YR) .0 cfs 0-- =46.2+1.8(FB)=48 9 cfs Qw=35.9+1.0 FB = GRAPHIC SCALE 20 0 10 20 40 I" = 20' R.OW DAGMM-2 AE14CASC ENC51NEERINCj 937 SOUTH V%4 LATA SufTE 500 COLTON, C4 92324 PR (M) 783-0101 FAK (90) 783-0108 NODE 304 QP,PE=4.5 cfs (i QP,PE=3.9 cfs (2, CB "I" - Q (cfs) 100 -YR Q PUK 0.5 QDESiGN 0.5 QADJ- 0.4 0 ADJ DESIGN QINT 0.3 0.4 QF8 0-1 0-1 QF8 P-) 100' YR 25 -YR ADJ 0.1 0 DESIGN 0. 1 0 QmPr (cis) 100 -YR 25 -YR ADJ 7.8 6.8 DESIGN 7.8 6.8 1. 92Y. CBPPJPD - 14' Qk 00 -YR 25 -YR Q PEAK 5.9 4.7 QDEsm 5.9 4.7 OADJ 5.9 4.7 QINT 4.2 3.7 QFq 1.7 1.0 QFB(-fs) 100 -YR 25 -YR ADJ 1.7 1.0 DESIGN 1. 7 1.0 I/ SCALE: I" - 20' GWHIC SCALE 20 0 10 20 40 1" = 20' R.OW DAGRAM-3 QFB(-'-) 100 -YR 25 -YR ADJ 8.2 5.5 DESIGN 8.2 5.5 ....... .... ... . ....... I CB. "K'.' .14'.- Q(cfs) 100 -YR 25 -YR QMK 16.0 12.3 Qvam 16.0 12.3 QADJ 16.0 12.3 OINT 7.8 6.8 QF9 , 8.2 5.5 AEII�CASC E r, -J 4Z:j- I N E E R I r --J C�j- 937 SOUTH W LATA SUITE 500 COLTON, CA 92324 PK (W9) 783-0101 FAK (W9) 78.3-0100 14 EXHIBIT E: LINE "C" INFRASTRUCTURE PLANS A 1 A Tl COYOTE CANYON - INFRASTRUCTURE STORM DRAIN 0 T2 LINEC WSPGN ANALYSIS T3 BY: A.TORREYSON, FN: INFRALINEC so 1000.0001628.270 8 1633.990 R 1124.5801629.810 8 .014 -79.310 .000 0 R 1181.9501630.530 8 .014 .000 .000 0 R 1211.2801630.898 8 .014 1.925 .000 0 ix 1215.2801630.948 8 10 .014 37.300 1631.400 -30.0 .263 R 1220.6101631.070 8 .014 .000 .000 0 ix 1223.6101631.110 8 37 .014 1.000 1634.350 46.0 .000 R 1283.8701631.790 8 .014 4.502 .000 0 ix 1287.8701631.840 8 13 .014 5.300 1635.140 30.0 .263 R 1490.7001634.350 8 .014 13.312 .000 0 R 1640.9801636.220 8 .014 .000 .000 0 ix 1644.9801636.270 8 14 .014 1.000 1639.230 45.0 11.459 R 2306.4901644.470 8 .014 .000 .000 0 ix 2331.4801645.030 8 15 .014 48.9000 1648.830 -30.0 .000 R 2345.9701645.360 8 .014 .000 .000 0 ix 2365.9701645.820 7 6 .014 497.800 1646.310 -30.0 11.459 R 2405.0001646.700 7 .014 .000 R 2462.4601652.960 7 .014 .000 WE 2462.4601652.960 4 .250 TS 2482.4601656.910 3 .014 .000 ix 2492.4601657.180 3 17 .014 17.500 1663.000 90.00 R 2548.5801658.720 3 .014 .000 .000 0 WX 2548.5801658.720 9 .000 .000 .000 0 R 2570.5801659.330 9 .014 .000 .000 0 WE 2570*5101659,330 3 250 R 2650.0001661.480 3 .014 .000 .000 0 SH 2650.0001661.480 3 1661.480 CD 3 2 0 .000 6.000 10.000 .000 .000 .00 CD 4 2 0 .000 11.000 8.000 .000 .000 .00 CD 5 3 0 .000 8.000 11.000 .000 .000 .00 CD 6 4 0 .000 6.500 0.000 .000 .000 .00 CD 7 3 0 .000 8.000 8.000 .000 .000 .00 CD 8 3 0 .000 8.000 10.000 .000 .000 .00 CD 9 3 0 .000 4.500 10.000 .000 .000 .00 CD 10 4 0 .000 4.000 0.000 .000 .000 .00 CD 11 1 0 .000 3.000 4.000 1.500 1.500 .00 CD 12 3 0 .000 3.000 12.000 .000 .000 .00 CD 13 4 1 .000 2.500 0.000 .000 .000 .00 CD 14 4 1 .000 2.000 0.000 .000 .000 .00 CD 15 4 1 .000 3.500 0.000 .000 .000 .00 CD 16 4 1 .000 6.500 0.000 .000 .000 .00 CD 17 2 0 .000 6.000 10.000 .000 .000 .00 CD 37 4 1 .000 1.500 .000 .000 .000 .00 Q 723.800 .0 1 A FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE I Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth water Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I --Nl- I X-Fallj ZR IType Ch 1000.000 1628.270 6.043 1634.313 1332.60 22.05 7.55 1641.86 1.68 8.00 10.00 8.000 10.000 .00 0 .0 124.580 0124 .0110 1.37 7.72 1.58 5.83 .014 .00 .00 BOX 1124.580 1629.810 6.161 1635.971 1332.60 21.63 7.26 1643.24 .00 8.00 10.00 8.000 10.000 .00 0 .0 57.370 0125 .0105 .60 6.16 1.54 5.80 .014 .00 .00 BOX I I I I I I I I I I 1181.950 1630.530 6.250 1636.780 1332.60 21.32 7.06 1643.84 .16 8.00 10.00 8.000 10.000 .00 0 .0 29.330 .0125 .0102 .30 6.41 1.50 5.80 .014 .00 .00 BOX I I I I I I I I I I I 1211.280 1630.098 6.305 1637.203 1332.60 21.14 6.94 1644.14 .16 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0125 .0111 .04 6.46 1.48 .014 .00 .00 BOX I I I I I I I I I I 1215.280 1630.948 5.758 1636.706 1295.30 22.49 7.86 1644.56 .00 8.00 10.00 8.000 10.000 .00 0 C 5.330 .0229 .0120 .06 5.76 1.65 4.53 .014 .00 .00 BOX I I I I I I I I I I I 1220.610 1631.070 5.792 1636.862 1295.30 22.36 7.77 1644.0 .00 8.00 10.00 8.000 10.000 .00 0 C JUNCT STR .0133 .0119 .04 5.99 1.64 .014 .00 .00 BOX I I I I I I I I I I I 1223.610 1631.110 5.781 1636.891 1294.30 22.39 7.78 1644.67 .20 8.00 10.00 8.000 10.000 .00 0 C 60.260 .0113 .0120 .72 5.98 1.64 5.91 .014 .00 .00 BOX I I I I I I I I I I I 1283.870 1631.790 5.755 1637.532 1294.30 22.49 7.85 1645.40 .18 8.00 10.00 8.000 10.000 .00 0 C JUNCT STR .0125 .0122 .05 5.94 1.65 .014 .00 .00 BOX I I I I I I I I I I I 1287.870 1631.840 5.684 1637.524 1289.00 22.68 7.99 1645.51 .18 8.00 10.00 8.000 10.000 .00 0 C 202.830 .0124 .0124 2.51 5.87 1.68 5.69 .014 .00 .00 BOX FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth water Q Vel Vel I Enei�gy I Super IcriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch 1490.700 1634.350 5.683 1640.033 1289.00 22.68 7.99 1648.02 .00 8.00 10.00 8.000 10.000 .00 0 .0 150.280 0124 .0124 1.86 5.68 1.68 5.67 .014 .00 .00 BOX 1640.980 1636.220 5.688 1641.918 1289.00 22.66 7.97 1649.88 8.00 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0125 .0129 .05 8.00 1.67 .014 .00 .00 BOX 1644.980 1636.270 5.503 1641.773 1288.00 23.41 8.51 1650.28 .00 8.00 10.00 8.000 10.000 .00 0 .0 148.810 .0124 .0138 2.05 5.50 1.76 5.68 .014 .00 .00 BOX 1793.790 1638.115 5.408 1643.522 1288.00 23.82 8.81 1652.33 .00 8.00 10.00 8.000 10.000 .00 0 .0 237.412 .0124 .0150 3.57 5.41 1.80 5.68 .014 .00 .00 BOX 2031.202 1641.057 5.156 1646.214 1288.00 24.98 9.69 1655.90 .00 8.00 10.00 8.000 10.000 .00 0 .0 155.727 .0124 .0171 2.66 5.16 1.94 5.68 .014 .00 .00 BOX .2186.929 1642.988 4.916 1647.904 1288.00 26.20 10.66 1658.56 .00 8.00 10.00 8.000 10.000 .00 0 .0 119.561 .0124 .0194 2.312 4.92 2.08 5.68 .014 .00 .00 BOX 2306.490 1644.470 4.687 1649.157 1288.00 27.48 11.72 1660.88 .00 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0224 .0211 .53 4.69 2.24 .014 .00 .00 BOX 2331.480 1645.030 4.475 1649.505 1239.10 27.69 11.90 1661.41 .00 7.81 10.00 8.000 10.000 .00 0 .0 14.490 .0228 .0216 .31 4.48 2.31 4.39 .014 .00 .00 BOX 2345.970 1645.360 4.479 1649.839 1239.10 27.67 11.89 1661.72 2.38 7.81 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0230 .0303 .61 6.86 2.30 .014 .00 .00 BOX FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch 2365.970 1645.820 3.061 1648.881 741.30 30.27 14.23 1663.11 .00 6.44 0.00 8.000 8.000 .00 0 .0 39.030 .0225 .0405 1.58 3.06 3.05 3.75 .014 .00 .00 BOX I I I I I I I I I I I I 2405.000 1646.700 2.980 1649.680 741.30 31.09 15.01 1664.69 .00 6.44 8.00 8.000 8.000 .00 0 .0 5.073 .1089 .0413 .21 2.98 3.17 2.13 .014 .00 .00 BOX I I I I I I I I I I I I 2410.073 1647.253 3.019 1650.271 741.30 30.69 14.63 1664.90 .00 6.44 8.00 8.000 8.000 .00 0 .0 16.687 .1089 .0381 .64 3.02 3.11 2.13 .014 .00 .00 BOX I I I I I I I I I I I I 2426.760 1649.071 3.166 1652.237 741.30 29.27 13.30 1665.54 00 6.44 8.00 8.000 8.000 00 0 .0 13.960 .1089 .0334 .47 3.17 2.90 2.13 .014 .00 00 BOX I I I I I I I I I I I I 2440.719 1650.591 3.321 1653.912 741.30 27.90 12.09 1666.00 .00 6.44 8.00 8.000 8.000 .00 0 .0 11.770 1089 .0293 .35 3.32 2.70 2.13 .014 .00 .00 BOX I I I I I I I I I I I 2452.490 1651.874 3.483 1655.357 741.30 26.61 10.99 1666.35 00 6.44 8.00 8.000 8.000 00 0 .0 9.970 .1089 .0258 .26 3.48 2.51 2.13 .014 .00 00 BOX I I I I I I I I I I I I 2462.460 1652.960 3.653 1656.613 741.30 25.36 9.99 1666.60 .00 6.44 8.00 11.000 8.000 .00 0 .0 TRANS STR .1975 .0195 .39 3.65 2.34 .014 .00 .00 RECTANG I I I I I I I I I I I I 2482.460 1656.910 3.524 1660.434 741.30 21.04 6.87 1667.31 .00 5.55 10.00 6.000 10.000 .00 0 .0 JUNCT STR .0270 .0157 .16 3.52 1.97 .014 .00 .00 RECTANG I I I I I I I I I I I I 2492.460 1657.180 3.344 1660.524 723.80 21.65 7.28 1667.80 00 5.46 10.00 6.000 10.000 00 0 .0 - I- - I- - I- -I- - I- - I- * - I- _ I- - I- _ I- - I- - I- - I- I- 19.723 .0274 .0160 .32 3.34 2.09 2.79 .014 .00 .00 RECTANG FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert I Depth I water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem, ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2512.183 1657.721 3.413 1661.135 723.80 21.21 6.98 1668.12 00 5.46 10.00 6.000 10.000 00 0 .0 36.397 0274 .0146 .53 3.41 2.02 2.79 .014 .00 .00 RECTANG 2548.580 I 1658.720 I 3.580 I 1662.300 I 723.80 20.22 I 6.35 I 1668.65 00 I 5.46 I 10.00 I 6.000 I 10.000 00 0 .0 WALL EXIT 2548.580 1658.720 3.579 1662.298 723.80 20.23 6.35 1668.65 .00 4.50 10.00 4.500 10.000 .00 0 .0 22.000 0277 .0130 .28 3.58 1.88 2.78 .014 .00 .00 BOX 2570.580 1659.330 3.717 1663.047 723.80 19.47 5.89 1668.94 00 5.46 10.00 6.000 10.000 00 0 .0 1.744 .0271 .0122 .02 3.72 1.78 2.80 .014 .00 00 RECTANG 2572.324 1659.377 3.729 1663.106 723.80 19.41 5.8S 1668.96 .00 5.46 10.00 6.000 10.000 .00 0 .0 22.348 .0271 .0114 .26 3.73 1.77 2.80 .014 .00 .00 RECTANG 2594.672 1659.982 3.911 1663.893 723.80 18.51 5.32 1669.21 .00 5.46 10.00 6.000 10.000 .00 0 .0 17.158 .0271 .0100 .17 3.91 1.65 2.80 .014 .00 .00 RECTANG 2611.830 1660.447 4.101 1664.548 723.80 17.65 4.84 1669.38 .00 5.46 10.00 6.000 10.000 .00 0 .0 13.096 .0271 .0088 .12 4.10 1.54 2.80 .014 .00 .00 RECTANG 2624.927 1660.801 4.302 1665.103 723.80 16.83 4.40 1669.50 .00 5.46 10.00 6.000 10.000 .00 0 .0 9.804 .0271 .0077 .08 4.30 1.43 2.80 .014 .00 .00 RECTANG 2634.730 1661.067 4.512 1665.578 723.80 16.04 4.00 1669.57 .00 5.46 10.00 6.000 10.000 .00 0 .0 7.056 .0271 .0068 .05 4.51 1.33 2.80 .014 .00 .00 RECTANG FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time;10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPIGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -L/Elem, ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch w 50 w 2641.787 1661.258 4.732 1665.990 723.80 15.30 3.63 1669.62 00 5.46 10.00 6.000 10.000 00 0 .0 4.709 0271 .0060 .03 4.73 1.24 2.80 014 00 00 RECTANG 2646.495 1661.385 4.963 1666.348 723.80 14.58 3.30 1669.65 00 5.46 10.00 6.000 10.000 00 0 .0 2.661 0271 .0053 .01 4.96 ills 2.80 .014 .00 .00 RECTANG 2649.156 1661.457 5.205 1666.662 723.80 13.91 3.00 1669.66 00 5.46 10.00 6.000 10.000 00 0 .0 .844 0271 .0046 .00 5.20 1.07 2.80 .014 .00 .00 RECTANG 2650.000 -I- 1661.480 -I- 5.460 -I- 1666.940 -I- 723.80 -I- 13.26 -I- 2.73 -I- 1669.67 -I- .00 -I- 5.46 -I- 10.00 -I- 6.000 -I- 10.000 -I- .00 0 .0 I- Tl COYOTE CANYON - INFRASTRUCTURE STORM DRAIN T2 LINEC WSPGN ANALYSIS T3 BY: A.TORREYSON, FN: INFRALINEC N so 1000.0001628.270 8 1633.990 * 1124.5801629.810 8 .014 -79.310 .000 0 * 1181.9501630.530 8 .014 .000 .000 0 * 1211.2801630.898 8 .014 1.925 .000 0 ix 1215.2801630.948 8 10 .014 37.300 1631.400 -30.0 .263 R 1220.6101631.070 8 .014 .000 .000 0 ix 1223.6101631.110 8 37 .014 1.000 1634.350 46.0 .000 R 1283.8701631.790 8 .014 4.502 .000 0 ix 1287.8701631.840 8 13 .014 5.300 1635.140 30.0 .263 * 1490.7001634.350 8 .014 13.312 .000 0 * 1640.9801636.220 8 .014 .000 .000 0 ix 1644.9801636.270 8 14 .014 1.000 1639.230 45.0 11.459 R 2306.4901644.470 8 .014 .000 .000 0 ix 2331.4801645.030 8 15 .014 48.9000 1648.830 -30.0 .000 R 2345.9701645.360 8 .014 .000 .000 0 ix 2365.9701645.820 7 6 .014 497.800 1646.310 -30.0 11.459 * 2405.0001646.700 7 .014 .000 * 2462.4601652.960 7 .014 .000 WE 2462.4601652.960 4 .250 TS 2482.4601656.910 3 .014 .000 ix 2492.4601657.180 3 17 .014 17.500 1663.000 90.00 R 2548.5801658.720 3 .014 .000 .000 0 WX 2548.5801658.720 9 .000 .000 .000 0 R 2570.5801659.330 9 .014 .000 .000 0 WE 2570.5801659.330 3 .250 R 2650.0001661.480 3 .014 .000 .000 0 SH 2650.0001661.480 3 1661.480 CD 3 2 0 .000 6.000 10.000 .000 .000 .00 CD 4 2 0 .000 11.000 8.000 .000 .000 .00 CD 5 3 0 .000 8.000 11.000 .000 .000 .00 CD 6 4 0 .000 6.500 0.000 .000 .000 .00 CD 7 3 0 .000 8.000 8.000 .000 .000 .00 CD 8 3 0 .000 8.000 10.000 .000 .000 .00 CD 9 3 0 .000 4.500 10.000 .000 .000 .00 CD 10 4 0 .000 4.000 0.000 .000 .000 .00 CD 11 1 0 .000 3.000 4.000 1.500 1.500 .00 CD 12 3 0 .000 3.000 12.000 .000 .000 .00 CD 13 4 1 .000 2.500 0.000 .000 .000 .00 CD 14 4 1 .000 2.000 0.000 .000 .000 .00 CD 15 4 1 .000 3.500 0.000 .000 .000 .00 CD 16 4 1 .000 6.500 0.000 .000 .000 .00 CD 17 2 0 .000 6.000 10.000 .000 .000 .00 CD 37 4 1 .000 1.500 .000 .000 .000 .00 Q 723.800 .0 1 FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1000-000 1628.270 6.043 1634.313 1332.60 22.05 7.55 1641.86 1.68 8.00 10.00 8.000 10.000 1 .00 1 0 .0 124.580 1 .0124 .0110 1.37 7.72 1.58 5.83 .014 .00 .00 BOX 1124.580 1629.810 6.161 1635.971 1332.60 21.63 7.26 1643.24 .00 8.00 10.00 8.000 10.000 .00 0 .0 57.370 .0125 .0105 .60 6.16 1.54 5.80 .014 .00 .00 BOX 1181.950 1630.530 6.250 1636.780 1332.60 21.32 7.06 1643.84 .16 8.00 10.00 8.000 10.000 .00 0 .0 29.330 .0125 1 .0102 .30 6.41 1.50 5.80 .014 .00 .00 BOX 1211.280 1630.898 6.305 1637.203 1332.60 21.14 6.94 1644.14 .16 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0125 .0111 .04 6.46 1.48 .014 .00 .00 BOX 1215.280 1630.948 5.758 1636.706 1295.30 22.49 7.86 1644.56 .00 8.00 10.00 8.000 10.000 .00 0 .0 5.330 .0229 1 .0120 .06 5.76 1.65 4.53 .014 .00 .00 BOX 1220.610 1631.070 5.792 1636.862 1295.30 22.36 7.77 1644.63 .00 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0133 .0119 .04 5.99 1.64 .014 .00 .00 BOX 1223.610 1631.110 5.781 1636.891 1294.30 22.39 7.78 1644.67 .20 8.00 10.00 8.000 10.000 .00 0 .0 60.260 .0113 .0120 .72 5.98 1.64 5.91 .014 .00 .00 BOX 1283.870 1631.790 5.755 1637.532 1294.30 22.49 7.85 1645.40 .18 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0125 .0122 .05 5.94 1.65 .014 .00 .00 BOX 1287.870 1631.840 5.684 1637.524 1289.00 22.68 7.99 1645.51 .18 8.00 10.00 8.000 10.000 .00 0 .0 202.830 .0124 .0124 2.51 5.87 1.68 S.69 .014 .00 .00 BOX FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1490.700 1634.350 5.683 1640.033 1289.00 22.68 7.99 1648.02 .00 1 8.00 10.00 8.000 1 10.000 1 .00 1 0 .0 150.280 .0124 .0124 1.86 5.68 1.68 5.67 .014 .00 .00 BOX 1640.980 1636.220 5.688 1641.918 1289.00 22.66 7.97 1649.88 8.00 8.00 10.00 8.000 10.000 1 .00 1 0 .0 JUNCT STR .0125 .0129 .05 8.00 1.67 .014 .00 .00 BOX 1644.980 1636.270 5.503 1641.773 1288.00 23.41 8.51 1650.28 .00 8.00 10.00 8.000 10.000 1 .00 1 0 .0 148.810 .0124 .0138 2.05 5.50 1.76 5.68 .014 .00 .00 BOX 1793.790 1638.115 5.408 1643.522 1288.00 23.82 8.81 1652.33 .00 8.00 10.00 8.000 10.000 1 .00 1 0 .0 237.412 .0124 .0150 3.57 5.41 1.80 5.68 .014 .00 .00 BOX 2031.202 1641.057 5.156 1646.214 1288.00 24.98 9.69 1655.90 .00 8.00 10.00 8.000 10.000 1 .00 1 0 .0 1S5.727 .0124 .0171 2.66 5.16 1.94 5.68 .014 .00 .00 BOX 2186.929 1642.988 4.916 1647.904 1288.00 26.20 10.66 1658.56 .00 8.00 10.00 8.000 10.000 1 .00 1 0 .0 119.561 .0124 .0194 2.32 4.92 2.08 5.68 .014 .00 .00 BOX 2306.490 1644.470 4.687 1649.157 1288.00 27.48 11.72 1660.88 .00 8.00 10.00 8.000 10.000 1 .00 1 0 .0 JUNCT STR .0224 .0211 .53 4.69 2.24 .014 .00 .00 BOX 2331.480 1645.030 4.47S 1649.505 1239.10 27.69 11.90 1661.41 .00 7.81 10.00 8.000 10.000 1 .00 1 0 .0 14.490 .0228 .0216 .31 4.48 2.31 4.39 .014 .00 .00 BOX 2345.970 1645.360 4.479 1649.839 1239.10 27.67 11.89 1661.72 2.38 7.81 10.00 8.000 10.000 1 .00 1 0 .0 JUNCT STR .0230 .0303 .61 6.86 2.30 .014 .00 .00 BOX FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2365.970 1645.820 3.061 1648.881 741.30 30.27 14.23 1663.11 1 .00 1 6.44 1 8.00 1 8.000 1 8.000 1 .00 1 0 .0 39.030 1 .0225 .0405 1.58 3.06 3.05 3.75 .014 .00 .00 BOX 2405.000 1646.700 2.980 1649.680 741.30 31.09 15.01 1664.69 .00 6.44 8.00 8.000 8.000 .00 0 .0 5.073 1 .1089 .0413 .21 2.98 3.17 2.13 .014 .00 .00 BOX 2410.073 1647.253 3.019 1650.271 741.30 30.69 14.63 1664.90 .00 6.44 8.00 8.000 8.000 .00 0 .0 16.687 .1089 .0381 .64 3.02 3.11 2.13 .014 .00 .00 BOX 2426.760 1649.071 3.166 1652.237 741.30 29.27 13.30 1665.54 .00 6.44 8.00 8.000 8.000 .00 0 .0 13.960 .1089 .0334 .47 3.17 2.90 2.13 .014 .00 .00 BOX 2440.719 1650.591 3.321 1653.912 741.30 27.90 12.09 1666.00 .00 6.44 8.00 8.000 8.000 .00 0 .0 11.770 .1089 .0293 .35 3.32 2.70 2.13 .014 .00 .00 BOX 2452.490 1651.874 3.483 1655.357 741.30 26.61 10.99 1666.35 .00 6.44 8.00 8.000 8.000 .00 0 .0 9.970 .1089 .0258 .26 3.48 2.51 2.13 .014 .00 .00 BOX 2462.460 1652.960 3.653 1656.613 741.30 25.36 9.99 1666.60 .00 6.44 8.00 11.000 8.000 .00 0 .0 TRANS STR 1 .1975 .0195 .39 3.65 2.34 .014 .00 .00 RECTANG 2482.460 1656.910 3.524 1660.434 741.30 21.04 6.87 1667.31 .00 5.55 10.00 6.000 10.000 .00 0 .0 JUNCT STR 1 .0270 .0157 .16 3.52 1.97 .014 .00 .00 RECTANG 2492.460 1657.180 3.344 1660.524 723.80 21.65 7.28 1667.80 .00 5.46 10.00 6.000 10.000 .00 0 .0 19.723 .0274 .0160 .32 3.34 2.09 2.79 .014 .00 .00 RECTANG FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert I Depth I water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station Elev (FT) Elev (CPS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2512.183 1657.721 3.413 1661.135 723.80 21.21 6.98 1668.12 1 00 1 5.46 1 10.00 1 6.000 10.000 1 00 1 0 .0 36.397 1 .0274 .0146 .53 3.41 2.02 2.79 .014 .00 00 RECTANG 2548.S80 1658.720 3.S80 1662.300 723.80 20.22 6.35 1668.65 .00 5.46 10.00 6.000 10.000 .00 0 .0 WALL EXIT 2548.580 1658.720 3.579 1662.298 723.80 20.23 6.35 1668.65 .00 1 4.50 10.00 4.500 10.000 .00 1 0 .0 22.000 .0277 .0130 .28 3.S8 1.88 2.78 .014 .00 .00 BOX 2570.580 1659.330 3.717 1663.047 723.80 19.47 5.89 1668.94 .00 5.46 10.00 6.000 10.000 .00 1 0 .0 1.744 .0271 .0122 .02 3.72 1.78 2.80 .014 .00 .00 RECTANG 2S72.324 16S9.377 3.729 1663.106 723.80 19.41 5.85 1668.96 .00 S.46 10.00 6.000 10.000 .00 1 0 .0 22.348 .0271 .0114 .26 3.73 1.77 2.80 .014 .00 .00 RECTANG 2594.672 1659.982 3.911 1663.893 723.80 18.51 S.32 1669.21 .00 5.46 10.00 6.000 10.000 1 .00 1 0 .0 17.1S8 .0271 .0100 .17 3.91 1.65 2.80 .014 .00 .00 RECTANG 2611.830 1660.447 4.101 1664.548 723.80 17.65 4.84 1669.38 .00 5.46 10.00 6.000 10.000 .00 1 0 .0 13.096 .0271 .0088 .12 4.10 1.54 2.80 .014 .00 .00 RECTANG 2624.927 1660.801 4.302 1665.103 723.80 16.83 4.40 1669.50 .00 5.46 10.00 6.000 10.000 .00 0 .0 9.804 .0271 .0077 .08 4.30 1.43 2.80 .014 .00 .00 RECTANG 2634.730 1661.067 4.512 1665.578 723.80 16.04 4.00 1669.57 .00 5.46 10.00 6.000 10.000 .00 0 .0 7.056 .0271 .0068 .05 4.51 1.33 2.80 .014 .00 .00 RECTANG FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time:10:31:44 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase WtI INc, Wth Station I Elev (FT) Elev (CPS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2641.787 1661.258 4.732 1665.990 723.80 15.30 3.63 1669.62 00 5.46 10.00 6.000 10.000 00 0 .0 4.709 .0271 I I 1 .0060 .03 4.73 1.24 2.80 .014 .00 .00 RECTANG 2646.495 1661.385 4.963 1666.348 723.80 14.58 3.30 1669.65 .00 5.46 10.00 6.000 10.000 .00 0 .0 2.661 .0271 OOS3 .01 4.96 1.15 2.80 .014 .00 .00 RECTANG 2649.156 16G1.457 5.205 1666.662 723.80 13.91 3.00 1669.66 .00 5,46 10.00 6.000 10.000 .00 0 .0 .844 .0271 .004G .00 5.20 1.07 2.80 .014 .00 .00 RECTANG 2650.000 -I- 1661.480 -I- 5.460 -I- 1666.940 -I- 723.80 -I- 13.26 -I- 2.73 -I- 1669.67 -I- .00 -I- 5.46 -I- 10.00 -I- 6.000 -I- 10.000 -I- .00 0 .0 I-