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HomeMy WebLinkAboutTract 16290i E HYDRAULIC STjJDY FOR 10 TRACT MAP NO. 16290 CITY OF FONTANA, CALIFORNIA PREPARED FOR: CENTEX HOMES 2280 WARDLOW CIRCLE, SUITE 150 CORONA, CA. 92880 PREPARED BY: Ic A E I - CA S C ENGINEERING 937 SOUTH VIA LATA, SUITE 500 COLTON, CA 92324 (909) 783 -0101 • FAx (909) 783 -0108 REVISED NOVEMBER 3 2005 APRIL 4 2005 �J HYDROLOGY STUDY FOR TRACT 16290 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. 0, TOR,q y < F x Aric M Date REVIEWED BY MLLDAN TM CIVIL ENG FOR GENERAL CONFORMANCCE WITH APPLICABLE CITY STANDARDS. ACCEPTANCE BY THE REVIEWER OF ANY ELEMENTS OF THE ENGINEERING DOCUMENT DOES NOT CONSTITUTE A WARRANTY AND DOES NOT RELIEVE THE APPLICANT OR APPLICANTS CONSULTANTS OF FULL AMONSIB N.ITY FOR COMPLIANCE WITH CODES AND A DARDS. f( 1� SIGNATURE I I DATE A )n, RCE Engineer No. 66 EXPJ!�j )�#"cfVI Seal O: \word processing \job related\526 - Centcx\52641 - Tract 16290 -1, -2 & RReports and Studies\HYDRAULIC STUDY REPORT 16290 -1.doc HYDROLOGY AND HYDRAULIC STUDY FOR TRACT 16290 COYOTE CANYON TABLE OF CONT 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 APENDICES APPENDIX A: 16290 RATIONAL METHOD HYDROLOGY CALCULATIONS 100 -YEAR APPENDIX A.1: AREA A (USER DEFINE) APPENDIX A.2: AREA A APPENDIX B: 16290 RATIONAL METHOD HYDROLOGY CALCULATIONS 25 -YEAR APPENDIX B 1: AREA A (USER DEFINE) APPENDIX B.2: AREA A APPENDIX C STREET CAPACITY CALCULATIONS APPENDIX C.1: 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 CA: 1 /2 STREET FLOW FOR 68' RIGHT OF WAY APPENDIX C.5: CAPACITY CALCULATIONS USING DEPTH EQUAL TO TC FOR 68' ROW APPENDIX C.6: CAPACITY CALCULATIONS USING DEPTH EQUAL TO ROW FOR 68' ROW APPENDIX D: CATCH BASIN CALCULATIONS FOR TRACT 16290 1 O.\word procming \job mlated\526 - Centex\52641 - Tract 16290 -1, -2 & FTwportc and Studies\HYDRAULIC STUDY REPORT 16290 doc AEI•CASC ENGINEERING HYDROLOGY AND HYDRAULIC STUDY FOR TRACT 16290 COYOTE C ANYON APPENDIX D.1: APPENDIX D.2: APPENDIX D.3: APPENDIX DA: APPENDIX D.5: APPENDIX D.6: APPENDIX D.7: APPENDIX D.8: APPENDIX E: APPENDIX E.1: APPENDIX E.2: APPENDIX E.3: APPENDIX EA: APPENDIX E.5: APPENDIX E.6: APPENDIX E.7: APPENDIX E.8: LINE "C -3" LAT. "C -3C" & C.P. "D -1" C.P. "D" C.P. "F C.P. "F' C.P. "J" C.P. ° 1 K „ C.P. "L STORM DRAIN CALCULATIONS FOR TRACT 16290 LINE "C -3" LAT. "C -3C" C.P. "D" & C.P. "D -1" C.P. "F C.P. "F' C.P. 66 C.P. "K" C.P. "L EXHIBITS EXHIBIT A: EXHIBIT B: EXHIBIT C: EXHIBIT D: EXHIBIT E: EXHIBIT F: HYDROLOGY MAP DRAINAGE FACILITIES MAP SOILS MAP ISOHEYTAL MAPS FLOW DIAGRAM LINE "C" INFRASTRUCTURE STORM DRAIN EXCERPTS 2 O: \word processing \job related\526 - Centex\52641 -Tract 16290 -1, -2 & F aeports and Studies\HYDRAMC STUDY REPORT 16290.doc AEI•CASC ENGINEERING HYDROLOGY AND HYDRAULIC STUDY FOR TRACT 16290 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 plans for Tract Map No 16290. 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 solve the drainage problems. 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. OAword processing \job rcblcd\526 - Centex\52641 - Tract 16290.1, -2 & P \Reports and Studia\HYDRAUM STUDY REPORT 16290.doc AEI -CASC ENGINEERING HYDROLOGY AND HYDRAULIC STUDY FOR TRACT 16290 COYOTE CAN 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 B includes the hydrological result associated with the 25 -year and 100 -year storm events for Tract Map No. 16290. Exhibit A is provided to illustrate the "Onsite Hydrology Map" for the above mentioned Tract. HYDRAULIC ANALYSES This portion of the report has been prepared to discuss the hydraulic conditions for the proposed storm drain systems and is a complement of the storm drain improvement plans. In order to determine the locations of the proposed catch basins and limits of the 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. 4 Wword processing \job related\526 - Centex\52641 - Tract 16290.1, -2 & FReports and Studies\HYDRAULIC STUDY REPORT 16290.&C AEI•CASC ENGINEERING HYDROLOGY AND HYDRAULIC STUDY FOR TRACT 16290 COYOTE C ANYON Based upon the hydraulic evaluation, a total of 9 catch basins are required. The catch basins are shown on the Improvement Plans. TRACT 16290 Tract 16290 is a 55.6 acre site that consists of approximately 111 residential lots. Tract 16290 is bounded by the Southern California Edison Transmission Line easement to the north, Coyote Canyon Road to the south, Roadrunner Road to the east, and the proposed Line Storm Drain to the west. The runoff emanating from the tract will be collected by the following three proposed drainage system: Line C -3 Line C -3 is an infrastructure storm drain system located within Coyote Canyon Road and extends into Tract 16290 and is the major drainage system that collects the on- site runoff north from Tract 16290. Line C -3 storm drain improvements will consist of 4 proposed connector pipes and 6 catch basins. The catch basins will be 21 feet in length and intercept a total of 76.9 ft /s for the 100 -year storm event. It should be noted that the bypass flows to CB "I" from Coyote canyon Road were assumed to bypass because the ponded depth for CB "I" exceeded the crown. These bypass flows will be intercepted by the Infrastructure catch basins and storm drain system. Lateral C -3C Lateral C -3C is a storm drain system that has been designed as part of the Coyote Canyon Road Infrastructure approximately 350 feet in length and collects runoff from the northwesterly portion of Tract 16290. The storm drain system will consist of a 30 -inch RCP storm drain that discharges into Line C -3. The storm drain will intercept runoff with three proposed catch basins. The catch basins will be 21 feet in length and intercept a total of 31.4 ft /s for the 100 -year storm event. It should be noted that in the catch basin analysis that catch basin "E" was analyzed as a "flow by" condition, but is a "sump" condition. The reason this was analyzed as a flow by is because the available depth of ponding is limited to approximately 0.2', thus the catch basin will perform and act as a flow by for the large 100 -yr storm event. Flows which exit Tract 16290 into Coyote Canyon Road will be intercepted via the Infrastructure Storm Drain. These flows are minimal (11.0 ft /s and 3.4 ft'/s) and will not impact the proposed roadway. One "dry" lane (12) in each direction will be maintained for the 100 -yr storm event. Please see Exhibit "F" for the proposed storm drain improvements and related information. A 0 \word processing \job related\526 - Centex\52641 - Tract 16290.1, -2 & FRq*M and Smdies\HYDRAUUC STUDY REPORT 16290.doc AEI•CASC ENGINEERING HYDROLOGY AND HYDRAULIC STUDY FOR TRACT 16290 COYOTE CANYON CONCLUSIONS Based on the final hydraulic analyses included in this report, the following conclusions shall be noted: 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 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, to provide adequate flood protection. 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 6 0Aword processing\job related,526 - Centex\52641 - Tray 16290.1, -2 & F\Reports and Studies\HYDRAULIC STUDY REPORT 16290.&c AEI•CASC ENGINEERING APPENDICES A APPENDIX A: , 16290 RATIONAL METHOD HYDROLOGY CALCULATIONS 100 - YEAR O: \word processing \job related\526 - Centex\52641 - Tract 16290 -1, -2 & F\Reports and Studies\HYDRAULIC STUDY REPORT 16290.doc IX A.1: AREA A APPEND (USER DEFINE) A San Bernardino County Rational Hydrology Program �. (Hydrology Manual Date - August 1986) Y 9Y CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 07/26/05 COYOTE CANYON - 52641 100 YEAR RATIONAL METHOD ANALYSIS TRACT 16290 -F, AREA A (USER DEFINE) FN: ARAOOUD.RSB ------------------------------------------------------------- - - - - -- Program License Serial Number 5004 ----------------------------------------------------------------- ********* 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 101.000 * * ** 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 = 937.000(Ft.) Top (of initial area) elevation = 1764.400(Ft.) Bottom (of initial area) elevation = 1703.700(Ft.) Difference in elevation = 60.700(Ft.) Slope = 0.06478 s(%)= 6.48 TC = k(0.412) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.998 min. Rainfall intensity = 4.428(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.781 Subarea runoff = 11.755(CFS) Total initial stream area = 3.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 104.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1703.700(Ft.) End of street segment elevation = 1696.500(Ft.) Length of street segment = 277.000(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 = 12.915(CFS) Depth of flow = 0.460(Ft.), Average velocity = 4.767(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.146(Ft.) Flow velocity = 4.77(Ft /s) Travel time = 0.97 min. TC = 11.97 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 = 4.210(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 = 2.265(CFS) for 0.900(Ac.) Total runoff = 14.020(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 = 14.020(CFS) Half street flow at end of street = 14.020(CFS) Depth of flow = 0.470(Ft.), Average velocity = 4.863(Ft/s) Flow width (from curb towards crown)= 16.674(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 104.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.300(Ac.) Runoff from this stream = 14.020(CFS) Time of concentration = 11.97 min. Rainfall intensity = 4.210(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 104.000 * * ** 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 = 953.000(Ft.) Top (of initial area) elevation = 1758.200(Ft.) Bottom (of initial area) elevation = 1696.500(Ft.) Difference in elevation = 61.700(Ft.) Slope = 0.06474 s( %)= 6.47 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.074 min. Rainfall intensity = 4.410(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.780 Subarea runoff = 8.258(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 104.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 8.258(CFS) Time of concentration = 11.07 min. Rainfall intensity = 4.410(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 103.000 to Point /Station 104.000 * * ** 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) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 104.000 * * ** 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 = 953.000(Ft.) Top (of initial area) elevation = 1758.200(Ft.) Bottom (of initial area) elevation = 1696.500(Ft.) Difference in elevation = 61.700(Ft.) Slope = 0.06474 s( %)= 6.47 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.074 min. Rainfall intensity = 4.410(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.780 Subarea runoff = 8.258(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 104.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 8.258(CFS) Time of concentration = 11.07 min. Rainfall intensity = 4.410(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 103.000 to Point /Station 104.000 * * ** 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 = 845.000(Ft.) Top (of initial area) elevation = 1758.800(Ft.) Bottom (of initial area) elevation = 1696.500(Ft.) Difference in elevation = 62.300(Ft.) Slope = 0.07373 s( %)= 7.37 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.283 min. Rainfall intensity = 4.610(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.785 Subarea runoff = 9.416(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.600(Ac.) Runoff from this stream = 9.416(CFS) Time of concentration = 10.28 min. Rainfall intensity = 4.610(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr). Area averaged Pervious ratio (Ap) = 0.6000 1C Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 14.02 4.300 11.97 0.587 4.210 2 8.26 2.400 11.07 0.587 4.410 3 9.42 2.600 10.28 0.587 4.610 Qmax (1) _ 1.000 * 1.000 * 14.020) + 0.948 * 1.000 * 8.258) + 0.900 * 1.000 * 9.416) + = 30.323 Qmax(2) _ 1.055 * 0.925 * 14.020) + 1.000 * 1.000 * 8.258) + 0.950 * 1.000 * 9.416) + = 30.897 Qmax(3) _ 1.111 * 0.859 * 14.020) + 1.052 * 0.929 * 8.258) + 1.000 * 1.000 * 9.416) + = 30.867 Total of 3 main streams to confluence: Flow rates before confluence point: 15.020 9.258 10.416 Maximum flow rates at confluence using above data: 30.323 30.897 30.867 Area of streams before confluence: 4.300 2.400 2.600 Effective area values after confluence: Q 9.300 8.979 8.524 Results of confluence: Total flow rate = 30.897(CFS) Time of concentration = 11.074 min. Effective stream area after confluence = 8.979(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 9.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.000 to Point /Station 105.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1696.500(Ft.) End of street segment elevation = 1691.500(Ft.) Length of street segment = 125.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(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 = 30.940(CFS) Depth of flow = 0.554(Ft.), Average velocity = 6.951(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.853(Ft.) Flow velocity = 6.95(Ft /s) Travel time = 0.30 min. TC = 11.37 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) The area added to the existing stream causes a a lower flow rate of Q = 30.668(CFS) therefore the upstream flow rate of Q = 30.897(CFS) is being used Rainfall intensity = 4.340(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.778 Subarea runoff = 0.000(CFS) for 0.100(Ac.) Total runoff = 30.897(CFS) Effective area this stream = 9.08(Ac.) Total Study Area (Main Stream No. 1) = 9.40(Ac.) • Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 30.897(CFS) Half street flow at end of street = 30.897(CFS) Depth of flow = 0.554(Ft.), Average velocity = 6.949(Ft/s) Flow width (from curb towards crown)= 20.842(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.000 to Point /Station 105.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.079(Ac.) Runoff from this stream = 30.897(CFS) Time of concentration = 11.37 min. Rainfall intensity = 4.340(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 113.000 to Point /Station 105.000 * * ** 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 = 495.000(Ft.) Top (of initial area) elevation = 1707.100(Ft.) Bottom (of initial area) elevation = 1691.500(Ft.) Difference in elevation = 15.600(Ft.) Slope = 0.03152 s( %)= 3.15 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.841 min. Rainfall intensity = 4.734(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.788 Subarea runoff = 2.239(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.000 to Point /Station 105.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.600(Ac.) Runoff from this stream = 2.239(CFS) Time of- concentration = 9.84 min. Rainfall intensity = 4.734(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: N Stream Area Flow rate No. (Ac.) (CFS) 1 30.90 2 2.24 Qmax(1) _ 1.000 * 0.905 * Qmax(2) _ 1.105 * 1.000 * 9.079 0.600 TC Fm (min) (In /Hr) 11.37 0.587 9.84 0.587 1.000 * 30.897) + 1.000 * 2.239) + _ 0.865 * 30.897) + 1.000 * 2.239) + _ Rainfall Intensity (In /Hr) 4.340 4.734 32.924 31.778 Total of 2 main streams to confluence: Flow rates before confluence point: 31.897 3.239 Maximum flow rates at confluence using above data: 32.924 31.778 Area of streams before confluence: 9.079 0.600 Effective area values after confluence: 9.679 8.456 Results of confluence: Total flow rate = 32.924(CFS) Time of concentration = 11.373 min. Effective stream area after confluence = 9.679(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 9.68(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 109.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1686.500(Ft.) Downstream point /station elevation = 1686.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.924(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 32.924(CFS) Normal flow depth in pipe = 18.66(In.) Flow top width inside pipe = 24.95(In.) Critical Depth = 23.60(In.) Pipe flow velocity = 11.23(Ft /s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.42 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 109.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** N The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.679(Ac.) Runoff from this stream = 32.924(CFS) Time of concentration = 11.42 min. Rainfall intensity = 4.330(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 106.000 to Point /Station 107.000 * * ** 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 = 759.000(Ft.) Top (of initial area) elevation = 1746.400(Ft.) Bottom (of initial area) elevation = 1696.600(Ft.) Difference in elevation = 49.800(Ft.) Slope = 0.06561 s(%)= . 6.56 TC = k(0.412) *[(length ^ 3) /(elevation change)] ^0.2 Initial area time of concentration = 10.083 min. Rainfall intensity = 4.665(In /Hr) for a 100.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 9.910(CFS) Total initial stream area = 2.700(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 107.000 to Point /Station 108.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1696.600(Ft.) End of street segment elevation = 1691.600(Ft.) Length of street segment = 131.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(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 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 109.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1686.600(Ft.) Downstream point /station elevation = 1686.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.992(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.992(CFS) Normal flow depth in pipe = 11.05(In.) Flow top width inside pipe = 13.21(In.) Critical Depth = 14.20(In.) Pipe flow velocity = 10.31(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 109.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 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 = 9.987(CFS) Depth of flow = 0.407(Ft.), Average velocity = 5.179(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.512(Ft.) Flow velocity = 5.18(Ft /s) Travel time = 0.42 min. TC = 10.50 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 = 4.552(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.784 Subarea runoff = 0.082(CFS) for 0.100(Ac.) Total runoff = 9.992(CFS) Effective area this stream = 2.80(Ac.) Total Study Area (Main Stream No. 2) = 12.80(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 9.992(CFS) Half street flow at end of street = 9.992(CFS) Depth of flow = 0.407(Ft.), Average velocity = 5.180(Ft /s) Flow width (from curb towards crown)= 13.515(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 109.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1686.600(Ft.) Downstream point /station elevation = 1686.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.992(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.992(CFS) Normal flow depth in pipe = 11.05(In.) Flow top width inside pipe = 13.21(In.) Critical Depth = 14.20(In.) Pipe flow velocity = 10.31(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 109.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.800(Ac.) Runoff from this stream = 9.992(CFS) Time of concentration = 10.54 min. Rainfall intensity = 4.543(In/Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 32.92 9.679 11.42 0.587 4.330 2 9.99 2.800 10.54 0.587 4.543 Qmax(1) _ 1.000 * 1.000 * 32.924) + 0.946 * 1.000 * 9.992) + = 42.376 Qmax(2) _ 1.057 * 0.923 * 32.924) + 1.000 * 1.000 * 9.992) + = 42.110 Total of 2 main streams to confluence: Flow rates before confluence point: 33.924 10.992 Maximum flow rates at confluence using above data: 42.376 42.110 Area of streams before confluence: 9.679 2.800 Effective area values after confluence: 12.479 11.732 Results of confluence: Total flow rate = 42.376(CFS) Time of concentration = 11.418 min. Effective stream area after confluence = 12.479(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 12.48(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.000 to Point /Station 109.500 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1686 :000(Ft.) Downstream point /station elevation = 1685.400(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.376(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 42.376(CFS) Normal flow depth in pipe = 23.20(In.) Flow top width inside pipe = 25.12(In.) Critical Depth = 26.13(In.) Pipe flow velocity = 10.41(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.50 min. Process from Point /Station 109.000 to Point /Station 109.500 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.479(Ac.) Runoff from this stream = 42.376(CFS) Time of concentration = 11.50 min. Rainfall intensity = 4.312(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 110.000 to Point /Station 111.000 * * ** 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 = 381.000(Ft.) Top (of initial area) elevation = 1707.100(Ft.) Bottom (of initial area) elevation = 1694.200(Ft.) Difference in elevation = 12.900(Ft.) Slope = 0.03386 s(%)= 3.39 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.736 min. Rainfall intensity = 5.084(In /Hr) for a 100.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 2.024(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) year storm is C = 0.796 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 109.500 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1689.200(Ft.) Downstream point /station elevation = 1685.400(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.024(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.024(CFS) Normal flow depth in pipe = 5.25(In.) Flow top width inside pipe = 8.87(In.) Critical Depth = 7.74(In.) Pipe flow velocity = 7.57(Ft /s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 8.97 min. C� A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 109.500 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.500(Ac.) Runoff from this stream = 2.024(CFS) Time of concentration = 8.97 min. Rainfall intensity = 5.005(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 42.38 12.479 11.50 0.587 4.312 2 2.02 0.500 8.97 0.587 5.005 Qmax(1) _ 1.000 * 1.000 * 42.376) + 0.843 * 1.000 * 2.024) + = 44.082 Qmax(2) _ 1.186 * 0.780 * 42.376) + 1.000 * 1.000 * 2.024) + = 41.227 Total of 2 main streams to confluence: Flow rates before confluence point: 43.376 3.024 Maximum flow rates at confluence using above data: 44.082 41.227 Area of streams before confluence: 12.479 0.500 Effective area values after confluence: 12.979 10.233 Results of confluence: Total flow rate = 44.082(CFS) Time of concentration = 11.498 min. Effective stream area after confluence = 12.979(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 12.98(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.500 to Point /Station 115.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1685.400(Ft.) Downstream point /station elevation = 1663.600(Ft.) Pipe length = 430.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.082(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 44.082(CFS) Normal flow depth in pipe = 17.25(In.) Flow top width inside pipe = 21.58(In.) Critical depth could not be calculated. Pipe flow velocity = 18.25(Ft /s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 11.89 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.500 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 = 12.979(Ac.) Runoff from this stream = 44.082(CFS) Time of concentration = 11.89 min. Rainfall intensity = 4.226(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 112.000 to Point /Station 114.000 * * ** 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 = 435.000(Ft.) Top (of initial area) elevation = 1690.300(Ft.) Bottom (of initial area) elevation = 1672.800(Ft.) Difference in elevation = 17.500(Ft.) Slope = 0.04023 s(%)= 4.02 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 5.028(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.795 Subarea runoff = 3.198(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.000 to Point /Station 115.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Total of 2 main streams to confluence: Flow rates before confluence point: 45.082 4.198 Maximum flow rates at confluence using above data: 46.706 43.496 Area of streams before confluence: 12.979 0.800 Effective area values after confluence: 13.779 10.537 Results of confluence: Total flow rate = 46.706(CFS) Time of concentration = 11.891 min. Upstream point /station elevation = 1667.800(Ft.) Downstream point /station elevation = 1663.600(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.198(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.198(CFS) Normal flow depth in pipe = 4.08(In.) Flow top width inside pipe = 8.96(In.) Critical depth could not be calculated. Pipe flow velocity = 16.43(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.92 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.000 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 = 0.800(Ac.) Runoff from this stream = 3.198(CFS) Time of concentration = 8.92 min. Rainfall intensity = 5.021(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 44.08 12.979 11.89 0.587 4.226 2 3.20 0.800 8.92 0.587 5.021 Qmax(1) _ 1.000 * 1.000 * 44.082) + 0.821 * 1.000 * 3.198) + = 46.706 Qmax(2) _ 1.219 * 0.750 * 44.082) + 1.000 * 1.000 * 3.198) + = 43.496 Total of 2 main streams to confluence: Flow rates before confluence point: 45.082 4.198 Maximum flow rates at confluence using above data: 46.706 43.496 Area of streams before confluence: 12.979 0.800 Effective area values after confluence: 13.779 10.537 Results of confluence: Total flow rate = 46.706(CFS) Time of concentration = 11.891 min. Effective stream area after confluence = 13.779(Ac.) Adwk Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) W Study area total = 13.78(Ac.) End of computations, Total Study Area = 14.10 (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 A APPENDIX A. AREA A A X N 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: 09/14/05 ------------------------------------------------------------------ - - - - -- COYOTE CANYON - 52641 100 YEAR RATIONAL METHOD ANALYSIS TRACT 16290 -F, AREA A FN: ARAOO.RSB Program License Serial Number 5004 ------------------------------------------------------------------------ ********* 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 201.100 to Point /Station 201.200 * * ** 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 = 239.000(Ft.) Top (of initial area) elevation = 1758.200(Ft.) Bottom (of initial area) elevation = 1746.300(Ft.) Difference in elevation = 11.900(Ft.) Slope = 0.04979 s(%)= 4.98 TC = k(0.412) *[(length"3) /(elevation change))'0.2 Initial area time of concentration = 6.712 min. Rainfall intensity = 5.955(In /Hr) for a 100. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 0.966(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) 0 year storm is C = 0.811 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ± + + + + + + + + + + + + + + ++ Process from Point /Station 201.200 to Point /Station 201.000 I * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1746.300(Ft.) End of street segment elevation = 1720.500(Ft.) Length of street segment = 464.000(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 = 2.595(CFS) Depth of flow = 0.277(Ft.), Average velocity = 4.383(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.996(Ft.) Flow velocity = 4.38(Ft /s) Travel time = 1.76 min. TC = 8.48 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 = 5.177(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.798 Subarea runoff = 3.165(CFS) for 0.800(Ac.) Total runoff = 4.132(CFS) Effective area this stream = 1.00(Ac.) Total Study Area (Main Stream No. 1) = 1.00(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 4.132(CFS) Half street flow at end of street = 4.132(CFS) Depth of flow = 0.310(Ft.), Average velocity = 4.858(Ft /s) Flow width (from curb towards crown)= 8.649(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1720.500(Ft.) End of street segment elevation = 1683.200(Ft.) Length of street segment = 890.000(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 2 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 = 9.574(CFS) Depth of flow = 0.397(Ft.), Average velocity = 5.312(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.038(Ft.) Flow velocity = 5.31(Ft /s) Travel time = 2.79 min. TC = 11.27 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 = 4.364(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.779 Subarea runoff = 10.827(CFS) for 3.400(Ac.) Total runoff = 14.959(CFS) 1C Effective area this stream = 4.40(Ac.) Total Study Area (Main Stream No. 1) = 4.40(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = ' 14.959(CFS) Half street flow at end of street = 14.959(CFS) Depth of flow = 0.448(Ft.), Average velocity = 5.918(Ft /s) Flow width (from curb towards crown)= 15.572(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 206.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.400(Ac.) Runoff from this stream = 14.959(CFS) Time of concentration = 11.27 min. Rainfall intensity = 4.364(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 100.000 to Point /Station 202.000 * * ** INITIAL AREA EVALUATION * * ** r RESIDENTIAL(3 - 4 dwl /acre) 3 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: N Subarea runoff = 11.432(CFS) Total initial stream area = 3.500(Ac Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) Initial area flow distance = 964.000(Ft.) Top (of initial area) elevation = 1764.400(Ft.) Bottom (of initial area) elevation = 1720.500(Ft.) Difference in elevation = 43.900(Ft.) Slope = 0.04554 s(%)= 4.55 TC = k(0.412) *[(length "3) /(elevation change)] Initial area time of concentration = 11.936 min. Rainfall intensity = 4.216(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.775 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 205.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1720.500(Ft.)_ End of street segment elevation = 1693.000(Ft.) Length of street segment = 575.000(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. 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 = 0.424(Ft.), Average velocity = E Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.390(Ft.) Flow velocity = 6.02(Ft /s) Travel time = 1.59 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) = 32.00 500 (Ft.) 13.090(CFS) 023(Ft /s) Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= , 0.587(In /Hr) Rainfall intensity = 3.911(In /Hr) for a 100.0 year storm 4 Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.765 Subarea runoff = 3.228(CFS) for 1.400(Ac.) Total runoff = 14.660(CFS) Effective area this stream = 4.90(Ac.) Total Study Area (Main Stream No. 2) = 9.30(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 14.660(CFS) Half street flow at end of street = 14.660(CFS) Depth of flow = 0.438(Ft.), Average velocity = 6.191(Ft /s) Flow width (from curb towards crown)= 15.051(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.900(Ac.) Runoff from this stream = 14.660(CFS) Time of concentration = 13.53 min. Rainfall intensity = 3.911(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + ± + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 205.000 * * ** 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 = 591.000(Ft.) Top (of initial area) elevation = 1718.300(Ft.) Bottom (of initial area) elevation = 1693.000(Ft.) Difference in elevation = 25.300(Ft.) Slope = 0.04281 s(%)= 4.28 TC = k(0.412) *((length /(elevation change))'0.2 Initial area time of concentration = 9.936 min. Rainfall intensity = 4.706(In /Hr) for a 100.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 5.561(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587 (In /Hr) year storm is C = 0.788 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ Process from Point /Station 203.000 to Point /Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Afsk Stream flow area = 1.500(Ac.) Runoff from this stream = 5.561(CFS) Time of concentration = 9.94 min. Rainfall intensity = 4.706(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** 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 = 597.000(Ft.) Top (of initial area) elevation = 1719.500(Ft.) Bottom (of initial area) elevation = 1693.000(Ft.) Difference in elevation = 26.500(Ft.) Slope = 0.04439 s( %)= 4.44 TC = k(0.412) *[(length /(elevation change)] Initial area time of concentration = 9.905 min. Rainfall intensity = 4.715(In /Hr) for a 100. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 5.945(CFS) Total initial stream area = - 1.600(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) 0 year storm is C = 0.788 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 1.600(Ac.) Runoff from this stream = 5.945(CFS) Time of concentration = 9.90 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 Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 14.66 4.900 13.53 0.587 3.911 2 5.56 1.500 9.94 0.587 4.706 3 5.95 1.600 9.90 0.587 4.715 Qmax (1) _ 0 Top of street segment elevation = 1693.000(Ft.) End of street segment elevation = 1683.200(Ft.) Length of street segment = 271.000(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 = 29.418(CFS) Depth of flow = 0.558(Ft.), Average velocity = 6.378(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 = 2.90(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) 7 1.000 * 1.000 * 14.660) + 0.807 * 1.000 * 5.561) + 0.805 * 1.000 * 5.945) + = 23.935 Qmax (2 ) _ 1.239 * 0.735 * 14.660) + 1.000 * 1.000 * 5.561) + 0.998 * 1.000 * 5.945) + = 24.839 Qmax (3 ) = 1.242 * 0.732 * 14.660) + 1.002 * 0.997 * 5.561) + 1.000 * 1.000 * 5.945) + = 24.833 Total of 3 streams to confluence: Flow rates before confluence point: 14.660 5.561 5.945 Maximum flow rates at confluence using above data: 23.935 24.839 24.833 Area of streams before confluence: 4.900 1.500 1.600 Effective area values after confluence: 8.000 6.699 6.683 Results of confluence: Total flow rate = 24.839(CFS) Time of concentration = 9.936 min. Effective stream area after confluence = 6.699(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) = 8.00(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1693.000(Ft.) End of street segment elevation = 1683.200(Ft.) Length of street segment = 271.000(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 = 29.418(CFS) Depth of flow = 0.558(Ft.), Average velocity = 6.378(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 = 2.90(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) 7 Flow velocity = 6.38(Ft /s) Travel time = 0.71 min. TC = 10.64 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 = 4.516(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.783 Subarea runoff = 9.107(CFS) for 2.900(Ac.) Total runoff = 33.945(CFS) Effective area this stream = 9.60(Ac.) Total Study Area (Main Stream No. 2) = 15.30(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 33.945(CFS) Half street flow at end of street = 33.945(CFS) Depth of flow = 0.579(Ft.), Average velocity = 6.634(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 = 3.97(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 206.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.599(Ac.) Runoff from this stream = 33.945(CFS) Time of concentration = 10.64 min. Rainfall intensity = 4.516(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 210.000 to Point /Station 206.000 * * ** 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 = 896.000(Ft.) Top (of initial area) elevation = 1719.000(Ft.) Bottom (of initial area) elevation = 1683.200(Ft.) �:j Difference in elevation = 35.800(Ft.) Slope = 0.03996 s(%)= 4.00 TC = k(0.412) *((length'3) /(elevation change W0.2 Initial area time of concentration = 11.899 min. Rainfall intensity = 4.224(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.775 Subarea runoff = 9.493(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) N A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 206.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.900(Ac.) Runoff from this stream = 9.493(CFS) Time of concentration = 11.90 min. Rainfall intensity = 4.224(In/Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 14.96 4.400 11.27 0.587 4.364 2 33.95 9.599 10.64' 0.587 4.516 3 9.49 2.900 11.90 0.587 4.224 Qmax(1) _ 1.000 * 1.000 * 14.959) + 0.961 * 1.000 * 33.945) + 1.039 * 0.947 * 9.493) + = 56.930 Qmax (2 ) _ 1.040 * 0.945 * 14.959) + 1.000 * 1.000 * 33.945) + 1.080 * 0.895 * 9.493) + = 57.817 Qmax (3 ) _ 0.963 * 1.000 * 14.959) + 0.926 * 1.000 * 33.945) + 1.000 * 1.000 * 9.493) + = 55.319 Total of 3 main streams to confluence: Flow rates before confluence point: 15.959 34.945 10.493 Maximum flow rates at confluence using above data: 56.930 57.817 55.319 Area of streams before confluence: 4.400 9.599 2.900 Effective area values after confluence: 16.746 16.350 16.899 E Results of confluence: Total flow rate = 57.817(CFS) Time of concentration = 10.644 min. Effective stream area after confluence = 16.350(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 16.90(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 206.000 to Point /Station 211.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1683.200(Ft.) End of street segment elevation = 1676.000(Ft.) Length of street segment = 210.000(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 = 58.722(CFS) Depth of flow = 0.680(Ft.), Average velocity = 7.543(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 = 9.01(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 7.54(Ft /s) Travel time = 0.46 min. TC = 11.11 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 = 4.402(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.780 Subarea runoff = 1.754(CFS) for 1.000(Ac.) Total runoff = 59.571(CFS) Effective area this stream = 17.35(Ac.) Total Study Area (Main Stream No. 1) = 19.20(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 59.571(CFS) Half street flow at end of street = 59.571(CFS) Depth of flow = 0.683(Ft.), Average velocity = 7.572(Ft/s) IN Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 9.15(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 211.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1671.000(Ft.) Downstream point /station elevation = 1660.000(Ft.) Pipe length = 306.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 59.571(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 59.571(CFS) Normal flow depth in pipe = 19.69(In.) Flow top width inside pipe = 28.50(In.) Critical depth could not be calculated. Pipe flow velocity = 17.46(Ft /s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 11.40 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 211.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 17.350(Ac.) Runoff from this stream = 59.571(CFS) Time of concentration = 11.40 min. Rainfall intensity = 4.334(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 208.000 to Point /Station 207.000 * * ** 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 = 533.000(Ft.) Top (of initial area) elevation = 1697.000(Ft.) Bottom (of initial area) elevation = 1672.300(Ft.) Difference in elevation = 24.700(Ft.) Slope = 0.04634 s( %)= 4.63 TC = k(0.412) *[(length"3) /(elevation change)]'0.2 11 { Initial area time of concentration = 9.384 min. Rainfall intensity = 4.871(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.792 Subarea runoff = 6.554(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 207.100 to Point /Station 207.000 * * ** SUBAREA FLOW ADDITION * * ** 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) Time of concentration = 9.38 min. Rainfall intensity = 4.871(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.792 Subarea runoff = 2.699(CFS) for 0.700(Ac.) Total runoff = 9.253(CFS) Effective area this stream = 2.40(Ac.) Total Study Area (Main Stream No. 2) = 21.60(Ac.) Area averaged Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 211.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1666.800(Ft.) Downstream point /station elevation = 1666.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.253(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.253(CFS) Normal flow depth in pipe = 9.39(In.) Flow top width inside pipe = 14.52(In.) Critical Depth = 13.96(In.) Pipe flow velocity = 11.44(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.41 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 211.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 9.253(CFS) 12 Time of concentration = 9.41 min. Rainfall intensity = 4.861(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 211.200 to Point /Station 211.300 * * ** 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 = 441.000(Ft.) Top (of initial area) elevation = 1681.200(Ft.) Bottom (of initial area) elevation = 1672.300(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.02018 s(%)= 2 TC = k(0.412) *[(lengthA3) /(elevation change)]"0.2 Initial area time of concentration = 10.273 min. Rainfall intensity = 4.613(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.786 Subarea runoff = 6.885(CFS) Total initial stream area = 1.900(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.300 to Point /Station 211.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1666.800(Ft.) Downstream point /station elevation = 1663.400(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.885(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.885(CFS) Normal flow depth in pipe = 5.78(In.) Flow top width inside pipe = 11.99(In.) Critical depth could not be calculated. Pipe flow velocity = 18.40(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.29 min. A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.300 to Point /Station 211.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: 13 Results of confluence: Total flow rate = 74.097(CFS) Time of concentration = 11.401 min. Effective stream area after confluence = 21.650(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 21.65(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.100 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1663.400(Ft.) Downstream point /station elevation = 1660.500(Ft.) Pipe length = 210.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 74.097(CFS) 14 In Main Stream number: 3 Stream flow area = 1.900(Ac.) Runoff from this stream = 6.885(CFS) Time of concentration = 10.29 min. Rainfall intensity = 4.608(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (AC.) (CFS) (min) (In /Hr) (In /Hr) 1 59.57 17.350 11.40 0.587 4.334 2 9.25 2.400 9.41 0.587 4.861 3 6.89 1.900 10.29 0.587 4.608 Qmax (1) _ 1.000 * 1.000 * 59.571) + 0.877 * 1.000 * 9.253) + 0.932 * 1.000 * 6.885) + = 74.097 Qmax (2 ) _ 1.141 * 0.826 * 59.571) + 1.000 * 1.000 * 9.253) + 1.063 * 0.915 * 6.885) + = 72.063 Qmax (3 ) _ 1.073 * 0.903 * 59.571) + 0.941 * 1.000 * 9.253) + 1.000 * 1.000 * 6.885) + = 73.304 Total of 3 main streams to confluence: Flow rates before confluence point: 60.571 10.253 7.885 Maximum flow rates at confluence using above data: 74.097 72.063 73.304 Area of streams before confluence: 17.350 2.400 1.900 Effective area values after confluence: 21.650 18.464 19.961 Results of confluence: Total flow rate = 74.097(CFS) Time of concentration = 11.401 min. Effective stream area after confluence = 21.650(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 21.65(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.100 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1663.400(Ft.) Downstream point /station elevation = 1660.500(Ft.) Pipe length = 210.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 74.097(CFS) 14 Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 74.097(CFS) Normal flow depth in pipe = 27.89(In.) Flow top width inside pipe = 30.08(In.) Critical Depth = 32.48(In.) Pipe flow velocity = 12.61(Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 11.68 min. +++++++++++++++++++++++++ t+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.100 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.650(Ac.) Runoff from this stream = 74.097(CFS) Time of concentration = 11.68 min. Rainfall intensity = 4.272(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 209.000 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1660.400(Ft.) 15 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 208.000 to Point /Station 209.000 * * ** 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 = 590.000(Ft.) Top (of initial area) elevation = 1697.000(Ft.) Bottom (of initial area) elevation = 1670.200(Ft.) Difference in elevation = 26.800(Ft.) Slope = 0.04542 s(%)= 4.54 TC = k(0.412) *[(length'3) /(elevation change)) Initial area time of concentration = 9.813 min. Rainfall intensity = 4.742(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.789 Subarea runoff = 6.357(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 209.000 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1660.400(Ft.) 15 Downstream point /station elevation = 1660.000(Ft.) co Pipe length = 30.00(Ft.) Manning's N = 0.013 , No. of pipes = 1 Required pipe flow = 6.357(CFS) y Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.357(CFS) Normal flow depth in pipe = 10.64(In.) Flow top width inside pipe = 13.62(In.) Critical Depth = 12.20(In.) Pipe flow velocity = 6.83(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 9.89 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.700(Ac.) Runoff from this stream = 6.357(CFS) Time of concentration = 9.89 min. Rainfall intensity = 4.721(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 211.300 to Point /Station 212.000 * * ** 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 = 120.000(Ft.) Top (of initial area) elevation = 1672.300(Ft.) Bottom (of initial area) elevation = 1670.300(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01667 s(%)= 1.67 TC = k(0.412) *[(length ^ 3) /(elevation change)]"0.2 Initial area time of concentration = 6.342 min. Rainfall intensity = 6.162(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.814 Subarea runoff = 0.502(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ± + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 16 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** r Upstream point /station elevation = 1660.400(Ft.) Downstream point /station elevation = 1660.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.502(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.502(CFS) Normal flow depth in pipe = 3.96(In.) Flow top width inside pipe = 5.68(In.) Critical Depth = 4.34(In.) Pipe flow velocity = 3.64(Ft /s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 6.48 min. Lq C� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.502(CFS) Time of concentration = 6.48 min. Rainfall intensity = 6.083(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 74.10 21.650 11.68 0.587 4.272 2 6.36 1.700 9.89 0.587 4.721 3 0.50 0.100 6.48 0.587 6.083 Qmax(1) _ 1.000 * 1.000 * 74.097) + 0.891 * 1.000 * 6.357) + 0.670 * 1.000 * 0.502) + = 80.100 Qmax (2 ) Qmax (3 ) 1.122 * 1.000 * 0.752 * 1.492 * 1.330 * 1.000 * 0.847 * 74.097) + 1.000 * 6.357) + 1.000 * 0.502) + = 77.104 0.555 * 74.097) + 0.655 * 6.357) + 1.000 * 0.502) + = 67.356 Total of 3 main streams to confluence: Flow rates before confluence point: 75.097 7.357 1.502 Maximum flow rates at confluence using above data: 80.100 77.104 67.356 Area of streams before confluence: 21.650 1.700 0.100 17 Effective area values after confluence: 23.450 20.127 13.225 Results of confluence: Total flow rate = 80.100(CFS) Time of concentration = 11.678 min. Effective stream area after confluence = 23.450(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 23.45(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1660.000(Ft.) Downstream point /station elevation = 1659.100(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 80.100(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 80.100(CFS) Normal flow depth in pipe = 28.88(In.) Flow top width inside pipe = 28.69(In.) Critical Depth = 33.26(In.) Pipe flow velocity = 13.17(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.75 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.450(Ac.) Runoff from this stream = 80.100(CFS) Time of concentration = 11.75 min. Rainfall intensity = 4.255(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 115.000 to Point /Station 214.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** 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) 18 Rainfall intensity = 4.227(In /Hr) for a 100.0 year storm User specified values are as follows: TC = 11.88 min. Rain intensity = 4.23(In /Hr) Total area this stream = 13.78(Ac.) Total Study Area (Main Stream No. 2) = 39.08(Ac.) Total runoff = 46.72(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1662.400(Ft.) Downstream point /station elevation = 1659.100(Ft.) Pipe length = 85.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.720(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 46.720(CFS) Normal flow depth in pipe = 17.70(In.) Flow top width inside pipe = 25.66(In.) Critical depth could not be calculated. Pipe flow velocity = 16.91(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.97 min. M +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + ++ Process from Point /Station 115.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.782(Ac.) Runoff from this stream = 46.720(CFS) Time of concentration = 11.97 min. Rainfall intensity = 4.210(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 80.10 23.450 11.75 0.587 4.255 2 46.72 13.782 11.97 0.587 4.210 Qmax(1) _ 1.000 * 1.000 * 80.100) + 1.013 * 0.982 * 46.720) + = 126.567 Qmax (2 ) 0.988 * 1.000 * 80.100) + 1.000 * 1.000 * 46.720) + = 125.829 Total of 2 main streams to confluence: Flow rates before confluence point: 81.100 47.720 Maximum flow rates at confluence using above data: 19 126.567 125.829 C11 Area of streams before confluence: 23.450 13.782 ` Effective area values after confluence: 36.988 37.232 Results of confluence: Total flow rate = 126.567(CFS) Time of concentration = 11.754 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) _ Study area average soil loss rate(Fm) _ Study area total = 37.23(Ac.) 36.988(Ac.) 0.600 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 214.000 to Point /Station 219.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1659.100(Ft.) Downstream point /station elevation = 1652.000(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 126.567(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 126.567(CFS) Normal flow depth in pipe = 30.33(In.) Flow top width inside pipe = 37.63 (In. ) Critical Depth = 39.47(In.) Pipe flow velocity = 17.03(Ft /s) Travel time through pipe = 0.33 min. Time of concentration (TC) _ "12.09 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 214.000 to Point /Station 219.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 36.988(Ac.) Runoff from this stream = 126.567(CFS) Time of concentration = 12.09 min. Rainfall intensity = 4.184(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 215.000 to Point /Station 216.000 * * ** 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 Fill Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Ci Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In /Hr) Initial subarea data: Initial area flow distance = 382.000(Ft.) Top (of initial area) elevation = 1669.300(Ft.) Bottom (of initial area) elevation = 1662.100(Ft.) Difference in elevation = 7.200(Ft.) Slope = 0.01885 s(%)= 1.88 TC = k (0.412) *[(length'3) /(elevation change)]"0.2 Initial area time of concentration = 9.833 min. Rainfall intensity = 4.736(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.789 Subarea runoff = 2.987(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +. + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 216.000 to Point /Station 219.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1656.000(Ft.) Downstream point /station elevation = 1652.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.987(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.987(CFS) Normal flow depth in pipe = 3.98(In.) Flow top width inside pipe = 8.94(In.) Critical depth could not be calculated. Pipe flow velocity = 15.85(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.85 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 216.000 to Point /Station 219.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.800(Ac.) Runoff from this stream = 2.987(CFS)_ Time of concentration = 9.85 min. Rainfall intensity = 4.730(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 217.000 to Point /Station 218.000 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(3 - 4 dwl /acre) 21 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 = 884.000(Ft.) Top (of initial area) elevation = 1690.300(Ft.) Bottom (of initial area) elevation = 1662.100(Ft.) Difference in elevation = 28.200(Ft.) Slope = 0.03190 s(%)= 3.19 TC = k(0.412) *[(length'3) /(elevation change)]"0.2 Initial area time of concentration = 12.380 min. Rainfall intensity = 4.125(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.772 Subarea runoff = 3.503(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 218.000 to Point /Station 219.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1656.600(Ft..) Downstream point /station elevation = 1652.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.503(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.503(CFS) Normal flow depth in pipe = 5.54(In.) Flow top width inside pipe = 8.76(In.) Critical depth could not be calculated. Pipe flow velocity = 12.28(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 12.45 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ++ ++ + + + + + ++ Process from Point /Station 218.000 to Point /Station 219.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.503(CFS) Time of concentration = 12.45 min. Rainfall intensity = 4.111(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 22 Total of 3 main streams to confluence: Flow rates before confluence point: 127.567 3.987 4.503 Maximum flow rates at confluence using above data: 132.633 125.078 130.034 Area of streams before confluence: 36.988 0.800 1.100 Effective area values after confluence: 38.856 31.825 38.888 Results of confluence: Total flow rate = 132.633(CFS) Time of concentration = 12.087 min. Effective stream area after confluence = 38.856(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 38.89(Ac.) End of computations, Total Study Area = 40.98 (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 A 23 1 126.57 36.988 12.09 0.587 4.184 2 2.99 0.800 9.85 0.587 4.730 3 3.50 1.100 12.45 0.587 4.111 Qmax (1) = 1.000 * 1.000 * 126.567) + 0.868 * 1.000 * 2.987) + 1.021 * 0.971 * 3.503) + = 132.633 Qmax (2 ) = 1.152 * 0.815 * 126.567) + 1.000 * 1.000 * 2.987) + 1.176 * 0.792 * 3.503) + = 125.078 Qmax (3 ) = 0.980 * 1.000 * 126.567) + 0.851 * 1.000 * 2.987) + 1.000 * 1.000 * 3.503) + = 130.04 Total of 3 main streams to confluence: Flow rates before confluence point: 127.567 3.987 4.503 Maximum flow rates at confluence using above data: 132.633 125.078 130.034 Area of streams before confluence: 36.988 0.800 1.100 Effective area values after confluence: 38.856 31.825 38.888 Results of confluence: Total flow rate = 132.633(CFS) Time of concentration = 12.087 min. Effective stream area after confluence = 38.856(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 38.89(Ac.) End of computations, Total Study Area = 40.98 (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 A 23 APPENDIX B: 16290 RATIONAL METHOD HYDROLOGY CALCULATIONS 25- YEAR D A Mw m APPENDIX B.I : AREA A (USER DEFINE) AO 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: 07/26/05 ------------------------------------------------------------------------ COYOTE CANYON - 52641 100 YEAR RATIONAL METHOD ANALYSIS TRACT 16290 -F, AREA A (USER DEFINE) FN: ARA25UD.RSB Program License Serial Number 5004 ------------------------------------------------------------------------ ********* 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 100.000 to Point /Station 101.000 * * ** 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 = 937.000(Ft.) Top (of initial area) elevation = 1764.400(Ft.) Bottom (of initial area) elevation = 1703.700(Ft.) Difference in elevation = 60.700(Ft.) Slope = 0.06478 s(%)= 6.48 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.998 min. Rainfall intensity = 3.598(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.753 Subarea runoff = 9.214(CFS) Total initial stream area = 3.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ± + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 104.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1703.700(Ft.) End of street segment elevation = 1696.500(Ft.) Length of street segment = 277.000(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 = 10.117(CFS) Depth of flow = 0.430(Ft.), Average velocity = 4.491(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.663(Ft.) Flow velocity = 4.49(Ft /s) Travel time = 1.03 min. TC = 12.03 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 = 3.410(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.745 Subarea runoff = 1.712(CFS) for 0.900(Ac.) Total runoff = 10.927(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 = 10.927(CFS) Half street flow at end of street = 10.927(CFS) Depth of flow = 0.439(Ft.), Average velocity = 4.576(Ft/s) Flow width (from curb towards crown)= 15.117(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 104.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.300(Ac.) Runoff from this stream = 10.927(CFS) Time of concentration = 12.03 min. Rainfall intensity = 3.410(In /Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) N 144 Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 104.000 * * ** 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 = 953.000(Ft.) Top (of initial area) elevation = 1758.200(Ft.) Bottom (of initial area) elevation = 1696.500(Ft.) Difference in elevation = 61.700(Ft.) Slope = 0.06474 s(%)= 6.47 TC = k(0.412) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.074 min. Rainfall intensity = 3.583(In /Hr) for a 25.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 6.472(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 = 0.753 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 104.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 6.472(CFS) Time of concentration = 11.07 min. Rainfall intensity = 3.583(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 103.000 to Point /Station 104.000 * * ** 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 = 845.000(Ft.) Top (of initial area) elevation = 1758.800(Ft.) Bottom (of initial area) elevation = 1696.500(Ft.) Difference in elevation = 62.300(Ft.) Slope = 0.07373 s( %)= 7.37 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.283 min. Rainfall intensity = 3.746(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.759 Subarea runoff = 7.393(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.600(Ac.) Runoff from this stream = 7.393(CFS) Time of concentration = 10.28 min. Rainfall intensity = 3.746(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr). Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 10.93 4.300 12.03 0.587 3.410 2 6.47 2.400 11.07 0.587 3.583 3 7.39 2.600 10.28 0.587 3.746 Qmax(1) _ 1.000 * 1.000 * 10.927) + 0.942 * 1.000 * 6.472) + 0.894 * 1.000 * 7.393) + = 23.632 Qmax(2) _ 1.061 * 0.921 * 10.927) + 1.000 * 1.000 * 6.472) + 0.948 * 1.000 * 7.393) + = 24.162 Qmax (3 ) _ 1.119 * 0.855 * 10.927) + 1.054 * 0.929 * 6.472) + 1.000 * 1.000 * 7.393) + = 24.184 Total of 3 main streams to confluence: Flow rates before confluence point: 11.927 7.472 8.393 Maximum flow rates at confluence using above data: 23.632 24.162 24.184 Area of streams before confluence: 4.300 2.400 2.600 Effective area values after confluence: 9.300 8.960 8.505 Results of confluence: Total flow rate = 24.184(CFS) Time of concentration = 10.283 min. Effective stream area after confluence = 8.505(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 9.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.000 to Point /Station 105.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1696.500(Ft.) End of street segment elevation = 1691.500(Ft.) Length of street segment = 125.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(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 = 24.220(CFS) Depth of flow = 0.516(Ft.), Average velocity = 6.544(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.970(Ft.) Flow velocity = 6.54(Ft /s) Travel time = 0.32 min. TC = 10.60 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) The area added to the existing stream causes a a lower flow rate of Q = 23.942(CFS) therefore the upstream flow rate of Q = 24.184(CFS) is being used Rainfall intensity = 3.678(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.756 Subarea runoff = 0.000(CFS) for 0.100(Ac.) Total runoff = 24.184(CFS) Effective area this stream = 8.61(Ac.) Total Study Area (Main Stream No. 1) = 9.40(Ac.) Area averaged Fm value = 0.587(In /Hr) o Street flow at end of street = 24.184(CFS) Half street flow at end of street = 24.184(CFS) Depth of flow = 0.516(Ft.), Average velocity = 6.542(Ft/s) Flow width (from curb towards crown)= 18.959(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.000 to Point /Station 105.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.605(Ac.) Runoff from this stream = 24.184(CFS) Time of concentration = 10.60 min. Rainfall intensity = 3.678(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 113.000 to Point /Station 105.000 * * ** 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 = 495.000(Ft.) Top (of initial area) elevation = 1707.100(Ft.) Bottom (of initial area) elevation = 1691.500(Ft.) Difference in elevation = 15.600(Ft.) Slope = 0.03152 s(%)= 3.15 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.841 min. Rainfall intensity = 3.846(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.763 Subarea runoff = 1.760(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.000 to Point /Station 105.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.600(Ac.) 1.760(CFS) Runoff from this stream = Time of concentration = 9.84 min. Rainfall intensity = 3.846(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: N� Stream Area Flow rate No. (Ac.) (CFS) 1 24.18 2 1.76 Qmax (1) _ 1.000 * 0.948 * Qmax (2 ) _ 1.054 * 1.000 * 8.605 0.600 TC Fm (min) (In /Hr) 10.60 0.587 9.84 0.587 1.000 * 24.184) + 1.000 * 1.760) + _ 0.928 * 24.184) + 1.000 * 1.760) + _ Rainfall Intensity (In /Hr) 3.678 3.846 25.853 25.429 Total of 2 main streams to confluence: Flow rates before confluence point: 25.184 2.760 Maximum flow rates at confluence using above data: 25.853 25.429 Area of streams before confluence: 8.605 0.600 Effective area values after confluence: 9.205 8.588 Results of confluence: Total flow rate = 25.853(CFS) Time of concentration = 10.601 min. Effective stream area after confluence = 9.205(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 9.21(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 109.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1686.500(Ft.) Downstream point /station elevation = 1686.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.853(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 25.853(CFS) Normal flow depth in pipe = 17.55(In.) Flow top width inside pipe = 21.27(In.) Critical Depth = 21.39(In.) Pipe flow velocity = 10.50(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.65 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 109.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.205(Ac.) Runoff from this stream = 25.853(CFS) Time of concentration = 10.65 min. Rainfall intensity = 3.668(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 106.000 to Point /Station 107.000 * * ** 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 = 759.000(Ft.) owl Top (of initial area) elevation = 1746.400(Ft.) k www" Bottom (of initial area) elevation = 1696.600(Ft.) Difference in elevation = 49.800(Ft.) Slope = 0.06561 s( %)= 6.56 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.083 min. Rainfall intensity = 3.790(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.761 Subarea runoff = 7.785(CFS) Total initial stream area = 2.700(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 108.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1696.600(Ft.) End of street segment elevation = 1691.600(Ft.) Length of street segment = 131.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(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 C 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 = 7.837(CFS) Depth of flow = 0.382(Ft.), Average velocity = 4.886(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.254(Ft.) Flow velocity = 4.89(Ft /s) Travel time = 0.45 min. TC = 10.53 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 = 3.693(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.757 Subarea runoff = 0.043(CFS) for 0.100(Ac.) Total runoff = 7.828(CFS) Effective area this stream = 2.80(Ac.) Total Study Area (Main Stream No. 2) = 12.80(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 7.828(CFS) Half street flow at end of street = 7.828(CFS) Depth of flow = 0.382(Ft.), Average velocity = 4.884(Ft/s) Flow width (from curb towards crown)= 12.248(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 109.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1686.600(Ft.) Downstream point /station elevation = 1686.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.828(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.828(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 14.59(In.) Critical Depth = 13.28(In.) Pipe flow velocity = 9.86(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.56 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 109.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.800(Ac.) Runoff from this stream = 7.828(CFS) Time of concentration = 10.56 min. Rainfall intensity = 3.686(In /Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 25.85 9.205 10.65 0.587 3.668 2 7.83 2.800 10.56 0.587 3.686 Qmax (1) _ 1.000 * 1.000 * 25.853) + 0.994 * 1.000 * 7.828) + = 33.637 Qmax(2) _ 1.006 * 0.992 * 25.853) + 1.000 * 1.000 * 7.828) + = 33.622 Total of 2 main streams to confluence: Flow rates before confluence point: 26.853 8.828 Maximum flow rates at confluence using above data: 33.637 33.622 Area of streams before confluence: 9.205 2.800 Effective area values after confluence: 12.005 11.932 Results of confluence: Total flow rate = 33.637(CFS) Time of concentration = 10.649 min. Effective stream area after confluence = 12.005(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 12.01(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.000 to Point /Station 109.500 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1686.000(Ft.) Downstream point /station elevation = 1685.400(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.637(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 33.637(CFS) Normal flow depth in pipe = 21.94(In.) Flow top width inside pipe = 21.08(In.) Critical Depth = 23.81(In.) Pipe flow velocity = 9�73(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) 10.73 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.000 to Point /Station 109.500 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.005(Ac.) Runoff from this stream = 33.637(CFS) Time of concentration = 10.73 min. Rainfall intensity = 3.651(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 110.000 to Point /Station 111.000 * * ** 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 = 381.000(Ft.) Top (of initial area) elevation = 1707.100(Ft.) Bottom (of initial area) elevation = 1694.200(Ft.) Difference in elevation = 12.900(Ft.) Slope = 0.03386 s( %)= 3.39 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.736 min. Rainfall intensity = 4.131(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.772 Subarea runoff = 1.595(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 109.500 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1689.200(Ft.) Downstream point /station elevation = 1685.400(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.595(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.595(CFS) Normal flow depth in pipe = 4.54(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 6.97(In.) Pipe flow velocity = 7.15(Ft /s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 8.98 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 109.500 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.500(Ac.) Runoff from this stream = 1.595(CFS) Time of concentration = 8.98 min. Rainfall intensity = 4.063(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 33.64 12.005 10.73 0.587 3.651 2 1.59 0.500 8.98 0.587 4.063 Qmax(1) _ 1.000 * 1.000 * 33.637) + _ 0.881 * 1.000 * 1.595) + = 35.042 Qmax(2) _ 1.135 * 0.837 * 33.637) + 1.000 * 1.000 * 1.595) + = 33.524 Total of 2 main streams to confluence: Flow rates before confluence point: 34.637 2.595 Maximum flow rates at confluence using above data: 35.042 33.524 Area of streams before confluence: 12.005 0.500 Effective area values after confluence: 12.505 10.545 Results of confluence: Total flow rate = 35.042(CFS) Time of concentration = 10.735 min. Effective stream area after confluence = 12.505(Ac.) Study area average Pervious fraction(AP) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 12.51(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.500 to Point /Station 115.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1685.400(Ft.) Downstream point /station elevation = 1663.600(Ft.) Pipe length = 430.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.042(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 35.042(CFS) Normal flow depth in pipe = 16.88(In.) Flow top width inside pipe = 16.69(In.) Critical depth could not be calculated. Pipe flow velocity = 16.91(Ft /s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 11.16 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.500 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 = 12.505(Ac.) Runoff from this stream = 35.042(CFS) Time of concentration = 11.16 min. Rainfall intensity = 3.567(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 112.000 to Point /Station 114.000 * * ** 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 = 435.000(Ft.) Top (of initial area) elevation = 1690.300(Ft.) Bottom (of initial area) elevation = 1672.800(Ft.) Difference in elevation = 17.500(Ft.) Slope = 0.04023 s( %)= 4.02 TC = k(0.412) *((length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 4.085(In /Hr) for a 25. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 2.519(CFS) Total initial stream area = 0.800(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 114.000 to Point /Station 115.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1667.800(Ft.) Downstream point /station elevation = 1663.600(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.519(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 2.519(CFS) Normal flow depth in pipe = 4.81(In.) Flow top width inside pipe = 4.78(In.) Critical depth could not be calculated. Pipe flow velocity = 14.93(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.92 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.000 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 = 0.800(Ac.) Runoff from this stream = 2.519(CFS) Time of concentration = 8.92 min. Rainfall intensity = 4.079(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr). Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 35.04 12.505 11.16 0.587 3.567 2 2.52 0.800 8.92 0.587 4.079 Qmax(1) _ 1.000 * 1.000 * 35.042) + 0.853 * 1.000 * 2.519) + = 37.192 Qmax(2) _ 1.172 * 0.800 * 35.042) + 1.000 * 1.000 * 2.519) + = 35.355 Total of 2 main streams to confluence: Flow rates before confluence point: 36.042 3.519 Maximum flow rates at confluence using above data: 37.192 35.355 Area of streams before confluence: 12.505 0.800 Effective area values after confluence: 13.305 10.799 Results of confluence: Total flow rate = 37.192(CFS) Time of concentration = 11.158 min. Effective stream area after confluence = 13.305(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 13.31(Ac.) End of computations, Total Study Area = 14.10 (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 Rel 10 m D APPENDIX B.2: AREA A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) COYOTE CANYON - 52641 25 YEAR RATIONAL METHOD ANALYSIS TRACT 16290 -F, AREA A FN: ARA25.RSB CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 02/01/05 ------------------------------------------------------------------ - - - - -- Program License Serial Number 5004 ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** 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 ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.100 to Point /Station 201.200 * * ** 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 = 239.000(Ft.) Top (of initial area) elevation = 1758.200(Ft.) Bottom (of initial area) elevation = 1746.300(Ft.) Difference in elevation = 11.900(Ft.) Slope = 0.04979 s( %)= 4.98 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.712 min. Rainfall intensity = 4.839(In /Hr) for a 25. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 0.765(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) 0 year storm is C = 0.791 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +..... . + + + + + + + + + + + + + + ++ Process from Point /Station 201.200 to Point /Station 201.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1746.300(Ft.)" End of street segment elevation = 1720.500(Ft.) Length of street segment = 464.000(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 = 2.038(CFS) Depth of flow = 0.261(Ft.), Average velocity = 4.168(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.217(Ft.) Flow velocity = 4.17(Ft /s) Travel time = 1.86 min. TC = 8.57 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 = 4.180(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.774 Subarea runoff = 2.468(CFS) for 0.800(Ac.) Total runoff = 3.234(CFS) Effective area this stream = 1.00(Ac.) Total Study Area (Main Stream No. 1) = 1.00(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 3.234(CFS) Half street flow at end of street = 3.234(CFS) Depth of flow = 0.292(Ft.), Average velocity = 4.598(Ft/s) Flow width (from curb towards crown)= 7.751(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1720.500(Ft.) End of street segment elevation = 1683.200(Ft.) Length of street segment = 890.000(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 = 7.426(CFS) Depth of flow = 0.372(Ft.), Average velocity = 4.998(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.761(Ft.) Flow velocity = 5.00(Ft /s) Travel time = 2.97 min. TC = 11.53 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 = 3.496(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.749 Subarea runoff = 8.289(CFS) for 3.400(Ac.) Total runoff = 11.523(CFS) Effective area this stream = 4.40(Ac.) Total Study Area (Main Stream No. 1) = 4.40(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 11.523(CFS) Half street flow at end of street = 11.523(CFS) Depth of flow = 0.418(Ft.), Average velocity = 5.555(Ft/s) Flow width (from curb towards crown)= 14.042(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 206.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.400(Ac.) Runoff from this stream = 11.523(CFS) Time of concentration = 11.53 min. Rainfall intensity = 3.496(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 i........ + + + + + + +. + + ++ 111..F..F 3.11.+. .. +...... +............ + + + + +.. F . . + +. + + ++ Process from Point /Station 100.000 to Point /Station 202.000 * * ** 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 = 964.000(Ft.) Top (of initial area) elevation = 1764.400(Ft.) Bottom (of initial area) elevation = 1720.500(Ft.) Difference in elevation = 43.900(Ft.) Slope = 0.04554 s( %)= 4.55 TC = k(0.412) *((length ^ 3) /(elevation change)) ^0.2 Initial area time of concentration = 11.936 min. Rainfall intensity = 3.425(In /Hr) for a 25.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 8.942(CFS) Total initial stream area = 3.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) year storm is C = 0.746 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 205.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1720.500(Ft.) End of street segment elevation = 1693.000(Ft.) Length of street segment = 575.000(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 = 10.191(CFS) Depth of flow = 0.397(Ft.), Average velocity = 5.669(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.019(Ft.) Flow velocity = 5.67(Ft /s) Travel time = 1.69 min. TC = 13.63 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 = 3.164(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.733 Subarea runoff = 2.423(CFS) for 1.400(Ac.) Total runoff = 11.365(CFS) Effective area this stream = 4.90(Ac.) Total Study Area (Main Stream No. 2) = 9.30(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 11.365(CFS) Half street flow at end of street = 11.365(CFS) Depth of flow = 0.409(Ft.), Average velocity = 5.820(Ft /s) Flow width (from curb towards crown)= 13.602(Ft.) N ++++.++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.900(Ac.) Runoff from this stream = 11.365(CFS) Time of concentration = 13.63 min. Rainfall intensity = 3.164(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 205.000 * * ** 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 = 591.000(Ft.) Top (of initial area) elevation = 1718.300(Ft.) Bottom (of initial area) elevation = 1693.000(Ft.) Difference in elevation = 25.300(Ft.) Slope = 0.04281 s(%)= 4.28 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.936 min. Rainfall intensity = 3.824(In /Hr) for a 25. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 4.370(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) 0 year storm is C = 0.762 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.500(Ac.) Runoff from this stream = 4.370(CFS) Time of concentration = 9.94 min. Rainfall intensity = 3.824(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** 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 = 597.000(Ft.) Top (of initial area) elevation = 1719.500(Ft.) Bottom (of initial area) elevation = 1693.000(Ft.) Difference in elevation = 26.500(Ft.) Slope = 0.04439 s(%)= 4.44 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.905 min. Rainfall intensity = 3.831(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.762 Subarea runoff = 4.672(CFS) Total initial'stream area = 1.600(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 1.600(Ac.) Runoff from this stream = 4.672(CFS) Time of concentration = 9.90 min. Rainfall intensity = 3.831(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm No. (Ac.) (CFS) (min) (In /Hr) Rainfall Intensity (In /Hr) 1 11.37 4.900 13.63 0.587 3.164 2 4.37 1.500 9.94 0.587 3.824 3 4.67 1.600 9.90 0.587 3.831 Qmax (1) _ 1.000 * 1.000 * 11.365) + 0.796 * 1.000 * 4.370) + 0.794 * 1.000 * 4.672) + = 18.555 Qmax (2 ) _ Effective stream area after confluence = 6.673(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 1.256 * 0.729 * 11.365) + 1.000 * 1.000 * 4.370) + 0.998 * 1.000 * 4.672) + = 19.442 Qmax(3) _ 1.259 * 0.727 * 11.365) + 1.002 * 0.997 * 4.370) + 1.000 * 1.000 * 4.672) + = 19.439 Total of 3 streams to confluence: Flow rates before confluence point: 11.365 4.370 4.672 Maximum flow rates at confluence using above data: 18.555 19.442 19.439 Area of streams before confluence: 4.900 1.500 1.600 Effective area values after confluence: 8.000 6.673 6.657 Results of confluence: Total flow rate = 19.442(CFS) Time of concentration = 9.936 min. Effective stream area after confluence = 6.673(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) = 8.00(Ac.) +++++++++++++++++++++++++++++++ ++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1693.000(Ft.) End of street segment elevation = 1683.200(Ft.) Length of street segment = 271.000(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 = 23.012(CFS) Depth of flow = 0.520(Ft.), Average velocity = 6.074(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.01(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.172(Ft.) Flow velocity = 6.07(Ft /s) The following data inside Main'Stream is listed: In Main Stream number: 2 Stream flow area = 9.573(Ac.) Runoff from this stream = 26.495(CFS) Time of concentration = 10.68 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. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 210.000 to Point /Station 206.000 * * ** 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 = 896.000(Ft.) Top (of initial area) elevation = 1719.000(Ft.) Bottom (of initial area) elevation = 1683.200(Ft.) Difference in elevation = 35.800(Ft.) Travel time = 0.74 min. TC = 10.68 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 = 3.662(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.756 Subarea runoff = 7.053(CFS) for 2.900(Ac.) Total runoff = 26.495(CFS) Effective area this stream = 9.57(Ac.) Total Study Area (Main Stream No. 2) = 15.30(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 26.495(CFS) Half street flow at end of street = 26.495(CFS) Depth of flow = 0.543(Ft.), Average velocity = 6.197(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 = 2.15(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 206.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main'Stream is listed: In Main Stream number: 2 Stream flow area = 9.573(Ac.) Runoff from this stream = 26.495(CFS) Time of concentration = 10.68 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. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 210.000 to Point /Station 206.000 * * ** 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 = 896.000(Ft.) Top (of initial area) elevation = 1719.000(Ft.) Bottom (of initial area) elevation = 1683.200(Ft.) Difference in elevation = 35.800(Ft.) Slope = 0.03996 s( %)= 4.00 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.899 min. Rainfall intensity = 3.432(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.746 Subarea runoff = 7.426(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 206.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.900(AC.) Runoff from this stream = 7.426(CFS) Time of concentration = 11.90 min. Rainfall intensity = 3.432(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 11.52 4.400 11.53 0.587 3.496 2 26.49 9.573 10.68 0.587 3.662 3 7.43 2.900 11.90 0.587 3.432 Qmax(1) _ 1.000 * 1.000 * 11.523) + 0.946 * 1.000 * 26.495) + 1.023 * 0.969 * 7.426) + = 43.955 Qmax (2 ) _ 1.057 * 0.926 * 11.523) + 1.000 * 1.000 * 26.495) + 1.081 * 0.898 * 7.426) + = 44.973 Qmax (3 ) _ 0.978 * 1.000 * 11.523) + 0.925 * 1.000 * 26.495) + 1.000 * 1.000 * 7.426) + = 43.206 Total of 3 main streams to confluence: Flow rates before confluence point: 12.523 27.495 8.426 Maximum flow rates at confluence using above data: 43.955 44.973 43.206 Area of streams before confluence: 4.400 9.573 2.900 Effective area values after confluence: 16.784 16.250 16.873 M Results of confluence: Total flow rate = 44.973(CFS) Time of concentration = 10.680 min. Effective stream area after confluence = 16.250(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 16.87(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 206.000 to Point /Station 211.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1683.200(Ft.) End of street segment elevation = 1676.000(Ft.) Length of street segment = 210.000(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 = 45.641(CFS) Depth of flow = 0.633(Ft.), Average velocity = 7.050(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 = 6.65(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 7.05(Ft /s) Travel time = 0.50 min. TC = 11.18 min. Adding area flow to 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 = 3.563(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.752 Subarea runoff = 1.239(CFS) for 1.000(Ac.) Total runoff = 46.212(CFS) Effective area this stream = 17.25(Ac.) Total Study Area (Main Stream No. 1) = 19.20(Ac.) Area averaged Fm value = 0.587(In /Hr) Street flow at end of street = 46.212(CFS) Half street flow at end of street = 46.212(CFS), Depth of flow = 0.635(Ft.), Average velocity = 7.074(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 = 6.76(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 211.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1671.000(Ft.) Downstream point /station elevation = 1660.000(Ft.) Pipe length = 306.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.212(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 46.212(CFS) Normal flow depth in pipe = 18.05(In.) Flow top width inside pipe = 25.42(In.) Critical depth could not be calculated. Pipe flow velocity = 16.36(Ft /s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 11.49 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 211.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 17.250(Ac.) Runoff from this stream = 46.212(CFS) Time of concentration = 11.49 min. Rainfall intensity = 3.505(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 208.000 to Point /Station 207.000 * * ** 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 = 533.000(Ft.) Top (of initial area) elevation = 1697.000(Ft.) Bottom (of initial area) elevation = 1672.300(Ft.) Difference in elevation = 24.700(Ft.) Slope = 0.04634 s(%)= 4.63 TC = k(0.412) *((length ^ 3) /(elevation change)] ^0.2 Initial area time of concentration = 9.384 min. Rainfall intensity = 3.957(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.767 Subarea runoff = 5.157(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 207.100 to Point /Station 207.000 * * ** SUBAREA FLOW ADDITION * * ** 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) Time of concentration = 9.38 min. Rainfall intensity = 3.957(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.767 Subarea runoff = 2.123(CFS) for 0.700(Ac.) Total runoff = 7.281(CFS) Effective area this stream = 2.40(Ac.) Total Study Area (Main Stream No. 2) = 21.60(Ac.) Area averaged Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 211.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1667.300(Ft.) Downstream point /station elevation = 1666.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.281(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 7.281(CFS) Normal flow depth in pipe = 8.13(In.) Flow top width inside pipe = 11.22(In.) Critical depth could not be calculated. Pipe flow velocity = 12.85(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.41 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 211.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 7.281(CFS) Time of concentration = 9.41 min. Rainfall intensity = 3.951(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. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.200 to Point /Station 211.300 * * ** 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 = 441.000(Ft.) Top (of initial area) elevation = 1681.200(Ft.) Bottom (of initial area) elevation = 1672.300(Ft.) Difference ih elevation = 8.900(Ft.) Slope = 0.02018 s(%)= 2.02 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.273 min. Rainfall intensity = 3.748(In /Hr) for a - 25. Awok Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 5.406(CFS) Total initial stream area = 1.900(Ac.) Pervious area fraction = 0.600. Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) 0 year storm is C = 0.759 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.300 to Point /Station 211.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1672.300(Ft.) Downstream point /station elevation = 1666.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.406(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.406(CFS) Normal flow depth in pipe = 4.93(In.) Flow top width inside pipe = 8.96(In.) Critical depth could not be calculated. Pipe flow velocity = 21.82(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.29 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.300 to Point /Station 211.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.900(Ac.) Runoff from this stream = 5.406(CFS) Time of concentration = 10.29 min. Rainfall intensity = 3.745(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 46.21 17.250 11.49 0.587 3.505 2 7.28 2.400 9.41 0.587 3.951 3 5.41 1.900 10.29 0.587 3.745 Qmax(1) _ 1.000 * 1.000 * 46.212) + 0.867 * 1.000 * 7.281) + 0.924 * 1.000 * 5.406) + = 57.524 Qmax(2) _ 1.153 * 0.819 * 46.212) + 1.000 * 1.000 * 7.281) + 1.065 * 0.915 * 5.406) + = 56.183 Qmax(3) _ 1.082 * 0.896 * 46.212) + 0.939 * 1.000 * 7.281) + 1.000 * 1.000 * 5.406) + = 57.028 Total of 3 main streams to confluence: Flow rates before confluence point: 47.212 8.281 6.406 Maximum flow rates at confluence using above data: 57.524 56.183 57.028 Area of streams before confluence: 17.250 2.400 1.900 Effective area values after confluence: 21.550 18.268 19.748 Results of confluence: Total flow rate = 57.524(CFS) Time of concentration = 11.488 min. Effective stream area after confluence = 21.550(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 21.55(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.100 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1666.000(Ft.) Downstream point /station elevation = 1660.500(Ft.) Pipe length = 210.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 57.524(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 57.524(CFS) Normal flow depth in pipe = 21.56(In.) Flow top width inside pipe = 26.98(In.) Critical depth could not be calculated. Pipe flow velocity = 15.22(Ft /s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 11.72 min. D on +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.100 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.550(Ac.) Runoff from this stream = 57.524(CFS) Time of concentration = 11.72 min. Rainfall intensity = 3.464(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 208.000 to Point /Station 209.000 * * ** 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 = 590.000(Ft.) Top (of initial area) elevation = 1697.000(Ft.) Bottom (of initial area) elevation = 1670.200(Ft.) Difference in elevation = 26.800(Ft.) Slope = 0.04542 s( %)= 4.54 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.813 min. Rainfall intensity = 3.853(In/Hr) for a 25. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 4.997(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) 0 year storm is C = 0.763 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 213.000 * * ** * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point /station elevation = 1665.200(Ft.) Downstream point /station elevation = 1660.500(Ft Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.997(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 4.997(CFS) Normal flow depth in pipe = 5.88(In.) Flow top width inside pipe = 8.56(In.) Critical depth could not be calculated. Pipe flow velocity = 16.32(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.84 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.700(Ac.) Runoff from this stream 4.997(CFS) Time of concentration = 9.84 min. Rainfall intensity = 3.846(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 211.300 to Point /Station 212.000 * * ** 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 = 120.000(Ft.) Top (of initial area) elevation = 1672.300(Ft.) Bottom (of initial area) elevation = 1670.300(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01667 s(%)= 1.67 TC = k(0.412) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.342 min. Rainfall intensity = 5.006(In /Hr) for a 25. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 0.398(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 = 0.795 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +..... + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1665.200(Ft.) Downstream point /station elevation = 1660.500(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.398(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.398(CFS) Normal flow depth in pipe = 1.72(In.) Flow top width inside pipe = 5.43(In.) Critical Depth = 3.85(In.) Pipe flow velocity = 8.56(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 6.40 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.398(CFS) Time of concentration = 6.40 min. Rainfall intensity = 4.97'9(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr} Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 57.52 21.550 11.72 0.587 3.464 2 5.00 1.700 9.84 0.587 3.846 3 0.40 0.100 6.40 0.587 4.979 Qmax(1) _ 1.000 * 1.000 * 57.524) + 0.883 * 1.000 * 4.997) + 0.655 * 1.000 * 0.398) + = 462.195 Qmax (2 ) _ 1.133 * 0.840 * 57.524) + 1.000 * 1.000 * 4.997) + 0.742 * 1.000 * 0.398) + = 60.027 Qmax(3) _ 1.527 * 0.546 * 57.524) + 1.348 * 0.650 * 4.997) + 1.000 * 1.000 * 0.398) + = 52.742 Total of 3 main streams to confluence: Flow rates before confluence point: 58.524 5.997 1.398 Maximum flow rates at confluence using above data: 62.195 60.027 52.742 Area of streams before confluence: 21.550 1.700 0.100 Effective area values after confluence: N D 23.350 19.902 12.975 Results of confluence: Total flow rate = 62.195(CFS) Time of concentration = 11.718 min. Effective stream area after confluence = 23.350(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 23.35(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1660.500(Ft.) Downstream point /station elevation = 1659.000(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.195(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 62.195(CFS) Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 24.68(In.) Critical depth could not be calculated. Pipe flow velocity = 15.04(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.78 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213:000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.350(Ac.) Runoff from this stream = 62.195(CFS) Time of concentration = 11.78 min. Rainfall intensity = 3.452(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 115.000 to Point /Station 214.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** 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 = 3.559(In /Hr) for a 25.0 year storm User specified values are as follows: TC = 11.20 min. Rain intensity = 3.56(In /Hr) Total area this stream = 13.30(Ac.) Total Study Area (Main Stream No. 2) = 38.60(Ac.) Total runoff = 37.20(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1663.600(Ft.) Downstream point /station elevation = 1659.000(Ft.) Pipe length = 85.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.200(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 37.200(CFS) Normal flow depth in pipe = 14.88(In.) Flow top width inside pipe = 23.30(In.) Critical depth could not be calculated. Pipe flow velocity = 18.16(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.28 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.000 to Point /Station 214.000 �. * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main.Stream is listed: In Main Stream number: 2 Stream flow area = 13.300(Ac.) Runoff from this stream = 37.200(CFS) Time of concentration = 11.28 min. Rainfall intensity = 3.544(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) 1 62.20 23.350 11.78 0.587 3.452 2 37.20 13.300 11.28 0.587 3.544 Qmax(1) _ 1.000 * 1.000 * 62.195) + 0.969 * 1.000 * 37.200) + = 98.236 Qmax(2) _ 1.032 * 0.957 * 62.195) + 1.000 * 1.000 * 37.200) + = 98.638 Total of 2 main streams to confluence: Flow rates before confluence point: 63.195 38.200 Maximum flow rates at confluence using above data: 98.236 98.638 N Lq Area of streams before confluence: 23.350 13.300 Effective area values after confluence: 36.650 35.646 Results of confluence: Total flow rate = 98.638(CFS) Time of concentration = 11.278 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) _ Study area average soil loss rate(Fm) _ Study area total = 36.65(Ac.) 35.646(Ac 0.600 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 214.000 to Point /Station 219.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1659.000(Ft.) Downstream point /station elevation = 1652.000(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 98.638(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 98.638(CFS) Normal flow depth in pipe = 27.19(In.) Flow top width inside pipe = 35.84(In.) Critical Depth = 36.11(In.) Pipe flow velocity = 15.98(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 11.63 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 214.000 to Point /Station 219.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.646(Ac.) Runoff from this stream = 98.638(CFS) Time of concentration = 11.63 min. Rainfall intensity = 3.479(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 215.000 to Point /Station 216.000 * * ** 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 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.800(Ac.) Runoff from this stream = 2.348(CFS) Time of concentration = 9.85 min. Rainfall intensity = 3.843(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with ma in Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 217.000 to Point /Station 218.000 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(3 - 4 dwl /acre) Decimal fraction soil group A = 1.000 SCS curve number for soil(AMC 2) = 32.00 /Hr) Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In _ Initial subarea data: Initial area flow distance = 382.000(Ft.) Top (of initial area) elevation = 1669.300(Ft.) Bottom (of initial area) elevation = 1662.100(Ft.) Difference in elevation = 7.200(Ft.) Slope = 0.01885 s(%)= 1.88 TC = k(0.412) *[(length ^ 3) /(elevation change)] ^0.2 Initial area time of concentration = 9.833 min. Rainfall intensity = 3.848(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.763 Subarea runoff = 2.348(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 216.000 to Point /Station 219.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1657.600(Ft.) Downstream point /station elevation = 1652.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.348(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 2.348(CFS) Normal flow depth in pipe = 4.03(In.) Flow top width inside pipe = 5.64(In.) Critical depth could not be calculated. Pipe flow velocity = 16.76(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.85 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 216.000 to Point /Station 219.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.800(Ac.) Runoff from this stream = 2.348(CFS) Time of concentration = 9.85 min. Rainfall intensity = 3.843(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with ma in Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 217.000 to Point /Station 218.000 * * ** 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 = 884.000(Ft.) Top (of initial area) elevation = 1690.300(Ft.) Bottom (of initial area) elevation = 1662.100(Ft.) Difference in elevation = 28.200(Ft.) Slope = 0.03190 s(%)= 3.19 TC = k(0.412) *[(length ^ 3) /(elevation change)] ^0.2 Initial area time of concentration = 12.380 min. Rainfall intensity = 3.351(In /Hr) for a 25. Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 2.737(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In /Hr) 0.587(In /Hr) 0 year storm is C = 0.742 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 218.000 to Point /Station 219.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1657.600(Ft.) Downstream point /station elevation = 1652.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.737(CFS) Nearest computed pipe diameter_ = 9.00(In.) Calculated individual pipe flow = 2.737(CFS) Normal flow depth in pipe = 4.47(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 8.49(In.) Pipe flow velocity = 12.50(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 12.45 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 218.000 to Point /Station 219.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.737(CFS) Time of concentration = 12.45 min. Rainfall intensity = 3.340(In /Hr) Area averaged loss rate (Fm) = 0.5867(In /Hr) Area averaged Pervious ratio (AP) = 0.6000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In /Hr) (In /Hr) M 1 98.64 35.646 11.63 0.587 3.479 2 2.35 0.800 9.85 0.587 3.843 _ 3 2.74 1.100 12.45 0.587 3.340 Qmax(1) = 1.000 * 1.000 * 98.638) + 0.888 * 1.000 * 2.348) + 1.050 * 0.935 * 2.737) + = 103.409 Qmax (2 ) = 1.126 * 0.847 * 98.638) + 1.000 * 1.000 * 2.348) + 1.183 * 0.792 * 2.737) + = 98.983 Qmax (3 ) = 0.952 * 1.000 * 98.638) + 0.846 * 1.000 * 2.348) + 1.000 * 1.000 * 2.737) + = 98.642 Total of 3 main streams to confluence: Flow rates before confluence point: 99.638 3.348 3.737 Maximum flow rates at confluence using above data: 103.409 98.983 98.642 Area of streams before confluence: 35.646 0.800 1.100 Effective area values after confluence: 37.474 31.862 37.546 Results of confluence: Total flow rate = 103.409(CFS) Time of concentration = 11.633 min. Effective stream area after confluence = 37.474(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In /Hr) Study area total = 37.55(Ac.) End of computations, Total Study Area = 40.50 (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 M N APPENDIX C: STREET CAPACITY CALCUALTIONS m I'M APPENDIX C.1; Y2 STREET FLOW FOR 64'. RIGHT OF WAY C Worksheet for Interior Street - Half Street - 6" Curb (64' R/W) N Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For. Discharge Input Data Channel Slope: 0.06000 Wit Water Surface Elevation: 0.50 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Section Geometry Roughness Coefficient: 0.015 0 +00.00 0.740 Discharge: - 30.70 ft' /s Elevation Range: 0.000 to 0.740 ft Flow Area: 3.80 ft2 Wetted Perimeter: 19.739 ft Top Width: 19.200 ft Normal Depth: 0.50 ft Critical Depth: 0.73 ft Critical Slope: 0.00501 ft/ft Velocity: 8.09 ft/s Velocity Head: 1.02 ft Specific Energy: 1.52 ft Froude Number: 3.21 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness 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 Worksheet for Interior Street - Half Street - 6" Curb (64' R/W) Station Elevation 0+12.00 0.000 0+13.50 0.115 0 +13.50 0146 0 +32.00 0.516 N 'A Rating Table for Interior Street - Half Street - 6° Curb (64' RAN) 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 Maximum Increment Channel Slope (ft/ft) 0.00200 0.08000 0.00100 Channel Slope Discharge Discharge Velocity Flow Area 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 - Malf Street - 6" Curb (64' R/M Channel Slope Discharge Velocity Fly �� 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 0.04500 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 0.05800 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 C 0.06900 32.07 8.62 3.72 19.54 19.00 Rating Table for Interior Street - Half Street - 6" Curb (64' RIM -�_ Channel Slope Discharge Velocity Flow Area waned perimeter Top Width 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 M A A Worksheet for Interior Street - Half Street - 8° Curb (64' R/W) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data 0.000 to 0.910 ft Channel Slope: 0.06000 Water Surface Elevation: 0.52 ft/ft ft Options Current Roughness Weighted Meth( Improvedi-ofters Open Channel Weighted Roughnes: Improvedi-ofters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 35.21 ft /s Elevation Range: 0.000 to 0.910 ft Flow Area: 4.19 ft 2 Wetted Perimeter: 20.563 ft Top Width: 20.000 ft Normal Depth: 0.52 ft Critical Depth: 0.79 ft Critical Slope: 0.00474 ft/ft Velocity: 8.40 ft/s Velocity Head: 1.10 ft Specific Energy: 1.62 ft Froude Number: 3.24 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +32.00, 0.015 0.910) 0.516) Section Geometry Station Elevation 0 +00.00 0.910 0 +12.00 0.670 C L Worksheet for Interior Street - Half Street - 8° Curb (64' R/W) Statist sevabw 0+12.00 0.000 0 +13.50 0.115 0+13.50 0.146 0 +32.00 0.516 m Rating Table for Interior Street - Half Street - 8° Curb (64' R/W) Projed.Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data . Roughness Coefficient: 0.015 Water Surface Elevation: 0.52 ft Attribute "" Minimum Maximum Increment Channel Slope (ft/ft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top Width 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 4.11 20.56 20.00 0.00800 12.46 3.03 4.11 20.56 20.00 0.00900 1322 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 Rating Table for Interior Street - Half Street - 8" Curb (64' R/W) AMWL v Channel Slope Discrge ha Velocity Wei Flow Area Top vw ttlf . :. .. -Perimeter .. 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 27.16 6.60 4.11 20.56 20.00 0.03900 27.52 6.69 4.11 20.56 20.00 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 7.27 4.11 20.56 20.00 0.04700 30.21 7.35 4.11 20.56 20.00 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 31.76 7.73 4.11 20.56 20.00 0.05300 32.08 7.80 4.11 20.56 20.00 0.05400 32.36 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 8.16 411 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 0.06800 36.34 8.84 4.11 20.56 20.00 c " 0.06900 36.60 8.90 4.11 20.56 20.00 Rating Table for Interior Street - Half Street - 8° Curb (64' RIND cnarmei Slope Discharge - . vetocity Fiow Area .: Wetted Top Width 0.07000 36.87 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 0.07700 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 m Al m m APPENDIX C.2: CAPACITY CALCULATIONS USING DEPTH EQUAL; TO TC FOR 64' ROVE C� Worksheet for Interior Street - TC To TC - 6" Curb (64' R/W) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.06000 ft/ft Water Surface Elevation: 0.50 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Horton 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 ft' /s ft 2 ft ft ft ft ft/ft ft/s ft ft 0 +00.00 0.740 0 +12.00 0.500 L Worksheet for Interior Street - TC To TC - 6° Curb (64' RIM Station Elevation 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 Rating Table for Interior Street - TC To TC - 6" Curb (64' R/W) 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 0.50 Minimum Mapmum 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 17.27 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 ft Weed 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 ft Rating Table for Interior Street - TC To TC - 6" Curb (64' R/W) Channel Slope Discharge Velocity Flow Area perimeter Top P Width 0.03000 21.15 5.68 312 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 0.04500 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 0.05800 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 C 0.06900 32.07 8.62 3.72 19.54 19.00 Rating Table for Interior Street - TC To TC - 6° Curb (64' RJNY) Channel Slope Discharge Velocity Flow Area Wetted perimeter To Width p 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 Lq A Worksheet for Interior Street - TC To TC - 8° Curb (64' R1W) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.06000 ft/ft Water Surface Elevation: 0.67 ft Options Current Roughness Weighted Meth( Improvedl.otters Open Channel Weighted Roughnes: Improvedt-otters Closed Channel Weighted Roughne Hortons Section Geometry Station Elevation Results 0.910 0 +12.00 Roughness Coefficient: 0.015 Discharge: 172.38 ft /s Elevation Range: 0.000 to 0.910 ft Flow Area: 14.38 ftZ Wetted Perimeter. 41.418 ft Top Width: 40.000 ft Normal Depth: 0.67 ft Critical Depth: 1.10 ft Critical Slope: 0.00401 ft/ft Velocity: 11.99 ft/s Velocity Head: 2.23 ft Specific Energy: 2.90 ft Froude Number. 3.52 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0+00.00, (0 +64.00, 0.015 0.910) 0.910) Section Geometry Station Elevation 0 +00.00 0.910 0 +12.00 0.670 Worksheet for Interior Street - TC To TC - 8" Curb (64' R/W) Station Elevation 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 N Cam] M Rating Table for Interior Street - TC To TC - 8° Curb (64' RIM 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 ft Minimum Maximum Increment 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area 0.00200 14.28 1.86 7.68 0.00300 17.48 2.28 7.68 0.00400 20.19 2.63 7.68 0.00500 22.57 2.94 7.68 0.00600 24.73 3.22 7.68 0.00700 26.71 3.48 7.68 0.00800 28.55 3.72 7.68 0.00900 30.28 3.95 7.68 0.01000 31.92 4.16 7.68 0.01100 33.48 4.36 7.68 0.01200 34.97 4.56 7.68 0.01300 36.40 4.74 7.68 0.01400 37.77 4.92 7.68 0.01500 39.10 5.09 7.68 0.01600 40.38 5.26 7.68 0.01700 41.62 5.42 7.68 0.01800 42.83 5.58 7.68 0.01900 44.00 5.73 7.68 0.02000 45.15 5.88 7.68 0.02100 46.26 6.03 7.68 0.02200 47.35 6.17 7.68 0.02300 48.41 6.31 7. 0.02400 49.45 6.44 7.68 0.02500 50.47 6.58 7.68 0.02600 51.47 6.71 7.68 0.02700 52.45 6.83 7.68 0.02800 53.42 6.9 7 0.02900 54.36 7.08 7.68 Wetted Perimeter 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 28.21 Top Width 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 27.50 Rating Table for Interior Street - TC To TC - 8" Curb (64' R/W) Channel Slope Discharge Velocity 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 57.11 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 27.50 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 27.50 0.04300 66.20 8.62 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 27.50 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 27.50 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 75.54 9.84 7.68 28.21 27.50 0.05700 76.21 9.93 7.68 28.21 27.50 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 27.50 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 0.06800 83.24 10.85 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 (64' R/W) Channel Slope Discharge Velocity Flow Area Area perimeter Top Width 0.07000 84.46 11.00 7.68 28.21 27.50 0.07100 85.06 11.08 7.68 28.21 27.50 0.07200 85.66 11.16 7.68 28.21 27.50 0.07300 86.25 11.24 7.68 28.21 27.50 0.07400 86.84 11.31 7.68 28.21 27.50 0.07500 87.42 11.39 7.68 28.21 27.50 0.07600 88.00 11.47 7.68 28.21 27.50 0.07700 88.58 11.54 7.68 28.21 27.50 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 27.50 M APPENDIX C.3: CAPACITY CALCULATIONS USING DEPTH EQUAL TO ROW FOR 64' ROW Worksheet for Interior Street - RIW To RM - 6" Curb (64' RIW) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00500 ft/ft Water Surface Elevation: 0.75 ft w ;9 Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 67.55 ft'Js Elevation Range: 0.000 to 0.740 ft Flow Area: 20.70 ft2 Wetted Perimeter: 65.103 ft Top Width: 64.000 ft Normal Depth: 0.75 ft Critical Depth: 0.75 ft Critical Slope: 0.00487 ft/ft Velocity: 3.26 ft/s Velocity Head: 0.17 ft Specific Energy: 0.92 ft Froude Number. 1.01 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 Worksheet for Interior Street - R/W To R/W - 6° Curb (64' RIW) Station Elevation 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 9 A LAS Rating Table for Interior Street - WIN To RIW - 6" Curb (64' RAN) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.75 ft Attribute Minimum Maximum 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 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 33.78 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 0.01500 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 5.96 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 Rating Table for Interior Street - RM To R/w - 6" Curb (64' RIM Channel Slope Discharge Velocity F ►aa l ea wetted perimeter Top Width 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 80.49 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 0.03800 87.71 8.66 10.13 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 0.04100 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 99.60 913 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 C 0.06900 118.19 11.66 10.13 33.76 33.00 Rating Table for Interior Street - R/W To RMI - 6 Curb (64' RIV11) Channel Slope Discharge Velocity Flow Area Wetted Top Width 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 0.07500 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 0.07900 126.46 12.48 10.13 33.76 33.00 0.08000 127.26 12.56 10.13 33.76 33.00 M D Worksheet for Interior Street - R/W To R/W - 8 Curb (64' R/W) Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For. Discharge Input Data fttft Channel Slope: 0.00500 Water Surface Elevation: 0. ft Options Current Roughness Weighted Meth( Improvedi-otters Open Channel Weighted Roughnes: Improvedl-otters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 63.71 ft%s Elevation Range: 0.000 to 0.910 ft Flow Area: 17.90 ft2 Wetted Perimeter: 49.420 ft Top Width: 48.000 ft Normal Depth: 0.75 ft Critical Depth: 0.76 ft Critical Slope: 0.00472 fttft Velocity: 3.56 ft/s Velocity Head: 0.20 ft Specific Energy: 0.95 ft Froude Number. 1.03 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, � 0.015 0.910) 0 Section Geometry Station Elevation 0+00,00 0.910 0 +12.00 0.670 Worksheet for Interior Street - R/W To R/W - 8" Curb (64' R/W) Station Elevation 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 D Rating Table for Interior Street - RIW To R/W - 8" Curb (64' R/W) Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.75 ft Attribute Minimum Maximum 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 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 1013 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 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 0.01500 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 5.96 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 Rating Table for Interior Street - R/W To R/W - 8° Curb (64' R/W) Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top Width 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 80.49 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 0.03800 87.71 8.66 10.13 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 0.04100 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 Rating Table for Interior Street - WIN To RIW - 8" Curb (64' RfW) Channel Slope Discharge velocity ty Area Wetted Perimeter Top Width 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 0.07500 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 3100 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 A A APPENDIX CA: V2 STREET FLOW FOR 68' RIGHT OF WAY Worksheet for Interior Street - Half Street - 6° Curb (68' R/W) Project Description Flow Element: irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.06000 fttft Water Surface Elevation: 0.50 ft Options Current Roughness Weighted Meth( Improvedl-otters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Horton Results Roughness Coefficient: 0.015 Discharge: 30.70 ft' /s Elevation Range: 0.000 to 0.740 ft Flow Area: 3.80 ft2 Wetted Perimeter: 19.739 ft Top Width: 19.200 ft Normal Depth: 0.50 ft Critical Depth: 0.72 ft Critical Slope: 0.00505 Wit Velocity: 8.09 ft/s Velocity Head: 1.02 ft Specific Energy: 1.52 ft Froude Number. 3.21 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +34.00, 0.015 0.740) 0.556) Section Geometry Station Elevation 0 +00.00 0.740 0 +12.00 0.500 Worksheet for Interior Street - Half Street - 6" Curb (68' R/W) Station Elevation 0+12.00 0.000 0 +13.50 0.115 0 +13.50 0.146 0 +34.00 0.556 m D N A Rating Table for Interior Street - Half Street - 6° Curb (68' RAN) 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 0.50 Minimum Maximum 0.00200 0.08000 Channel Slope Discharge Velocity Flow Area 0.00200 5.46 1.47 3.72 0.00300 6.69 1.80 3.72 0.00400 7.72 2.07 3.72 0.00500 8.63 2.32 3.72 0.00600 9.46 2.54 3.72 0.00700 10.22 2.74 3.72 0.00800 10.92 2.93 3.72 0.00900 11.58 3.11 3.72 0.01000 12.21 3.28 3.72 0.01100 12.81 3.44 3.72 0.01200 13.38 3.59 3.72 0.01300 13.92 3.74 3.72 0.01400 14.45 3.88 3.72 0.01500 14.95 4.02 3.72 0.01600 15.44 4.15 3.72 0.01700 15.92 4.28 3.72 0.01800 16.38 4.40 3.72 0.01900 16.83 4.52 3.72 0.02000 17.27 4.64 3.72 0.02100 17.69 4.75 3.72 0.02200 18.11 4.86 3.72 0.02300 18.52 4.97 3.72 0.02400 18.92 5.08 3.72 0.02500 19.31 5.19 3.72 0.02600 19.69 5.29 3.72 0.02700 20.06 5.39 3.72 0.02800 20.43 5.49 3.72 0.02900 20.79 5.59 3.72 Wetted Perimeter 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 19.54 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 ft L01 9 Rating Table for Interior Street - Half Street - 6" Curb (68' RIW) Channel Slope Discharge Velocity Flow Area Wetted Top 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 0.04500 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 0.05800 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 3114 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 (68' R/W) Channel Slope Discharge Velocity Flow Area Wetted Top Width Perimeter j 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 i 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 i Segment Roughness Start Station End Station Roughness Coetfiaent (0 +00.00, (0 +34.00, 0.015 0.910) 0.556) Section Geometry Station Elevation Worksheet for Interior Street - Half Street - 8" Curb (68' R/W) 0 +12.00 0.670 Project Descnptioir.: Flow Element: Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.06000 tuft Water Surface Elevation: 0.56 It Options Current Roughness Weighted Meth( Improvedl-otters Open Channel Weighted Roughnes! Improvedl_otters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 44.94 ft' /s Elevation Range: 0.000 to 0.910 ft Flow Area: 5.04 ft 2 Wetted Perimeter: 22.604 ft Top Width: 22.000 ft Normal Depth: 0.56 ft Critical Depth: 0.86 ft Critical Slope: 0.00465 ft/ft Velocity: 8.92 ft/s Velocity Head: 1.24 ft Specific Energy: 1.80 ft Froude Number: 3.29 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coetfiaent (0 +00.00, (0 +34.00, 0.015 0.910) 0.556) Section Geometry Station Elevation 0 +00.00 0.910 0 +12.00 0.670 Worksheet for Interior Street - Half Street - 8° Curb (68' R/W) station.; Elevation. 0 +12.00 0.000 0+13.50 0.115 0 +13.50 0.146 0 +34.00 0.556 D Rating Table for Interior Street - Half Street - 8° Curb (68' RIW) C� A Project Description` Flow Element: Irregular Section Friction Method: Manning Formula Solve For. Discharge Input Data x Roughness Coefficient: 0.015 Water Surface Elevation: 0.56 ft Attribute Minimum Maximum r- Increment Channel Slope (ft/ft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity FiowArea Wetted Perimeter. lbp Width .. y 0.00200 7.98 1.61 4.95 22.60 22.00 0.00300 9.77 1.97 4.95 22.60 22.00 0.00400 11.28 2.28 4.95 22.60 22.00 0.00500 12.61 2.55 4.95 22.60 22.00 0.00600 13.81 2.79 4.95 22.60 22.00 0.00700 14.92 3.01 4.95 22.60 22.00 0.00800 15.95 3.22 4.95 22.60 22.00 0.00900 16.92 3.42 4.95 22.60 22.00 0.01000 17.83 3.60 4.95 22.60 22.00 0.01100 18.70 3.78 4.95 22.60 22.00 0.01200 19.53 3.94 4.95 22.60 22.00 0.01300 20.33 4.11 4.95 22.60 22.00 0.01400 21.10 4.26 4.95 22.60 22.00 0.01500 21.84 4.41 4.95 22.60 22.00 0.01600 22.56 4.55 4.95 22.60 22.00 0.01700 23.25 4.69 4.95 22.60 22.00 0.01800 23.93 4.83 4.95 22.60 22.00 0.01900 24.58 4.96 4.95 22.60 22.00 0.02000 25.22 5.09 4.95 22.60 22.00 0.02100 25.84 5.22 4.95 22.60 22.00 0.02200 26.45 5.34 4.95 22.60 22.00 0.02300 27.04 5.46 4.95 22.60 22.00 0.02400 27.63 5.58 4.95 22.60 22.00 0.02500 28.20 5.69 4.95 22.60 22.00 0.02600 28.75 5.81 4.95 22.60 22.00 0.02700 29.30 5.92 4.95 22.60 22.00 0.02800 29.84 6.03 4.95 22.60 22.00 0.02900 30.37 6.13 4.95 22.60 22.00 Rating Table for Interior Street - Half Street - 8° Curb (68' R/W) Charinel Slope Discharge VetD* Flow Ares Top Width' 0.03000 30.89 6.24 4.95 22.60 22.00 0.03100 31.40 6.34 4.95 22.60 22.00 0.03200 31.90 6.44 4.95 22.60 22.00 0.03300 32.39 6.54 4.95 22.60 22.00 0.03400 32.88 6.64 4.95 22.60 22.00 0.03500 33.36 6.74 4.95 22.60 22.00 0.03600 33.84 6.83 4.95 22.60 22.00 0.03700 34.30 6.93 4.95 22.60 22.00 0.03800 34.76 7.02 4.95 22.60 22.00 0.03900 35.22 7.11 4.95 22.60 - 22.00 0.04000 35.67 7.20 4.95 22.60 22.00 0.04100 36.11 7.29 4.95 22.60 22.00 0.04200 36.55 7.38 4.95 22.60 22.00 0.04300 36.98 7.47 4.95 22.60 22.00 0.04400 37.41 7.55 4.95 22.60 22.00 0.04500 37.83 7.64 4.95 22.60 22.00 0.04600 38.25 7.72 4.95 22.60 22.00 0.04700 38.66 7.81 4.95 22.60 22.00 kwov 0.04800 39.07 7.89 4.95 22.60 22.00 0.04900 39.47 7.97 4.95 22.60 22.00 0.05000 39.88 8.05 4.95 22.60. 22.00 0.05100 40.27 8.13 4.95 22.60 22.00 0.05200 40.67 8.21 4.95 22.60 22.00 0.05300 41.05 8.29 4.95 22.60 22.00 0.05400 41.44 8.37 4.95 22.60 22.00 0.05500 41.82 8.44 4.95 22.60 22.00 0.05600 42.20 8.52 4.95 22.60 22.00 0.05700 42.58 8.60 4.95 22.60 22.00 0.05800 42.95 8.67 4.95 22.60 22.00 0.05900 43.32 8.75 4.95 22.60 22.00 0.06000 43.68 8.82 4.95 22.60 22.00 0.06100 44.04 8.89 4.95 22.60 22.00 0.06200 44.40 8.97 4.95 22.60 22.00 0.06300 44.76 9.04 4.95 22.60 22.00 0.06400 45.11 9.11 4.95 22.60 22.00 0.06500. 45.46 9.18 4.95 22.60 22.00 0.06600 45.81 9.25 4.95 22.60 22.00 0.06700 46.16 9.32 4.95 22.60 22.00 0.06800 46.50 9.39 4.95 22.60 22.00 0.06900 46.84 9.46 4.95 22.60 22.00 MR A Rating Table for Interior Street - Half Street - 8° Curb (68' R/W) jow Wetted . Ch Stops dkirge arm ei C Velociti ." Area jar Top Wide 0.07000 47.18 9.53 4.95 22.60 22.00 0.07100 47.52 9.59 4.95 22.60 22.00 0.07200 47.85 9.66 4.95 22.60 22.00 0.07300 48.18 9.73 4.95 22.60 22.00 0.07400 48.51 9.80 4.95 22.60 22.00 0.07500 48.84 9.86 4.95 22.60 22.00 0.07600 49.16 9.93 4.95 22.60 22.00 0.07700 49.48 9.99 4.95 22.60 22.00 0.07800 49.80 10.06 4.95 22.60 22.00 0.07900 50.12 10.12 4.95 22.60 22.00 0.08000 50.44 10.18 4.95 22.60 22.00 MR A APPENDIX C.5: CAPACITY CALCULATIONS USING DEPTH EQUAL TO TC FOR 68' ROW Ad Worksheet for Interior Street - TC To TC - 6" Curb (68' R/W) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.06000 ft/ft Water Surface Elevation: 0.50 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: Improvedl-otters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 61.39 ft' /s Elevation Range: 0.000 to 0.740 ft Flow Area: 7.59 ft2 Wetted Perimeter: 39.478 ft Top Width: 38.400 ft Normal Depth: 0.50 ft Critical Depth: 0.72 ft Critical Slope: 0.00501 ft/ft Velocity: 8.09 ft/s Velocity Head: 1.02 ft Specific Energy: 1.52 ft Froude Number: 3.21 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +68.00, 0.015 0.740) 0.740) Section Geometry Station Elevation 0 +00.00 0.740 0 +12.00 0.500 Worksheet for Interior Street - TC To TC - 6° Curb (68' RIM Station Elevation 0 +12.00 0.000 0 +13.50 0.115 0 +13.50 0.146 0 +34.00 0.556 0 +54.50 0.146 0 +54.50 0.115 0 +56.00 0.000 0 +56.00 0.500 0 +68.00 0.740 N N C7 Rating Table for Interior Street - TC To TC - 6" Curb (68' R1W) 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 Maximum Increment Channel Slope (ft/ft) 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 (68' R/W) Channel Slope Discharge Velocity Flow Area Wetted Top p Width 0.03000 21.15 5.68 3.72 19.54 19.00 0.03100 21.50 577 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 6.64 172 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 0.05800 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 Rating Table for Interior Street - TC To TC - 6" Curb (68' R/W) Channel Slope Discharge Velocity Flow Area pe ttttmeeter Top Width 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. 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 Lq W Worksheet for Interior Street - TC To TC - 8° Curb (68' RIM Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.06000 fttft Water Surface Elevation: 0.67 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes! ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 172.29 ft l/s Elevation Range: 0.000 to 0.910 ft Flow Area: 14.92 tt2 Wetted Perimeter: 45.419 ft Top Width: 44.000 ft Normal Depth: 0.67 ft Critical Depth: 1.08 ft Critical Slope: 0.00406 ttfft Velocity: 11.55 ft/s Velocity Head: 2.07 ft Specific Energy: 2.74 ft Froude Number: 3.50 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +68.00, 0.015 0.910) 0.910) Section Geometry Station Elevation 0 +00.00 0.910 0 +12.00 0.670 Worksheet for interior Street - TC To TC - 8° Curb (68' PJW) Station Elevation 0 +12.00 0.000 0 +13.50 0.115 0 +13.50 0.146 0 +34.00 0.556 0 +54.50 0.146 0 +54.50 0.115 0 +56.00 0.000 0 +56.00 0.670 0 +68.00 0.910 N N A Rating Table for Interior Street - TC To TC - 8" Curb (68' R/W) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.67 Attribute Minimum Maximum Increment Channel Slope (fttft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top Width 0.00200 14.28 1.86 7.68 28.21 27.50 0.00300 17.48 2.28 7.68 2821 27.50 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 27.50 0.00800 28.55 3.72 7.68 28.21 27.50 0.00900 30.28 3.95 7.68 28.21 27.50 0.01000 31.92 4.16 7.68 28.21 27.50 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 27.50 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 27.50 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 2821 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 Rating Table for Interior Street - TC To TC - 8" Curb (68' R/W) Channel Slope Discharge Velocity Flow Area Wetted perimeter Top Width 0.03000 55.29 720 7.68 28.21 27.50 0.03100 56.21 7.32 7.68 28.21 27.50 0.03200 57.11 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 27.50 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 27.50 0.04300 66.20 8.62 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 27.50 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 27.50 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 75.54 9.84 7.68 28.21 27.50 0.05700 76.21 9.93 7.68 28.21 27.50 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 27.50 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 0.06800 83.24 10.85 7.68 28.21 27.50 0.06900 83.85 10.93 7.68 28.21 27.50 M Am Rating Table for Interior Street - TC To TC - 8" Curb (68' RIM Channel Slope Discharge Velocity Flow Area Perimeter Top Width 0.07000 84.46 11.00 7.68 2821 27.50 0.07100 85.06 11.08 7.68 28.21 27.50 0.07200 85.66 11.16 7.68 28.21 27.50 0.07300 86.25 11.24 7.68 28.21 27.50 0.07400 86.84 11.31 7.68 28.21 27.50 0.07500 87.42 11.39 7.68 28.21 27.50 0.07600 88.00 11.47 7.68 28.21 27.50 0.07700 88.58 11.54 7.68 28.21 27.50 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 27.50 M Am N APPENDIX C.6: CAPACITY CALCULATIONS USING DEPTH EQUAL TO ROW FOR 68' ROW A Worksheet for Interior Street - R/W To R/W - 6" Curb (68' R/W) Project Description Flow Element Irregular Section Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.00500 ft/ft Water Surface Elevation: 0.75 ft Options Current Roughness Weighted Meth( Improvedl-otters Open Channel Weighted Roughnes: Improvedl-otters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 69.45 ft' /s Elevation Range: 0.000 to 0.740 ft Flow Area: 21.56 ft2 Wetted Perimeter: 69.104 ft Top Width: 68.000 ft Normal Depth: 0.75 ft Critical Depth: 0.75 ft Critical Slope: 0.00490 ft/ft Velocity: 3.22 ft/s Velocity Head: 0.16 ft Speck Energy: 0.91 ft Froude Number: 1.01 Flow Type: Supercritical Segment Roughness Roughness Start Station End Station Coefficient (0 +00.00, (0 +68.00, 0.015 0.740) 0.740) Section Geometry Station Elevation 0 +00.00 0.740 0 +12.00 0.500 Worksheet for Interior Street - RIW To R/W - V Curb (68' RM) ww Station Elevation 0 +12.00 0.000 0 +13.50 0.115 0 +13.50 0.146 0 +34.00 0.556 0 +54.50 0.146 0 +54.50 0.115 0 +56.00 0.000 0 +56.00 0.500 0 +68.00 0.740 N A N A Rating Table for Interior Street - R/W To R/W - 6" Curb (68' R1W) 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 0.75 Minimum Maximum 0.00200 0.08000 Channel Slope Discharge Velocity Flow Area 0.00200 20.12 1.99 10.13 0.00300 24.64 2.43 10.13 0.00400 28.46 2.81 10.13 0.00500 31.82 3.14 10.13 0.00600 34.85 3.44 10.13 0.00700 37.64 3.72 10.13 0.00800 40.24 3.97 10.13 0.00900 42.68 4.21 10.13 0.01000 44.99 4.44 10.13 0.01100 47.19 4.66 10.13 0.01200 49.29 4.86 10.13 0.01300 51.30 5.06 10.13 0.01400 53.24 5.25 10.13 0.01500 55.11 5.44 10.13 0.01600 56.91 5.62 10.13 0.01700 58.66 5.79 10.13 0.01800 60.37 5.96 10.13 0.01900 62.02 6.12 10.13 0.02000 63.63 6.28 10.13 0.02100 65.20 6.43 10.13 0.02200 66.74 6.59 10.13 0.02300 68.24 6.73 10.13 0.02400 69.70 6.88 10.13 0.02500 71.14 7.02 10.13 0.02600 72.55 7.16 10.13 0.02700 73.93 7.30 10.13 0.02800 75.29 7.43 10.13 0.02900 76.62 7.56 10.13 Wetted Perimeter 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 Increment 0.00100 Top Width 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 ft M C�7 A Rating Table for Interior Street - RIW To RIW - 6° Curb (68' RIW) Channel Slope Discharge Velocity Flow Area 0.03000 77.93 7.69 10.13 0.03100 79.22 7.82 10.13 0.03200 80.49 7.94 10.13 0.03300 81.74 8.07 10.13 0.03400 82.96 8.19 10.13 0.03500 84.18 8.31 10.13 0.03600 85.37 8.43 10.13 0.03700 86.55 8.54 10.13 0.03800 87.71 8.66 10.13 0.03900 88.86 8.77 10.13 0.04000 89.99 8.88 10.13 0.04100 91.11 8.99 10.13 0.04200 92.21 9.10 10.13 0.04300 93.30 9.21 10.13 0.04400 94.38 9.31 10.13 0.04500 95.45 9.42 10.13 0.04600 96.50 9.52 10.13 0.04700 97.54 9.63 10.13 0.04800 98.58 9.73 10.13 0.04900 99.60 9.83 10.13 0.05000 100.61 9.93 10.13 0.05100 101.61 10.03 10.13 0.05200 102.60 10.13 10.13 0.05300 103.58 10.22 10.13 0.05400 104.56 10.32 10.13 0.05500 105.52 10.41 10.13 0.05600 106.48 10.51 10.13 0.05700 107.42 10.60 10.13 0.05800 108.36 10.69 10.13 0.05900 109.29 10.79 10.13 0.06000 110.21 10.88 10.13 0.06100 111.13 10.97 10.13 0.06200 112.03 11.06 10.13 0.06300 112.93 11.15 10.13 0.06400 113.83 11.23 10.13 0.06500 114.71 11.32 10.13 0.06600 115.59 11.41 10.13 0.06700 116.46 11.49 10.13 0.06800 117.33 11.58 10.13 0.06900 118.19 11.66 10.13 Wetted Perimeter 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 Top Width 33.00 33.00 33.00 33.00 33.00 33.04 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 Rating Table for Interior Street - R/W To R/W - 6° Curb (68' R/W) Channel Slope Discharge Velocity Flow Area perimeter Top Width 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 0.07500 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 0.07900 126.46 12.48 10.13 33.76 33.00 0.08000 127.26 12.56 10.13 33.76 33.00 M . Worksheet for Interior Street - RIW To R/W - 8" Curb (68' RIW) Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00500 ft/ft Water Surface Elevation: 0.75 ft Options Current Roughness Weighted Meth( Improvedl_otters Open Channel Weighted Roughnes: Improvedl-otters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 65.39 ft3 /s Elevation Range: 0.000 to 0.910 ft Flow Area: 18.76 ftz Wetted Perimeter: 53.421 ft Top Width: 52.000 ft Normal Depth: 0.75 ft Critical Depth: 0.76 ft Critical Slope: 0.00476 ft/ft Velocity: 3.49 ft/s Velocity Head: 0 ft Speck Energy: 0.94 ft Froude Number: 1.02 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +68.00, 0.015 0.910) 0.910) Section Geometry Station Elevation 0 +00.00 0.910 0 +12.00 0.670 Worksheet for Interior Street - R/W To R/W - 8" Curb (68' P./W) Station Elevation 0 +12.00 0.000 0 +13.50 0.115 0 +13.50 0.146 0 +34.00 0.556 0 +54.50 0.146 0 +54.50 0.115 0 +56.00 0.000 0 +56.00 0.670 0 +68.00 0.910 D N pr 9 --N Table for Interior Street - RIW To R/W - 8° Curb (68' R/W) 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 0.75 Minimum Mapmum 0.00200 0.08000 Channel Slope Discharge Velocity Flow Area 0.00200 20.12 1.99 10.13 0.00300 24.64 2.43 10.13 0.00400 28.46 2.81 10.13 0.00500 31.82 3.14 10.13 0.00600 34.85 3.44 10.13 0.00700 37.64 3.72 10.13 0.00800 40.24 3.97 10.13 0.00900 42.68 4.21 10.13 0.01000 44.99 4.44 10.13 0.01100 47.19 4.66 10.13 0.01200 49.29 4.86 10.13 0.01300 51.30 5.06 10.13 0.01400 53.24 5.25 10.13 0.01500 55.11 5.44 10.13 0.01600 56.91 5.62 10.13 0.01700 58.66 5.79 10.13 0.01800 60.37 5.96 10.13 0.01900 62.02 6.12 10.13 0.02000 63.63 6.28 10.13 0.02100 65.20 6.43 10.13 0.02200 66.74 6.59 10.13 0.02300 68.24 6.73 10.13 0.02400 69.70 6.88 10.13 0.02500 71.14 7.02 10.13 0.02600 72.55 7.16 10.13 0.02700 73.93 7.30 10.13 0.02800 75.29 7.43 10.13 0.02900 76.62 7.56 10.13 Wetted Perimeter 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 Increment 0.00100 Top Width 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 ft A M Rating Table for Interior Street - R/W To R/W - 8" Curb (68' R/W) Channel Slope Discharge Velocity Flow Area 0.03000 77.93 7.69 10.13 0.03100 79.22 7.82 10.13 0.03200 80.49 7.94 10.13 0.03300 81.74 8.07 10.13 0.03400 82.96 8.19 10.13 0.03500 84.18 8.31 10.13 0.03600 85.37 8.43 10.13 0.03700 86.55 8.54 10.13 0.03800 87.71 8.66 10.13 0.03900 88.86 8.77 10.13 0.04000 89.99 8.88 10.13 0.04100 91.11 8.99 10.13 0.04200 92.21 9.10 10.13 0.04300 93.30 9.21 10.13 0.04400 94.38 9.31 10.13 0.04500 95.45 9.42 10.13 0.04600 96.50 9.52 10.13 0.04700 97.54 9.63 10.13 0.04800 98.58 9.73 10.13 0.04900 99.60 9.83 10.13 0.05000 100.61 9.93 10.13 0.05100 101.61 10.03 10.13 0.05200 102.60 10.13 10.13 0.05300 103.58 10.22 10.13 0.05400 104.56 10.32 10.13 0.05500 105.52 10.41 10.13 0.05600 106.48 10.51 10.13 0.05700 107.42 10.60 10.13 0.05800 108.36 10.69 10.13 0.05900 109.29 10.79 10.13 0.06000 110.21 10.88 10.13 0.06100 111.13 10.97 10.13 0.06200 112.03 11.06 10.13 0.06300 112.93 11.15 10.13 0.06400 113.83 11.23 10.13 0.06500 114.71 11.32 10.13 0.06600 115.59 11.41 10.13 0.06700 116.46 11.49 10.13 0.06800 117.33 11.58 10.13 0.06900 118.19 11.66 10.13 Wetted Perimeter 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 33.76 Top Width 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 33.00 Rating Table for Interior Street - RIW To R/W - 8" Curb (68' R/W) Channel Slope Discharge Velocity Flow Area Wetted Perimeter Top Width 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 0.07500 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 0.07900 126.46 12.48 10.13 33.76 33.00 0.08000 127.26 12.56 10.13 33.76 33.00 M A m APPENDIX D: CATCH BASIN CALCULATIONS FOR TRACT 16290 A N APPENDIX D.1: LINE "C -3" A N Worksheet for CB "M" -100YR Project Description Flow Element: Curb Inlet On Grade Solve For Efficiency Input Data Discharge: 29.80 Slope: 0.03000 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. 58.97 Intercepted Flow: 17.57 Bypass Flow. 12.23 Spread: 20.19 Depth: 0.49 Flow Area: 4.14 Gutter Depression: 0.09 Total Depression: 0.42 Velocity: 7.19 Equivalent Cross Slope: 0.04285 Length Factor. 0.39 Total Interception Length: 71.72 ft /S Nit ft Nit Wit ft in ft ft' /s fN /s ft ft ftz ft ft ft/s ft/ft ft 4 A M A Worksheet for CB "M " -25YR Project Description Flow Element: Curb Inlet On Grade Solve For Efficiency Input Data Discharge: 23.10 Slope: 0.03000 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: 65.84 Intercepted Flow. 15.21 Bypass Flow. 7.89 Spread: 18.30 Depth: 0.46 Flow Area: 3.41 Gutter Depression: 0.09 Total Depression: 0.42 Velocity: 6.76 Equivalent Cross Slope: 0.04532 Length Factor. 0.45 Total Interception Length: 62.31 ft' /s ft/it ft ftfft ftfft ft in ft o� fN /s ft' /s ft ft ftz ft ft ft/s ft/ft ft APPENDIX D.2: LAT. "C -3C" r,� CB "N " -100YR Worksheet for Curb Inlet On Grade Project Engineer: oeazar aguilar q: \... \calcs \flowmaster\cb plcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 08:55:22 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Project Description Worksheet CB "N " -100YR Type Curb Inlet On Gr Solve For Efficiency Input Data Discharge 30.90 cis Slope 047800 f tft Gutter Width 1.50 ft Gutter Cross Slope 083333 ft/ft Road Cross Slope 020000 ft/ft Mannings Coefficie 0.015 Curb Opening Len! 21.00 ft Local Depression 4.0 in Local Depress \ 4.00 ft Results Efficiency 0.42 Intercepted Flow 12.89 cfs Bypass Flow 18.01 cfs Spread 18.69 ft Depth 0.47 ft Flow Area 3.6 ftZ Gutter Depression 1.1 in Total Depression Velocity 5.1 in 8.67 ft/s Equivalent Cross Slo; 045257 ft/ft Length Factor 0.26 Total Interception Ler 8 1.04 ft Project Engineer: oeazar aguilar q: \... \calcs \flowmaster\cb plcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 08:55:22 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 CB "N " -25YR Worksheet for Curb Inlet On Grade AOM%� Project Description Worksheet CB "N " -25YR Type Curb Inlet On Gr Solve For Efficiency Input Data Discharge 24.20 cis Slope 047800 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 083300 ft/ft Road Cross Slope 020000 ft/ft Mannings Coefficie 0.015 Curb Opening Len! 21.00 ft Local Depression 4.0 in Local Depress \ 4.00 ft Results Efficiency 0.47 Intercepted Flow 11.37 cfs Bypass Flow 12.83 cis Spread 17.00 ft Depth 0.43 ft Flow Area 3.0 ft Gutter Depression 1.1 in Total Depression Velocity 5.1 in 8.17 ft/s Equivalent Cross SIq 047898 ft/ft Length Factor 0.30 Total Interception Lei 70.69 ft m Project Engineer: ceazar aguiiar q: \... \talcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 09:05:08 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 CB "E " -100YR Worksheet for Curb Inlet On Grade C� Project Engineer: ceazar aguiiar q: \... \talcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 08:57:22 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Project Description Worksheet CB "E " -100YR Type Curb Inlet On Gr Solve For Efficiency Input Data Discharge 18.00 cis Slope 020000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 083330 ft/ft Road Cross Slope 020000 ft/ft Mannings CoefficiE 0.015 Curb Opening Len! 21.00 ft Local Depression 4.0 in Local Depressio \ 4.00 ft Results Efficiency 0.63 Intercepted Flow 11.42 cis Bypass Flow 6.58 cis Spread 17.95 ft Depth 0.45 ft Flow Area 3.3 ftZ Gutter Depression 1.1 in Total Depression 5.1 in Velocity 5.47 ft/s Equivalent Cross Slo 046357 ft/ft Length Factor 0.43 Total Interception Lei 4 ft C� Project Engineer: ceazar aguiiar q: \... \talcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 08:57:22 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 CB "E" 25YR Worksheet for Curb Inlet On Grade Project Engineer: ceazar aguilar q: \... \calcs \flowmaster\cb calcs.fm2 AEI CASC Engineering FlowMaster v6.1 [614k) 11/04/05 09:05:39 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Project Description Worksheet CB "E " -25YR Type Curb Inlet On Gr Solve For Efficiency Input Data Discharge 12.80 cis Slope 020000 Wit Gutter Width 1.50 ft Gutter Cross Slope 083333 ft/ft Road Cross Slope 020000 ft/ft Mannings Coefficie 0.015 Curb Opening Len! 28.00 it Local Depression 4.0 in Local Depress \ 4.00 ft Results Efficiency 0.88 Intercepted Flow 11.27 cis Bypass Flow 1.53 cis Spread 15.71 ft Depth 0.41 ft Flow Area 2.5 ft Gutter Depression 1.1 in Total Depression 5.1 in Velocity 5.04 ft/s Equivalent Cross Sloi 050295 ft/ft Length Factor 0.69 Total Interception Ler 40.45 ft Project Engineer: ceazar aguilar q: \... \calcs \flowmaster\cb calcs.fm2 AEI CASC Engineering FlowMaster v6.1 [614k) 11/04/05 09:05:39 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 APPENDIX D.3: C .P. "D" m CB "D " -100YR Worksheet for Curb inlet On Grade C� Project Engineer: ceazar aguilar q:\... \calcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 08:53:59 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Project Description Worksheet CB "D " -100YR Type Curb Inlet On Gr Solve For Efficiency Input Data Discharge 10.00 cis Slope 032800 ft/ft Gutter Width 1.50 ft Gutter Cross SlopE 083333 ft/ft Road Cross Slope 020000 ft/ft Mannings CoefficiE 0.015 Curb Opening Len! 21.00 ft Local Depression 4.0 in Local Depressio \ 4.00 ft Results Efficiency 0.75 Intercepted Flow 7.49 cfs Bypass Flow 2.51 cfs Spread 12.90 ft Depth 0.35 ft Flow Area 1.7 ft Gutter Depression 1.1 in Total Depression 5.1 in Velocity 5.76 ft/s Equivalent Cross Sloj 057080 ft/ft Length Factor 0.54 Total Interception Ler 39.21 ft C� Project Engineer: ceazar aguilar q:\... \calcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 08:53:59 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 CB "D" -25YR Worksheet for Curb Inlet On Grade A Project Engineer: ceazar aguilar q: \... \talcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 09:06:03 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Project Description 0.82 Worksheet CB "D" -25YR Type Curb Inlet On Gr Solve For Efficiency Input Data 0.33 ft Discharge 7.80 cfs Slope 032800 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 083333 ft/ft Length Factor Road Cross Slope 020000 ft/ft Total Interception Ler Mannings Coefficie 0.015 Curb Opening Len! 21.00 ft Local Depression 4.0 in Local Depressio \ 4.00 ft Results A Project Engineer: ceazar aguilar q: \... \talcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 09:06:03 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Efficiency 0.82 Intercepted Flow 6.43 cfs Bypass Flow 1.37 cis Spread 11.67 ft Depth 0.33 ft Flow Area 1.4 ft Gutter Depression 1.1 in Total Depression Velocity 5.1 in 5.45 ft/s Equivalent Cross Slo; 061039 ft/ft Length Factor 0.62 Total Interception Ler 33.93 ft A Project Engineer: ceazar aguilar q: \... \talcs \flowmaster\cb calcs.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 11/04/05 09:06:03 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 N N APPENDIX D.4: C.P. "F" r - - Iq LI R Worksheet Worksheet for Curb Inlet In Sag Project Description Worksheet CB "F" -100YR Type Curb Inlet In S Solve For Spread Input Data Discharge 21.50 cfs Gutter Width 1.50 ft Gutter Cross Slope 080000 ft/ft Road Cross Slope 020000 ft/ft Curb Opening Len! 28.00 ft Opening Height 0.83 ft Curb Throat Type Inclined Local Depression 4.0 in Local Depression \ 4.00 ft Throat Incline An 90.00 degree Results Spread 20.66 ft Depth 0.50 ft Gutter Depress 1.1 in Total Dep 5.1 in Project Engineer: ceazar aguilar untitled.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 07/26/05 08:51:44 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Worksheet for CB "F" -25YR I N Project Description Flow Element Curb Inlet In Sag Solve For Spread Input Data Discharge: 15.20 tt' /s Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 Nit Road Cross Slope: 0.02 tuft Curb Opening Length: 28.00 ft Opening Height: 0.83 tt Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Results Spread: 16.39 ft Depth: 0.42 ft Gutter Depression: 0.09 ft Total Depression: 0.42 It APPENDIX D.5: C.P. "P' m CB "1" 100 YR Worksheet for Curb Inlet In Sag Project Description Worksheet CB Y 100-yr Type Curb Inlet In S. Solve For Spread Input Data Discharge 6.40 cfs Gutter Width 1.50 ft Gutter Cross Slope 083333 ft/ft Road Cross Slope 020000 ft/ft Curb Opening Len! 7.00 ft Opening Height 0.92 ft Curb Throat Type Inclined Local Depression 4.0 in Local Depression \ 4.00 ft Throat Incline A ngl 45.00 degree Results Spread 16.87 ft Depth 0.43 ft Gutter Depress 1.1 in Total Depressil 5.1 in m Project Engineer: ceazar aguilar untitled.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k) 09/07/05 07:54:18 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 C13' 25 -YR Worksheet for Curb Inlet In Sag Project Description Worksheet CB "1" 2S— yr Type Curb Inlet In S. Solve For Spread Input Data Discharge 5.00 cfs Gutter Width 1.50 ft Gutter Cross Slope 083333 f//ft Road Cross Slope 020000 ft/ft Curb Opening Len! 7.00 ft Opening Height 0.92 ft Curb Throat Type Inclined Local Depression 4.0 in Local Depression \ 4.00 ft Throat Incline Angl 45.00 degr Results Spread 14.31 ft Depth 0.38 ft Gutter Depress 1.1 in Total Depress 5.1 in A A Project Engineer: ceazar aguilar untitled.fm2 AEI -CASC Engineering FlowMaster v6.1 [614k] 09/07/05 07 :54:38 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 m A APPENDIX D.6: C.P. "J" A G Worksheet for CB "J " -100YR Project Description Flow Element Solve For Input Data Discharge: Slope: Gutter Width: Gutter Cross Slope: Road Cross Slope: Manning Coefficient: Curb Opening Length: Local Depression: Local Depression Width: Results Efficiency: Intercepted Flow. Bypass Flow: Spread: Depth: Flow Area: Gutter Depression: Total Depression: Velocity: Equivalent Cross Slope: Length Factor. Total Interception Length: Curb Inlet On Grade Efficiency 16.00 ft /s 0.02270 Nit 1.50 ft 0.08 ft/ft 0.02 ft/ft 0.015 28.00 ft 4.00 in 4.00 ft 79.76 % 12.76 ft /s 3.24 ft /s 16.74 ft 0.42 ft 2.87 ft2 0.09 ft 0.42 ft 5.57 ft/s 0.04777 ft/ft 0.59 47.59 ft N x Worksheet for CB °J ° -25YR Project Description Flow Element Curb Inlet On Grade Solve For Efficiency Input Data Discharge: 10.60 Slope: 0.02270 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: 91.33 Intercepted Flow: 9.68 Bypass Flow: 0.92 Spread: 14.24 Depth: 0.37 Flow Area: 2.10 Gutter Depression: 0.09 Total Depression: 0.42 Velocity: 5.06 Equivalent Cross Slope: 0.05282 Length Factor. 0.74 Total Interception Length: 37.69 ft /s ft/ft ft ft/ft ft/ft ft in ft ft /s ft /s ft ft f ft ft ft/s ft/ft ft 14 APPENDIX D.7: C "K" m Worksheet for CB "K " -100YR C� Project Description Flow Element Curb Inlet On Grade Solve For Efficiency Input Data Discharge: 19.10 ft /s Slope: 0.00500 ft/tt Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 ft: Curb Opening Length: 4.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 18.73 % Intercepted Flow. 3.58 ft /s Bypass Flow. 15.52 ft /s Spread: 24.00 ft Depth: 0.57 ft Flow Area: 5.83 ft: Gutter Depression: 0.09 ft Total Depression: 0.42 ft Velocity: 3.28 ft/s Equivalent Cross Slope: 0.03905 ft/ft Length Factor. 0.11 Total Interception Length: 36.75 ft o-J Worksheet for CB W -25YR Project Description Flow Element: Curb Inlet On Grade Solve For Efficiency Input Data Discharge: 13.30 ft /s Slope: 0.00500 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 ft' Curb Opening Length: 4.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 22.57 Intercepted Flow. 3.00 ft /s Bypass Flow: 10.30 ft /s Spread: 20.89 ft Depth: 0.51 ft Flow Area: 4.43 ft' Gutter Depression: 0.09 ft Total Depression: 0.42 ft Velocity: 3.00 ft/s Equivalent Cross Slope: 0.04204 ft/ft Length Factor. 0.13 Total Interception Length: 30.20 ft EA m APPENDIX D.8: C.P. 'V' A N Worksheet for CB "L" -100YR Project Description Flow Element: Curb Inlet On Grade Solve For Efficiency Input Data Discharge: 29.80 Slope: 0.03000 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: 58.97 Intercepted Flow: 17.57 Bypass Flow: 12.23 Spread: 20.19 Depth: 0.49 Flow Area: 4.14 Gutter Depression: 0.09 Total Depression: 0.42 Velocity: 7.19 Equivalent Cross Slope: 0.04285 Length Factor. 0.39 Total Interception Length: 71.72 it' /s ft/ft ft Wit Nit ft in ft o� ft' /s ft' /s ft ft ft ft ft ft/s ft/ft ft D Worksheet for CB "V -25YR Project Description Flow Element: Curb Inlet On Grade Solve For Efficiency Input Data Discharge: 23.10 Slope: 0.03000 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: 65.84 Intercepted Flow. 15.21 Bypass Flow: 7.89 Spread: 18.30 Depth: 0.46 Flow Area: 3.41 Gutter Depression: 0.09 Total Depression: 0.42 Velocity: 6.76 Equivalent Cross Slope: 0.04532 Length Factor. 0.45 Total Interception Length: 62.31 ft /s Nit ft Wit ft/ft ft in ft o� ft 3/ ft' /s ft ft ft ft ft ft/s ft/ft ft A APPENDIX E: STORM DRAIN CALCUL FOR TRACT 16290 R I L APPENDIX E.I: LINE "C -3" 8.900 43.300 5.700 20.300 17.600 T1 52641 COYOTE CANYON 4 1 .000 3.000 T2 WSPG RUN FOR LINE "C -3" 2 4 1 T3 FN:LINE "C -3 ".WSW .000 CD 3 SO 990.6701648.830 11 2.000 .000 R 1007.5301649.330 11 1 .013 3.000 R 1054.1401650.700 11 5 .013 1 JX 1060.7401650.830 14 12 13.013 6 R 1410.2901657.790 14 1.500 .013 R 1425.6501658.090 14 1 .013 2.500 JX 1433.2201658.740 16 15 .013 1 R 1480.9801660.340 16 .013 9 JX 1489.4301660.460 4 2 3.013 R 1642.8701662.680 4 0 .013 6.000 R 1678.2101663.200 4 11 .013 1 JX 1687.5001663.700 7 5 6.013 12 R 1730.1901663.910 7 1.500 .013 R 1750.7501664.020 7 1 .013 1.500 R 1850.1701664.510 7 14 .013 1 R 1916.6301664.850 7 .013 15 R 1953.0701665.030 7 2.500 .013 JX 1958.8001665.530 9 8 .013 3.000 R 1975.5301667.950 9 .013 17.6�-u R 1979.0001668.450 9 .013 R 1987.4401671.540 9 .013 WE 1987.4401671.540 10 .250 SH 1987.4401671.540 10 8.900 43.300 5.700 20.300 17.600 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 9 1653.300 .000 .000 0 - 57.652 .000 0 3.5001651.7101651.710 37.3 63.1 .000 .000 .000 0 16.549 .000 0 1659.000 30.0 .000 66.513 .000 0 12.2001660.8701660.880 59.9 45.0 .000 .000 .000 0 90.000 .000 0 3.5001664.0901664.060 40.1 30.0 .000 .000 .000 0 -2.385 .000 0 .000 .000 0 - 86.990 .000 0 .000 .000 0 1665.400 45.0 .000 42.615 .000 0 .000 .000 0 .000 .000 0 1671.540 .000 . .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 CD 1 4 1 .000 3.000 .000 CD 2 4 1 .000 2.000 .000 CD 3 4 1 .000 2.000 .000 CD 4 4 1 .000 3.000 .000 CD 5 4 1 .000 1.500 .000 CD 6 4 1 .000 1.500 .00 CD 7 4 1 .000 2.500 .000 CD 8 4 1 .000 2.000 .000 CD 9 4 1 .000 2.000 .000 CD 10 2 0 .000 6.000 28.000 CD 11 4 1 .000 3.500 .000 CD 12 4 1 .000 1.500 .000 CD 13 4 1 .000 1.500 .000 CD 14 4 1 .000 3.500 .000 CD 15 4 1 .000 2.500 .000 CD 16 4 1 .000 3.000 .000 Q 17.6�-u .0 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 9 1653.300 .000 .000 0 - 57.652 .000 0 3.5001651.7101651.710 37.3 63.1 .000 .000 .000 0 16.549 .000 0 1659.000 30.0 .000 66.513 .000 0 12.2001660.8701660.880 59.9 45.0 .000 .000 .000 0 90.000 .000 0 3.5001664.0901664.060 40.1 30.0 .000 .000 .000 0 -2.385 .000 0 .000 .000 0 - 86.990 .000 0 .000 .000 0 1665.400 45.0 .000 42.615 .000 0 .000 .000 0 .000 .000 0 1671.540 .000 . .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 FILE: line_c -3.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 8:44:12 52641 COYOTE CANYON WSPG RUN FOR LINE "C -3" FN:LINE "C -3 ".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW TopIHeight/ Base Wtj INo Wth Station I Elev (FT) 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 -Fall ZR IType Ch 990.670 1648.830 4.470 1653.300 132.60 13.78 2.95 1656.25 .00 3.32 .00 3.500 .000 .00 1 .0 16.860 .0297 .0174 .29 4.47 .00 2.29 .013 .00 .00 PIPE 1007.530 1649.330 4.263 1653.593 132.60 13.78 2.95 1656.54 .00 3.32 .00 3.500 .000 .00 1 .0 46.610 .0294 .0174 .81 .00 .00 2.30 .013 .00 .00 PIPE 1054.140 1650.700 4.175 1654.875 132.60 13.78 2.95 1657.82 .00 3.32 .00 3.500 .000 .00 1 .0 JUNCT STR 0197 .0158 .10 4.17 .00 .013 .00 .00 PIPE 1060.740 1650.830 5.076 1655.906 120.20 12.49 2.42 1658.33 .00 3.25 .00 3.500 .000 .00 1 .0 196.917 .0199 .0143 2.81 5.08 .00 2.47 .013 .00 .00 PIPE 1257.657 1654.751 3.965 1658.716 120.20 12.49 2.42 1661.14 .00 3.25 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 1257.657 1654.751 2.568 1657.319 120.20 15.89 3.92 1661.24 .00 3.25 3.09 3.500 .000 .00 1 .0 82.334 .0199 .0172 1:42 2.57 1.79 2.47 .013 .00 .00 PIPE 1339.991 1656.390 2.677 1659.068 120.20 15.22 3.60 1662.67 .00 3.25 2.97 3.500 .000 .00 1 .0 44.977 .0199 .0156 .70 2.68 1.64 2.47 .013 .00 .00 PIPE 1384.968 1657.286 2.811 1660.097 120.20 14.51 3.27 1663.37 .00 3.25 2.78 3.500 .000 .00 1 .0 25.322 .0199 .0142 .36 2.81 1.48 2.47 .013 .00 .00 PIPE 1410.290 1657.790 2.963 1660.753 120.20 13.84 2.97 1663.73 .28 3.25 2.52 3.500 .000 .00 1 .0 7.833 .0195 .0133 .10 3.25 1.31 2.49 .013 .00 .00 PIPE 0 0 N FILE: line_c -3.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 8:44:12 52641 COYOTE CANYON WSPG RUN FOR LINE "C -3" FN:LINE "C -3 ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopiHeight/ Base 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.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1418.123 1657.943 3.042 1660.985 120.20 13.53 2.84 1663.83 .25 3.25 2.36 3.500 .000 .00 1 .0 7.527 .0195 .0127 .10 3.29 1.23 2.49 .013 .00 .00 PIPE 1425.650 1658.090 3.250 1661.340 120.20 12.90 2.58 1663.92 .00 3.25 1.80 3.500 .000 .00 1 .0 JUNCT STR .0859 .0128 .10 3.48 1.00 .013 .00 .00 PIPE 1433.220 1658.740 4.151 1662.891 76.90 10.88 1.84 1664.73 .00 2.74 .00 3.000 .000 .00 1 .0 47.760 .0335 .0133 .63 .00 .00 1.73 .013 .00 .00 PIPE 1480.980 1660.340 3.502 1663.842 76.90 10.88 1.84 1665.68 .00 2.74 .00 3.000 .000 .00 1 .0 JUNCT STR 0142 .0106 .09 3.50 .00 .013 .00 .00 PIPE 1489.430 1660.460 4.813 1665.273 59.00 8.35 1.08 1666.35 .00 2.48 .00 3.000 .000 .00 1 .0 153.440 .0145 .0078 1.20 4.81 .00 1.91 .013 .00 .00 PIPE 1642.870 1662.680 3.793 1666.474 59.00 8.35 1.08 1667.56 .00 2.48 .00 3.000 .000 .00 1 .0 35.340 .0147 .0078 .28 .00 .00 1.90 .013 .00 .00 PIPE 1678.210 1663.200 3.766 1666.966 59.00 8.35 1.08 1668.05 .00 2.48 .00 3.000 .000 .00 1 .0 JUNCT STR 0538 .0076 .07 3.77 .00 .013 .00 .00 PIPE 1687.500 1663.700 3.626 1667.326 35.20 7.17 .80 1668.12 .00 2.01 .00 2.500 .000 .00 1 .0 42.690 .0049 .0074 .31 3.63 .00 2.50 .013 .00 .00 PIPE 1730.190 1663.910 3.730 1667.640 35.20 7.17 .80 1668.44 .00 2.01 .00 2.500 .000 .00 1 .0 20.560 .0053 .0074 .15 .00 .00 2.50 .013 .00 .00 PIPE 0 FILE: line_c -3.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 8:44:12 52641 COYOTE CANYON WSPG RUN FOR LINE "C -3" FN:LINE "C -3 ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wt) 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 I SF Aver HF ISE DpthIFroude NINOxm Dp I "N" I X -Fall ZR IType Ch 1750.750 1664.020 3.798 1667.818 35.20 7.17 .80 1668.62 .00 2.01 .00 2.500 .000 .00 1 .0 99.420 .0049 .0074 .73 3.80 .00 2.50 .013 .00 .00 PIPE 1850.170 1664.510 4.040 1668.550 35.20 7.17 .80 1669.35 .00 2.01 .00 2.500 .000 .00 1 .0 66.460 .0051 .0074 .49 .00 .00 2.50 .013 .00 .00 PIPE 1916.630 1664.850 4.346 1669.196 35.20 7.17 .80 1669.99 .00 2.01 .00 2.500 .000 .00 1 .0 36.440 .0049 .0074 .27 4.35 .00 2.50 .013 .00 .00 PIPE 1953.070 1665.030 4.435 1669.464 35.20 7.17 .80 1670.26 .00 2.01 .00 2.500 .000 .00 1 .0 JUNCT STR 0873 .0067 .04 .00 .00 .013 .00 .00 PIPE 1958.800 1665.530 4.622 1670.152 17.60 5.60 .49 1670.64 .00 1.51 .00 2.000 .000 .00 1 .0 10.373 .1446 .0061 .06 .00 .00 .61 .013 .00 .00 PIPE 1969.173 1667.031 3.224 1670.254 17.60 5.60 .49 1670.74 .00 1.51 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1969.173 1667.031 .701 1667.732 17.60 17.92 4.99 1672.72 .85 1.51 1.91 2.000 .000 .00 1 .0 6.357 .1446 .0816 .52 1.55 4.40 .61 .013 .00 .00 PIPE 1975.530 1667.950 .726 1668.676 17.60 17.08 4.53 1673.21 .00 1.51 1.92 2.000 .000 .00 1 .0 3.470 .1441 .0732 .25 .73 4.11 .61 .013 .00 .00 PIPE 1979.000 1668.450 .742 1669.192 17.60 16.59 4.27 1673.46 .00 1.51 1.93 2.000 .000 .00 1 .0 .428 .3661 .0686 .03 .74 3.94 .48 .013 .00 .00 PIPE FILE: line_c -3.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 8:44:12 52641 COYOTE CANYON WSPG RUN FOR LINE "C -3" +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FN:LINE "C -3 ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch I 1979.428 I 1668.607 .751 I I 1669.358 I 17.60 16.30 i 4.13 I 1673.49 .00 I I 1.51 1.94 I I 2.000 I .000 .00 I 1 .0 1.148 .3661 .0629 .07 .75 3.85 .48 .013 .00 .00 I_ PIPE I 1980.576 I 1669.027 .778 I i 1669.805 I 17.60 15.55 I 3.75 I 1673.56 .00 I I 1.51 1.95 I I 2.000 I .000 .00 I 1 .0 1.004 .3661 .0552 .06 .78 3.60 .48 .013 .00 .00 I_ PIPE I 1981.580 I 1669.395 .807 I I 1670.202 I 17.60 14.82 I 3.41 I 1673.61 .00 I I 1.51 1.96 I I 2.000 I .000 .00 I 1 .0 .885 .3661 .0484 .04 .81 3.36 .48 .013 .00 .00 PIPE I 1982.465 I 1669.719 .836 I I 1670.555 I 17.60 14.13 I 3.10 I 1673.66 .00 I I 1.51 1.97 I I 2.000 I .000 .00 I 1 .0 .775 .3661 .0425 .03 .84 3.13 .48 .013 .00 .00 I_ PIPE I 1983.240 I 1670.002 .867 I I 1670.870 I 17.60 13.47 I 2.82 I 1673.69 .00 I I 1.51 1.98 I I 2.000 I .000 .00 I 1 .0 -I- .682 -I- .3661 -I- -I- -I- -I- -I- .0374 -I- .03 -I- .87 -i- 2.93 -I- .48 -I- .013 -I- .00 .00 1- PIPE I 1983.923 I 1670.252 .899 I I 1671.151 I 17.60 12.85 I 2.56 I 1673.71 .00 I I 1.51 1.99 I I 2.000 I .000 .00 I 1 .0 .600 .3661 .0328 .02 .90 2.73 .48 .013 .00 .00 I_ PIPE I 1984.523 1670.472 I .932 I I 1671.404 I 17.60 12.25 I 2.33 I 1673.73 .00 I I 1.51 2.00 I I 2.000 I .000 .00 I 1 .0 .521 .3661 .0289 .02 .93 2.54 .48 .013 .00 .00 PIPE I 1985.044 1670.663 I .968 I I 1671.631 I 17.60 11.68 I 2.12 I 1673.75 .00 I I 1.51 2.00 I I 2.000 I .000 .00 I 1 .0 .459 .3661 .0254 .01 .97 2.37 .48 .013 .00 .00 PIPE I 1985.504 1670.831 I 1.004 I I 1671.835 I 17.60 11.14 I 1.93 I 1673.76 .00 i 1.51 I 2.00 I I 2.000 I .000 .00 1 .0 .396 .3661 .0224 .01 1.00 2.21 .48 .013 .00 .00 PIPE n n c� FILE: line_c -3.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 8:44:12 52641 COYOTE CANYON WSPG RUN FOR LINE "C -3" FN:LINE "C -3 ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow Top[Height/ Base 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 DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1985.899 1670.976 1.043 1672.019 17.60 10.62 1.75 1673.77 .00 1.51 2.00 2.000 .000 .00 1 .0 .344 .3661 .0197 .01 1.04 2.05 .48 .013 .00 .00 PIPE 1986.243 1671.102 1.083 1672.185 17.60 10.12 1.59 1673.78 .00 1.51 1.99 2.000 .000 .00 1 .0 .292 .3661 .0174 .01 1.08 1.91 .48 .013 .00 .00 PIPE 1986.535 1671.209 1.126 1672.335 17.60 9.65 1.45 1673.78 .00 1.51 1.98 2.000 .000 .00 1 .0 .247 .3661 .0154 .00 1.13 1.77 .48 .013 .00 .00 PIPE 1986.782 1671.299 1.171 1672.470 17.60 9.20 1.32 1673.79 .00 1.51 1.97 2.000 .000 .00 1 .0 .203 .3661 .0136 .00 1.17 1.65 .48 .013 .00 .00 PIPE 1986.985 1671.373 1.219 1672.592 17.60 8.77 1.20 1673.79 .00 1.51 1.95 2.000 .000 .00 1 .0 .166 .3661 .0120 .00 1.22 1.53 .48 .013 .00 .00 PIPE 1987.150 1671.434 1.269 1672.703 17.60 8.37 1.09 1673.79 .00 1.51 1.93 2.000 .000 .00 1 .0 .126 .3661 .0107 .00 1.27 1.41 .48 .013 .00 .00 PIPE 1987.276 1671.480 1.323 1672.803 17.60 7.98 .99 1673.79 .00 1.51 1.89 2.000 .000 .00 1 .0 .089 .3661 .0095 .00 1.32 1.30 .48 .013 .00 .00 PIPE 1987.366 1671.513 1.381 1672.894 17.60 7.61 .90 1673.79 .00 1.51 1.85 2.000 .000 .00 1 .0 .055 .3661 .0085 .00 1.38 1.20 .48 .013 .00 .00 PIPE 1987.421 1671.533 1.443 1672.976 17.60 7.25 .82 1673.79 .00 1.51 1.79 2.000 .000 .00 1 .0 .019 .3661 .0076 .00 1.44 1.10 .48 .013 .00 .00 PIPE FILE: line_c -3.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 6 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 8:44:12 52641 COYOTE CANYON WSPG RUN FOR LINE "C -3" FN:LINE "C -3 ".WSW Invert ( Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base 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 I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1987.440 1671.540 1.511 1673.051 17.60 6.91 .74 1673.79 .00 1.51 1.72 2.000 .000 .00 1 .0 WALL ENTRANCE I 1 1 1987.440 1671.540 2.750 1674.290 17.60 .23 .00 1674.29 .00 .23 28.00 6.000 28.000 .00 0 .0 N APPENDIX E.2: L AT. "C -3C" C� T1 T2 52637 COYOTE CANYON RUN FOR LAT "C -3C" 0 T3 FN:LATC3C.WSW SO 1018.5701659.000 1 1662.891 R 1084.1301661.660 1 .013 1.000 .000 0 JX 1090.6301661.900 1 2 .013 10.400 1662.920 30.0 .000 R 1523.5401677.960 1 .013 .000 .000 0 R 1560.9801679.350 1 .013 - 48.510 .000 0 JX 1565.3001679.510 1 6 .013 1.700 1680.190 90.0 -3.820 R 1594.2401680.600 1 .013 - 37.688 .000 0 JX 1602.2201681.410 5 5 5.013 11.400 7.1001681.2801681.280 -59.1 45.00 .000 R 1629.0001683.960 5 .013 - 90.000 .000 0 R 1652.3701686.190 5 .013 - 59.500 .000 0 R 1672.7801688.140 5 .013 .000 .000 0 WE 1672.7801688.140 8 .250 SH 1672.7801688.140 8 1688.140 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 1.500 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 CD 8 2 0 .000 6.000 21.000 .000 .000 .00 Q 12.900 .0 m D n n n FILE: latc3c.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:11- 4 -2005 Time: 9:29:16 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFloW ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.) ZL IPrs /Pip L /Elem ICh Slope I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1018.570 1659.000 3.891 1662.891 43.50 8.86 1.22 1664.11 .00 2.20 .00 2.500 .000 .00 1 .0 12.489 .0406 .0112 .14 3.89 .00 1.29 .013 .00 .00 PIPE 1031.059 1659.507 3.524 1663.031 43.50 8.86 1.22 1664.25 .00 2.20 .00 2.500 .000 .00 1 .0 HYDRAULIC JUMP 1031.059 1659.507 1.359 1660.866 43.50 15.95 3.95 1664.82 .00 2.20 2.49 2.500 .000 .00 1 .0 27.341 .0406 .0327 .89 1.36 2.69 1.29 .013 .00 .00 PIPE 1058.400 1660.616 1.392 1662.008 43.50 15.48 3.72 1665.73 .00 2.20 2.48 2.500 .000 .00 1 .0 25.730 .0406 .0296 .76 1.39 2.56 1.29 .013 .00 .00 PIPE 1084.130 1661.660 1.448 1663.108 43.50 14.76 3.38 1666.49 .00 2.20 2.47 2.500 .000 .00 1 .0 JUNCT STR 0369 .0324 .21 1.45 2.38 .013 .00 .00 PIPE 1090.630 1661.900 1.129 1663.029 33.10 15.38 3.67 1666.70 .00 1.96 2.49 2.500 .000 .00 1 .0 137.480 .0371 .0371 5.10 1.13 2.92 1.13 .013 .00 .00 PIPE 1228.110 1667.000 1.129 1668.129 33.10 15.38 3.67 1671.80 .00 1.96 2.49 2.500 .000 .00 1 .0 128.047 .0371 .0369 4.72 1.13 2.92 1.13 .013 .00 .00 PIPE 1356.157 1671.750 1.132 1672.883 33.10 15.31 3.64 1676.52 .00 1.96 2.49 2.500 .000 .00 1 .0 107.899 .0371 .0344 3.71 1.13 2.90 1.13 .013 .00 .00 PIPE 1464.056 1675.753 1.175 1676.928 33.10 14.60 3.31 1680.24 .00 1.96 2.50 2.500 .000 .00 1 .0 37.739 .0371 .0303 1.14 1.18 2.70 1.13 .013 .00 .00 PIPE 0 FILE: latc3c.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:29:16 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert ( Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I ( I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1501.796 1677.153 1.219 1678.372 33.10 13.92 3.01 1681.38 .00 1.96 2.50 2.500 .000 .00 1 .0 21.745 .0371 .0267 .58 1.22 2.52 1.13 .013 .00 .00 PIPE 1523.540 1677.960 1.266 1679.226 33.10 13.27 2.74 1681.96 .31 1.96 2.50 2.500 .000 .00 1 .0 10.171 .0371 .0240 .24 1.58 2.34 1.13 .013 .00 .00 PIPE 1533.711 1678.338 1.297 1679.635 33.10 12.86 2.57 1682.20 .29 1.96 2.50 2.500 .000 .00 1 .0 11.732 .0371 .0216 .25 1.59 2.23 1.13 .013 .00 .00 PIPE 1545.443 1678.773 1.348 1680.121 33.10 12.26 2.33 1682.45 .26 1.96 2.49 2.500 .000 .00 1 .0 8.801 .0371 .0190 .17 1.61 2.08 1.13 .013 .00 .00 PIPE 1554.244 1679.100 1.401 1680.501 33.10 11.69 2.12 1682.62 .24 1.96 2.48 2.500 .000 .00 1 .0 6.736 .0371 .0168 .11 1.64 1.93 1.13 .013 .00 .00 PIPE 1560.980 1679.350 1.457 1680.807 33.10 11.14 1.93 1682.74 .15 1.96 2.47 2.500 .000 .00 1 .0 JUNCT STR 0370 .0176 .08 1.60 1.79 .013 .00 .00 PIPE 1565.300 1679.510 1.322 1680.832 31.40 11.92 2.21 1683.04 .25 1.91 2.50 2.500 .000 .00 1 .0 6.789 .0377 .0184 .13 1.57 2.05 1.09 .013 .00 .00 PIPE 1572.089 1679.766 1.366 1681.132 31.40 11.44 2.03 1683.16 .23 1.91 2.49 2.500 .000 .00 1 .0 6.143 .0377 .0164 .10 1.60 1.92 1.09 .013 .00 .00 PIPE 1578.232 1679.997 1.420 1681.417 31.40 10.90 1.85 1683.26 .21 1.91 2.48 2.500 .000 .00 1 .0 4.782 .0377 .0145 .07 1.63 1.78 1.09 .013 .00 .00 PIPE n n FILE: latc3c.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:29:16 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head ( 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 SSE DpthIFroude NINorm Dp I "N" ( X -Fall ZR IType Ch 1583.014 1680.177 1.477 1681.654 31.40 10.40 1.68 1683.33 .19 1.91 2.46 2.500 .000 .00 1 .0 3.726 .0377 .0128 .05 1.66 1.65 1.09 .013 .00 .00 PIPE 1586.740 1680.318 1.537 1681.855 31.40 9.91 1.53 1683.38 .17 1.91 2.43 2.500 .000 .00 1 .0 2.839 .0377 .0114 .03 1.71 1.53 1.09 .013 .00 .00 PIPE 1589.580 1680.424 1.601 1682.026 31.40 9.45 1.39 1683.41 .15 1.91 2.40 2.500 .000 .00 1 .0 2.070 .0377 .0101 .02 1.75 1.42 1.09 .013 .00 .00 PIPE 1591.650 1680.502 1.670 1682.172 31.40 9.01 1.26 1683.43 .13 1.91 2.35 2.500 .000 .00 1 .0 1.451 .0377 .0090 .01 1.81 1.31 1.09 .013 .00 .00 PIPE 1593.100 1680.557 1.743 1682.300 31.40 8.59 1.15 1683.45 .12 1.91 2.30 2.500 .000 .00 1 .0 .850 .0377 .0080 .01 1.86 1.20 1.09 .013 .00 .00 PIPE 1593.950 1680.589 1.822 1682.411 31.40 8.19 1.04 1683.45 .11 1.91 2.22 2.500 .000 .00 1 .0 .290 .0377 .0072 .00 1.93 1.10 1.09 .013 .00 .00 PIPE 1594.240 1680.600 1.909 1682.509 31.40 7.81 .95 1683.46 .00 1.91 2.12 2.500 .000 .00 1 .0 JUNCT STR 1015 2.14 1.00 .013 .00 .00 PIPE 1602.220 1681.410 .603 1682.013 12.90 16.16 4.06 1686.07 .87 1.29 1.84 2.000 .000 .00 1 .0 11.876 .0952 .0805 .96 1.48 4.32 .58 .013 .00 .00 PIPE 1614.096 1682.541 .613 1683.154 12.90 15.79 3.87 1687.02 .84 1.29 1.84 2.000 .000 .00 1 .0 14.904 .0952 .0731 1.09 1.45 4.18 .58 .013 .00 .00 PIPE n n n FILE: latc3c.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:29:16 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW + xx+++++ xxxx+ x++++++ xxxxx++ xxx++ x+++ xxxxxxx+ x+ xxxxx+++++++ xxxx+++++ xxxxx+++++ xxxxxx++++++++ +xxxx + + +xx + +x + + +x +xxxxx + + + + +xxx +xxx +xxx Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.) ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1629.000 1683.960 .635 1684.595 12.90 15.05 3.52 1688.11 .58 1.29 1.86 2.000 .000 .00 1 .0 4.635 .0954 .0663 .31 1.22 3.91 .58 .013 .00 .00 PIPE 1633.635 1684.402 .644 1685.046 12.90 14.74 3.37 1688.42 .56 1.29 1.87 2.000 .000 .00 1 .0 8.084 .0954 .0603 .49 1.20 3.80 .58 .013 .00 .00 PIPE 1641.719 1685.174 .667 1685.841 12.90 14.05 3.07 1688.91 .51 1.29 1.89 2.000 .000 .00 1 .0 6.008 .0954 .0528 .32 1.18 3.55 .58 .013 .00 .00 PIPE 1647.727 1685.747 .690 1686.437 12.90 13.40 2.79 1689.22 .47 1.29 1.90 2.000 .000 .00 1 .0 4.643 .0954 .0463 .22 1.16 3.32 .58 .013 .00 .00 PIPE 1652.370 1686.190 .716 1686.906 12.90 12.78 2.53 1689.44 .00 1.29 1.92 2.000 .000 .00 1 .0 3.083 .0955 .0411 .13 .72 3.10 .58 .013 .00 .00 PIPE 1655.453 1686.485 .736 1687.221 12.90 12.29 2.35 1689.57 .00 1.29 1.93 2.000 .000 .00 1 .0 3.175 .0955 .0365 .12 .74 2.94 .58 .013 .00 .00 PIPE 1658.628 1686.788 .762 1687.550 12.90 11.72 2.13 1689.68 .00 1.29 1.94 2.000 .000 .00 1 .0 2.614 .0955 .0320 .08 .76 2.74 .58 .013 .00 .00 PIPE 1661.242 1687.038 .790 1687.828 12.90 11.18 1.94 1689.77 .00 1.29 1.96 2.000 .000 .00 1 .0 2.200 .0955 .0281 .06 .79 2.56 .58 .013 .00 .00 PIPE 1663.442 1687.248 .818 1688.066 12.90 10.66 1.76 1689.83 .00 1.29 1.97 2.000 .000 .00 1 .0 1.839 .0955 .0247 .05 .82 2.39 .58 .013 .00 .00 PIPE n n n FILE: latc3c.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:29:16 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW • r...., t++., r+***• r:...++. r.+++..• r, t+* rr+*.* r. t.....**+*, t++ t**..., t, t, t, r+.*+* t...* �+. + +,t,t +.a• * * *,r *.r,t. +,t....•,t ,t• *••. +.. +..r. *•+ .,tt +•.r. Invert Depth ( Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ...•*, r*+. ICh Slope I I.+*. �..+• I+..+...* I I......+, t+ l.•.. I r+, t, r• I.+.*.., tl..+•, SF Avel t, r* I+, HF SSE s•*••... I•+. DpthlFroude r*, t, tl+:*, NINorm t. •.,rlr Dp +.. *x..l. I "N" *.•r +,tl I X -Fall *a... + +1 ZR *.ter• ITyp Ch �.•. *. ++ 1665.281 1687.424 .848 1688.272 12.90 10.16 1.60 1689.87 .00 1.29 1.98 2.000 .000 .00 1 .0 1.540 .0955 .0217 .03 .85 2.23 .58 .013 .00 .00 PIPE 1666.821 1687.571 .880 1688.451 12.90 9.69 1.46 1689.91 .00 1.29 1.99 2.000 .000 .00 1 .0 1.314 .0955 .0191 .03 .88 2.08 .58 .013 .00 .00 PIPE 1668.135 1687.696 .912 1688.608 12.90 9.24 1.32 1689.93 .00 1.29 1.99 2.000 .000 .00 1 .0 1.097 .0955 .0167 .02 .91 1.94 .58 .013 .00 .00 PIPE 1669.232 1687.801 .946 1688.747 12.90 8.81 1.20 1689.95 .00 1.29 2.00 2.000 .000 .00 1 .0 .909 .0955 .0147 .01 .95 1.81 .58 .013 .00 .00 PIPE 1670.141 1687.888 .982 1688.870 12.90 8.40 1.09 1689.97 .00 1.29 2.00 2.000 .000 .00 1 .0 .745 .0955 .0130 .01 .98 1.69 .58 .013 .00 .00 PIPE 1670.887 1687.959 1.020 1688.979 12.90 8.01 1.00 1689.97 .00 1.29 2.00 2.000 .000 .00 1 .0 .612 .0955 .0114 .01 1.02 1.57 .58 .013 .00 .00 PIPE 1671.499 1688.018 1.059 1689.077 12.90 7.63 .90 1689.98 .00 1.29 2.00 2.000 .000 .00 1 .0 .483 .0955 .0101 .00 1.06 1.46 .58 .013 .00 .00 PIPE 1671.982 1688.064 1.100 1689.164 12.90 7.28 .82 1689.99 .00 1.29 1.99 2.000 .000 .00 1 .0 .355 .0955 .0089 .00 1.10 1.36 .58 .013 .00 .00 PIPE 1672.337 1688.098 1.144 1689.242 12.90 6.94 .75 1689.99 .00 1.29 1.98 2.000 .000 .00 1 .0 .251 .0955 .0079 .00 1.14 1.26 .58 .013 .00 .00 PIPE n n n FILE: latc3c.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 6 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:29:16 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth ( Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl 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 "N" I X -Fall ZR IType Ch 1672.588 1688.122 1.190 1689.312 12.90 6.62 .68 1689.99 .00 1.29 1.96 2.000 .000 .00 1 .0 .145 .0955 .0070 .00 1.19 1.17 .58 .013 .00 .00 PIPE 1672.732 1688.135 1.239 1689.375 12.90 6.31 .62 1689.99 .00 1.29 1.94 2.000 .000 .00 1 .0 .048 .0955 .0062 .00 1.24 1.08 .58 .013 .00 .00 PIPE 1672.780 1688.140 1.292 1689.432 12.90 6.01 .56 1689.99 .00 1.29 1.91 2.000 .000 .00 1 .0 WALL ENTRANCE 1672.780 1688.140 2.150 1690.290 12.90 .29 .00 1690.29 .00 .23 21.00 6.000 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- ►- h u APPENDIX E.3: C.P. "D" D 1 A T1 52641 COYOTE CANYON 0 T2 WSPG RUN FOR CP "D" T3 FN:CP "D ".WSW SO 1002.4701681.280 1 1682.509 R 1015.0001683.580 1 .013 .000 .000 0 R 1023.5701687.270 1 .013 .000 .000 0 WE 1023.5701687.270 2 .250 SH 1023.5701687.270 2 1687.270 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 21.000 .000 .000 .00 Q 7.5000 .0 m Cam] n n n FILE: cp_d.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:32: 2 52641 COYOTE CANYON WSPG RUN FOR CP "D" FN:CP "D ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.470 1681.280 .393 1681.673 7.50 17.23 4.61 1686.28 .00 .97 1.59 2.000 .000 .00 1 .0 3.628 .1836 .1517 .55 .39 5.80 .38 .013 .00 .00 PIPE 1006.098 1681.946 .396 1682.342 7.50 16.99 4.48 1686.82 .00 .97 1.59 2.000 .000 .00 1 .0 8.902 .1836 .1393 1.24 .40 5.69 .38 .013 .00 .00 PIPE 1015.000 1683.580 .410 1683.990 7.50 16.20 4.07 1688.06 .00 .97 1.61 2.000 .000 .00 1 .0 .957 .4306 .1226 .12 .41 5.33 .31 .013 .00 .00 PIPE 1015.957 1683.992 .421 1684.413 7.50 15.53 3.75 1688.16 .00 .97 1.63 2.000 .000 .00 1 .0 1.010 .4306 .1081 .11 .42 5.03 .31 .013 .00 .00 PIPE 1016.966 1684.427 .436 1684.863 7.50 14.81 3.41 1688.27 .00 .97 1.65 2.000 .000 .00 1 .0 .877 .4306 .0945 .08 .44 4.71 .31 .013 .00 .00 PIPE 1017.843 1684.804 .451 1685.255 7.50 14.12 3.10 1688.35 .00 .97 1.67 2.000 .000 .00 1 .0 .766 .4306 .0826 .06 .45 4.42 .31 .013 .00 .00 PIPE 1018.609 1685.134 .466 1685.600 7.50 13.46 2.82 1688.42 .00 .97 1.69 2.000 .000 .00 1 .0 .669 .4306 .0722 .05 .47 4.13 .31 .013 .00 .00 PIPE 1019.279 1685.423 .482 1685.905 7.50 12.84 2.56 1688.46 .00 .97 1.71 2.000 .000 .00 1 .0 .587 .4306 .0632 .04 .48 3.87 .31 .013 .00 .00 PIPE 1019.866 1685.675 .499 1686.174 7.50 12.24 2.33 1688.50 .00 .97 1.73 2.000 .000 .00 1 .0 .518 .4306 .0553 .03 .50 3.63 .31 .013 .00 .00 PIPE 0 FILE: cp_d.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:32: 2 52641 COYOTE CANYON WSPG RUN FOR CP "D" FN:CP "D ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base 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 SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1020.384 1685.898 .516 1686.415 7.50 11.67 2.12 1688.53 .00 .97 1.75 2.000 .000 .00 1 .0 .456 .4306 .0483 .02 .52 3.39 .31 .013 .00 .00 PIPE 1020.840 1686.095 .534 1686.629 7.50 11.13 1.92 1688.55 .00 .97 1.77 2.000 .000 .00 1 .0 .404 .4306 .0423 .02 .53 3.18 .31 .013 .00 .00 PIPE 1021.244 1686.269 .552 1686.821 7.50 10.61 1.75 1688.57 .00 .97 1.79 2.000 .000 .00 1 .0 .355 .4306 .0370 .01 .55 2.97 .31 .013 .00 .00 PIPE 1021.599 1686.422 .571 1686.993 7.50 10.12 1.59 1688.58 .00 .97 1.81 2.000 .000 .00 1 .0 .313 .4306 .0324 .01 .57 2.78 .31 .013 .00 .00 PIPE 1021.912 1686.556 .591 1687.147 7.50 9.65 1.44 1688.59 .00 .97 1.83 2.000 .000 .00 1 .0 .274 .4306 .0283 .01 .59 2.60 .31 .013 .00 .00 PIPE 1022.186 1686.674 .612 1687.286 7.50 9.20 1.31 1688.60 .00 .97 1.84 2.000 .000 .00 1 .0 .242 .4306 .0248 .01 .61 2.44 .31 .013 .00 .00 PIPE 1022.428 1686.779 .633 1687.412 7.50 8.77 1.19 1688.61 .00 .97 1.86 2.000 .000 .00 1 .0 .209 .4306 .0217 .00 .63 2.28 .31 .013 .00 .00 PIPE 1022.638 1686.869 .656 1687.525 7.50 8.36 1.09 1688.61 .00 .97 1.88 2.000 .000 .00 1 .0 .184 .4306 .0190 .00 .66 2.13 .31 .013 .00 .00 PIPE 1022.821 1686.948 .679 1687.627 7.50 7.97 .99 1688.61 .00 .97 1.89 2.000 .000 .00 1 .0 .159 .4306 .0167 .00 .68 1.99 .31 .013 .00 .00 PIPE n n 0 FILE: cp_d.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:32: 2 52641 COYOTE CANYON WSPG RUN FOR CP "D" +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FN:CP "D ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl + ENO 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 "N" I X -Fall ZR IType Ch 1022.980 1687.016 .703 1687.719 7.50 7.60 .90 1688.62 .00 .97 1.91 2.000 .000 .00 1 .0 .136 .4306 .0146 .00 .70 1.86 .31 .013 .00 .00 PIPE 1023.116 1687.075 .728 1687.803 7.50 7.25 .82 1688.62 .00 .97 1.92 2.000 .000 .00 1 .0 .115 .4306 .0128 .00 .73 1.74 .31 .013 .00 .00 PIPE 1023.231 1687.124 .754 1687.878 7.50 6.91 .74 1688.62 .00 .97 1.94 2.000 .000 .00 1 .0 .094 .4306 .0112 .00 .75 1.63 .31 .013 .00 .00 PIPE 1023.325 1687.165 .782 1687.947 7.50 6.59 .67 1688.62 .00 .97 1.95 2.000 .000 .00 1 .0 .079 .4306 .0099 .00 .78 1.52 .31 .013 .00 .00 PIPE 1023.404 1687.199 .810 1688.009 7.50 6.28 .61 1688.62 .00 .97 1.96 2.000 .000 .00 1 .0 .061 .4306 .0087 .00 .81 1.42 .31 .013 .00 .00 PIPE 1023.465 1687.225 .840 1688.065 7.50 5.99 .56 1688.62 .00 .97 1.97 2.000 .000 .00 1 .0 .049 .4306 .0076 .00 .84 1.33 .31 .013 .00 .00 PIPE 1023.514 1687.246 .870 1688.116 7.50 5.71 .51 1688.62 .00 .97 1.98 2.000 .000 .00 1 .0 .031 .4306 .0067 .00 .87 1.24 .31 .013 .00 .00 PIPE 1023.545 1687.259 .903 1688.162 7.50 5.44 .46 1688.62 .00 .97 1.99 2.000 .000 .00 1 .0 .021 .4306 .0059 .00 .90 1.15 .31 .013 .00 .00 PIPE 1023.566 1687.268 .936 1688.204 7.50 5.19 .42 1688.62 .00 .97 2.00 2.000 .000 .00 1 .0 .004 .4306 .0052 .00 .94 1.08 .31 .013 .00 .00 PIPE n n FILE: cp_d.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:32: 2 52641 COYOTE CANYON WSPG RUN FOR CP "D" FN:CP "D ".WSW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base 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 I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1023.570 1687.270 .973 1688.243 7.50 4.94 .38 1688.62 .00 .97 2.00 2.000 .000 .00 1 .0 WALL ENTRANCE 1023.570 1687.270 1.530 1688.800 7.50 .23 .00 1688.80 .00 .16 21.00 5.000 21.000 .00 0 .0 .013 .250 .000 .000 21.000 .000 1682.509 1687.190 .000 .00 .000 .00 .000 C .000 0 T1 T2 52641 COYOTE CANYON WSPG RUN FOR CP "D1" T3 FN:CP "D1 ".WSW SO 1002.0401681.280 1 R 1033.4101687.190 1 WE 1033.4101687.190 2 SH 1033.4101687.190 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 5.000 Q 11.400 .0 .013 .250 .000 .000 21.000 .000 1682.509 1687.190 .000 .00 .000 .00 .000 C .000 0 FILE: cp_dl.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:32:11 52641 COYOTE CANYON WSPG RUN FOR CP "D1" FN:CP "D1 ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super (CriticaljFloW ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem lCh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.040 1681.280 .515 1681.795 11.40 17.83 4.94 1686.73 .00 1.21 1.75 2.000 .000 .00 1 .0 4.624 .1884 .1146 .53 .51 5.20 .46 .013 .00 .00 PIPE 1006.664 1682.151 .528 1682.679 11.40 17.15 4.57 1687.25 .00 1.21 1.76 2.000 .000 .00 1 .0 4.567 .1884 .1016 .46 .53 4.92 .46 .013 .00 .00 PIPE 1011.231 1683.011 .547 1683.559 11.40 16.36 4.15 1687.71 .00 1.21 1.78 2.000 .000 .00 1 .0 3.606 .1884 .0889 .32 .55 4.61 .46 .013 .00 .00 PIPE 1014.837 1683.691 .566 1684.257 11.40 15.59 3.78 1688.03 .00 1.21 1.80 2.000 .000 .00 1 .0 2.932 .1884 .0778 .23 .57 4.31 .46 .013 .00 .00 PIPE 1017.769 1684.243 .585 1684.828 11.40 14.87 3.43 1688.26 .00 1.21 1.82 2.000 .000 .00 1 .0 2.420 .1884 .0681 .16 .59 4.04 .46 .013 .00 .00 PIPE 1020.189 1684.699 .606 1685.305 11.40 14.18 3.12 1688.43 .00 1.21 1.84 2.000 .000 .00 1 .0 2.040 .1884 .0596 .12 .61 3.78 .46 .013 .00 .00 PIPE 1022.229 1685.083 .627 1685.711 11.40 13.52 2.84 1688.55 .00 1.21 1.86 2.000 .000 .00 1 .0 1.732 .1884 .0522 .09 .63 3.53 .46 .013 .00 .00 PIPE 1023.962 1685.410 .649 1686.059 11.40 12.89 2.58 1688.64 .00 1.21 1.87 2.000 .000 .00 1 .0 1.482 .1884 .0457 .07 .65 3.30 .46 .013 .00 .00 PIPE 1025.444 1685.689 .672 1686.361 11.40 12.29 2.34 1688.71 .00 1.21 1.89 2.000 .000 .00 1 .0 1.275 .1884 .0401 .05 .67 3.09 .46 .013 .00 .00 PIPE n n n FILE: cp_dl.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:32:11 52641 COYOTE CANYON WSPG RUN FOR CP "D1" FN:CP "Dl ".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base 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 Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR (Type Ch 1026.719 1685.929 .696 1686.625 11.40 11.72 2.13 1688.76 .00 1.21 1.91 2.000 .000 .00 1 .0 1.101 .1884 .0351 .04 .70 2.89 .46 .013 .00 .00 PIPE 1027.821 1686.137 .721 1686.858 11.40 11.17 1.94 1688.80 .00 1.21 1.92 2.000 .000 .00 1 .0 .953 .1884 .0308 .03 .72 2.70 .46 .013 .00 .00 PIPE 1028.773 1686.317 .747 1687.064 11.40 10.65 1.76 1688.83 .00 1.21 1.93 2.000 .000 .00 1 .0 .831 .1884 .0270 .02 .75 2.52 .46 .013 .00 .00 PIPE 1029.605 1686.473 .773 1687.246 11.40 10.16 1.60 1688.85 .00 1.21 1.95 2.000 .000 .00 1 .0 .714 .1884 .0237 .02 .77 2.36 .46 .013 .00 .00 PIPE 1030.318 1686.608 .801 1687.409 11.40 9.68 1.46 1688.86 .00 1.21 1.96 2.000 .000 .00 1 .0 .611 .1884 .0208 .01 .80 2.20 .46 .013 .00 .00 PIPE 1030.929 1686.723 .831 1687.554 11.40 9.23 1.32 1688.88 .00 1.21 1.97 2.000 .000 .00 1 .0 .531 .1884 .0183 .01 .83 2.06 .46 .013 .00 .00 PIPE 1031.460 1686.823 .861 1687.684 11.40 8.80 1.20 1688.89 .00 1.21 1.98 2.000 .000 .00 1 .0 .449 .1884 .0160 .01 .86 1.92 .46 .013 .00 .00 PIPE 1031.909 1686.907 .893 1687.800 11.40 8.39 1.09 1688.89 .00 1.21 1.99 2.000 .000 .00 1 .0 .381 .1884 .0141 .01 .89 1.79 .46 .013 .00 .00 PIPE 1032.290 1686.979 .926 1687.905 11.40 8.00 .99 1688.90 .00 1.21 1.99 2.000 .000 .00 1 .0 .315 .1884 .0124 .00 .93 1.67 .46 .013 .00 .00 PIPE FILE: cp_dl.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 4 -2005 Time: 9:32:11 52641 COYOTE CANYON WSPG RUN FOR CP "Dl" FN:CP "D1 ".WSW r+.•* rr*+*+ r+*«* r** wrr*, t+++•.. �.+.+*+, r.**+, r+«, t* r., r. �r+* �, t.**, tr+, t* rrt. *r +,t..,+ +r,t +.. +.r.a + +,t�+ +,r. *,t +.* +.*.*.•.• r..*...*.+.+, Invert t*, t*:+.+., Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wti INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem .+•, r+ x... ICh Slope I l•., t« r. r.+ I+++. I �+.. I+ I t**. r. r+ �+*+ I r++++ rl, t•++*** SF Aver HF ISE DpthlFroude I.....*. I...+..*+• I..++.+• NINorm I.*.•.*., tl Dp *.••....I.rr I "N" I + *..I X -Fall *. +.,t•rl..•.. ZR IType Ch �r + «,r +.r 1032.605 1687.038 .961 1687.999 11.40 7.63 .90 1688.90 .00 1.21 2.00 2.000 .000 .00 1 .0 .255 .1884 .0109 .00 .96 1.56 .46 .013 .00 .00 PIPE 1032.859 1687.086 .998 1688.084 11.40 7.27 .82 1688.91 .00 1.21 2.00 2.000 .000 .00 1 .0 .205 .1884 .0096 .00 1.00 1.45 .46 .013 .00 .00 PIPE 1033.065 1687.125 1.036 1688.161 11.40 6.94 .75 1688.91 .00 1.21 2.00 2.000 .000 .00 1 .0 .155 .1884 .0085 .00 1.04 1.35 .46 .013 .00 .00 PIPE 1033.220 1687.154 1.076 1688.230 11.40 6.61 .68 1688.91 .00 1.21 1.99 2.000 .000 .00 1 .0 .109 .1884 .0075 .00 1.08 1.25 .46 .013 .00 .00 PIPE 1033.329 1687.175 1.118 1688.293 11.40 6.31 .62 1688.91 .00 1.21 1.99 2.000 .000 .00 1 .0 .061 .1884 .0066 .00 1.12 1.16 .46 .013 .00 .00 PIPE 1033.390 1687.186 1.163 1688.349 11.40 6.01 .56 1688.91 .00 1.21 1.97 2.000 .000 .00 1 .0 .020 .1884 .0058 .00 1.16 1.08 .46 .013 .00 .00 PIPE 1033.410 1687.190 1.212 1688.401 11.40 5.73 .51 1688.91 .00 1.21 1.95 2.000 .000 .00 1 .0 WALL ENTRANCE 1033.410 -I- 1687.190 -I- 1.976 -I- 1689.165 -I- 11.40 -I- .27 -1- .00 1689.17 -I- -I- .00 -I- .21 -I- 21.00 -I- 5.000 -I- 21.000 -I- .00 0 .0 I- APPENDIX E. C.P. " F" A Ti 52641 COYOTE CANYON T2 WSPG RUN FOR CP "F" IP T3 FN:CP "F ".WSW SO 1003.5001664.090 1 1667.326 R 1029.3301666.840 1 .013 0 WE 1029.3301666.840 2 .250 SH 1029.3301666.840 2 1666.840 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 6.000 28.000 .000 .000 .00 Q 21.500 .0 D IN .000 .000 A FILE: CP_F.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:34: 0 52641 COYOTE CANYON WSPG RUN FOR CP "F" FN:CP "F ".WSW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base 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 -Fall ZR IType Ch 1003.500 1664.090 3.236 1667.326 21.50 12.17 2.30 1669.62 .00 1.48 .00 1.500 .000 .00 1 .0 25.830 .1065 .0419 1.08 3.24 .00 .86 .013 .00 .00 PIPE 1029.330 1666.840 1.568 1668.408 21.50 12.17 2.30 1670.71 .00 1.48 .00 1.500 .000 .00 1 .0 WALL ENTRANCE 1029.330 1666.840 4.441 1671.281 21.50 .17 .00 1671.28 .00 .26 28.00 6.000 28.000 .00 0 .0 APPENDIX E.5: C.P. "I" 'An T1 52641 COYOTE CANYON T2 WSPG RUN FOR CP "I" T3 FN:CP "I ".WSW SO 1001.7601660.870 1 R 1032.8301664.610 1 0 WE 1032.8301664.610 2 SH 1032.8301664.610 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 6.000 Q 6.400 .0 C� 1665.273 013 250 1664.610 .000 .000 .000 .00 21.000 .000 .000 .00 .000 0 Iil 0 0 � 0 FILE: CP_I.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:32: 3 52641 COYOTE CANYON WSPG RUN FOR CP "I" FN:CP "I ".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE Dpth]Froude NINorm Dp i "N" I X -Fall ZR IType Ch 1001.760 I I 1660.870 I 4.403 I 1665.273 I 6.40 2.04 I .06 I 1665.34 .00 I .90 I .00 I 2.000 I I .000 .00 i 1 .0 20.096 .1204 .0008 .02 4.40 .00 .39 .013 .00 .00 I_ PIPE I 1021.856 I 1663.289 I 2.000 I I 1665.289 I 6.40 2.04 I .06 I 1665.35 .00 I .90 I .00 I 2.000 I I .000 .00 1 .0 1.492 .1204 .0007 .00 2.00 .00 .39 .013 .00 .00 PIPE 1023.348 I 1663.469 I 1.814 I I 1665.283 I 6.40 2.14 I .07 I 1665.35 .00 I .90 I 1.16 I 2.000 I i .000 .00 I 1 .0 .843 .1204 .0007 .00 1.81 .23 .39 .013 .00 .00 PIPE 1024.191 I 1663.570 I 1.706 I I 1665.276 I 6.40 2.24 I .08 I 1665.35 .00 I .90 I 1.42 I 2.000 i i .000 .00 I 1 .0 .671 .1204 .0008 .00 1.71 .28 .39 .013 .00 .00 PIPE 1024.862 I 1663.651 I 1.618 I I 1665.269 I 6.40 2.35 I .09 I 1665.35 .00 I .90 I 1.57 I 2.000 I I .000 .00 I 1 .0 .581 .1204 .0009 .00 1.62 .31 .39 .013 .00 .00 PIPE 1025.443 I 1663.721 I 1.540 I I 1665.261 I 6.40 2.47 I .09 I 1665.36 .00 I .90 I 1.68 I 2.000 I I .000 .00 I 1 .0 -I- .507 -I- .1204 -I- -I- -I- -I- -I- .0010 -I- .00 -I- 1.54 -I- .35 -I- .39 -I- .013 -I- .00 .00 1- PIPE 1025.950 I 1663.782 I 1.470 I I 1665.252 I 6.40 2.59 I .10 I 1665.36 .00 I .90 I 1.77 I 2.000 I I .000 .00 I 1 .0 .449 .1204 .0011 .00 1.47 .38 .39 .013 .00 .00 PIPE 1026.400 I 1663.836 I 1.406 I I 1665.242 I 6.40 2.71 I .11 I 1665.36 .00 I .90 I 1.83 I 2.000 I i .000 .00 I 1 .0 1026.402 I 1663.836 I 1.406 I I 1665.242 I 6.40 2.71 I .11 I 1665.36 .00 I .90 I 1.83 I 2.000 I I .000 .00 I 1 .0 -I- HYDRAULIC -I- JUMP -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- (- 1026.402 I 1663.836 I .547 I I 1664.383 I 6.40 9.18 I 1.31 I 1665.69 .00 I .90 I 1.78 I 2.000 I I .000 .00 I 1 .0 _I_ .397 _I- .1204 _I_ _I_ _I_ _I_ _i_ .0298 _I_ .01 _I_ .55 _I_ 2.59 _I_ .39 -I_ .013 _I_ .00 .00 1- PIPE 0 FILE: CP_I.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:32: 3 52641 COYOTE CANYON WSPG RUN FOR CP "I" FN:CP "I ".WSW Invert Depth Water ( Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base 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.I ZL (Prs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1026.799 1663.884 .547 1664.431 6.40 9.16 1.30 1665.74 .00 .90 1.78 2.000 .000 .00 1 .0 1.076 .1204 .0279 .03 .55 2.58 .39 .013 .00 .00 PIPE 1027.876 1664.014 .566 1664.580 6.40 8.74 1.19 1665.77 .00 .90 1.80 2.000 .000 .00 1 .0 .915 .1204 .0244 .02 .57 2.42 .39 .013 .00 .00 PIPE 1028.790 1664.124 .586 1664.710 6.40 8.33 1.08 1665.79 .00 .90 1.82 2.000 .000 .00 1 .0 .778 .1204 .0214 .02 .59 2.26 .39 .013 .00 .00 PIPE 1029.568 1664.217 .607 1664.824 6.40 7.94 .98 1665.80 .00 .90 1.84 2.000 .000 .00 1 .0 .670 .1204 .0187 .01 .61 2.12 .39 .013 .00 .00 PIPE 1030.237 1664.298 .628 1664.926 6.40 7.57 .89 1665.82 .00 .90 1.86 2.000 .000 .00 1 .0 .567 .1204 .0164 .01 .63 1.98 .39 .013 .00 .00 PIPE 1030.805 1664.366 .650 1665.016 6.40 7.22 .81 1665.83 .00 .90 1.87 2.000 .000 .00 1 .0 .477 .1204 .0143 .01 .65 1.85 .39 .013 .00 .00 PIPE 1031.282 1664.424 .673 1665.097 6.40 6.89 .74 1665.83 .00 .90 1.89 2.000 .000 .00 1 .0 .398 .1204 .0126 .01 .67 1.73 .39 .013 .00 .00 PIPE 1031.680 1664.472 .697 1665.169 6.40 6.57 .67 1665.84 .00 .90 1.91 2.000 .000 .00 1 .0 .328 .1204 .0110 .00 .70 1.62 .39 .013 .00 .00 PIPE 1032.008 1664.511 .722 1665.233 6.40 6.26 .61 1665.84 .00 .90 1.92 2.000 .000 .00 1 .0 .265 .1204 .0097 .00 .72 1.51 .39 .013 .00 .00 PIPE FILE: CP_I.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:32: 3 52641 COYOTE CANYON WSPG RUN FOR CP "I" FN:CP "I ".WSW ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticalIFlow Top Height/ Base Wt No Wth • Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1032.273 1664.543 .748 1665.291 6.40 5.97 .55 1665.84 .00 .90 1.94 2.000 .000 .00 1 .0 .208 .1204 .0085 .00 .75 1.41 .39 .013 .00 .00 PIPE 1032.481 1664.568 .775 1665.343 6.40 5.69 .50 1665.85 .00 .90 1.95 2.000 .000 .00 1 .0 .157 .1204 .0074 .00 .78 1.32 .39 .013 .00 .00 PIPE 1032.638 1664.587 .803 1665.390 6.40 5.43 .46 1665.85 .00 .90 1.96 2.000 .000 .00 1 .0 .110 .1204 .0065 .00 .80 1.23 .39 .013 .00 .00 PIPE 1032.748 1664.600 .832 1665.432 6.40 5.17 .42 1665.85 .00 .90 1.97 2.000 .000 .00 1 .0 .068 .1204 .0057 .00 .83 1.15 .39 .013 .00 .00 PIPE 1032.816 1664.608 .862 1665.470 6.40 4.93 .38 1665.85 .00 .90 1.98 2.000 .000 .00 1 .0 .014 .1204 .0050 .00 .86 1.07 .39 .013 .00 .00 PIPE 1032.830 1664.610 .896 1665.506 6.40 4.70 .34 1665.85 .00 .90 1.99 2.000 .000 .00 1 .0 WALL ENTRANCE 1032.830 1664.610 1.397 1666.007 6.40 .22 .00 1666.01 .00 .14 21.00 6.000 21.000 .00 0 .0 m APPENDIX E.6: C.P. "J" m T1 52641 COYOTE CANYON T2 WSPG RUN FOR CP "J" T3 FN:CP "J ".WSW SO 1002.1201660.880 1 R 1015.0001662.270 1 R 1023.5701664.880 1 WE 1023.5701664.880 2 SH 1023.5701664.880 2 CD 1 4 1 .000 CD 2 2 0 .000 Q 12.800 .0 1665.273 .013 .013 .250 1664.880 2.000 .000 .000 .000 .00 6.000 28.000 .000 .000 .00 .000 .000 0 .000 .000 0 n n n FILE: cp_j.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 1 -2005 Time:12:22:30 52641 COYOTE CANYON WSPG RUN FOR CP "J" FN:CP "J ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW ToplHeight/ Base 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 SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.120 1660.880 4.393 1665.273 12.80 4.07 .26 1665.53 .00 1.29 .00 2.000 .000 .00 1 .0 12.880 .1079 .0032 .04 4.39 .00 .56 .013 .00 .00 PIPE 1015.000 1662.270 3.044 1665.314 12.80 4.07 .26 1665.57 .00 1.29 .00 2.000 .000 .00 1 .0 2.544 .3045 .0032 .01 3.04 .00 .43 .013 .00 .00 PIPE 1017.544 1663.045 2.277 1665.322 12.80 4.07 .26 1665.58 .00 1.29 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1017.544 1663.045 .683 1663.728 12.80 13.51 2.83 1666.56 .00 1.29 1.90 2.000 .000 .00 1 .0 .886 .3045 .0475 .04 .68 3.37 .43 .013 .00 .00 PIPE 1018.430 1663.315 .708 1664.023 12.80 12.85 2.57 1666.59 .00 1.29 1.91 2.000 .000 .00 1 .0 .792 .3045 .0415 .03 .71 3.14 .43 .013 .00 .00 PIPE 1019.222 1663.556 .733 1664.289 12.80 12.26 2.33 1666.62 .00 1.29 1.93 2.000 .000 .00 1 .0 .694 .3045 .0364 .03 .73 2.93 .43 .013 .00 .00 PIPE 1019.916 1663.767 .759 1664.526 12.80 11.69 2.12 1666.65 .00 1.29 1.94 2.000 .000 .00 1 .0 .604 .3045 .0320 .02 .76 2.74 .43 .013 .00 .00 PIPE 1020.520 1663.951 .787 1664.738 12.80 11.14 1.93 1666.67 .00 1.29 1.95 2.000 .000 .00 1 .0 .529 .3045 .0281 .01 .79 2.56 .43 .013 .00 .00 PIPE 1021.049 1664.112 .816 1664.928 12.80 10.62 1.75 1666.68 .00 1.29 1.97 2.000 .000 .00 1 .0 .466 .3045 .0246 .01 .82 2.39 .43 .013 .00 .00 PIPE 0 0 0 FILE: cp_j.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 1 -2005 Time:12:22:30 52641 COYOTE CANYON WSPG RUN FOR CP "J" FN:CP "J ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj (No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth ( 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 -Fall ZR IType Ch 1021.515 1664.254 .845 1665.099 12.80 10.13 1.59 1666.69 .00 1.29 1.98 2.000 .000 .00 1 .0 .402 .3045 .0216 .01 .85 2.23 .43 .013 .00 .00 PIPE 1021.917 1664.376 .876 1665.253 12.80 9.66 1.45 1666.70 .00 1.29 1.98 2.000 .000 .00 1 .0 .346 .3045 .0190 .01 .88 2.08 .43 .013 .00 .00 PIPE 1022.262 1664.482 .909 1665.391 12.80 9.21 1.32 1666.71 .00 1.29 1.99 2.000 .000 .00 1 .0 .298 .3045 .0167 .00 .91 1.94 .43 .013 .00 .00 PIPE 1022.560 1664.572 .943 1665.516 12.80 8.78 1.20 1666.71 .00 1.29 2.00 2.000 .000 .00 1 .0 .251 .3045 .0147 .00 .94 1.81 .43 .013 .00 .00 PIPE 1022.811 1664.649 .979 1665.628 12.80 8.37 1.09 1666.72 .00 1.29 2.00 2.000 .000 .00 1 .0 .212 .3045 .0129 .00 .98 1.69 .43 .013 .00 .00 PIPE 1023.024 1664.714 1.016 1665.730 12.80 7.98 .99 1666.72 .00 1.29 2.00 2.000 .000 .00 1 .0 .174 .3045 .0114 .00 1.02 1.57 .43 .013 .00 .00 PIPE 1023.197 1664.766 1.055 1665.822 12.80 7.61 .90 1666.72 .00 1.29 2.00 2.000 .000 .00 1 .0 .138 .3045 .0100 .00 1.06 1.46 .43 .013 .00 .00 PIPE 1023.336 1664.809 1.096 1665.905 12.80 7.26 .82 1666.72 .00 1.29 1.99 2.000 .000 .00 1 .0 .103 .3045 .0089 .00 1.10 1.36 .43 .013 .00 .00 PIPE 1023.438 1664.840 1.140 1665.980 12.80 6.92 .74 1666.72 .00 1.29 1.98 2.000 .000 .00 1 .0 .076 .3045 .0078 .00 1.14 1.26 .43 .013 .00 .00 PIPE n n o FILE: cp_j.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:ll- 1 -2005 Time:12:22:30 52641 COYOTE CANYON WSPG RUN FOR CP "J" FN:CP "J ".WSW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW ToplHeight/ Base 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.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp ( "N" I X -Fall ZR IType Ch 1023.514 1664.863 1.185 1666.048 12.80 6.60 .68 1666.72 .00 1.29 1.97 2.000 .000 .00 1 .0 .042 .3045 .0069 .00 1.19 1.17 .43 .013 .00 .00 PIPE 1023.556 1664.876 1.234 1666.110 12.80 6.29 .61 1666.72 .00 1.29 1.94 2.000 .000 .00 1 .0 .014 .3045 .0061 .00 1.23 1.08 .43 .013 .00 .00 PIPE 1023.570 1664.880 1.287 1666.167 12.80 5.99 .56 1666.72 .00 1.29 1.92 2.000 .000 .00 1 .0 WALL ENTRANCE 1023.570 1664.880 2.139 1667.019 12.80 .21 .00 1667.02 .00 .19 28.00 6.000 28.000 .00 0 .0 m w APPENDIX E.7: C.P. "K7 r:;o LIM T1 52641 COYOTE CANYON T2 WSPG RUN FOR CP "K" T3 FN:CP "K ".WSW SO 1002.7201664.060 1 1667.326 R 1041.1601666.810 1 .013 0 WE 1041.1601666.810 2 .250 SH 1041.1601666.810 2 1666.810 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 6.000 4.000 .000 .000 .00 Q 3.600 .0 D 0 .000 .000 0 0 1 �0 FILE: CP_K.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:33:44 52641 COYOTE CANYON WSPG RUN FOR CP "K" FN:CP "K ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base 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 I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.720 1664.060 3.266 1667.326 3.60 2.04 .06 1667.39 .00 .72 .00 1.500 .000 .00 1 .0 25.097 .0715 .0012 .03 3.27 .00 .36 .013 .00 .00 PIPE 1027.817 1665.855 1.500 1667.355 3.60 2.04 .06 1667.42 .00 .72 .00 1.500 .000 .00 1 .0 1.880 .0715 .0011 .00 1.50 .00 .36 .013 .00 .00 PIPE 1029.698 1665.990 1.360 1667.350 3.60 2.14 .07 1667.42 .00 .72 .87 1.500 .000 .00 1 .0 1.035 .0715 .0011 .00 1.36 .27 .36 .013 .00 .00 PIPE 1030.732 1666.064 1.280 1667.344 3.60 2.24 .08 1667.42 .00 .72 1.06 1.500 .000 .00 1 .0 .841 .0715 .0012 .00 1.28 .32 .36 .013 .00 .00 PIPE 1031.573 1666.124 1.213 1667.337 3.60 2.35 .09 1667.42 .00 .72 1.18 1.500 .000 .00 1 .0 .703 .0715 .0013 .00 1.21 .36 .36 .013 .00 .00 PIPE 1032.276 1666.174 1.155 1667.330 3.60 2.47 .09 1667.42 .00 .72 1.26 1.500 .000 .00 1 .0 .578 .0715 .0014 :00 1.16 .40 .36 .013 .00 .00 PIPE 1032.854 1666.216 1.102 1667.318 3.60 2.59 .10 1667.42 .00 .72 1.32 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1032.854 1666.216 .440 1666.656 3.60 8.33 1.08 1667.73 .00 .72 1.37 1.500 .000 .00 1 .0 .195 .0715 .0312 .01 .44 2.61 .36 .013 .00 .00 PIPE 1033.049 1666.230 .455 1666.685 3.60 7.93 .98 1667.66 .00 .72 1.38 1.500 .000 .00 1 .0 1.643 .0715 .0273 .04 .46 2.44 .36 .013 .00 .00 PIPE FILE: CP_K.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:33:44 52641 COYOTE CANYON WSPG RUN FOR CP "K" FN:CP "K ".WSW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base 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 -Fall ZR IType Ch 1034.692 1666.348 .471 1666.819 3.60 7.56 .89 1667.71 .00 .72 1.39 1.500 .000 .00 1 .0 1.336 .0715 .0239 .03 .47 2.28 .36 .013 .00 .00 PIPE 1036.029 1666.443 .488 1666.931 3.60 7.21 .81 1667.74 .00 .72 1.41 1.500 .000 .00 1 .0 1.113 .0715 .0209 .02 .49 2.13 .36 .013 .00 .00 PIPE 1037.142 1666.523 .505 1667.028 3.60 6.87 .73 1667.76 .00 .72 1.42 1.500 .000 .00 1 .0 .915 .0715 .0183 .02 .51 1.99 .36 .013 .00 .00 PIPE 1038.057 1666.588 .523 1667.111 3.60 6.55 .67 1667.78 .00 .72 1.43 1.500 .000 .00 1 .0 .750 .0715 .0161 .01 .52 1.86 .36 .013 .00 .00 PIPE 1038.807 1666.642 .542 1667.184 3.60 6.25 .61 1667.79 .00 .72 1.44 1.500 .000 .00 1 .0 .629 .0715 .0141 .01 .54 1.74 .36 .013 .00 .00 PIPE 1039.436 1666.687 .561 1667.248 3.60 5.96 .55 1667.80 .00 .72 1.45 1.500 .000 .00 1 .0 .492 .0715 .0124 .01 .56 1.63 .36 .013 .00 .00 PIPE 1039.927 1666.722 .582 1667.304 3.60 5.68 .50 1667.80 .00 .72 1.46 1.500 .000 .00 1 .0 .404 .0715 .0109 .00 .58 1.52 .36 .013 .00 .00 PIPE 1040.332 1666.751 .603 1667.354 3.60 5.42 .46 1667.81 .00 .72 1.47 1.500 .000 .00 1 .0 .313 .0715 .0095 .00 .60 1.42 .36 .013 .00 .00 PIPE 1040.645 1666.773 .625 1667.398 3.60 5.16 .41 1667.81 .00 .72 1.48 1.500 .000 .00 1 .0 .232 .0715 .0084 .00 .63 1.33 .36 .013 .00 .00 PIPE 0 0 f ) FILE: CP_K.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:33:44 52641 COYOTE CANYON WSPG RUN FOR CP "K" +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FN:CP "K ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev ( (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.J ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp ( "N" I X -Fall ZR IType Ch 1040.876 1666.790 .648 1667.438 3.60 4.92 .38 1667.81 .00 .72 1.49 1.500 .000 .00 1 .0 .159 .0715 .0073 .00 .65 1.24 .36 .013 .00 .00 PIPE 1041.036 1666.801 .672 1667.473 3.60 4.69 .34 1667.82 .00 .72 1.49 1.500 .000 .00 1 .0 .094 .0715 .0065 .00 .67 1.15 .36 .013 .00 .00 PIPE 1041.129 1666.808 .697 1667.505 3.60 4.48 .31 1667.82 .00 .72 1.50 1.500 .000 .00 1 .0 .031 .0715 .0057 .00 .70 1.08 .36 .013 .00 .00 PIPE 1041.160 1666.810 .724 1667.534 3.60 4.26 .28 1667.82 .00 .72 1.50 1.500 .000 .00 1 .0 WALL ENTRANCE 1041.160 1666.810 1.119 1667.929 3.60 .80 .01 1667.94 .00 .29 4.00 6.000 4.000 .00 0 .0 ILE m APPENDIX E.8: C.P. "12' 10 T1 52641 COYOTE CANYON T2 WSPG RUN FOR CP "L" T3 FN:CP "L ".WSW SO 1002.4501665.400 1 R 1038.2701671.540 1 0 WE 1038.2701671.540 2 SH 1038.2701671.540 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 6.000 Q 17.600 .0 1670.152 .013 .250 1671.540 .000 .000 .000 .00 28.000 .000 .000 .00 0 .000 .000 AMA FILE: CP_L.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:39:34 52641 COYOTE CANYON WSPG RUN FOR CP "L" FN:CP "L ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.450 1665.400 4.752 1670.152 17.60 5.60 .49 1670.64 .00 1.51 .00 2.000 .000 .00 1 .0 9.544 .1714 .0061 .06 4.75 .00 .59 .013 .00 .00 PIPE 1011.994 1667.036 3.173 1670.208 17.60 5.60 .49 1670.70 .00 1.51 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1011.994 1667.036 .710 1667.746 17.60 17.61 4.81 1672.56 .00 1.51 1.91 2.000 .000 .00 1 .0 2.476 .1714 .0796 .20 .71 4.29 .59 .013 .00 .00 PIPE 1014.470 1667.460 .725 1668.185 17.60 17.10 4.54 1672.73 .00 1.51 1.92 2.000 .000 .00 1 .0 3.878 .1714 .0717 .28 .73 4.12 .59 .013 .00 .00 PIPE 1018.348 1668.125 .751 1668.876 17.60 16.30 4.13 1673.00 .00 1.51 1.94 2.000 .000 .00 1 .0 3.208 .1714 .0629 .20 .75 3.85 .59 .013 .00 .00 PIPE 1021.556 1668.675 .778 1669.453 17.60 15.55 3.75 1673.21 .00 1.51 1.95 2.000 .000 .00 1 .0 2.685 .1714 .0552 .15 .78 3.60 .59 .013 .00 .00 PIPE 1024.241 1669.135 .807 1669.942 17.60 14.82 3.41 1673.35 .00 1.51 1.96 2.000 .000 .00 1 .0 2.286 .1714 .0484 .11 .81 3.36 .59 .013 .00 .00 PIPE 1026.527 1669.527 .836 1670.363 17.60 14.13 3.10 1673.46 .00 1.51 1.97 2.000 .000 .00 1 .0 1.947 .1714 .0425 .08 .84 3.13 .59 .013 .00 .00 PIPE 1028.474 1669.861 .867 1670.728 17.60 13.47 2.82 1673.55 .00 1.51 1.98 2.000 .000 .00 1 .0 1.673 .1714 .0374 .06 .87 2.93 .59 .013 .00 .00 PIPE FILE: CP_L.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING PAGE 2 Date: 9 -15 -2005 Time: 5:39:34 52641 COYOTE CANYON WSPG RUN FOR CP "L" FN:CP "L ".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl 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 -Fall ZR IType Ch 1030.148 1670.148 .899 1671.047 17.60 12.85 2.56 1673.61 .00 1.51 1.99 2.000 .000 .00 1 .0 1.443 .1714 .0328 .05 .90 2.73 .59 .013 .00 .00 PIPE 1031.591 1670.395 .932 1671.327 17.60 12.25 2.33 1673.66 .00 1.51 2.00 2.000 .000 .00 1 .0 1.234 .1714 .0289 .04 .93 2.54 .59 .013 .00 .00 PIPE 1032.824 1670.607 .968 1671.575 17.60 11.68 2.12 1673.69 .00 1.51 2.00 2.000 .000 .00 1 .0 1.072 .1714 .0254 .03 .97 2.37 .59 .013 .00 .00 PIPE 1033.897 1670.790 1.004 1671.795 17.60 11.14 1.93 1673.72 .00 1.51 2.00 2.000 .000 .00 1 .0 .913 .1714 .0224 .02 1.00 2.21 .59 .013 .00 .00 PIPE 1034.810 1670.947 1.043 1671.990 17.60 10.62 1.75 1673.74 .00 1.51 2.00 2.000 .000 .00 1 .0 .786 .1714 .0197 .02 1.04 2.05 .59 .013 .00 .00 PIPE 1035.595 1671.082 1.083 1672.165 17.60 10.12 1.59 1673.76 .00 1.51 1.99 2.000 .000 .00 1 .0 .660 .1714 .0174 .01 1.08 1.91 .59 .013 .00 .00 PIPE 1036.255 1671.195 1.126 1672.321 17.60 9.65 1.45 1673.77 .00 1.51 1.98 2.000 .000 .00 1 .0 .554 .1714 .0154 .01 1.13 1.77 .59 .013 .00 .00 PIPE 1036.810 1671.290 1.171 1672.461 17.60 9.20 1.32 1673.78 .00 1.51 1.97 2.000 .000 .00 1 .0 .453 .1714 .0136 .01 1.17 1.65 .59 .013 .00 .00 PIPE 1037.263 1671.368 1.219 1672.587 17.60 8.77 1.20 1673.78 .00 1.51 1.95 2.000 .000 .00 1 .0 .368 .1714 .0120 .00 1.22 1.53 .59 .013 .00 .00 PIPE t 0 FILE: CP_L.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9 -15 -2005 Time: 5:39:34 52641 COYOTE CANYON WSPG RUN FOR CP "L" +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FN:CP "L ".WSW + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Aver HF (SE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1037.632 1671.431 1.269 1672.700 17.60 8.37 1.09 1673.79 .00 1.51 1.93 2.000 .000 .00 1 .0 .279 .1714 .0107 .00 1.27 1.41 .59 .013 .00 .00 PIPE 1037.911 1671.479 1.323 1672.802 17.60 7.98 .99 1673.79 .00 1.51 1.89 2.000 .000 .00 1 .0 .197 .1714 .0095 .00 1.32 1.30 .59 .013 .00 .00 PIPE 1038.107 1671.512 1.381 1672.893 17.60 7.61 .90 1673.79 .00 1.51 1.85 2.000 .000 .00 1 .0 .121 .1714 .0085 .00 1.38 1.20 .59 .013 .00 .00 PIPE 1038.228 1671.533 1.443 1672.976 17.60 7.25 .82 1673.79 .00 1.51 1.79 2.000 .000 .00 1 .0 .042 .1714 .0076 .00 1.44 1.10 .59 .013 .00 .00 PIPE 1038.270 1671.540 1.511 1673.051 17.60 6.91 .74 1673.79 .00 1.51 1.72 2.000 .000 .00 1 .0 WALL ENTRANCE 1038.270 1671.540 2.750 1674.290 17.60 .23 .00 1674.29 .00 .23 28.00 6.000 28.000 .00 0 .0