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HomeMy WebLinkAboutCoyote Canyon InfrastructureDRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS CITY OF FONTANAq CALIFORNIA PREPARED FOR: CENTEX HOMES 2280 WARDLOW CIRCLE, SUITE 150 CORONA, CA. 92880 PREPARED BY. - A E I -""' CAS C E (�-! I r% -J E E F-2- 1 r% -.J (--i 937 SOUTH VIA LATA, SUITE 500 COLTON, CA 92324 (909) 783-0101 - FAX (909) 783-0108 REVISE SEPTEMBER 149 2005 Ce MAY 179 2004 DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA 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. JO No. �'9' 7 I V I C Aric Torreysop,�ffCE Efate Seal Registered W Engineer AEI�A�""CASC E r,4 (-Zi 1 rJ E E R , 1 r-4 C3 QA52637Unfrastructure—Storm Drain\Teports\Coyote Canyon Infrastrucutre Drainage�_092805.doc DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA TABLE OF CONTENTS PURPOSEAND ANALYSIS ....................................................................................................... I HYDROLOGYANALYSES ..................................................................................................... 1-2 HYDRAULICANALYSES ....................................................................................................... 2-3 PROPOSED IMPROVEMENTS AND CONCLUSIONS ..................................................... 4m5 REFERENCES.............................................................................................................................. 6 FIGURE 1: GENERAL VICINITY MAP FIGURE 11: INFRASTRUCTURE IMPROVEMENT MAP APPENDICES APPENDIX A: INFRASTRUCTURE 100 -YEAR STORM FREQUENCY RATIONAL TABLING HYDROLOGY CALCULATIONS APPENDIX A. 1: INFRASTRUCTURE I 00 -YEAR RATIONAL TABLING CALCULATIONS - LINE "N'AND LINE "B" APPENDIX A.2: INFRASTRUCTURE I 00 -YEAR RATIONAL TABLING CALCULATIONS - LINE "C- 1 " APPENDIX A.3: INFRASTRUCTURE� 100 -YEAR RATIONAL TABLING CALCULATIONS - LINE "C" APPENDIX A.4: INFRASTRUCTURE I 00 -YEAR RATIONAL TABLING CALCULATIONS - LINE "D" APPENDIX B: SUPPLEMENTARY 100 -YEAR STORM FREQUENCY RATIONAL TABLING HYDROLOGY CALCULATIONS APPENDIX B. 1: BOYLE ENGINEERING SAN SEVAINE SYSTEM MDP EXCPERTS APPENDIX C: HYDRAULIC CALCULATIONS APPENDIX C. 1: STREET CAPACITY CALCULATIONS APPENDIX C.2: CATCH BASIN CALCULATIONS APPENDIX C.3: FLOW DIAGRAMS AE I �A*�' CASC E rj C--- 1 rJ E E FP- 1 r,J C-- Q:\52637\lnfrastructure—Storm Drain\reports\Coyote Canyon Infrastrucutre Drainagc_092805.doc DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA APPENDIX CA: LINE "A" WSPGN CALCULATIONS APPENDIX C.5: LINE "B" WSPGN CALCULATIONS APPENDIX C.6: LINE "C" WSPGN CALCULATIONS APPENDIX C.7: LINE "D" WSPGN CALCULATIONS APPENDIX D: WATER QUALITY CALCULATIONS APPENDIX D. 1: VOLUME CALCULATIONS FOR BEST MANAGEMENT PRACTICES EXTENDED DETETNION BASINS APPENDIX D.2: EXCERPTS FROM WATER ENVIRONMENT FEDERATION MANUAL OF PRACTICE NO. 23 APPENDIXE: OCRD STRUCTURAL CALCULATIONS EXHIBITS EXHIBIT A: PROPOSED DEVELOPMENT HYDROLOGY MAP EXHIBIT B: SOILS MAP EXHIBIT C: 100 -YEAR 1 -HOUR ISOHEYTAL MAP EXHIBIT D: 14AWKER CRAWFORD CHANNEL EXCERPTS A E 1 -1", C A S C E r -.J C-_ I rJ E E RZ I rlJ C-_ Q:\52637\lnfrastructure—Storm DrainVeports\Coyote Canyon Infrastrucutre Drainage 092805.doc DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA PURPOSE AND ANALYSIS The purpose of this study is to discuss the hydrological and hydraulic analyses associated with the 100 -year frequency storm events for the Coyote Canyon Infrastructure Improvements. The Coyote Canyon Infrastructure Improvements consist of street, sewer, water and storm drain improvements to Coyote Canyon Road (from the west project boundary to Interstate 15 interchange), Roadrunner Road (from Hawker Crawford to northern tract boundary), and Duncan Canyon Road (from Hawker Crawford Channel to Coyote Canyon Road), see Figure 11. These improvements will facilitate the development of proposed Tracts 16290, 16290-1, 16290-2, and 16325. The scope of the study includes the following: I . Determination of points of flow concentration and watershed areas. 2. Determination of the 100 -year peak storm flows based upon the ultimate development and drainage conditions utilizing the San Bernardino County Flood Control District (S.B.C.F.C.D.) Rational Method. 3. Modeling of the W.S.P.G.N. and the Haestad Flowmaster (HEC -22) computer programs in support of the storm drain and catch basin design, respectively. 4. Preparation of the hydrology and hydraulic report. 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 "X' 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 1/4acres lots, which is consistent with the Coyote Canyon Master Drainage Plan prepared for Coyote Canyon LLC., by AEI-CASC Engineering. (Ref 1). The Coyote Canyon Master Plan of Drainage, prepared by AEI-CASC, was utilized as a base for the off-site drainage flows. The Hydrology calculations were modified accordingly to conform to the latest development layout and storm drain layout (See Appendix "A"). The Coyote Canyon Master Drainage Plan demonstrated that the existing Rich Basin has the storage capacity to mitigate the developed condition. Q\52637\1nfrastructure-Stonn Drain\nWrts\Coyotc Canyon Infrastrucutre Drainage_092805.doc A—P EIA'6"CASC E r -A C-- I rA E E F,- I r -J C-- DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS Avftk FONTANA, CALIFORNIA �We Therefore, hydrology analyses for the existing condition were not performed. Hydrology results for the existing condition can be obtained from the Coyote Canyon Master Drainage Plan. The rainfall depth for the 1 00 -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 100 -year storm event is 1.6 inches. Using the soils, land use, and rainfall data previously mentioned, hydrological analyses were performed for the 100 -year storm event using the Rational Method. The Rational Method is used to determine the peak flow rate for the off-site and on-site tributary drainage area. The off-site peak flow rates will be used to design a suitable storm drain facility to intercept and protect the proposed tracts and street improvements. The intercepted flows will be conveyed to the existing Rich Basin per the Coyote Canyon Master Drainage Plan. The on-site hydrology calculations for Tracts 16290, -1, -2 and 16325 will be evaluated to determine the developed flow rates and underground storm drain requirements within Coyote Canyon Road, Roadrunner Road, and Duncan Canyon Road to support the future development of the tracts. Upon development of the proposed tracts, a detailed hydrology and hydraulics report addressing the 100 -year and 10 -year storm flows, in -tract street capacities, emergency overflows, etc. will be performed. Appendix A includes the hydrological result associated with the 100 -year storm event. 'Troposed Development Hydrology Map" (Exhibit "A") for the coyote Canyon development is included to show the drainage boundaries and storm drain systems. Supplementary hydrology calculations and maps for the proposed Tracts 16290, -1,-2, and 16325 are included in Appendix "B". IIYDRAULIC ANALYSES Open channels are proposed when the tributary flows are emanating from the undeveloped canyons to the north and no debris basins are provided at the upstream terminus of the said channels. Where open channels are provided, they are designed to convey the "bulked" 100 -year storm runoff. The minimum channel fireeboard will be determined per the Los Angeles County Flood Control District Design Manual. Concrete -lined side slopes are proposed to be 1.5:1 or flatter. All underground storm drains proposed in this plan are intended to collect local urban runoff and offsite undeveloped flows. For the primary and secondary highways such as the Coyote Canyon Road and Duncan Canyon Road, the 100 -year storm flow will be allowed to collect in those streets up to the top of curb as long as one "dry" lane is maintained. If QA52637\1nfi'aStrUCtuTe Stoffn DrainVeports\Coyote Canyon Infrastructare Drainap_092805.doc A E 1�'4�*'c AS C E r-4 C-- I r -J E E F-1 1 r4 C-- DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA this condition is violated, the plan proposes to construct an underground storm drain to convey the tributary I 00 -year flows. In order to determine the locations of the proposed storm drain, the streets within the residential tract need to be evaluated. Rating tables, provided in Appendix C I are 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. The above rating tables were used to locate potential impacts, using the peak flow rates from the hydrology analyses, within the streets. In addition, the rating tables were used to evaluate the following street flooding criteria for residential streets, which are design criteria within the City of Fontana. WATER QUALITY CALCULATIONS The post -construction BMP to be used in the project is an extended detention basin. The facility collects the volume of water generated by the "first -Rush" storm event and detains the runoff for a period of 24 hour to 72 hours. The extended detention basin is designed based upon the volume generated by the "first flush". Therefore, the Water Environment Federation "Manual of Practice No. 23" (WEF-MOP No. 87) was used as the design guidelines to assist in the design of the extended detention basin. The WEF-MOP No. 23 contains empirical equations that can be utilized to determine the required volume necessary to design a post -project BMP. Appendix B contains excerpts from the WEF-MOP No. 23 that discuss the procedures used to determine the required design volume. The following equation is used to determine the required volume: P = P6CA Where: P = Runoff generated by watershed in inches P6= Mean Storm Precipitation volume C = Runoff Coefficient ( C = 0.858i3 — 0.78i2 + 0.774i + 0.04) A = Regression constant from least square analysis i = Watershed impervious ratio Q\52637\1nfi-astructure Storm DramVeporis\Coyote Canyon Influstrucutre Drainage_092805.doc A E I C M C F= r -A C-- 1 rlJ E E RZ I r -J C,- DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA The following table includes the tributary area for each basin and the volume of water generated using the WEF-MOP No. 23 equations: Basin Designation Total Area Imperviousness Ratio Volume (acre) (ae-ft) 8 B k-4 8. 4 50 4.38 1 1 : 4 The calculations for the quantities of volume indicated on the table above are based upon a mean storm precipitation (P6) value of 0.55 inches and a value of "A" equal to 1.582. The calculations have been included in Appendix D. In addition, Exhibit "B" is included to delineate the drainage patterns and tributary watersheds for each basin. The location of the extended detention basins were determined based upon the location of the proposed storm drain system and in areas adjacent to a drainage course or storm drain facility. The extended detention basins will incorporate a depressed manhole or channel diversion structure to intercept runoff associated with the "first flush". An 18 -inch storm drain is used to intercept the "first flush" and the flows that exceed the capacity of the 18 -inch storm drain and will continue downstream along the main storm drain system. The low flow system will convey the "first flush" runoff into the water quality basin. The main function is to remove debris and sediment from the runoff. The water quality basin is designed to allow water to pond for a period of 24-hour to 72 -hours. The flows will discharge through a filter/perforated riser, which will collect and convey the runoff into a drop inlet. The drop inlet is sized to handle the maximum peak flow rate that may discharge into the basin. The drop inlet serves as an emergency overflow in case the filter/perforated pipe becomes clogged and operation of the system fails. The flows within the extended detention basin will discharge into an outlet pipe, which will convey the runoff into the Rich Basin. DEBRIS PRODUCTION CALCULATIONS The Coyote Canyon project is impacted by small watersheds to the north and the existing Hawker Crawford channel to the northeast. These watersheds drain into the proposed Line 'W" Line "B", Debris Basin "C", and Line "C". For purposes of this report, the debris calculations from the approved NIDP are utilized to design the proposed debris basins. QA52637\1nfiwmucture Storm DrainVeports\Coyote Canyon Infi-astrucutre Dramage_092805.doc A E I C AS C E rJ C-- 1 NJ E E Rt, I r -J 4�-- DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA PROPOSED IMPROVEMENTS AND CONCLUSIONS The following is a brief description of the recommended drainage improvements: Line "A" Line "A" is proposed to intercept and convey the off-site 100 -year bulked storm flows of 614 W/sec and discharge them into Line "B". Generally, Line "A" is a concrete -lined rectangular channel with a bottom width of 10 feet and a depth of 6 feet. Due to the curve aligriment, the design flow for Line "A" is based upon a bulking factor of 100 percent (i.e. the "clear -water flow is increased by a factor of 2). Additionally, the bottom three feet of the proposed 6 -foot high perimeter block wall for the adjacent lots will be designed to incorporate a flood or hydrostatic wall in order to provide additional drainage protection to those lots. Line "B" Line "B" is an open channel system that drains the major off-site storm flows from the undeveloped areas to the north. It also serves as outlet for Line "A" and the on-site flows generated by the westerly side of the project. Line "B!' is a concrete -lined rectangular channel with a bottom width of 15 feet and a depth of 6 feet. Line "B" is sized to convey the 100 -year bulked storm flows of 1,674.7 ft3/sec. Double -cell RCB crossing with a debris pier is proposed under Coyote Canyon Road. The size of the crossing was determined by analyzing the minimum required culvert size and providing an additional cell of equal size. One 15 -ft access road is proposed along the length of the channel for maintenance. Line " B-1 " This proposed facility consists of an underground storm drain system that collects and conveys on-site storm runoff and discharges it into Line "B". It consists of 24 -inch and 30 - inch RCP's. Line "B-2" Line "B-2" is an underground drainage system that collects on-site storm flows emanating from Tract 16290-2, the area bounded by Line "B" to the east, Rich Basin to the south, Coyote Canyon Road to the north, and the existing Hunters Ridge development to the west. It consists of 36 -inch RCPs. It is proposed to discharge into Line "B". Line "C" Line "C" is a combination of concrete -lined open channel and underground drainage system that runs along the north side of Coyote Canyon Road. Line "C"is proposed to intercept bulked off-site storm flows tributary to the proposed Coyote Canyon Q\52637\1nfrastructure—Storm Drain\reports\Coyote Canyon Infrastrucutre Drainag"92805.doe A E I lvk C AS C E rJ C-- I rJ E E M I r14 C7. DRAINAGE ANALYSIS FOR COYOTE CANYON INFRASTRUCTURE IMPROVEMENTS FONTANA, CALIFORNIA Road, west of Hawker Crawford Channel. The underground portion of Line "C" consists of a 8' W x 8'H RCB transitioning to a 10' W x 8'H RCB downstream of the Line "C -l" confluence. Line "C" conveys the 100 -year bulked flow of 1342.5 cfs to the Hawker Crawford Channel directly upstream of Rich Basin. The open channel portion consists of an irregular open channel and concrete trapezoidal channel. Line " C-1 " Line "C -l" is proposed to be an underground drainage system that conveys 100 -year outflow from Debris Basin "C" and discharges this flow into Line "C". It also serves as outlet for Lines "C-3". Line "C" consists of 78 -inch RCP. Line "C-3" Line "C-3" is an underground drainage system that intercepts and conveys on-site storm flows coming from the northeast section of the project. It consists of a 42 -inch and 36 - inch RCP and is proposed to discharge into Line "C". Line "C-5" This facility is proposed to intercept and convey on-site storm flows of Tract 16325 coming from the developed area bounded by Roadrunner Road to the west, Coyote Canyon Road to the north, and the Hawker Crawford Channel to the south. Line "C-6" This facility is proposed to intercept and convey on-site storm flows of Tract 16325 coming from the developed area bounded by Roadrunner Road to the west, Coyote Canyon Road to the north, and the Hawker Crawford Channel to the south. Line "C-7" This facility is proposed to intercept and convey on-site storm flows of Tract 16290-1. This 48 -inch RCP is sized to convey the I 00 -year storm flow of 45.8 ft3 /sec. Debris Basin "C" The proposed debris basin will be sized to trap approximately 3.9 acre-feet of debris. This facility outlets the "Clear" water flow rate to proposed Line "C- I". Line "D" Line "D" consist of a 48 -inch RCP, sized to convey the 100 -year bulked offsite flow of 69.3 ft3/sec. Q:\52637\Infrastructure Storm DrainVeports\Coyote Canyon InfiasUmutre Drainag"92805.doc A E I -I'v" C AS C E r1J C-- 1 rlJ E E F_' 1 rJ C-- FIGURE 1: GENERAL VICINITY MAP c -- m N N Vicinity Map Figure III- I North Coyote Canyon Specific, Plan City of Fontana 111-2 FIGURE 11: INFRASTRUCTURE IMPROVEMENT MAP L4d COYOTE CO)'Yo W C)EvElt.,0FEme�,� P 4 N57E, 2� j-)-.)F9Pr U7AP?.aV&AE.)Qr,5 !it R T W"i 40 V it 3-a It '57 F, V 1 1 53 90 lo, -er. -TffZOVF-AAE K.) T5 'ALF PL-Lks lo, 750 se I C,4 135 S2 S3 J�'e Fup- �M'E� J1221157! p Vs 2 ;TrRjCT NO, 9 I — ?4.57j-,' f /Z f ZZ Z Z kin 2 161 17 Is 19 Ai �4 . .......... TO i3 71 1 70 leis r21 A I 2,1 All 7T 72 -.3 7,f 77 7Z e�, '3 72 68 ip e5 .92 EP Be &I all en NS, U'D 7& �M -�V 36 45 44 il� Ti 11 T" H, 7 APPENDIX A: INFRASTRUCTURE 100 -YEAR STORM FREQUENCY RATIONAL TABLING HYDROLOGY CALCULATIONS m M APPENDIXAA: INFRASTRUCTURE 100 -YEAR RATIONAL TABLING cCALCULATIONS - LINE "A" AND LINE "B99 m San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD'/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 09/26/04 ------------------------------------------------------------------------ Coyote Canyon Master Drainage Plan 100 -year Proposed Hydrology Line."B" Rational Tabling to Rich Basin FN:CYTPRA.RSB 12/6/00 A. Torreyson ------------------------------------------------------------------------ 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 1.638 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 223.000 to Point/Station 223.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 5Ef 0540-W CAWO)') USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 3614-f -FW,*1M:FE?,tVY_ Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0. 532 (In/Hr) lExcer-wS. Rainfall intensity = 3.049(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 21.30 min. Rain intensity = 3.05(In/Hr) Total area this stream = 359.66(Ac.) Total Study Area (Main Stream No. 1) 359.66(Ac.) Total runoff = 808.96(CFS) ....................................................................... Process from Point/Station 223.000 to Point/Station 1214.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1902.500(Ft.) Downstream point elevation = 1774.700(Ft.) Channel length thru subarea = 1400.000(Ft.) Channel base width 8.000(Ft.) Slope or 'Z' of left channel bank 3.000 Slope or IZI of right channel bank 3.000 Estimated mean flow rate at midpoint of channel 808.992(CFS) Manning's W = 0.030 Maximum depth of channel 20.000(Ft.) 1 Flow(q) thru subarea = 808.992(CFS) Depth of flow = 2.510(Ft.), Average velocity = 20.752(Ft/s) Channel flow top width = 23-061(Ft.) Flow Velocity 20.75(Ft/s) Travel time 1.12 min. Time of concentration = 22.42 min. Critical depth = 4.250(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 60.27 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.676(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 799.615(CFS) therefore the upstream flow rate of Q = 808.960(CFS) is being used Rainfall intensity = 2.956(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.737 Subarea runoff 0.000(CFS) for 7.300(Ac.) Total runoff = 808.960(CFS) I -PE Effective area this stream = 366.96(Ac.) Total Study Area (Main Stream No. 1) = 366.96(Ac.) Area averaged Fm value = 0.535(In/Hr) Depth of flow 2.510(Ft.), Average velocity = 20.752(;rt/s) Critical depth 4.250(Ft.) ...................................................................... Process from Point/Station 223.000 to Point/Station 1214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 366.960(Ac.) Runoff from this stream 808.960(CFS) Time of concentration 22.42 min. Rainfall intensity = 2.956(Tn/Hr) Area averaged loss rate (Fm) = 0.5353(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 225.000 to Point/Station 226.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance 884.000(Ft.) Top (of initial area) elevation = 314.700(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 314.700(Ft.) Slope = 0.35600 s(%)= 35.60 TC = k(O.730)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.548 min. Rainfall intensity = 4.000(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.780 Subarea runoff = 19.443(CFS) Total initial stream area = 6.230(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) ...................................................................... Process from Point/Station 226.000 to Point/Station 227.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.000(Ft.) Downstream point elevation 25.060(Ft.) Channel length thru subarea 749.400(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank 2.500 Slope or 'Z' of right channel bank 2.500 Estimated mean flow rate at midpoint of channel 37.018(CFS) Manning's W = 0.035 Maximum depth of channel 30.000(Ft.) Flow(q) thru subarea = 37.018(CFS) Depth of flow = 1.257(Ft.), Average velocity 9.375(Ft/s) Channel flow top width = 6.284(Ft.) Flow Velocity 9.37(Ft/s) Travel time 1.33 min. Time of concentration = 14.88 min. Critical depth = 1.688(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user C USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 . Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.781(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.773 Subarea runoff 35.088(CFS) for 12.420(Ac.) Total runoff = 54.531(CFS) Effective area this stream = 18.65(Ac.) Total Study Area (Main Stream No. 1) = 385.61(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 1.453(Ft.), Average velocity = 10.328(Ft/s) Critical depth 1.969(Ft.) .................................................................. ++++ Process from Point/Station 227.000 to Point/Station 228.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 400.760(Ft.) Downstream point elevation 0.000(Ft.) Channel length thru subarea 1001.900(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank 2.500 Slope or 'Z' of right channel bank 2.500 Estimated mean flow rate at midpoint of channel 84.986(CFS) Manning's 'N' = 0.035 Maximum depth of channel 30.000(Ft.) Flow(q) thru subarea = 84.986(CFS) Depth of flow = 1.323(Ft.), Average velocity = 19.407(Ft/s) Channel flow top width = 6.618(Ft.) Flow Velocity 19.41(Ft/s) Travel time 0.86 min. Time of concentration = 15.74 min. Critical depth = 2.344(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.656(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.769 Subarea runoff 60.834(CFS) for 22.390(Ac.) Total runoff = 115.366(CFS) Effective area this stream = 41.04(Ac.) Total Study Area (Main Stream No. 1) = 408.00(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 1.484(Ft.), Average velocity = 20.948(Ft/s) Critical depth 2.656(Ft.) ...................................................................... Process from Point/Station 228.000 to Point/Station 229.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.000(Ft.) Downstream point elevation 8.200(Ft.) Channel length thru subarea 690.200(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank 2.500 Slope or 1z' of right channel bank 2.500 Estimated mean flow rate at midpoint of channel 153.307(CFS) Manning's W = 0.035 Maximum depth of channel 30.000(Ft.) Flow(q) thru subarea = 153.307(CFS) Depth of flow = 2.030(Ft.), Average velocity 14.883(Ft/s) Channel flow top width = 10.149(Ft.) Flow Velocity 14.88(Ft/s) Travel time 0.77 min. Time of concentration = 16.51 min. Critical depth = 2.969(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.552(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.765 Subarea runoff 75.829(CFS) for 29.310(Ac.) Total runoff = 191.195(CFS) Effective area this stream = 70.35(Ac.) Total Study Area (Main Stream No. 1) 437.31(Ac.) Area averaged Fm value 0.532(In/Hr) Depth of flow 2.205(Ft.), Average velocity = 15.728(Ft/s) Amok Critical depth 3.250(Ft.) ...................................................................... Process from Point/Station 229.000 to Point/Station 230.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 237.880(Ft.) Downstream point elevation 0.000(Ft.) Channel length thru subarea 1091.200(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank 2.500 Slope or 'Z' of right channel bank 2.500 Estimated mean flow rate at midpoint of channel 216.203(CFS) Manning's W = 0.035 maximum depth of channel 30.000(Ft.) Flow(q) thru subarea = 216.203(CFS) Depth of flow = 2.105(Ft.), Average velocity 19.520(Ft/s) Channel flow top width = 10.524(Ft.) Flow Velocity 19.52(Ft/s) Travel time 0.93 min. Time of concentration = 17.45 min. Critical depth = 3.406(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.437(In/Hr) for a 100.0 year storm C Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C ='0.761 Subarea runoff 49.939(CFS) for 21.890(Ac.) Total runoff = 241.134(CFS) Effective area this stream = 92.24(Ac.) Total Study Area (Main Stream No. 1) = 459.20(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 2.193(Ft.), Average velocity = 20.060(Ft/s) Critical depth 3.563(Ft.) ...................................................................... Process from Point/Station 230.000 to Point/Station 231.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation 252.070(Ft.) Downstream point elevation 0.000(Ft.) Channel length thru subarea 2211.100(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank 2.500 Slope or 'Z' of right channel bank 2.500 Estimated mean flow rate at midpoint of channel 273.941(CFS) Manning's W = 0.035 maximum depth of channel 30.000(Ft.) Flow(q) thru subarea = 273.941(CFS) Depth of flow = 2.598(Ft.), Average velocity 16�241(Ft/s) Channel flow top width = 12.988(Ft.) 6-1 Flow Velocity 16.24(Ft/s) Travel time 2.27 min. Time of concentration = 19.71 min. Critical depth = 3.750(Ft.) Adding area flow to channel Soil class�ification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 68.50 Pervious ratio(Ap) = 0.9900 1 max loss rate(Fm)= 0.550(In/Hr) Rainfall intensity = 3.194(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.749 Subarea runoff 65.552(CFS) for 36.030(Ac.) Total runoff = 306.686(CFS) Effective area this stream = 128.27(Ac.) Total Study Area (Main Stream No. 1) = 495.23(Ac.) Area averaged Fm value = 0.537(In/Hr) Depth of flow 2.710(Ft.), Average velocity = 16.706(Ft/s) Critical depth 3.938(Ft.) ...................................................................... Process from Point/Station 231.000 to Point/Station 1214.200 **** IMPROVED CHANNEL TRAVEL TIME **** 2 Upstream point elevation = 1897.500(Ft.) Downstream point elevation = 1792.000(Ft.) Channel length thru. subarea = 2045.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank 2.500 Estimated mean flow rate at midpoint of channel 306.881(CFS) Manning's W = 0.030 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 306.881(CFS) Depth of flow = 2.153(Ft.), Average velocity 13.724(Ft/s) Channel flow top width = 15.767(Ft.) Flow Velocity 13.72(Ft/s) Travel time 2.48 min. Time of concentration = 22.20 min. Critical depth = 3.078(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 54.43 Pervious ratio(Ap) = 0.9900 Max loss rate(Fm)= 0.747(In/Hr) Rainfall intensity = 2.975(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.732 Subarea runoff 0.326(CFS) for 12.800(Ac.) Total runoff = 307.012(CFS) Effective area this stream = 141.07(Ac.) Total Study Area (Main Stream No. 1) = 508.03(Ac.) Area averaged Fm value = 0.556(In/Hr) Depth of flow 2.154(Ft.), Average velocity = 13.726(Ft/s) Critical depth 3.078(Ft.) 2 ...................................................................... Process from Point/Station 1214.200 to Point/Station 1214.000 C **** IMPROVED CHANNEL TRAVEL TIME **** N Upstream point elevation = 1792.000(Ft.) Downstream point elevation 1774.700(Ft.) Channel length thru subarea 275.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank 0.000 Slope or 'Z' of right channel bank 0.000 Manning's 'N' = 0.015 Maximum depth of channel 6.000(Ft.) Flow(q) thru, subarea = 307.012(CFS) Depth of flow 1.241(Ft.), Average velocity 24.747(Ft/s) 1- 1 -ri 4 A4-1-, = in nnnivi- X L, j., C anne OW Cop W Flow Velocity 24.75(Ft/s) Travel time 0.19 min. Time of concentration = 22.38 min. 0 Critical depth = 3.063(Ft.) ........... b+f ................................................... 41... Process from Point/Station 1214.200 to Point/Station 1214.000 **** CONFLUENCE OF MINOR STREAMS **** call or - Along Main Stream number: 1 in normal stream number 2 f=o.�3 A - Stream flow area = 141.070(Ac.) PC-, Q.),k Runoff from this stream 307.012(CFS) Time of concentration 22.38 min. Rainfall intensity = 2.960(In/Hr) Area averaged loss rate (Fm) = ' 0.5564(In/Hr) Area averaged Pervious ratio (Ap) = 0.9965 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 808.96 366.960 22.42 0.535 2 307.01 141.070 22.38 0.556 Qmax(l) = 1.000 * 1.000 * 808.960) + 0.999 * 1.000 * 307.012) + = Qmax(2) = 1.001 * 0.998 * 808.960) + 1.000 * 1.000 * 307.012) + = 2.956 2.960 1115.554 :5, -73,-� 1115.574 Total of 2 streams to confluence: Flow rates before confluence point: 808.960 307.012 Maximum flow rates at confluence using above data: 1115.554 1115.574 Area of streams before confluence: 366.960 141.070 Effective area values after confluence: 508.030 507.354 -SD N N Results of confluence: Total flow rate = 1115.574(CFS) Time of concentration = 22.383 min. Effective stream area after confluence 507.354(Ac. Study area average Pervious fraction(Ap) = 0.999 Study area'average soil loss rate(Fm) 0.541(In/Hr) Study area total (this main stream) = 508.03(Ac.) ...................................................................... Process from Point/Station 1214.000 to Point/Station 1215.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1774.700(Ft.) Downstream point elevation 1700.000(Ft.) Channel length thru subarea 1290.000(Ft.) Channel base width 15.000(Ft.) Slope or 1Z' of left channel bank 0.000 Slope or 'Z' of right channel bank 0.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.015 Maximum depth of channel 6.000(Ft.) Flow(q) thru subarea = 1115.617(CFS) Depth of flow = 2.193(Ft.), Average velocity Channel flow top width = 15.000(Ft.) Flow Velocity 33.91(Ft/s) Travel time 0.63 min. Time of concentration = 23.02 min. Critical depth = 5.563(Ft.) Adding area flow to channel COMMERCIAL subarea type 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) = 0.1000 Max loss rate(Fm)= The area added to the existing stream causes a a lower flow rate of Q = 1088.229(CFS) 1115.617(CFS) 33.915(Ft/s) 0.098(In/Hr) therefore the upstream flow rate of Q = 1115.574(CFS) is being used Rainfall intensity = 2.911(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.733 Subarea runoff = 0.000(CFS) for 2.500(Ac.) Total runoff = 1115.574(CFS) Effective area this stream = 509.85(Ac.) Total Study Area (Main Stream No. 1) = 510.53(Ac.) Area averaged Fm value = 0.539(In/Hr) Depth of flow 2.193(Ft.), Average velocity = 33.914(Ft/s) Critical depth 5.563(Ft.) ...................................................................... Process from Point/Station 1215.000 to Point/Station 1215.000 **** 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 23.02 min. Rainfall intensity = 2.911(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.733 Subarea runoff = 11.975(CFS) for 18.800(Ac.) Total runoff = 1127.549(CFS) Effective area this stream = 528.65(Ac.) Total Study Area (Main Stream No. 1) = 529.33(Ac.) Area averaged Fm value = 0.541(In/Hr) ...................................................................... Process from Point/Station 1215.000 to Point/Station 1216.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1700.000(Ft.) Downstream point elevation 1633.000(Ft.) Channel length thru subarea 1500.000(Ft.) Channel base width 15.000(Ft.) Slope or IZI of left channel bank 0.000 Slope or 'Z' of right channel bank 0.000 Estimated mean flow rate at midpoint of channe-1 1127.591(CFS) Manning's W = 0.015 Maximum depth of channel 6.000(Ft.) Flow(q) thru subarea = 1127.591(CFS) Depth of flow = 2.407(Ft.), Average velocity 31.234(Ft/s) Channel flow top width = 15.000(Ft.) Flow Velocity 31.23(Ft/s) Travel time 0.80 min. Time of concentration = 23.82 min. Critical depth = 5.625(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.873 Decimal fraction soil group B = 0.127 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 35.05 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.096(ln/H . r) The area added to the existing stream causes a a lower flow rate of Q = 1105.636(CFS) therefore the upstream flow rate of Q = 1127.549(CFS) is being used Rainfall intensity = 2.851(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.730 Subarea runoff = 0.000(CFS) for 2.500(Ac.) Total runoff = 1127.549(CFS) Effective area this stream = 531.15(Ac.) Total Study Area (Main Stream No. 1) = �31.83(Ac.) Area averaged Fm value = 0.539(In/Hr) Depth of flow 2.407(Ft.), Average velocity = 31.234(Ft/s) N N N Critical depth = 5.625(Ft.) ...................................................................... Process from Point/Station 1216.000 to Point/Station 1216.000 **** 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 23.82 min. Rainfall intensity = 2.851(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.729 Subarea runoff = 21.095(CFS) for 21.100 Ac. 62, Total runoff = 1148.644(CFS) t a6) Effective area this stream = 552.25(Ac.) a - Total Study Area (Main Stream No. 1) = 552.93(Ac.) Area averaged Fm value = 0.540(In/Hr) f ...................................................................... Process from Point/Station 1216.000 to Point/Station 1218.000 PIPEFLOW TRAVEL TIME (Program estimated size) upstream point/station elevation = 1633.000(Ft.) Downstream point/station elevation = 1583.600(Ft.) Pipe length = 600.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1148.644(CFS) Nearest computed pipe diameter 72.00(In.) Calculated individual pipe flow 1148.644(CFS) Normal flow depth in pipe 55.78(In.) Flow top width inside pipe 60.16(In.) Critical depth could not be calculated. Pipe flow velocity = 48.89(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) 24.02 min. End of computations, Total Study Area 552.93 (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) = 0.962 Area averaged SCS curve number = 66.3 (2 , ) 11 �3, (P C, r --s 100 C, LfA a - 10 N APPENDIX A.2: INFRASTRUCTURE 100 -YEAR RATIONAL TABLING CALCULATIONS - LINE 4'C-1" N N San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCAD5/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 08/31/05 ------------------------------------------------------------------------ Coyote Canyon Master Drainage Plan 100 -YEAR PROPOSED HYDROLOGY LINE "C" Rational Tabling to Rich Basin FN:CYTPR.RSB 3/6/00 A. Torreyson ------------------------------------------------------------------------ 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 1.638 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 1301.000 to Point/Station 1302.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 970.000(Ft.) Top (of initial area) elevation = 2503.200(Ft.) Bottom (of initial area) elevation = 2333.000(Ft.) Difference in elevation = 170.200(Ft.) Slope = 0.17546 s(%)= 17.55 TC = k(O.730)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.198 min. Rainfall intensity = 3.594(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.296(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) 0.532(In/Hr) 0 year storm is C = 0.767 ...................................................................... Process from Point/Station 1302.000 to Point/Station 1303.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2333.000(Ft.) 1 Downstream point elevation = 1986.700(Ft.) Channel length thru subarea = 885.000(Ft.) Channel base width 5.000(Ft.) Slope or IZI of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 24.259(CFS) Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 24.259(CFS) Depth of flow = 0.353(Ft.), Average velocity 12.058(Ft/s) Channel flow top width = 6.411(Ft.) Flow Velocity 12.06(Ft/s) Travel time 1.22 min. Time of concentration = 17.42 min. Critical depth = 0.805(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.440(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.761 Subarea runoff 25.863(CFS) for 10.100(Ac.) Total runoff 37.158(CFS) Effective area this stream = 14.20(Ac.) Total Study Area (Main Stream No. 1) = 14,20(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.452(Ft.), Average velocity = 13.931(Ft/s) Critical depth � 1.031(Ft.) ...................................................................... Process from Point/Station 1303.000 to Point/Station 1304.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1986.700(Ft.) Downstream point elevation = 1798.600(Ft.) Channel length thru subarea = 1220.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 60.106(CFS) Depth of flow = 0.774(Ft.), Average velocity Channel flow top width = 8.098(Ft.) Flow Velocity 11.85(Ft/s) Travel time 1.72 min. Time of concentration = 19.14 min. Critical depth = 1.359(Ft.) Adding area flow to channel 60.106(CFS) 11.850(Ft/s) Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 001,11 Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= 0.532(In/Hr) %fte K Rainfall intensity = 3.251(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.753 Subarea runoff 45.799(CFS) for 19.700(Ac.) Total runoff = 82.957(CFS) Effectivearea this stream = 33.90(Ac.) Total Study Area (Main Stream No. 1) = 33.90(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.926(Ft.), Average velocity = 13.071(Ft/s) Critical depth 1.625(Ft.) ...................................................................... Process from Point/Station 1304.000 to Point/Station 1305.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 1798.600(Ft.) Downstream point elevation = 1726.400(Ft.) Channel length thru subarea = 886.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 110.009(CFS) Manning's 'N' = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 110.009(CFS) Depth of flow = 1.283(Ft.), Average velocity 11.332(Ft/s) Channel flow top width = 10.132(Ft.) Flow Velocity 11.33(Ft/s) Travel time 1.30 min. Time of concentration = 20.44 min. Critical depth = 1.906(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 64.64 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.613(In/Hr) Rainfall intensity = 3.125(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.737 Subarea runoff 54.033(CFS) for 25.600(AC.) Total runoff = 136.991(CFS) Effective area this stream = 59.50(Ac.) Total Study Area (Main Stream No. 1) = 59.50(Ac.) Area averaged Fm value = 0.567(In/Hr) Depth of flow 1.441(Ft.), Average velocity = 12.060(Ft/s) Critical depth 2.156(Ft.) ...................................................................... Process from Point/Station 1304.000 to Point/Station 1305.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 59.500(Ac.) Runoff from this stream 136.991(CFS) Time of concentration = 20.44 min. A Rainfall intensity = 3.125(In/Hr) Area averaged loss rate (Fm) = 0.5673(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 .......... , ........................................................... Process from Point/Station 1305.100 to Point/Station 1305.200 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER.INPUT of soil data for subarea scs curve number for soil(AMC 2) = 56.46 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1966.600(Ft.) Bottom (of initial area) elevation = 1797.500(Ft.) Difference in elevation = 169.100(Ft.) Slope = 0.16910 s(%)= 16.91 TC = k(O.950)*[(length^3)/(elevation change) ]A0 .2 Initial area time of concentration = 21.483 min. Rainfall intensity = 3.034(Tn/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 8.923(CFS) Total initial stream area = 4.300(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.728(In/Hr) 0.728(In/Hr) year storm is C = 0.684 ...................................................................... Process from Point/Station 1305.200 to Point/Station 1305.300 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1797.500(Ft.) Downstream point elevation = 1742.700(Ft.) Channel length thru subarea = 735.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.030 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 12.790(CFS) Depth of flow = 0.360(Ft.), Average velocity Channel flow top width = 6.439(Ft.) Flow Velocity 6.21(Ft/s) Travel time 1.97 min. Time of concentration = 23.45 min. Critical depth = 0.547(Ft.) Adding area flow to channel 12.790(CFS) 6.214(Ft/s) Soil classification AP and SCS values input by user USER INPUT of soil data for subarea sCs curve number for soil(AMC 2) = 51.00 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.797(In/Hr) Rainfall intensity = 2.878(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.661 In Subarea runoff 7.636(CFS) for 4.400(Ac.) Total runoff = 16.559(CFS) Effective area this stream = 8.70(Ac.) Total Study Area (Main Stream No. 1) = 68.20(Ac.) Area averaged Fm value = 0.763(In/Hr) Depth of flow 0.418(Ft.), Average velocity 6.784(Ft/s) Critical depth 0.641(Ft.) ...................................................................... Process from Point/Station 1305.300 to Point/Station 1305.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1742.700(Ft.) Downstream point elevation = 1726.400(Ft.) Channel length thru subarea = 190.000(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Manning's W = 0.015 maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 16.559(CFS) Depth of flow = 0.764(Ft.), Average velocity 14.182(Ft/s) Channel flow top width = 3.056(Ft.) Flow Velocity 14.18(Ft/s) Travel time 0.22 min. Time of concentration = 23.68 min. Critical depth = 1.336(Ft.) ...................................................................... Process from Point/Station 1305.200 to Point/Station 1305.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.700(Ac.) Runoff from this stream 16.559(CFS) Time of concentration 23.68 min. Rainfall intensity = 2.862(In/Hr) Area averaged loss rate (Fm) = 0.7631(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 136.99 59.500 20.44 0.567 3.125 2 16.56 8.700 23.68 0.763 2.862 Qmax(l) = 1.000 * 1.000 * 136.991) + 1.126 * 0.863 * 16.559) + = 153.083 Qmax(2) = 0.897 * 1.000 * 136.991) + 1.000 * 1.000 * 16.559) + = 139.417 Total of 2 streams to confluence: 6-1 Flow rates before confluence point: Am%, 136.991 16.559 Maximum flow rates at confluence using above data: �We 153.083 139.417 Area of streams before confluence: 59.500 8.700 Effective area values after confluence: 67.010 68.200 Results of confluence: Total flow rate = 153.083(CFS) Time.of concentration = 20.440 min. Effective stream area after confluence 67.010(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) 0.592(In/Hr) Study area total (this main stream) = 68.20(Ac.) M ...................................................................... Process from Point/Station 1305.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1726.400(Ft.) Downstream point elevation 1705.000(Ft.) Channel length thru subarea 365.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank 10.000 Slope or IZI of right channel bank 10.000 Manning's W = 0.025 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 153.083(CFS) Depth of flow = 0.838(Ft.), Average velocity Channel flow top width = 26.761(Ft.) Flow Velocity 9.94(Ft/s) Travel time 0.61 min. Time of concentration = 21.05 min. Critical depth = 1.297(Ft.) 9.938(Ft/s) ...................................................................... Process from Point/Station 1305.000 to Point/Station 1106.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In main Stream number: 1 Stream flow area = 67.010(Ac.) Runoff from this stream 153.083(CFS) Time of concentration 21.05 min. Rainfall intensity = 3.071(In/Hr) Area averaged loss rate (Fm) = 0.5923(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 1101.000 to Point/Station 1102.000 **** INITIAL AREA EVALUATION **** 9 0- N R Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(Tn/Hr) Initial subarea data: Initial area flow distance 950.000(Ft.) Top (of initial area) elevation = 2888.000(Ft.) Bottom (of initial area) elevation = 2583.300(Ft.) Difference in elevation = 304.700(Ft.) Slope = 0.32074 s(%)= 32.07 TC =.k(O.730)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.238 min. Rainfall intensity = 3.883(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.777 Subarea runoff = 21.710(CFS) Total initial stream area = 7.200(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) ...................................................................... Process from Point/Station 1102.000 to Point/Station 1103.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2583.300(Ft.) Downstream point elevation = 2380.000(Ft.) Channel length thru subarea = 660.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru. subarea = 50.278(CFS) Depth of flow = 0.576(Ft.), Average velocity Channel flow top width = 7.303(Ft.) Flow Velocity 14.20(Ft/s) Travel time 0.77 min. Time of concentration = 15.01 min. Critical depth = 1.234(Ft.) Adding area flow to channel 50.278(CFS) 14.195(Ft/S) Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.761(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.773 Subarea runoff 57.040(CFS) for 19.900(Ac.) Total runoff = 78.749(CFS) Effective area this stream = 27.10(Ac.) Total Study Area (Main Stream No. 2) = 95.30(Ac Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.742(Ft.), Average velocity = 16.361(Ft/s) Critical depth 1.594(Ft.) ...................................................................... Process from Point/Station 1103.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2380.000(Ft.) Downstreai:d point elevation = 1802.000(Ft.) Channel length thru subarea = 2150.000(Ft.) Channel base width 5.000(Ft.) Slope or IZI of left channel bank 2.000 Slope or Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 109.705(CFS) Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 109.705(CFS) Depth of flow = 0.927(Ft.), Average velocity 17.267(Ft/s) Channel flow top width = 8.708(Ft.) Flow Velocity 17.27(Ft/s) Travel time 2.08 min. Time of concentration = 17.09 min. Critical depth = 1.906(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea 4- SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.480(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.762 Subarea runoff = 61.853(CFS) for 25.900(Ac.) Total runoff = 140.602(CFS) Effective area this stream = 53.00(Ac.) Total Study Area (Main Stream No. 2) = 121.20(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 1.062(Ft.), Average velocity = 18.588(Ft/s) Critical depth 2.172(Ft.) ...................................................................... Process from Point/Station 1103.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 stream flow area = 53.000(Ac.) Runoff from this stream 140.602(CFS) Time of concentration 17.09 min. Rainfall intensity = 3.480(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 1201.000 to Point/Station 1202.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 M Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 900.000(Ft.) Top (of initial area) elevation = 2664.400(Ft.) Bottom (of initial area) elevation = 2360.000(Ft.) Differencd in elevation = 304.400(Ft.) Slope = 0.33822 s(%)= 33.82 TC = k(O.730)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.786 min. Rainfall intensity = 3.959(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 28.368(CFS) Total initial stream area = 9.200(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) 0.532(In/Hr) year storm is C = 0.779 ...................................................................... Process from Point/Station 1202.000 to Point/Station 1203.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2360.000(Ft.) Downstream point elevation = 2200.000(Ft.) Channel length thru subarea = 640.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 47.850(CFS) Manning's 'N' = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 47.850(CFS) Depth of flow = 0.594(Ft.), Average velocity 13.016(Ft/s) Channel flow top width = 7.376(Ft.) Flow Velocity 13.02(Ft/s) Travel time 0.82 min. Time of concentration = 14.61 min. Critical depth = 1.203(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.824(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 38.873(CFS) for 13.500(Ac.) Total runoff = 67.242(CFS) Effective area this stream = 22.70(Ac.) Total Study Area (Main Stream No. 2) = 143.90(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.720(Ft.), Average velocity = 14.496(Ft/s) Critical depth 1.453(Ft.) ...................................................................... Process from Point/Station 1203.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** 6 Upstream point elevation = 2200.000(Ft.) Downstream point elevation = 1802.000(Ft.) Channel length thru subarea = 1500.000(Ft.) Channel base width 5.000(Ft.) Slope or `Z1 of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 83.964(CFS) Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 83.964(CFS) Depth of flow = 0.802(Ft.), Average velocity 15.849(Ft/s) Channel flow top width = 8.209(Ft.) Flow Velocity 15.85(Ft/s) Travel time 1.58 min. Time of concentration = 16.18 min. Critical depth = 1.641(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.596(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.767 Subarea runoff 33.382(CFS) for 13.800(Ac.) Total runoff = 100.624(CFS) Effective area this stream = 36.50(Ac.) Total Study Area (Main Stream No. 2) = 157.70(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.887(Ft.), Average velocity = 16.747(Ft/s) Critical depth 1.813(Ft.) ...................................................................... Process from Point/Station 1203.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 36.500(Ac.) Runoff from this stream 100.624(CFS) Time of concentration 16.18 min. Rainfall intensity = 3.596(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 140.60 53.000 17.09 0.532 3.480 2 100.62 36.500 16.18 0.532 3.596 Qmax(l) = 1.000 * 1.000 * 140.602) + 0.962 * 1.000 * 100.624) + 237.432 Qmax(2) = 10 N N A 1.039 * 0.947 * 140.602) + 1.000 * 1.000 * 100.624) + 238.997 Total of 2 streams to confluence: Flow rates before confluence point: 140.602 100.624 Maximum flow rates at confluence using above data: 237.432 238.997 Area of streams before confluence: 53.000 36.500 Effective area values after confluence: 89.500 86.693 Results of confluence: Total flow rate = 238.997(CFS) Time of concentration = 16.183 min. Effective stream area after confluence 86.693(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) 0.532(Tn/Hr) Study area total (this main stream) = 89.50(Ac.) ...................................................................... Process from Point/Station 1104.000 to Point/Station 1105.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1802.000(Ft.) Downstream point elevation = 1718.100(Ft.) Channel length thru subarea = 1040.000(Ft.) Channel base width 5.000(Ft.) Slope or 'ZI of left channel bank 1.500 Slope or IZI of right channel bank 1.500 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 248.719(CFS) Depth of flow = 2.079(Ft.), Average velocity Channel flow top width = 11.237(Ft.) Flow Velocity 14.74(Ft/s) Travel time 1.18 min. Time of concentration = 17.36 min. Critical depth = 3.125(Ft.) Adding area flow to channel 248.719(CFS) 14.735(Ft/s) Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.447(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.761 Subarea runoff 19.390(CFS) for 11.800(Ac.) Total runoff = 258.387(CFS) Effective area this stream = 98.49(Ac.) Total Study Area (Main Stream No. 2) = 169.50(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 2.121(Ft.), Average velocity = 14-890(Ft/s) Critical depth 3.188(Ft.) 11 ...................................................................... Process from Point/Station 1105.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME ***- Upstream point elevation = 1718.100(Ft.) Downstream point elevation 1705.000(Ft.) Channel length thru subarea 270.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank 10.000 Slope or 'Z' of right channel bank 10.000 Estimated mean flow rate at midpoint of channel 258.413(CFS) Manning's W = 0.250 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 258.413(CFS) Depth of flow = 3.186(Ft.), Average velocity 1.938(Ft/s) Channel flow top width = 73.710(Ft.) Flow Velocity 1.94(Ft/s) Travel time 2.32 min. Time of concentration = 19.68 min. Critical depth = 1.672(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 242.212(CFS) therefore the upstream flow rate of Q = 258.387(CFS) is being used Rainfall intensity = 3.197(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C ='0.750 Subarea runoff 0.000(CFS) for 2.500(Ac.) Total runoff = 258.387(CFS) Effective area this stream = 100.99(Ac.) Total Study Area (Main Stream No. 2) = 172.00(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 3.185(Ft.), Average velocity 1.938(Ft/s) Critical depth 1.672(Ft.) ...................................................................... Process from Point/Station 1105.000 to Point/Station 1106.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 100.993(Ac.) Runoff from this stream 258.387(CFS) Time of concentration 19.68 min. Rainfall intensity = 3.197(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 ...................................................................... �ftw 12 N Process from Point/Station 1501.000 to Point/Station 1502.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve'number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 945.000(Ft.) Top (of initial area) elevation = 2283.000(Ft.) Bottom (of initial area) elevation = 1884.700(Ft.) Difference in elevation = 398.300(Ft.) Slope = 0.42148 s(%)= 42.15 TC = k(O.730)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 13.452 min. Rainfall intensity = 4.017(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.291(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) 0.532(In/Hr) year storm is C = 0.781 ...................................................................... Process from Point/Station 1502.000 to Point/Station 1504.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1884.700(Ft.) Downstream point elevation = 1774.600(Ft.) Channel length thru subarea = 580.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 13.493(CFS) Manning's 'N' = 0.035 Maximum depth of channel 20.000(Ft.) Flow(q) thru subarea = 13.493(CFS) Depth of flow = 0.309(Ft.), Average velocity 7.768(Ft/s) Channel flow top width = 6.237(Ft.) Flow Velocity 7.77(Ft/s) Travel time 1.24 min. Time of concentration = 14.70 min. Critical depth = 0.563(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.810(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.774 Subarea runoff 4.341(CFS) for 1.700(Ac.) Total runoff = 15.632(CFS) Effective area this stream = 5.30(Ac.) Total Study Area (Main Stream No. 3) = 177.30(Ac.) POO*- Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.337(Ft.), Average velocity 8.176(Ft/s) 13 IN Critical depth 0.617(Ft.) ...................................................................... Process from Point/Station 1502.000 to Point/Station 1504.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 5.300(Ac.) Runoff from this stream 15.632(CFS) Time.of concentration 14.70 min. Rainfall intensity = 3.810(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 1501.000 to Point/Station 1503.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance 930.000(Ft.) Top (of initial area) elevation = 2283.000(Ft.) Bottom (of initial area) elevation = 1872.000(Ft.) Difference in elevation = 411.000(Ft.) Slope = 0.44194 s(%)= 44.19 TC = k(O.730)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.240 min. Rainfall intensity = 4.056(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 10.464(CFS) Total initial stream area = 3.300(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) ...................................................................... Process from Point/Station 1503.000 to Point/Station 1504.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1872.000(Ft.) Downstream point elevation = 1774.600(Ft.) Channel length thru subarea = 670.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 maximum depth of channel 20.000(Ft.) Flow(q) thru subarea = 16.313(CFS) Depth of flow = 0.373(Ft.), Average velocity Channel flow top width = 6.494(Ft.) Flow Velocity = 7.60(Ft/s) 16.313(CFS) 7.601(Ft/s) 14 N M Travel time = 1.47 min. Time of concentration = 14.71 min. Critical depth = 0.633(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.808(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.774 Subarea runoff 11.643(CFS) for 4.200(Ac.) Total runoff = 22.107(CFS) Effective area this stream = 7.50(Ac.) Total Study Area (Main Stream No. 3) = 184.80(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.446(Ft.), Average velocity 8.423(Ft/s) Critical depth 0.758(Ft.) ...................................................................... Process from Point/Station 1503.000 to Point/Station 1504.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 7.500(Ac.) Runoff from this stream 22.107(CFS) Time of concentration 14.71 min. Rainfall intensity = 3.808(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Area Flow rate No. (Ac.) (CFS) 1 15.63 2 22.11 Qmax (1) = 1.000 * 1.001 * Qmax (2) = 0.999 * 1.000 * 5.300 7.500 TC Fm (min) (In/Hr) 14.70 0.532 14.71 0.532 1.000 * 15.632) + 0.999 * 22.107) + 1.000 * 15.632) + 1.000 * 22.107) + Rainfall Intensity (In/Hr) 3.810 3.808 37.733 37.729 Total of 2 streams to confluence: Flow rates before confluence point: 15.632 22.107 Maximum flow rates at confluence using above data: 37.733 37.729 Area of streams before confluence: 5.300 7.500 Effective area values after confluence: 12.793 12.800 Results of confluence: Total flow rate = 37.733(CFS) 15 Time of concentration = 14.697 min. Effective stream area after confluence 12.793(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) 0.532(In/Hr) Study area total (this main stream) = 12.80(Ac.) ...................................................................... Process from Point/Station 1504.000 to Point/Station 1505.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1774.600(Ft.) Downstream point elevation = 1723.500(Ft.) Channel length thru subarea = 485.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 38.838(CFS) Manning's 'N' = 0.035 Maximum depth of channel 20.000(Ft.) Flow(q) thru subarea = 38.838(CFS) Depth of flow = 0.674(Ft.), Average velocity 9.072(Ft/s) Channel flow top width = 7.697(Ft.) Flow Velocity 9.07(Ft/s) Travel time 0.89 min. Time of concentration = 15.59 min. Critical depth = 1.063(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user CUSER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 . Max loss rate(Fm)= 0.532(Tn/Hr) Rainfall intensity = 3.677(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.770 Subarea runoff 2.157(CFS) for 1.300(Ac.) Total runoff = 39.890(CFS) Effective area this stream = 14.09(Ac.) Total Study Area (Main Stream No. 3) = 186.10(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.685(Ft.), Average velocity 9.149(Ft/s) Critical depth 1.078(Ft.) ...................................................................... Process from Point/Station 1504.000 to Point/Station 1505.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 14.093(Ac.) Runoff from this stream 39.890(CFS) Time of concentration 15.59 min. Rainfall intensity = 3.677(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 A 16 N NJ Depth of flow 0.470(Ft.), Average velocity 8.439(Ft/s) Critical depth 0.789(Ft.) ...................................................................... Process from Point/Station 1602.000 to Point/Station 1505.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 9.200(Ac.) Runoff from this stream 25.422(CFS) Time of concentration 16.13 min. Rainfall intensity = 3.603(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 39.89 14.093 15.59 0.532 3.677 2 25.42 9.200 16.13 0.532 3.603 Qmax(l) = Time of concentration = 15.588 min. Effective stream area after confluence 1.000 * 1.000 * 39.890) + Study area average soil loss rate(Fm) 1.024 * 0.966 * 25.422) + = 65.056 Qmax(2) = 0.976 * 1.000 * 39.890) + 1.000 * 1.000 * 25.422) + = 64.367 Total of 2 streams to confluence: Flow rates before confluence point: 39.890 25.422 Maximum flow rates at confluence using above data: 65.056 64.367 Area of streams before confluence: 14.093 9.200 Effective area values after confluence: 22.985 23.293 Results of confluence: Total flow rate = 65.056(CFS) Time of concentration = 15.588 min. Effective stream area after confluence 22.985(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) 0.532(In/Hr) Study area total (this main stream) = 23.29(Ac.) ...................................................................... Process from Point/Station 1505.000 to Point/Station 1402.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1723.500(Ft.) Downstream point elevation = 1717.100(Ft.) Channel length thru subarea = 320.000(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank 2.000 W Slope or 1z, of right channel bank 2.000 Manning's W = 0.015 Maximum depth of channel 20.000(Ft.) Flow(q) thru subarea = 65.056(CFS) Depth of flow = 1.677(Ft.), Average velocity = 11.565(Ft/s) Channel flow top width = 6.708(Ft.) Flow Velocity 11.57(Ft/s) Travel time 0.46 min. Time of concentration = 16.05 min. Critical depth = 2.313(Ft.) ...................................................................... Process from Point/Station 1505.000 to Point/Station 1402.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 22.985(Ac.) Runoff from this stream 65.056(CFS) Time of concentration 16.05 min. Rainfall intensity = 3.614(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 1401.000 to Point/Station 1402.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance 715.000(Ft.) Top (of initial area) elevation = 1846.000(Ft.) Bottom (of initial area) elevation = 1717.100(Ft.) Difference in elevation = 128.900(Ft.) Slope = 0.18028 s(%)= 18.03 TC = k(O.730)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 14.260 min. Rainfall intensity = 3.879(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.776 Subarea runoff = 12.952(CFS) Total initial stream area = 4.300(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) ...................................................................... Process from Point/Station 1401.000 to Point/Station 1402.000 **** CONFLUENCE OF MINOR STREAMS **** long Main Stream number: 3 in normal stream number 2 Stream flow area = 4.300(Ac.) Runoff from this stream 12.952(CFS) Time of concentration = 14.26 min. 19 ...................................................................... Process from Point/Station 1402.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1717.100(Ft.) Downstream point elevation 1705.000(Ft.) Channel length thru. subarea 240.000(Ft.) Channel base width 10.000(Ft.) Slope or IZI of left channel bank 10.000 Slope or 'Z' of right channel bank 10.000 Manning's W = 0.015 Maximum depth of channel 20.000(Ft.) Flow(q) thru subarea = 76.979(CFS) Depth of flow = 0.470(Ft.), Average velocity 11.153(Ft/s) Channel flow top width = 19.393(Ft.) Flow Velocity 11.15(Ft/s) Travel time 0.36 min. Time of concentration = 16.41 min. Critical depth = 0.906(Ft.) 10 cl Rainfall intensity = 3.879(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Aiea Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 65.06 22.985 16.05 0.532 3.614 2 12.95 4.300 14.26 0.532 3.879 Qmax (1) = 1.000 * 1.000 * 65.056) + 0.921 * 1.000 * 12.952) + = 76.979 Qmax(2) = 1.086 * 0.889 * 65.056) + 1.000 * 1.000 * 12.952) + = 75.737 Total of 2 streams to confluence: Flow rates before confluence point: 65.056 12.952 Maximum flow rates at confluence using above data: 76.979 75.737 Area of streams before confluence: 22.985 4.300 Effective area values after confluence: 27.285 24.722 Results of confluence: Total flow rate = 76.979(CFS) Time of concentration = 16.049 min. Effective stream area after confluence 27.285(Ac.) Study area average Pervious fra6tion(Ap) = 1.000 Study area average soil loss rate(Fm) 0.532(In/Hr) Study area total (this main stream) = 27.28(Ac.) ...................................................................... Process from Point/Station 1402.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1717.100(Ft.) Downstream point elevation 1705.000(Ft.) Channel length thru. subarea 240.000(Ft.) Channel base width 10.000(Ft.) Slope or IZI of left channel bank 10.000 Slope or 'Z' of right channel bank 10.000 Manning's W = 0.015 Maximum depth of channel 20.000(Ft.) Flow(q) thru subarea = 76.979(CFS) Depth of flow = 0.470(Ft.), Average velocity 11.153(Ft/s) Channel flow top width = 19.393(Ft.) Flow Velocity 11.15(Ft/s) Travel time 0.36 min. Time of concentration = 16.41 min. Critical depth = 0.906(Ft.) 10 cl N A ...................................................................... Process from Point/Station 1402.000 to Point/Station 1106.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main St'ream number: 3 Stream flow area = 27.285(Ac.) Runoff from this stream 76.979(CFS) Time of concentration 16.41 min. Rainfall intensity = 3.566(In/Hr) Area.averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Area Flow rate TC Fm No. (Ac.) (CFS) (min) (In/Hr) 1 153.08 67.010 21.05 0.592 2 258.39 100.993 19.68 0.532 3 76.96 27.285 16.41 0.532 Qmax(l) = 1.000 * 1.000 * 153.083) + 0.952 * 1.000 * 258.387) + 0.837 * 1.000 * 76.979) + Qmax(2) = 1.051 * 0.935 * 153.083) + 1.000 * 1.000 * 258.387) + 0.878 * 1.000 * 76.979) + Qmax(3) = 1.200 * 0.779 * 153.083) + 1.138 * 0.834 * 258.387) + 1.000 * 1.000 * 76.979) + Rainfall Intensity (In/Hr) 3.071 3.197 3.566 463.602 476.434 .4- Law- 465.353 Total of 3 main streams to confluence: Flow rates before confluence point: 154.083 259.387 77.979 maximum flow rates at confluence using above data: 463.602 476.434 465.353 Area of streams before confluence: 67.010 100.993 27.285 Effective area values after confluence: 195.288 190.924 163.707 Results of confluence: Total flow rate = 476.434(CFS) Time of concentration = 19.681 min. Effective stream area after confluence 190.924(Ac.) Study area average Pervious fraction(Ap) 1.000 Study area average soil loss rate(Fm) 0.553(In/Hr) Study area total = 195.29(Ac.) LO(oil CF5 Z Ac� .r ...................................................................... Process from Point/Station 1106.000 to Point/Station 1716.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 21 Upstream point/station elevation = 1705.000(Ft.) Downstream point/station elevation = 1657.000(Ft.) Pipe length = 1480.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 476.434(CFS) Nearest c6mputed pipe diameter 63.00(In.) Calculated individual pipe flow 476.434(CFS) Normal flow depth in pipe 46.41(In.) Flow top width inside pipe 55.50(In.) Critical depth could not be calculated. Pipe.flow velocity = 27.90(Ft/s) Travel time through pipe = 0.88 min. Time of concentration (TC) 20.57 min. ...................................................................... Process from Point/Station 1716.200 to Point/Station 1716.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: I in normal stream number I Stream flow area = 190.924(Ac.) Runoff from this stream 476.434(CFS) Time of concentration 20.57 min. Rainfall intensity = 3.114(In/Hr) Area averaged loss rate (Fm) = 0.5530(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 1715.000 to Point/Station 1716.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(l acre lot) 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) = 0.8000 max loss rate(Fm)= 0.782(In/Hr) Initial subarea data: Initial area flow distance 925.000(Ft.) Top (of initial area) elevation = 1835.000(Ft.) Bottom (of initial area) elevation = 1697.000(Ft.) Difference in elevation = 138.000(Ft.) Slope = 0.14919 s(%)= 14.92 TC = k(O.469)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.541 min. Rainfall intensity = 4.650(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.749 Subarea runoff = 11.488(CFS) Total initial stream area = 3.300(Ac.) Pervious area fraction 0.800 Initial area Fm value 0.782(In/Hr) ...................................................................... Process from Point/Station 1716.000 to Point/Station 1716.200 22 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1697.000(Ft.) Downstream point elevation = 1660.000(Ft.) Channel length thru, subarea = 900.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 12.919(CFS) Manning's 'N' = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 12.919(CFS) Depth of flow = 0.470(Ft.), Average velocity 4.622(Ft/s) Channel flow top width = 6.882(Ft.) Flow Velocity 4.62(Ft/s) Travel time 3.25 min. Time of concentration = 13.79 min. Critical depth = 0.547(Ft.) Adding area flow to channel RESIDENTIAL(l acre lot) 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) = 0.8000 Max loss rate(Fm)= 0.782(In/Hr) Rainfall intensity = 3.959(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.722 Subarea runoff = 2.805(CFS) for 1.700(Ac.) Total runoff = 14.293(CFS) Effective area this stream = 5.00(Ac.) Total Study Area (Main Stream No. 1) = 204.60(Ac.) Area averaged Fm value = 0.782(In/Hr) Depth of flow 0.499(Ft.), Average velocity 4.779(Ft/s) Critical depth 0.586(Ft.) ...................................................................... Process from Point/Station 1716.000 to Point/Station 1716.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream 14.293(CPS) Time of concentration 13.79 min. Rainfall intensity = 3.959(In/Hr) Area averaged loss rate (Fm) = 0.7822(In/Hr) Area averaged Pervious ratio (Ap) = 0.8000 Summary of stream data: Stream Area Flow rate No. (Ac.) (CFS) 1 2 476.43 190.924 14.29 5.000 TC Fm (min) (In/Hr) 20.57 0.553 13.79 0.782 Rainfall Intensity (In/Hr) 3.114 3. 9 5 9 23 Qmax (1) 1.000 * 1.000 * 476.434) + 0.734 * 1.000 * 14.293) + Qmax(2) = I V 1 TO c F-5 1.330 * 0.670 * 476.434) + 1'.000 * 1.000 * 14.293) + 0.098(In/Hr) 486.927 A-0 ZvL5—m C> 438.997 Total of 2 streams to confluence: Flow rates before confluence point: 476.434 14.293 maximum flow rates at confluence using above data: 486.927 438.997 Area of streams before confluence: 190.924 5.000 Effective area values after confluence: 195.924 132.989 Results of confluence: Total flow rate = 486.927(CFS) Time of concentration = 20.565 min. 10�2 = 160 r Effective stream area after confluence = 195.924(Ac.) Study area average Pervious fraction(Ap) = 0.995 Study area average soil loss rate(Fm) 0.559(In/Hr) Study area total (this main stream) = 195.92(Ac.) ko zcvj-�) ...................................................................... Process from Point/Station 1716.200 to Point/Station 1716.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 195.924(Ac.) Runoff from this stream 486.927(CFS) Time of concentration 20.57 min. Rainfall intensity = 3.114(In/Hr) Area averaged loss rate (Fm) = 0.5588(In/Hr) Area averaged Pervious ratio (Ap) = 0.9949 ...................................................................... Process from Point/Station 1715.100 to Point/Station 1716.100 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type 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) = 0.1000 max loss rate(Fm)= Initial subarea data: Initial area flow distance 850.000(Ft.) Top (of initial area) elevation = 1723.000(Ft.) Bottom (of initial area) elevation = 1683.000(Ft.) Difference in elevation = 40.000(Ft.) Slope = 0.04706 s(%)= 4.71 TC = k(O.304)*[(length^3)/(elevation change)1^0.2 CInitial area time of concentration = 8.320 min. 24 Rainfall intensity = 5.360(In/Hr) for a 100.0 year storm too,*, Effective runoff coefficient used for area (Q=KCIA) is C = 0.884 Subarea runoff = 4.736(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.098(In/Hr) 10 N ...................................................................... Process from Point/Station 1716.100 to Point/Station 1716.200 ****.IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1683.000(Ft.) Downstream point elevation = 1660.200(Ft.) Channel length thru subarea = 485.000(Ft.) Channel base width 5.000(Ft.) Slope or IZI of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 5.681(CFS) Depth of flow = 0.280(Ft.), Average velocity Channel flow top width = 6.121(Ft.) Flow Velocity 3.65(Ft/s) Travel time 2.22 min. Time of concentration = 10.54 min. Critical depth = 0.328(Ft.) Adding area flow to channel COMMERCIAL subarea type 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) = 0.1000 Max loss rate(Fm)= Rainfall intensity = 4.651(In/Hr) for a 100 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.881 Subarea runoff 1.821(CFS) for 0.600(Ac.) Total runoff = 6.557(CFS) 5.681 (CFS) 3.645(Ft/s) 0.098(In/Hr) .0 year storm area with modified Effective area this stream = 1.60(Ac.) Total Study Area (main Stream No. 1) = 206.20(Ac.) Area averaged Fm value = 0.098(In/Hr) Depth of flow 0.305(Ft.), Average velocity 3.834(Ft/s) Critical depth 0.359(Ft.) ...................................................................... Process from Point/Station 1716.100 to Point/Station 1716.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.600(Ac.) Runoff from this stream = 6.557(CFS) Time of concentration 10.54 min. Rainfall intensity = 4.651(In/Hr) 25 Area averaged loss rate (Fm) = 0.0976(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 26 1 486.93 195.924 20.57 0.559 3.114 2 6.56 1.600 10.54 0.098 4.651 Qmax.(I) = 1.000 * 1.000 * 486.927) + * 1.000 * 557) + = 491.271 0.662 4,-:3 Qmax(2) = ej�j 1.602 * 0.512 * 486.927) + 1.000 * 1.000 * �.557) + = 406.142 I Total of 2 streams to confluence: Flow rates before confluence point: 486.927 6.557 Maximum flow rates at confluence using above data: 491.271 406.142 Area of streams before confluence: 195.924 1.600 Effective area values after confluence: 197.524 101.988 Results of confluence: Total flow rate = 491.271(CFS) Time of concentration = 20.565 min. Effective stream area after confluence 197.524(Ac.) Study area average Pervious fraction(Ap) = 0.988 Study area average soil loss rate(Fm) 0.555(In/Hr) Study area total (this main stream) = 197.52(Ac.) ...................................................................... Process from Point/Station 1714.100 to Point/Station 1714.100 **** 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 20.57 min. Rainfall intensity = 3.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.738 Subarea runoff 57.578(CFS) for 41.300(Ac.) .571(o Auus-ilzD Total runoff = 548.849(CFS) L�Wv� 01-- &4 Effective area this stream = 238.82(Ac.) 7:� Total Study Area (Main Stream No. 1) = 247.50(Ac.) t5- 7 C nf5 Area averaged Fm value 0.561(In/Hr) 00ft. cF5 26 10 N ...................................................................... Process from Point/Station 1714.100 to Point/Station 1714.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 238.824(Ac.) Runoff from this stream 548.849(CFS) Time of concentration 20.57 min. Rainfall intensity = 3.114(In/Hr) Area averaged loss rate (Fm) = 0.5606(In/Hr) Area averaged Pervious ratio (Ap) = 0.9206 ...................................................................... Process from Point/Station 1714.000 to Point/Station 1714.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 67.70 Pervious ratio(Ap) = 0.9760 Max loss rate(Fm)= 0.554(In/Hr) Rainfall intensity = 3.084(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 20.90 min. Rain intensity = 3.08(In/Hr) Total area this stream = 216.32(Ac.) Total Study Area (Main Stream No. 1) 463.82(Ac.) -7qt,3 eF Total runoff 494.18 (CFS) &-- /-11. -r _5 cc> ............................................................ Jr ...... Process from Point/Station 1714.100 to Point/Station 1714.100 CONFLUENCE OF MINOR STREAMS &j- -70 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 216.320(Ac.) Runoff from this stream 494.175(CFS) Time of concentration 20.90 min. Rainfall intensity = 3.084(In/Hr) Area averaged loss rate (Fm) = 0.5541(In/Hr) Area averaged Pervious ratio (Ap) 0.9760 Summary of stream data: e -r- 5,-& C. Ff c - -D, Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) A -r LA;J-Z I-5*OtjTe C- AAA— 1. F 4 (93,?, .9— 1 548.85 238.824 20.57 0.561 3.114 = 2 494.,18 216.320 20.90 0.554 3.084 Qmax (1) = C547C3, 1.000 * 1.000 * 548.849) + - 1. 012 * 0.984 * 494-175) + = 1040.879 Qmax (2) = 1: :1 0. 988 * 1.000 * 548.849) + 1.000 * 1.000 * 494.175) + = 1036.570 Total of 2 streams to confluence: Flow rates before confluence point: D,� I +- 330,� LA &3- c&, 4T =: � (P -3, 1 5 27 548.849 494.175 dwl/acre) Maximum flow rates at confluence using above data: 1040.879 1036.570 Decimal Area of streams before confluence: soil 238.824 216.320 = 1.000 Effective 'area values after confluence: Decimal 451.679 455.144 soil Results of confluence: = 0.000 Total flow rate = 1040.879(CFS) Decimal Time of concentration = 20.565 min. soil Effective stream area after confluence 451.679(Ac.) Study area average Pervious fraction(Ap) = 0.947 Study area average soil loss rate(Fm.) 0.558(In/Hr) Study area total (this main stream) = 455.14(Ac.) ...................................................................... Process from Point/Station 1714.100 to Point/Station 1715.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1657.000(Ft.) Downstream point/station elevation = 1652.800(Ft.) Pipe length = 670.00(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1040.879(CFS) Nearest computed pipe diameter 111.00(In.) Calculated individual pipe flow 1040.879(CFS) Normal flow depth in pipe 88.88(In.) Flow top width inside pipe 88.69(In.) Critical Depth = 94.09(In.) Pipe flow velocity = 18.04(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) . 21.18 min. ...................................................................... Process from Point/Station 1715.000 to Point/Station 1715.000 **** 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 16Z CFJ, Decimal fraction soil group D = 0.000 ------------- SCS curve number for soil(AMC 2) = 32.00 12 sq 1. ? %r-4---,Vj Pervious ratio(AP) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Time of concentration 21.18 min. Rainfall intensity = 3.059(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.736 Subarea runoff = 1.201(CFS) for 11.300(Ac.), Total runoff = 1042.080(CFS) Effective area this stream = 462.98(Ac.) Total Study Area (Main Stream No. 1) = 475.12(Ac.) Area averaaed Fm value = 0.558(In/Hr) .................................................... WIV Process from Point/Station 1715.000 to Point/Station 1716.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1652.800(Ft.) Downstream point/station elevation = 1646.500(Ft.) Pipe length = 575.00(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1042.080(CFS) Nearest computed pipe diameter 102.00(In.) Calculated individual pipe flow 1042.080(CFS) Normal flow depth in pipe 77.72(In.) Flow -top width inside pipe 86.88(In.) Critical Depth = 93.23(In.) Pipe flow velocity = 22.46(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) 21.61 min. ...................................................................... Process from Point/Station 1716.000 to Point/Station 1716.000 **** 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 21.61 min. Rainfall intensity = 3.023(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C =*0.734 Subarea runoff 15.095(CFS) for 13.800(Ac.) TRAKIT Total runoff 1057.175(CFS) Effective area this stream = 476.78(Ac.) Total Study Area (Main Stream No. 1) 488.92(Ac.) Area averaged Fm value 0.559(In/Hr) 13vq cl, ...................................................................... Process from Point/Station 1716.000 to Point/Station 1716.000 **** 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 21.61 min. Rainfall intensity = 3.023(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.734 �,i Subarea runoff = 2.412(CFS) for 1.100(Ac.) U -A— Total runott = -Luj--7.JO/ k"'rol Effective area this stream 477.88(Ac.) 9 C FS .-F cF-- v 13o 1.3, 29 Eq Total Study Area (Main Stream No. 1) = 490.02(Ac.) Area averaged Fm value 0.559(In/Hr) ...................................................................... Process from Point/Station 1718.000 to Point/Station 1718.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1646.500(Ft.) Downstream point/station elevation = 1642.000(Ft.) Pipe.length = 69.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1059.587(CFS) Nearest computed pipe diameter 72.00(In.) Calculated individual pipe flow 1059.587(CFS) Normal flow depth in pipe 57.75(In.) Flow top width inside pipe 57.37(In.) Critical depth could not be calculated. Pipe flow velocity = 43.60(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 21.64 min. ...................................................................... Process from Point/Station 1718.000 to Point/Station 1718.000 **** 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 21.64 min. Rainfall intensity = 3.021(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.733 Subarea runoff = 35.191(CFS) for 16.500(Ac.) Lkl� Z Total runoff = 1094.778(CFS) -j,'F A C -T 4 Effective area this stream = 494.38(Ac.) Total Study Area (Main Stream No. 1) = 506.52(Ac.) ty 1,30-73 Area averaged Fm value = 0.560(In/Hr) aicoc , End of computations, Total Study Area 506.52 (Ac.) + 35Z The following figures may be used for a unit hydrograph study of the same area. 5 Note: These figures do not consider reduced effective area alat effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.919 Area averaged SCS curve number = 61.7 30 APPENDIX A.3: INFRASTRUCTURE 100 -YEAR RATIONAL TABLING CALCULATIONS - LINE "C" m San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD'/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 09/26/04 ------------------------------------------------------------------------ Coyote Canyon Master Drainage Plan 100 -year Proposed Hydrology Offsite Area "H" and "G" to Line "C" FN:CYTOSH.RSB 3/21/02 A. Torreyson ------------------------------------------------------------------------ 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 1.638 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 1701.000 to Point/Station 1702.000 INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 2820.000(Ft.) Bottom (of initial area) elevation = 2440.000(Ft.) Difference in elevation = 380.000(Ft.) Slope = 0.38000 s(%)= 38.00 TC = k(O.730)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 14.048 min. Rainfall intensity = 3.914(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 30.130(CFS) Total initial stream area = 9.900(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) 0.532(In/Hr) year storm is C = 0.778 ...................................................................... Process from Point/Station 1702.000 to Point/Station 1703.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2440.000(Ft.) I W N M Downstream point elevation = 2030.000(Ft.) Channel length thru, subarea = 1500.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated 'mean flow rate at midpoint of channel 67.438(CFS) Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru. subarea = 67.438(CFS) Depth of flow = 0.704(Ft.), Average velocity 14.961(Ft/s) Channel flow top width = 7.814(Ft.) Flow Velocity 14.96(Ft/s) Travel time 1.67 min. Time of concentration = 15.72 min. Critical depth = 1.453(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.769 Subarea runoff 74.541(CFS) for 27.300(Ac.) Total runoff = 104.671(CFS) Effective area this stream = 37.20(Ac.) Total Study Area (Main Stream No. 1) = 37,20(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.899(Ft.), Average velocity = 17.124(Ft/s) Critical depth 1.859(Ft.) ...................................................................... Process from Point/Station 1703.000 to Point/Station 1703.100 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2030.000(Ft.) Downstream point elevation = 1745.000(Ft.) Channel length thru subarea = 2470.000(Ft.) Channel base width 5.000(Ft.) Slope or IZI of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 120.036(CFS) Depth of flow = 1.225(Ft.), Average velocity Channel flow top width = 9.900(Ft.) Flow Velocity 13.15(Ft/s) Travel time 3.13 min. Time of concentration = 18.85 min. Critical depth = 2.000(Ft.) Adding area flow to channel 120.036(CFS) 13.153 (Ft/s) Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.281(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.754 Subarea runoff 30.648(CFS) for 17.500(Ac.) Total runoff = 135.318(CFS) Effective 'area this stream = 54.70(Ac.) Total Study Area (Main Stream No. 1) = 54.70(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 1.306(Ft.), Average velocity = 13.613(Ft/s) Critical depth 2.125(Ft.) ...................................................................... Process from Point/Station 1703.100 to Point/Station 1704.100 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1745.000(Ft.) Downstream point elevation = 1683.000(Ft.) Channel length thru. subarea = 1560.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 1.500 Slope or 1z, of right channel bank 1.500 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 Maximum depth of channel 5.000(Ft.) Flow(q) thru subarea = 146.007(CFS) Depth of flow = 1.892(Ft.), Average velocity Channel flow top width = 10.676(Ft.) /00- Flow Velocity 9.85(Ft/s) Travel time 2.64 min. Time of concentration = 21.49 min. Critical depth = 2.344(Ft.) Adding area flow to channel 146.007(CFS) 9.845(Ft/S) Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.033(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.742 Subarea runoff 21.310(CFS) for 14.900(Ac.) Total runoff = 156.628(CFS) Effective area this stream = 69.60(Ac.) Total Study Area (Main Stream No. 1) = 69.60(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 1.964(Ft.), Average velocity = 10.038(Ft/s) Critical depth 2.438(Ft.) ...................................................................... Process from Point/Station 1703.100 to Point/Station 1704.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 69.600(Ac.) AMR** Runoff from this stream 156.628(CFS) �W Time of concentration = 21.49 min. Rainfall intensity = 3.033(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 1704.000 to Point/Station 1704.100 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER,INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance 735.000(Ft.) Top (of initial area) elevation = 1705.000(Ft.) Bottom (of initial area) elevation = 1683.000(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.02993 s(%)= 2.99 TC = k(O.730)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 20.648 min. Rainfall intensity = 3.107(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.746 Subarea runoff = 6.023(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) ...................................................................... Process from Point/Station 1704.000 to Point/Station 1704.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.600(Ac.) Runoff from this stream 6.023(CFS) Time of concentration 20.65 min. Rainfall intensity = 3.107(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Area Flow rate TC Fm No. (Ac.) (CFS) (min) (In/Hr) 1 156.63 69.600 21.49 0.532 2 6.02 2.600 20.65 0.532 Qmax(l) = 1.000 * 1.000 * 156.628) + 0.971 * 1.000 * 6.023) + = Qmax(2) = 1.029 * 0.961 * 156.628) + 1.000 * 1.000 * 6.023) + = Total of 2 streams to confluence: Flow rates before confluence point: Rainfall Intensity (In/Hr) 3.033 3.107 162.479 160.944 156.628 6.023 Maximum flow rates at confluence using above data: 162.479 160.944 Area of streams before confluence: 69.600 2.600 Effective'area values after confluence: 72.200 69.471 Results of confluence: Total flow rate = 162.479(CFS) Time of concentration = 21.490 min. Effective stream area after confluence 72.200(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) 0.532(In/Hr) Study area total (this main stream) = 72.20(Ac.) ...................................................................... Process from Point/Station 1704.100 to Point/Station 1714.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1683.000(Ft.) Downstream point elevation = 1668.000(Ft.) Channel length thru subarea = 630.000(Ft.) Channel base width 5.000(Ft.) Slope or IZI of left channel bank 1.500 Slope or Z' of right channel bank 1.500 Estimated mean flow rate at midpoint of channel,= 164.328(CFS) Manning's W = 0.015 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 164.328(CFS) Depth of flow = 1.467(Ft.), Average velocity = 15.556(Ft/s) Channel flow top width = 9.401(Ft.) Flow Velocity 15.56(Ft/s) Travel time 0.67 min. Time of concentration = 22.17 min. Critical depth = 2.500(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 2.977(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.739 Subarea runoff 3.638(CFS) for 3.300(Ac.) Total runoff = 166.117(CFS) Effective area this stream = 75.50(Ac.) Total Study Area (Main Stream No. 1) = 75.50(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 1.476(Ft.), Average velocity = 15.605(Ft/s) Critical depth 2.516(Ft.) ...................................................................... Process from Point/Station 1704.100 to Point/Station 1714.000 CONFLUENCE OF MAIN STREAMS N The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 75.500(Ac.) Runoff from this stream 166.117(CFS) Time of concentration 22.17 min. Rainfall intensity = 2.977(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 1705.000 to Point/Station 1706.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 955.000(Ft.) Top (of initial area) elevation = 2825.000(Ft.) Bottom (of initial area) elevation = 2480.000(Ft.) Difference in elevation = 345.000(Ft.) Slope = 0.36126 s(%)= 36.13 TC = k(O.730)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 13.932 min. Rainfall intensity = 3.934(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff 22.652(CFS) Total initial stream area = 7.400(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) 0.532(In/Hr) year storm is C = 0.778 ...................................................................... Process from Point/Station 1706.000 to Point/Station 1707.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2480.000(Ft.) Downstream point elevation = 2040.000(Ft.) Channel length thru subarea = 1280.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 50.810(CFS) Depth of flow = 0.561(Ft.), Average velocity Channel flow top width = 7.245(Ft.) Flow Velocity 14.78(Ft/s) Travel time 1.44 min. Time of concentration = 15.38 min. Critical depth = 1.234(Ft.) Adding area flow to channel 50.810(CFS) 14.783(Ft/s) Soil classification AP and SCS values input by user R USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.708(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.771 Subarea runoff 56.222(CFS) for 20.200(Ac.) Total runoff = 78.874(CFS) Effective area this stream = 27.60(Ac.) Total Study Area (Main Stream No. 2) = 103.10(Ac.) Area -averaged Fm value = 0.532(In/Hr) Depth of flow 0.720(Ft.), Average velocity = 16.999(Ft/s) Critical depth 1.594(Ft.) ...................................................................... Process from Point/Station 1707.000 to Point/Station 1708.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2040.000(Ft.) Downstream point elevation = 1853.000(Ft.) Channel length thru subarea = 945.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or IZI of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 116.708(CFS) Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 116.708(CFS) Depth of flow = 1.043(Ft.), Average velocity 15.793(Ft/s) Channel flow top width 9.172(Ft.) Flow Velocity 15.79(Ft/s) Travel time 1.00 min. Time of concentration = 16.37 min. Critical depth = 1.969(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.571(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.766 Subarea runoff 75.612(CFS) for 28.900(Ac.) Total runoff = 154.486(CFS) Effective area this stream = 56.50(Ac.) Total Study Area (Main Stream No. 2) = 132.00(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 1.214(Ft.), Average velocity = 17.139(Ft/s) Critical depth 2.281(Ft.) ...................................................................... Process from Point/Station 1708.000 to Point/Station 1713.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1853.000(Ft.) Downstream point elevation 1694.000(Ft.) Channel length thru subarea 2145.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated 'mean flow rate at midpoint of channel 197.753(CFS) Manning's 'N' = 0.035 maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 197.753(CFS) Depth of flow = 1.787(Ft.), Average velocity 12.904(Ft/s) Channel flow top width = 12.149(Ft.) Flow Velocity 12.90(Ft/s) Travel time 2.77 min. Time of concentration = 19.14 min. Critical depth = 2.594(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 0.9850 Max loss rate(Fm)= 0.540(In/Hr) Rainfall intensity = 3.251(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.752 Subarea runoff 86.470(CFS) for 42.100(Ac.) Total runoff = 240.956(CFS) Effective area this stream = 98.60(Ac.) Total Study Area (Main Stream No. 2) = 174.10(Ac.) Area averaged Fm value = 0.536(In/Hr) Depth of flow 1.976(Ft.), Average velocity = 13.617(Ft/s) Critical depth 2.875(Ft.) ...................................................................... Process from Point/Station 1708.000 to Point/Station 1713.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 98.600(Ac.) Runoff from this stream 240.956(CFS) Time of concentration 19.14 min. Rainfall intensity = 3.251(In/Hr) Area averaged loss rate (Fm) = 0.5356(In/Hr) Area averaged Pervious ratio (Ap) = 0.9936 ...................................................................... Process from Point/Station 1710.000 to Point/Station 1711.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance 990.000(Ft.) Oft�l Top (of initial area) elevation = 2520.000(Ft.) Bottom (of initial area) elevation = 2173.200(Ft.) N Difference in elevation = 346.800(Ft.) Slope = 0.35030 s(%)= 35.03 TC = k(O.730)*[(length A 3)/(elevation change)1^0.2 Initial area time of concentration = 14.222 min. Rainfall intensity = 3.885(In/Hr) for a 100.0 year storm Effective 'runoff coefficient used for area (Q=KCIA) is C = 0.777 Subarea runoff = 12.976(CFS) Total initial stream area = 4.300(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) ...................................................................... Process from Point/Station 1711.000 to Point/Station 1712.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2173.200(Ft.) Downstream point elevation = 1840.000(Ft.) Channel length thru subarea = 1120.000(Ft.) Channel base width 5.000(Ft.) Slope or IZI of left channel bank 3.000 Slope or 1z, of right channel bank 3.000 Estimated mean flow rate at midpoint of channel 24.174(CFS) Manning's 'N' = 0.035 maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 24.174(CFS) Depth of flow = 0.373(Ft.), Average velocity 10.604(Ft/s) Channel flow top width = 7.236(Ft.) Flow Velocity 10.60(Ft/s) C Travel time 1.76 min. Time of concentration = 15.98 min. Critical depth = 0.766(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.623(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.768 Subarea runoff 22.345(CFS) for 8.400(Ac.) Total runoff = 35.321(CFS) Effective area this stream = 12.70(Ac.) Total Study Area (Main Stream No. 2) = 186.80(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow 0.462(Ft.), Average velocity = 11.982(Ft/s) Critical depth 0.953(Ft.) ...................................................................... Process from Point/Station 1712.000 to Point/Station 1713.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1840.000(Ft.) Downstream point elevation = 1694.000(Ft.) Channel length thru, subarea = 1475.000(Ft.) Channel base width 5.000(Ft.) z Slope or IZI of left channel bank 2.000 Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 49.137(CFS) Manning's 'N' = 0.035 Maximum depth of channel 5.700(Ft.) Flow(q) thru subarea = 49.137(CFS) Depth of flow = 0.783(Ft.), Average velocity 9.554(Ft/s) Channel flow top width = 8.133(Ft.) Flow Velocity 9.55(Ft/s) Travel time 2.57 min. Time -of concentration = 18.56 min. Critical depth = 1.219(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 68.11 Pervious ratio(Ap) = 0.9730 Max loss rate(Fm)= 0.546(In/Hr) Rainfall intensity = 3.312(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.753 Subarea runoff 27.569(CFS) for 12.500(Ac.) Total runoff = 62.890(CFS) Effective area this stream = 25.20(Ac.) Total Study Area (Main Stream No. 2) = 199.30(Ac.) Area averaged Fm value = 0.539(In/Hr) Depth of flow 0.898(Ft.), Average velocity 10.300(Ft/s) Critical depth 1.406(Ft.) ...................................................................... Process from Point/Station 1712.000 to Point/Station 1713.000 SUBAREA FLOW ADDITION RESIDENTIAL(l acre lot) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.8000 Max loss rate(Fm)= 0.587(In/Hr) Time of concentration 18.56 min. Rainfall intensity = 3.312(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.752 Subarea runoff 5.886(CFS) for 2.400(Ac.) Total runoff = 68.776(CFS) Effective area this stream = 27.60(Ac.) Total Study Area (Main Stream No. 2) = 201.70(Ac.) Area averaged Fm value = 0.544(In/Hr) ...................................................................... Process from Point/Station 1712.000 to Point/Station 1713.000 **** CONFLUENCE OF MINOR STREAMS **** AOW Along Main Stream number: 2 in normal stream number 2 �W Stream flow area = 27.600(Ac.) 10 @4 ...................................................................... Process from Point/Station 1713.000 to Point/Station 1714.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1694.000(Ft.) Downstream point elevation = 1668.000(Ft.) Channel length thru subarea = 1070.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 1.500 Slope or IZI of right channel bank 1.500 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 313.675(CFS) Depth of flow = 3.178(Ft.), Average velocity Channel flow top width = 14.535(Ft.) Flow Velocity 10.10(Ft/s) Travel time 1.77 min. Time of concentration = 20.91 min. 313.675(CFS) 10.103(Ft/s) 11 Runoff from this stream 68.776(CFS) Time of concentration 18.56 min. Rainfall intensity = 3.312(In/Hr) Area averaged loss rate (Fm) = 0.5435(In/Hr) Area averaged Pervious ratio (Ap) = 0.9704 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 240.96 98.600 19.14 0.536 3.251 2 68.78 27.600 18.56 0.544 3.312 Qmax(l) = 1.000 * 1.000 * 240.956) + 0.978 * 1.000 * 68.776) + = 308.207 Qmax(2) = 1.023 * 0.969 * 240.956) + 1.000 * 1.000 * 68.776) + = 307.615 Total of 2 streams to confluence: Flow rates before confluence point: 240.956 68.776 Maximum flow rates at confluence using above data: 308.207 307.615 Area of streams before confluence: 98.600 27.600 Effective area values after confluence: 126.200 123.171 Results of confluence: Total flow rate = 308.207(CFS) Time of concentration = 19.143 min. Effective stream area after confluence 126.200(Ac.) Study area average Pervious fraction(Ap) = 0.989 Study area average soil loss rate(Fm) 0.537(In/Hr) Study area total (this main stream) = 126.20(Ac.) @4 ...................................................................... Process from Point/Station 1713.000 to Point/Station 1714.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1694.000(Ft.) Downstream point elevation = 1668.000(Ft.) Channel length thru subarea = 1070.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 1.500 Slope or IZI of right channel bank 1.500 Estimated mean flow rate at midpoint of channel Manning's W = 0.035 Maximum depth of channel 10.000(Ft.) Flow(q) thru subarea = 313.675(CFS) Depth of flow = 3.178(Ft.), Average velocity Channel flow top width = 14.535(Ft.) Flow Velocity 10.10(Ft/s) Travel time 1.77 min. Time of concentration = 20.91 min. 313.675(CFS) 10.103(Ft/s) 11 Critical depth = 3.531(Ft.) tooll". Adding area flow to channel RESIDENTIAL(l acre lot) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.8000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.083(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.742 Subarea runoff 10.847(CFS) for 13.300(Ac.) Total runoff = 319.054(CFS) Effective area this stream = 139.50(Ac.) Total Study Area (Main Stream No. 2) = 215.00(Ac.) Area averaged Fm value = 0.542(In/Hr) Depth of flow 3.205(Ft.), Average velocity = 10.148(Ft/s) Critical depth 3.563(Ft.) ...................................................................... Process from Point/Station 1713.000 to Point/Station 1714.000 CONFLUENCE OF MAIN STREAMS IN The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 139.500(Ac.) Runoff from this stream 319.054(CFS) Time of concentration 20.91 min. Rainfall intensity = 3.083(In/Hr) Area averaged loss rate (Fm) = ' 0.5420(In/Hr) Area averaged Pervious ratio (Ap) = 0.9705 Summary of stream data: Stream Area Flow rate TC Fm No. (Ac.) (CFS) (min) (In/Hr) 1 166.12 75.500 22.17 0.532 2 319.05 139.500 20.91 0.542 Qmax(l) = 1.000 * 1.000 * 166.117) + 0.958 * 1.000 * 319.054) + = Qmax(2) = 1.043 * 0.943 * 166.117) + 1.000 * 1.000 * 319.054) + = Rainfall Intensity (In/Hr) 2.977 3.083 471.846 482.554 Total of 2 main streams to confluence: Flow rates before confluence point: 167.117 320.054 Maximum flow rates at confluence using above data: 471.846 482.554 Area of streams before confluence: 75.500 139.500 Effective area values after confluence: 215.000 210.718 12 Results of confluence: Total flow rate = 482.554(CFS) Time of concentration = 20.908 min. Effective 'stream area after confluence 210.718(Ac.) Study area average Pervious fraction(Ap) 0.981 Study area average soil loss rate(Fm) 0.539(In/Hr) Study area total 215.00(Ac.) ...................................................................... Process from Point/Station 1714.000 to Point/Station 1714.000 **** SUBAREA FLOW ADDITION RESIDENTIAL(l acre lot) 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) = 0.8000 Max loss rate(Fm)= 0.782(In/Hr) Time of concentration 20.91 min. Rainfall intensity = 3.083(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.741 Subarea runoff 11.621(CFS) for 5.600(Ac.) Total runoff = 494.175(CFS) Effective area this stream = 216.32(Ac.) Total Study Area (Main Stream No. 1) = 220.60(Ac.) Area averaged Fm value = 0.545(In/Hr) End of computations, Total Study Area 220.60 (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) = 0.976 Area averaged SCS curve number = 67.7 94 13 m APPENDIXAA: INFRASTRUCTURE 100 -YEAR RATIONAL TABLING cCALCULATIONS - LINE ((D99 m San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/19/04 Coyote Canyon Master Drainage Plan 100 -year Proposed Hydrology Levee Adjacent to Landmesser Property Line Offsite Area "H" Rational Tabling to Hawker -Crawford Channel FN:LNDM3.RSB 3/21/02 A. Torreyson AEI CASC Engineering, Colton, California - SIN 615 ----------------------------------------------------------- ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.638 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 1807.000 to Point/Station 1808.000 **** INITIAL AREA EVALUATION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2� = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance 930.000(Ft.) Top (of initial area) elevation = 1880.000(Ft.) Bottom (of initial area) elevation = 1739.000(Ft.) Difference in elevation = 141.000(Ft.) Slope = 0.15161 s(%)= 15.16 TC = k(O.730)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.399 min. Rainfall intensity 3.56�(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.766 Subarea runoff = 7.920(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.532(In/Hr) ...................................................................... Process from Point/Station 1808.000 to Point/Station 1809.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1739.000(Ft.) Downstream point elevation = 1726.000(Ft.) AWft Channel length thru subarea = 465.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 2.000 L Slope or 'Z' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 16.933(CFS) Manning's 'N' = 0.035 Maximum depth of channel 6.000(Ft.) Flow(q) thru subarea = 16.933(CFS) Depth of flow = 0.614(Ft.), Average velocity 4.432(Ft/s) Channel flow top width = 7.454(Ft.) Flow Velocity 4.43(Ft/s) Travel time 1.75 min. Time -of concentration = 18.15 min. Critical depth = 0.648(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.357(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.757 Subarea runoff 16.227(CFS) for 6.600(Ac.) Total runoff = 24.147(CFS) Effective area this stream = 9.50(Ac.) Total Study Area (Main Stream No. 1) = 9.50(Ac.) Area averaged Fm value 0.532(In/Hr) -7), ...................................................................... Process from Point/Station 1809.000 to Point/Station 1810.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 1726.000(Ft.) Downstream point elevation = 1716.000(Ft.) Channel length thru subarea = 480.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 1.500 Slope or 'Z' of right channel bank 1.500 Estimated mean flow rate at midpoint of channel 31.518(CFS) Manning's 'N' 0.035 Maximum depth of channel 6.000(Ft.) Flow(q) thru subarea = 31.518(CFS) Depth of flow = 0.974(Ft.), Average velocity 5.010(Ft/s) Channel flow top width = 7.921(Ft.) Flow Velocity 5.01(Ft/s) Travel time 1.60 min. Time of concentration = 19.74 min. Critical depth = 0.969(Ft.) Adding area flow to channel RESIDENTIAL(l acre lot) 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) = 0.8000 Max loss rate(Fm)= 0.782(In/Hr) Rainfall intensity = 3.191(In/Hr) for a 100.0 -year storm Effective runoff coefficient used for area,(total area with modified N W --N MR rational method)(Q=KCIA) is C = 0.723 Subarea runoff 11.158(CFS) for 5.800(Ac.) 2 2 - Total runoff = 3S.30S(CFS) Effective area this stream = 15. 3 0 (AZ.e�) 7, -7 Total Study Area (Main Stream No. 1) 15.3U77Z;7� Area averaged Fm value 0.627(In/Hr) ...................................................................... Process from Point/Station 1810.000 to Point/Station 1811.000 ****.IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1716.000(Ft.) Downstream point elevation = 1708.000(Ft.) Channel length thru subarea = 365.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 1.500 Slope or 'Z' of right channel bank 1.500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 6.000(Ft.) Flow(q) thru subarea = 41.535(CFS) Depth of flow = 1.121(Ft.), Average velocity Channel flow top width = 8.363(Ft.) Flow Velocity 5.54(Ft/s) Travel time 1.10 min. Time of concentration = 20.84 min. Critical depth = 1.141(Ft.) Adding area flow to channel RESIDENTIAL(l acre lot) 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) = 0.8000 Max loss rate(Fm)= Rainfall intensity = 3.089(In/Hr) for a 100 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.705 Subarea runoff = 9.809(CFS) for 5.400(Ac.) Total runoff = 45.114(CFS) Effective area this stream = 20.70(Ac.) Total Study Area (Main Stream No. 1) = Area averaged Fm value = 0.668(In/Hr) 41.535(CFS) 5.545(Ft/s) 0.782(In/Hr) .0 year storm area with modified (? k-, I ,3::147,576 � 7,, Sr`� 20.70 (Ac.) �S7 ...................................................................... Process from Point/Station 1811.000 to Point/Station 1812,000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1708.000(Ft.) Downstream point elevation = 1700.000(Ft.) Channel length thru subarea = 610.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank 1.500 Slope or 'Z' of right channel bank 1.500 Estimated mean flow rate at midpoint of channel 53.722(CFS) Manning's 'N' = 0.035 Maximum depth of channel 6.000(Ft.) Flow(q) thru subarea = 53.�22(CFS) Depth of flow � 1.489(Ft.), Average velocity 4.987(Ft/s) Channel flow top width 9.467(Ft.) Flow Velocity 4.99(Ft/s) Travel time 2.04 min. Time of concentration = 22.88 min. Critical depth = 1.328(Ft.) Adding area flow to channel RESIDENTIAL(l acre lot) 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) = 0.8000 Max loss rate(Fm)= 0.782(In/Hr) Rainfall intensity = 2.921(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.685 Subarea runoff = 12.073(CFS) for 7.900(Ac.) Total runoff = 57.186(CFS) Effective area this stream = 28.60(Ac.) Total Study Area (Main Stream No. 1) = 28. 60 (Ac. Area averaged Fm value = 0.699(In/Hr) End of computations, Total Study Area 28.60 (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) = 0.866 Area averaged SCS curve number = 44.6 N N N m APPENDIX B: SUPPLEMENTARY 100 -YEAR STORM FREQUENCY RATIONAL TABLING HYDROLOGY CALCULATIONS I N APPENDIX B.I: BOYLE ENGINEERING SAN SEVAINE SYSTEM MDP EXCPERTS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference� 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-93 Advanced Engineering Software (aes) Ver. 2.2A Release Date: 10/18/93 License I D 1202 Analysis prepared by� FILE NAME: ss02.DAT TIME/DATE OF STUDY: 11:17 6/22/1994 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL�-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.6380 *ANTECEDENT MOISTURE CONDITION (AMC 11) ASSUMED FOR RATIONAL METHOD- UNIT-HYDROGRAPH DATA. - WATERSHED LAG = .80 * Tc VALLEY(DEVELOPED) S -GRAPH USED. PRECIPITATION DATA ENTERED ON SUBAREA BASIS. SIERRA MADRE DEPTH -AREA FACTORS USED. *ANTECEDENT MOISTURE CONDITION (AMC 111) ASSUMED FOR UNIT HYDROGRAPH METHOD FLOW PROCESS FROM NODE 201.00 TO NODE 20.2.00 IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW -LEN GTH (FEET) = 531.40 ELEVATION DATk UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = -180.21 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.876 * 100 YEAR RAINFALL iNTENSITY(INCH/HR) = 4.836 SUBAREA Tc AND LOSS RATE DATA'AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "MEADOWS" B 2.89 .55 1.00 70 9.88 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 11.16 TOTAL AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) 11.16 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH).- 5M = .65; 30M = 1.33; 1 HR = 1.75; 3HR = 3.53; 6HR = 5.50-1 24HR =1 5.00 FLOW PROCESS FROM NODE 202.00TONODE 203.001SCODE=5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -15.56 CHANNEL LENGTH THRU SUBAREA(FEET) = 577.80 CHANNEL SLOPE = .2000 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 11.16 FLOW VELOCITY(FEET/SEC) - 6.16 FLOW DEPTH (FEET)= .09 TRAVEL TIME(MIN.) = 1.56 Tc(MIN.)= 11.44 FLOW PROCESS FROM NODE 203.00TONODE 203.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11,44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.427 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 7.26 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.26 SUBAREA RUNOFF(CFS) = 25.34 EFFECTIVE AREA(AC RES)= 10.16 AREA-AVERAGEDFm(INCH/HR)= .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.16 PEAK FLOW RATE(CFS) = 35.44 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .63-130M = 1.30" 1 HR = 1.71; 3HR = 3.50; 6HR = 5.50-124HR =15.00 FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 30.92 CHANNEL LENGTH THRU SUBAREA(FEET) = 345.40 CHANNEL SLOPE = .2000 CFJANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 35.44 FLOW VELOCITY(FEET/SEC) = 9.41 FLOW DEPTH(FEET) = .18 TRAVEL TIME(MIN.) = .61 Tc(MIN.)=12.05 m FLOW PROCESS FROM NODE 204.00TONODE 204.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.291 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 11.67 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.67 SUBAREA RUNOFF(CFS) = 39.30 EFFECTIVE AREA(ACRES) = 21.83 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.83 PEAK FLOW RATE(CFS) = - 73.50 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .62-130M = 1.26; 1HR = 1.66; 3HR = 3.46; 6HR = 5.50-.24HR =15.00 so FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 5.1 >>>-COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTiME THRU SUBAREA<-<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -129.12 CHANNEL LENGTH THRU SUBAREA(FEET) = 729.00 CHANNEL SLOPE = .3143 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 73.50 FLOW VELOCITY(FEET/SEC) = 14.36 FLOW DEPTH (FEET)= .24 TRAVEL TIME(MIN.) = .85 Tc(MIN.)=12.90 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.120 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 19.05 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.05 SUBAREA RUNOFF(CFS) = 61.22 EFFECTIVE AREA(ACRES) = 40.88 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 40.88 PEAK FLOW RATE(CFS) = 131.35 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =15.00 FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION= 100.00 Am- DOWNSTREAM NODE ELEVATION = -202.61 CHANNEL LENGTH THRU SUBAREA(FEET) = 1059.20 CHANNEL SLOPE= 2151 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 131.35 FLOW VELOCITY(FEET/SEC) = 17.05 FLOW DEPTH (FEET)= .35 TRAVEL TIME(MIN.) = 1.04 Tc(MIN.)=13.93 FLOW PROCESS FROM NODE 206.00TONODE 206.00ISCODE=8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3,934 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "WADOWS" B 36.18 �55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.18 SUBAREA RUNOFF(CFS)= 110.16 EFFECTIVE AREA(ACRES) = 77.06 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 77.06 PEAK FLOW RATE(CFS) = 234.66 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .61; 30M = 1.25; 1 HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =14.80 FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -97.34 CHANNEL LENGTH THRU SUBAREA(FEET) = 1794.00 CHANNELSLOPE= .1100 CHANNEL BASE(FEET) = 20.00 "Z"FACTOR= 5.000 MANNING'S FACTOR= .022 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 234.66 FLOW VELOCITY(FEET/SEC) = 15.44 FLOW DEPTH (FEET)= .65 TRAVEL TIME(MIN.) = 1.94 Tc(MIN.)=15.87 m FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.638 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 173.51 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 173.51 SUBAREA RUNOFF(CFS) = 482.23 EFFECTIVE AREA(ACRES) = 250.57 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) = 250.57 PEAK FLOW RATE(CFS) 696.39 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .61; 30M = 1.25-1 1HR = 1.65-13HR = 3.45-16HR = 5.50; 24HR =13.97 FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 5.1 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -275.69 CHANNEL LENGTH THRU SUBAREA(FEET) = 3219.30 CHANNELSLOPE= .1167 CHANNEL BASE(FEET) = 20.00 "Z"FACTOR= 5.000 MANNING'S FACTOR= .022 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 696.39 FLOW VELOCITY(FEET/SEC) = 22.48 FLOW DEPTH(FEET) = 1.19 TRAVEL TIME(MIN.) = 2.39 Tc(MIN.)= 18.26 FLOW PROCESS FROM NODE 208.00TONODE 208.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.26 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.345 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A 2.01 .81 1.00 51 NATURAL FAIR COVER "MEADOWS" . B 178.48 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INI--'H/HR) = .5355 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 180.48 SUBAREA RUNOFF(CFS) = 453.49 EFFECTIVE AREA(ACRES) = 431.05 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) = 431.05 PEAK FLOW RATE(CFS) 1083.73 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .60-1 30M = 1.23-1 1 HR = 1.62; 3HR = 3.39", 6HR = 5.38; 24HR =12.97 FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION= -11.69 CHANNEL LENGTH THRU SUBAREA(FEET) = 2030.80 CHANNEL SLOPE = .0550 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1083.73 FLOW VELOCITY(FEET/SEC) = 19.82 FLOW DEPTH(FEET) = 1.86 TRAVEL TIME(MIN.) = 1.71 Tc(MIN.)=-19.96 FLOW PROCESS FROM NODE 209.00TONODE 209.00ISCODE=8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.170 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A 34.90 .81 1.00 51 NATURAL FAIR COVER "MEADOWS" B 101.49 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .62 AWN*, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES)= 136.40 SUBAREA RUNOFF(CFS) = 313.52 EFFECTIVE AREA(ACRES) = 567.45 AREA -AVERAGED Fm(INCH/HR) = .57 AREA -AVERAGED Fp(INCH/HR) = .57 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) = 567.45 PEAK FLOW RATE(CFS) 1329.48 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .58; 30M = 1.20� 1 HR = 1.58; 3HR = 3.19-16HR = 4.98; 24HR =12.02 FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 50.09 CHANNEL LENGTH THRU SUBAREA(FEET) = 1296.30 CHANNEL SLOPE = .0385 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 M.ANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1329.48 FLOW VELOCITY(FEET/SEC) = 18.53 FLOW DEPTH(FEET) = 2.28 TRAVEL TIME(MIN.) = 1.17 Tc(MIN.)=21.13 ............................................................................ FLOW PROCESS FROM NODE 210.00TONODE 210.00ISCODE=8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 21.13 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.064 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A 7.26 .81 1.00 51 NATURAL FAIR COVER "MEADOWS" B 99.72 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 106.98 SUBAREA RUNOFF(CFS) = 240.34 EFFECTIVE AREA(ACRES) = 674.43 AREA -AVERAGED Fm(INCH/HR) = .57 AREA -AVERAGED Fp(INCH/HR) = .57 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES.) = 674.43 PEAK FLOW RATE(CFS) 1515.60 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): ,owk 5M = .59; 30M = 1.20; 1 HR = 1.59; 3HR = 3.19; 6HR = 4.97; 24HR =1 1.80 ......... ........................ ......... ......................... ..... FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 7.1 >>>>>PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT-HYDROGRAPH METHOD<<<<< >>>>>USING TIME -OF -CONCENTRATION OF LONGEST FLOWPATH<<<<< UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= .60-130M= 1.23;lH= 1.62;3H= 3.34;6H= 5.28;24H=13.07 S -GRAPH: VALLEY(DEV.)=100.0%;VALLEY(UNDEV.)/DESERT= .0% MOUNTAIN= .0%;FOOTHILL= .0% Tc(HR) = .35; LAG(HR) = .28; Fm(INCH/HR) = .27; Ybar = .14 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT-INTERVAL(MIN)= 2.50 TOTAL AREA(ACRES)= 674.43 LONGEST FLOWPATH FROM NODE 201.00TONODE 210.00= 11583.20 FEET. TIME OF PEAK FLOW(HR) = 16.33 RUNOFF VOLUME(AF) = 636.43 UNIT-HYDROGRAPH PEAK FLOW RATE(CFS) 1803.20 RATIONAL METHOD PEAK FLOW RATE(CFS) 1515.60 (UPSTREAM NODE PEAK FLOW RATE(CFS) 1329.48) PF,_AK FLOW RATE(CFS) USED = 1803.20 FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 5.1 ---------------- - --------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 50.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 1587.90 CHANNEL SLOPE = .0313 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1803.20 FLOW VELOCITY(FEET/SEC) = 18.77 FLOW DEPTH(FEET) = 2.82 TRAVEL TIME(MIN.) = 1.41 Tc(MIN.)=22.54 FLOW PROCESS FROM NODE 211.00TONODE 211.00ISCODE=8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.947 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/. SCSSOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN /0011 NATURAL FAIR COVER "MEADOWS" A 13.03 .81 1.00 51 NATURAL FAIR COVER "MEADOWS" I B 124.39 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= .60;30M= 1.22-11H= 1.62-13H= 3.32-16H= 5.22;24H=12.83 S -GRAPH: VALLEY(DEV.)=100.0%;VALLEY(UNDEV.)/DESERT= .0% MOUNTAIN= .0%-IFOOTHILL= .0% Tc(HR) = .38; LAG(HR) = .30; Fm(INCH/HR) = .32-1 Ybar = .17 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 811.85 LONGEST FLOWPATH FROM NODE 201.00TONODE 211.00= 13171.10 FEET. TIME OF PEAK FLOW(HR) = 16.33 RUNOFF VOLUME(AF) = 636.28 TOTAL AREA(ACRES) = 811.85 PEAK FLOW RATE(CFS) = 1803.20 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .59; 30M = 1.21-1 lHR = 1.59-13HR = 3.19-16HR = 4.95-124HR =11.66 FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 73.72 CHANNEL LENGTH THRU SUBAREA(FEET) = 1118.10 CHANNEL SLOPE = .0235 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1803.20 FLOW VELOCITY(FEET/SEC) = 16.92 FLOW DEPTH(FEET) = 3.03 TRAVEL TIME(MIN.) = 1.10 Tc(MIN.)=23.64 FLOW PROCESS FROM NODE 212.00TONODE 212.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN)= 23.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.864 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS VOW., LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A � 9.06 .81 1.00 51 NATURAL FAIR COVER "MEADOWS" . B 146.39 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 UNIT-HYDROGRAPH DATA: RAINFALL(INCH).- 5M= .60;30M= 1.22;lH= 1.61-13H= 3.30-16H= 5.17;24H=12.61 S -GRAPH: VALLEY(DEV.)=100.0%;VALLEY(UNDEV.)/DESERT= .0% MOUNTAIN= .0% -,FOOTHILL= .0% Tc(HR) = .39; LAG(HR) = .32; Fm(INCH/HR) = .32; Ybar = .17 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 967.31 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 212.00 = 14289.20 FEET. TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 736.52 TOTAL AREA(ACRES) = 967.31 PEAK FLOW RATE(CFS) = 1957.93 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .59; 30M = 1.22-1 1 HR = 1.61; 3HR = 3.18'.6HR = 4.89; 24HR =1 1.42 FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 10 >>>>>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<< FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 15.1 >>>>>DEFINE MEMORY BANK# 2 <<<<< PEAK FLOWRATE TABLE FILE NAME: 0331.pft MEMORY BANK# 2 DEFINED AS FOLLOWS: PEAK FLOW RATE(CFS) = 2707.28 Tc(MIN) = 24.69 AREA-AVERAGEDFm(INCH/HR)= .44 Ybar= .29 TOTAL AREA(ACRES) = 1289.07 LONGEST FLOWPATH FROM NODE- 301.00 TO NODE 331.00 = 16415.40 FEET. F LOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 14 >>>>>MEMORY BANK# 2 COPIED ONTO MAIN -STREAM MEMORY<<<<< Ad"%' MAIN -STREAM MEMORY DEFINED AS FOLLOWS: PEAK FLOW RATE(CFS) = 2707.28 AREA -AVERAGED Fm(INCH/HR) = . TOTAL AREA(ACRES) = 1289.07 LONGEST FLOWPATH FROM NODE Tc(MIN) = 24-69 44 Ybar = .29 301.00 TO NODE 331.00 = 16415.40 FEET. FLOW PROCESS FROM NODE 331.00 TO NODE 212.00 IS CODE = 5.1 >>>>>COMPOTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION= 100-00 DOWNSTREAM NODE ELEVATION = 60.22 CHANNEL LENGTH THRU SUBAREA(FEET) = 1326.00 CHANNEL SLOPE = .0300 CHANNEL BASE(FEET) = 10.00 "Z"FACTOR= .000 MAN NING'S FACTOR= .015 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2707.28 FLOW VELOCITY(FEET/SEC) = 35.78 FLOW DEPTH(FEET) = 7.57 TRAVEL TIME(MIN.) = .62 Tc(MIN.)=25.31 FLOW PROCESS FROM NODE 212.00TONODE 212.00ISCODE= 11 ----- ---------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** PEAK FLOW RATE(CFS) = 2707.28 Tc(MIN) = 25.31 AREA -AVERAGED Fm(INCH/HR) = .44 Ybar = .29 TOTAL AREA(ACRES) = 1289.07 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 212.00 = 17741.40 FEET. ** MEMORY BANK# I CONFLUENCE DATA** PEAK FLOW RATE(CFS) = 1957.93 Tc(MIN) = 23.64 AREA-AVERAGEDFm(INCH/HR)= .32 Ybar= .17 TOTAL AREA(ACRES) = 967.31 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 212.00 = 14289.20 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= .58-130M= 1.19-11H= 1.57-13H= 3.20;6H= 5.00-124H=12.11 S-GRAPH:VALLEY(DEV.)=100.0%;VALLEY(UNDEV.)/DESERT= .0% MOUNTAIN= .0%;FOOTHILL= .0% Tc(HR)= .42;LAG(HR)= .34;Fm(INCH/HR)= .37;Ybar= .22 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC Ill CONDITION. 400,11- UNIT-INTERVAL(MIN)= 2.50 TOTAL AREA(ACRES)= 2256.37 1%w LONGEST FLOWPATH FROM NODE 301.00 TO NODE 212.00 = 17741.40 FEET. TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 1776.83 PEAK FLOW RATE(CFS) = 4682.63 FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 35.91 CHANNEL LENGTH THRU SUBAREA(FEET) = 2047.50 CHANNEL SLOPE= .0313 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.500 MANNING'S FACTOR = .022 MAXIMUM DEPTH(FEET) = 30,00 CHANNEL FLOW THRU SUBAREA(CFS) = 4682.63 FLOW VELOCITY(FEET/SEC) = 23.89 FLOW DEPTH(FEET) = 4.42 TRAVEL TIME(MIN.) = 1.43 Tc(MIN.)=26.74 FLOW PROCESS FROM NODE 213.00TONODE 213.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 26.74 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.660 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A 71.03 .81 1.00 51 NATURAL FAIR COVER "MEADOWS" B 160.51 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .63 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= .58;30M= 1.20;lH= 1.58;3H= 3.19;6H= 4.99;24H=12.03 S -GRAPH: VALLEY(DEV.)=100.0%;VALLEY(UNDEV.)/DESERT= .0% MOUNTAIN= .0%;FOOTHILL= .0% Tc(HR) = .45; LAG(HR) = .36; Fm(INCH/HR) = .39; Ybar = .24 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT-INTERVAL(MIN)= 2.50 TOTAL AREA(ACRES)= 2487.91 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 213.00 = 19788.90 FEET. TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 1824.13 TOTAL AREA(ACRES) = 2487.91 PEAK FLOW RATE(CFS) = 4682.63 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH)-. 5M = .59-.30M = 1.22-1 1HR = 1.61; 3HR = 3.17; 6HR = 4.88; 24HR =1 1.31 FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 44.49 CHANNEL LENGTH THRU SUBAREA(FEET) = 2220.30 CHANNELSLOPE= .0250 CHANNEL BASE(FEET) = 20.00 "Z"FACTOR= 5.500 MANN ING'S FACTOR= .022 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4682.63 FLOW VELOCITY(FEET/SEC) = 21.98 FLOW DEPTH(FEET) = 4.67 TRAVEL TIME(MIN.) = 1.68 Tc(MIN.)=28.42 FLOW PROCESS FROM NODE 214.00TONODE 214.00ISCODE!= 10 >>>>>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK# 3 <<<<< FLOW PROCESS FROM NODE 215.00TONODE 216.00ISCODE= 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<.�< >>USE TIM E -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 872.50 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = -249.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.726 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.153 SUBAREA Tc AND LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "MEADOWS" B 11.37 .55 1.00 70 12.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 36.87 TOTAL AREA(ACRES) = 11.37 PEAK FLOW RATE(CFS) 36.87 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH)-. 5M = .65-1 30M = 1.33; 1 HR = 1.75; 3HR = 3.53; 6HR = 5.50; 24HR =1 5.00 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 5.1 >>>>>COMPOTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -34.22 CHANNEL LENGTH THRU SUBAREA(FEET) = 5012.70 CHANNEL SLOPE = .2670 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 36.87 FLOW VELOCITY(FEET/SEC) = 13.57 FLOW DEPTH(FEET) = 1.04 TRAVEL TIME(MiN.) = .62 Tc(MIN.)=13.34 FLOW PROCESS FROM NODE 217.00TONODE 217.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAI N Ll N E Tc(M I N) = 13.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.037 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 7.55 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.55 SUBAREA RUNOFF(CFS) = 23.68 EFFECTIVE AREA(AC RES)= 18.91 AREA-AVERAGEDFm(INCH/HR)= .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.91 PEAK FLOW RATE(CFS) = 59.35 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .65; 30M = 1.33; 1 HR = 1.75; 3HR = 3.53; 6HR = 5.50; 24HR =1 5.00 FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 5.1 m >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -414.29 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.20 CHANNEL SLOPE = .5470 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 59.35 FLOW VELOCITY(FEET/SEC) = 20.05 FLOW DEPTH(FEET) = 1.09 TRAVEL TIME(MIN.) = .78 Tc(MIN.)=14.13 FLOW PROCESS FROM NODE 218.00TONODE 218.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14-13 * 4-00 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER C "MEADOWS" B 15.93 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 15.93 SUBAREA RUNOFF(CFS) = 48.05 EFFECTIVE AREA(ACRES) = 34.85 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 34.85 PEAK FLOW RATE(CFS) = 105.10 ,SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M= .65-,30M=1.33;lHR=1.75;3HR=3.53;6HR=5.50-,24HR=15.00 FLOW PROCESS FROM NODE 218.00TONODE 219.00ISCODE=5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION= -133.45 CHANNEL LENGTH THRU SUBAREA(FEET) = 1066.00 CHANNEL SLOPE = .2190 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 105.10 FLOW VELOCITY(FEET/SEC) = 16.32 FLOW DEPTH (FEET)= 1.61 TRAVEL TIME(MIN.) = 1.09 Tc(MIN.)= 15.21 FLOW PROCESS FROM NODE 219.00TONODE 219.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAI N LI N E Tc(M I N) = 15.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.731 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 42.93 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 42.93 SUBAREA RUNOFF(CFS) = 122.91 E�FECTIVEAREA(ACRES)= 77.77 AREA-AVERAGEDFm(INCH/HR)= .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 77.77 PEAK FLOW RATE(CFS) = 222.68 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH)-. 5M = .65; 30M = 1.33; 1HR = 1.75; 3HR = 3.53-16HR = 5.50; 24HR =15.00 FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -25.43 CHANNEL LENGTH THRU SUBAREA(FEET) = 1063.00 CHANNELSLOPE= .1180 CHANNEL BASE(FEET) .00 "Z"FACTOR= 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 222.68 FLOW VELOCITY(FEET/SEC) = 15.66 FLOW DEPTH (FEET)= 2.39 TRAVEL TIME(MIN.) = 1.13 Tc(MIN.)=16.35 FLOW PROCESS FROM NODE 220.00TONODE 220.00 IS CODE= 8.1 j0lb� >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< �we MAINLINE Tc(MIN) = 16-35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.574 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 26.83 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 26.83 SUBAREA RUNOFF(CFS) = 73.04 EFFECTIVE AREA(ACRES) = 104.61 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 104.61 PEAK FLOW RATE(CFS) = 284.71 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .64; 30M = 1.31" 1HR = 1.72-13HR = 3.51; 6HR = 5.50-124HR =14.95 F�OW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -214.19 CHANNEL LENGTH THRU SUBAREA(FEET) = 2166.80 CHANNEL SLOPE = .1450 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30�00 CHANNEL FLOW THRU SUBAREA(CFS) = 284.71 FLOW VELOCITY(FEET/SEC) = 17.93 FLOW DEPTH(FEET) = 2.52 TRAVEL TIME(MIN.) = 2.01 Tc(MIN.)= 18,36 FLOW PROCESS FROM NODE 221.00TONODE 221.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.333 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 167.73 .55 1.00 70 ?000* SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 167.73 SUBAREA RUNOFF(CFS) = 420.16 EFFECTIVE AREA(ACRES) = 272.33 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 272.33 PEAK FLOW RATE(CFS) = 682.21 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH)-. 5M = .63-130M = 1.30-1 1HR = 1.71; 3HR = 3.50; 6HR = 5.50; 24HR =14.04 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -217.41 CHANNEL LENGTH THRU SUBAREA(FEET) = 1983.80 CHANNEL SLOPE = .1600 C�dANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 682.21 FLOW VELOCITY(FEET/SEC) = 23.19 FLOW DEPTH(FEET) = 3.43 - TRAVEL TIME(MIN.) = 1.43 Tc(MIN.)=19.79 FLOW PROCESS FROM NODE 222.00TONODE 222.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.187 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 50.62 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRA CTION, Ap = 1.00 SUBAREA AREA(ACRES) = 50.62 SUBAREA RUNOFF(CFS) = 120.14 EFFECTIVE AREA(ACRES) = 322.95 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) = 322.95 PEAK FLOW RATE(CFS) 766.49 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 @4 FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -66.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 1773.40 CHANNEL SLOPE = .0940 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 766.49 FLOW VELOCITY(FEET/SEC) = 19.53 FLOW DEPTH(FEET) = 3.96 TRAVEL TIME(MIN.) = 1.51 Tc(MIN.)=21.30 FLOW PROCESS FROM NODE 223.00TONODE 223.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.049 too",, SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 36.70 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.70 SUBAREA RUNOFF(CFS) = 82.55 EFFECTIVE AREA(ACRES) = 359.66 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) = 359.66 PEAK FLOW RATE(CFS) 808.96 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .61; 30M = 1.25; 1 HR = 1.65-1 3HR = 3.39; 6HR = 5.35; 24HR =1 1.89 FLOW PROCESS FROM NODE 223.00 TO NODE 224.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 24.69 CHANNEL LENGTH THRU SUBAREA(FEET) = 537.90 CHANNEL SLOPE = .1400 CHANNEL BASE(FEET)= 10.00 "Z"FACTOR= .000 MANN ING'S FACTOR= .014 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW TH RU SUBAREA(CFS) = 808.96 FLOW VELOCITY(FE:cET/SEC) = 46.84 FLOW DEPTH(FEET) = 1.73 TRAVEL TIME(MIN.) = .19 Tc(MIN.)=21.49 FLOW PROCESS FROM NODE 224.00TONODE 224.00ISCODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE� TIME OF CONCENTRATION(MIN.) = 21.49 RAINFALL INTENSITY(INCH/HR) = 3.03 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 359.66 TOTAL STREAM AREA(ACRES) = 359.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 808.96 FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW -LENGTH (FEET) = 884.00 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = -214.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.095 100 T'EAR RAINFALL lNT`­NSIT_Y(IIJClrl/IIR)= 4.083 t \ tA r_ ri SUBAREA Tc AND LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "MEADOWS" B 6.23 .55 1.00 70 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 19.82 TOTAL AREA(ACRES) = 6.23 PEAK FLOW RATE(CFS) 19.82 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .65; 30M = 1.33-1 1 HR = 1.75; 3HR = 3,53; 6HR = 5.50; 24HR =15.00 FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 25.06 CHANNEL LENGTH THRU SUBAREA(FEET) = 749.40 CHANNEL SLOPE = .1000 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.82 FLOW VELOCITY(FEET/SEC) = 8.01 FLOW DEPTH(FEET) = .99 TRAVEL TIME(MIN.) = 1.56 Tc(MIN.)= 14.65 FLOW PROCESS FROM NODE 227.00TONODE 227.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< /0"- MAINLINE Tc(MIN) = 14.65 ll�l * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.816 SUBAREA LOSS RATE DATA(AMC.11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 12.42 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 12.42 SUBAREA RUNOFF(CFS) = 36.50 EFFECTIVE AREA(ACRES) = 18.65 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTALAREA(ACRES)= 18.65 PEAK FLOW RAT E(CFS) = 54.83 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .65; 30M = 1.33; 1HR = 1.75; 3HR = 3.53; 6HR = 5.50; 24HR =13.69 FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< 'vase UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -101,11 CHANNEL LENGTH THRU SUBAREA(FEET) = 1001.90 CHANNEL SLOPE = .4000 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 54.83 FLOW VELOCITY(FEET/SEC) = 17.35 FLOW DEPTH(FEET) = 1.12 TRAVEL TIME(MIN.) = .96 Tc(MIN.)=15.62 FLOW PROCESS FROM NODE 228.00TONODE 228.00ISCODE=8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.62 * 100 YEAR RAINFALL INTENSITY(INCHIHR) = 3.673 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ,LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 22.39 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 - SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.39 SUBAREA RUNOFF(CFS) = 62.93 EFFECTIVE AREA(ACRES) = 41.04 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 41.04 PEAK FLOW RATE(CFS) = 115.35 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .64; 30M = 1.32; 1 HR = 1.74-1 3HR = 3.52; 6HR = 5.50; 24HR =1 3.00 FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 5.1 >>>-COMPUTE TRAPEZOIDAL CHANNEL FLOW-- >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 8.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 690.20 CHANNELSLOPE= .1330 CHANNEL BASE(FEET) = .00 "Z"FACTOR= 2.500 MANNING'S FACTOR= .035 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 115.35 FLOW VELOCITY(FEET/SEC) = 13.83 FLOW DEPTH(FEET) = 1.83 cTRAVEL TIME(MIN.) = .83 Tc(MIN.)= 16.45 low*, .. __ ..... . .. .... ................ ........... . .. .................. I -01w FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.561 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 29.31 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 29.31 SUBAREA RUNOFF(CFS) = 79.43 EFFECTIVE AREA(AC RES)= 70.35 AREA-AVERAGEDFm(INCH/HR)= .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 70.35 PEAK FLOW RATE(CFS) 190.63 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .64; 30M = 1.31; 1 HR = 1.73; 3HR = 3.52; 6HR = 5.50; 24HR =1 3.02 FLOW PROCESS FROM NODE 229.00 TO NODE 230.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION= -137.88 CHANNEL LENGTH THRU SUBAREA(FEET) = 1091.20 CHANNEL SLOPE = .2180 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.500 MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 190.63 FLOW VELOCITY(FEET/SEC) = 18.89 FLOW DEPTH (FEET)= 2.01 TRAVEL TIME(MIN.) = .96 Tc(MIN.)=17.41 FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 17.41 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.441 SUBAREA LOSS RATE DATA(AMC 11): too*, DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS �4.e LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" . B 21.89 � .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 21.89 SUBAREA RUNOFF(CFS) = 56.96 EFFECTIVE AREA(ACRES) = 92.24 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 92.24 PEAK FLOW RATE(CFS) = 240.02 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M= .62;30M=1.26;lHR=1.66;3HR=3.46;6HR=5.50-,24HR=13.00 FLOW PROCESS FROM NODE 230.00TONODE 231.00ISCODE� 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>,_>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -152.07 CHANNEL LENGTH THRU SUBAREA(FEET) = 2211.10 CHANNELSLOPE= .1140 CHANNEL BASE(FEET) = .00 "Z"FACTOR= 2.500 MAN NING'S FACTOR= .035 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 240.02 FLOW VELOCITY(FEET/SEC) = 15.75 FLOW DEPTH (FEET)= 2.47 TRAVEL TIME(MIN.) = 2.34 Tc(MIN.)=19.75 FLOW PROCESS FROM NODE 231.00TONODE 231.00 IS CODE= 8.1 >--ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19-75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.190 SUBAREA LOSS RATE DATA(AMC II). - DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 1.14 .98 .85 32 NATURAL FAIR COVER "MEADOWS" A .50 .81 1.00 51 PUBLIC PARK B 1.48 .75 .85 56 NATURAL FAIR COVER "MEADOWS" B 32.90 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, A,= 91 SUBAREA AREA(ACRES) = 36.03 SUBAREA RUNOFF(CFS) = 85.10 EFFECTIVE AREA(AC RES)= 128.27 AREA-AVERAGEDFm(INCH/HR)= .55 AREA -AVERAGED Fp(INCH/HR) = .56 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) = 128.27 PEAK FLOW RATE(CFS) 304.30 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .61; 30M = 1.25-1 1 HR = 1.65; 3HR = 3.36; 6HR = 5.27; 24HR =1 1.52 FLOW PROCESS FROM NODE 231.00 TO NODE 224.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 14.22 CHANNEL LENGTH THRU SUBAREA(FEET) = 752.50 CtiANNELSLOPE= .1140 CHANNEL BASE(FEET)= 8.00 "Z"FACTOR= .000 MANNING'S FACTOR= .014 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 304.30 FLOW VELOCITY(FEET/SEC) = 33.15 FLOW DEPTH(FEET) = 1.15 TRAVEL TIME(MIN.) = .38 Tc(MIN.)=20.13 FLOW PROCESS FROM NODE 224.00TONODE 224.00ISCODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.13 RAINFALL INTENSITY(INCH/HR) = 3.15 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .56 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 128.27 TOTAL STREAM AREA(ACRES) = 128.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 304.30 ** CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 808.96 21.49 3.033 .55(.55) 1.00 359.66 215.00 2 304.30 20.13 3.154 .56(.55) 1.00 128.27 225.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1099.0 21.49 3.033 .552(.551) 1.00 487.9 215.00 2 1099.1 20.13 3.154 .552(.551) 1.00 465.1 225.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1099.08 Tc(MIN.) = 20.129 EFFECTIVE AREA(ACRES) = 465.13 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 487.92 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 224.00 = 10906.30 FEET. F�OW PROCESS FROM NODE 224.00 TO NODE 214.00 IS CODE = 5.1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = -262.82 CHANNEL LENGTH THRU SUBAREA(FEET) = 3628.20 CHANNELSLOPE= .1000 CHANNEL BASE(FEET) = 8.00 "Z"FACTOR= .000 MAN NING'S FACTOR= .014 MAXIMUM DEPTH(FEET)= 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1099.08 FLOW VELOCiTY(FEET/SEC) = 47.43 FLOW DEPTH(FEET) = 2.90 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.)=21.40 FLOW PROCESS FROM NODE 214.00TONODE 214.00 IS CODE= 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.040 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "l DWELLING/ACRE" A 74.19 .98 .80 32 NATURAL FAIR COVER "MEADOWS" A 8.86 .81 1.00 51 RESIDENTIAL "l DWELLING/ACRE" B 151.02 .75 .80 56 NATURAL FAIR COVER "MEADOWS" I B 23.87 .55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .79 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .83 SUBAREA AREA(ACRES) = 257.93 SUBAREA RUNOFF(CFS) = 554.08 EFFECTIVE AREA(ACRES) = 723.06 AREA-AVERAGEDFm(INCH/HR)= .59 AREA-AVERAGEDFp(INCH/HR)= .63AREA-AVERAGEDAp= .94 TOTAL AREA(ACRES) = 745.85 PEAK FLOW RATE(CFS) = 1596.04 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = .61; 30M = 1.24; 1 HR = 1.64; 3HR = 3.25-16HR = 5.00; 24HR =1 1.56 FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 7.1 >>>>>PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT-HYDROGRAPH METHOD<<<<< >>,>>>USING TIME -OF -CONCENTRATION OF LONGEST FLOWPATH<<<<< UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= .62;30M= 1.27;lH= 1.68-13H= 3.405H= 5.31;24H=12.92 S -GRAPH: VALLEY(DEV-)=100.0%-IVALLEY(UNDEV.)/DESERT= .0% MOUNTAIN= .0% -,FOOTHILL= .0% Tc(HR) = .38-1 LAG(HR) = .30; Fm(INCH/HR) = .32; Ybar = .17 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 745.85 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 214.00 = 14534.50 FEET. TIME OF PEAK FLOW(HR) = 16.33 RUNOFF VOLUME(AF) = 667.02 UNIT-HYDROGRAPH PEAK FLOW RATE(CFS) 1941.38 RATIONAL METHOD PEAK FLOW RATE(CFS) 1596.04 (UPSTREAM NODE PEAK FLOW RATE(CFS) 1099.08) PEAK FLOW RATE(CFS) USED = 1941.38 FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK# 3 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** PEAK FLOW RATE(CFS) = 1941.38 Tc(MIN) = 22.77 AREA-AVERAGEDFm(INCH/HR)= .32 Ybar= .17 TOTAL AREA(ACRES) = 745.85 LONGEST FLOWPATH FROM NODE 215.00TONODE 214.00= 14534.50 FEET. 10 ** MEMORY BANK # 3 CONFLUENCE DATA ** PEAK FLOW RATE(CFS) = 4682.63 Tc(MIN) = 28.42 AREA -AVERAGED Fm(INCH/HR) = .39 Ybar = .24 TOTAL AREA(ACRES) = 2487.91 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 214.00 = 22009.20 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: UNIT-HYDROGRAPH DATA: RAINFALL(INCH)-. 5M= .59;30M= 1.21;1 H= 1.60;3H= 3.24;6H= 5.06;24H=12.24 S -GRAPH: VALLEY(DEV.)=100.0%;VALLEY(UNDEV.)/DESERT= .0% MOUNTAIN= .0%-IFOOTHILL= .0% Tc(HR) = .47; LAG(HR) = .38; Fm(INCH/HR) = .35-1 Ybar = .21 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 3233.76 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 214.00 = 22009.20 FEET. TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 2607.40 PEAK FLOW RATE(CFS) = 6117.77 FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 15.2 >>>>>STORE PEAK FLOWRATE TABLE To A FILE<<<<< PEAK FLOWRATE TABLE FILE NAME: 0214.pft END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3233.76 TC(MIN.) _- 28.42 AREA -AVERAGED Fm(INCH/HR)= .35 Ybar = .21 PEAK FLOW RATE(CFS) = 6117.77 END OF RATIONAL METHOD ANALYSIS (ORO m cAPPENDIX C: HYDRAULIC CALCUALTIONS EM APPENDIX C.l: STREET CAPACITY CALCULATIONS N Coyote Canyon RD - Half Street - 8" Curb Worksheet for Irregular Channel N� 0+00.000 Project Description 0+22.000 Worksheet Coyote Canyon RD - Half Street 0+22.000 Flow Element Irregular Channel 0+23.500 Method Manning's Formula 0+23.500 Solve For Discha-rge 0+39.000 Input Data 0+51.000 Channel Slope 0*035000 ft/ft Water Surface Elev. 0.46 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightinj Horton's Method Results Mannings Coeffic 0.015 Elevation Range ).00 to 1. 11 Discharge 17.18 cfs Flow Area 3.0 ft2 Wetted Perimeter 17.50 ft Top Width 17.00 ft Actual Depth 0.46 ft Critical Elevation 0.61 ft Critical Slope 0.005399 ft/ft Velocity 5.72 fiJs Velocity Head 0.51 ft Specific Energy 0.97 ft Froude Number 2.40 Flow Type ' 3upercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00.000 0+51.000 0.015 Natural Channel Points Station Elevation (ft) (ft) N� 0+00.000 1.11 0+22.000 0.67 0+22.000 0.00 0+23.500 0.12 0+23.500 0.15 0+39.000 0.46 0+51.000 0.70 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity calcs.fm2 AEl-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 02:49:41 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 N A Table Rating Table for Irregular Channel Project Description Worksheet Coyote Canyon RD - Half Street Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surface Elev 0.46 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin( Horton's Method Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.002000 0.080000 0.001000 Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.0020100 4.11 1.37 3.0 17.50 17.00 0.003000 5.03 1.68 3.0 17.50 17.00 0.004000 5.81 1.93 3.0 17.50 17.00 D.005000 6.49 2.16 3.0 17.50 17.00 0.006000 7.11 2.37 3.0 17.50 17.00 D.007000 7.68 2.56 3.0 17.50 17.00 0.008000 8.21 2.74 3.0 17.50 17.00 1009000 8.71 2.90 3.0 17.50 17.00 D.010000 9.18 3.06 3.0 17.50 17.00 0.011000 9.63 3.21 3.0 17.50 17.00 0.012000 10.06 3.35 3.0 17.50 17.00 0.013000 10.47 3.49 3.0 17.50 17.00 0.014000 10.87 3.62 3.0 17.50 17.00 D.015000 11.25 3.75 3.0 17.50 17.00 0.016000 11.62 3.87 3.0 17.50 17.00 D.017000 11.98 3.99 3.0 17.50 17.00 0.018000 12.32 4.10 3.0 17.50 17.00 0.019000 12.66 4.22 3.0 17.50 17.00 0.020000 12.99 4.33 3.0 17.50 17.00 0.021000 13.31 4.43 3.0 17.50 17.00 0.022000 13.62 4.54 3.0 17.50 17.00 0.023000 13.93 4.64 3.0 17.50 17.00 0.024000 14.23 4.74 3.0 17.50 17.00 D.025000 14.52 4.84 3.0 17.50 17.00 0.026000 14.81 4.93 3.0 17.50 17.00 0.027000 15.09 5.03 3.0 17.50 17.00 D.028000 15.37 5.12 3.0 17.50 17.00 0.029000 15.64 5.21 3.0 17.50 17.00 0.030000 15.91 5.30 3.0 17.50 17.00 0.031000 16.17 5.39 3.0 17.50 17.00 D.032000 16.43 5.47 3.0 17.50 17.00 0.033000 16.68 5.56 3.0 17.50 17.00 0.034000 16.94 5.64 3.0 17.50 17.00 0.035000 _ 17.18 j�� 5.72 3.0 17.50 17.00 q:\ ... \r-alcs\fiowmaster\street capacity calcs.fm2 05/11/04-02:49:49PM QHaestad Methods, Inc. Project Engineer: ceazar aguilar AEI-CASC Engineering FlowMaster v7.0 [7.00051 37BrooksideRoad Waterbury, CT06708 USA +1-203-755-1666 Page 1 of 2 N IN N Table Rating Table for Irregular Channel Channel Slope (ft/ft) Discharge (Cfs) Velocity (fus) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) D.036000 17.43 5.80 3.0 17.50 17.00 0.037000 17.67 5.88 3.0 17.50 17.00 0.038000 17.90 5.96 3.0 17.50 17.00 0.039000 18.14 6.04 3.0 17.50 17.00 0.040000 18.37 6.12 3.0 17.50 17.00 0.041000 18.60 6.19 3.0 17.50 17.00 0.042000 18.82 6.27 3.0 17.50 17.00 0.043000 19.05 6.34 3.0 17.50 17.00 D.044000 19.27 6.42 3.0 17.50 17.00 0.045000 19.48 6.49 3.0 17.50 17.00 0.046000 19.70 6.56 3.0 17.50 17.00 0.047000 19.91 6.63 3.0 17.50 17.00 0.048000 20.12 6.70 3.0 17.50 17.00 0.049000 20.33 6.77 3.0 17.50 17.00 0.050000 20.54 6.84 3.0 17.50 17.00 3.051000 20.74 6.91 3.0 17.50 17.00 0.052000 20.94 6.98 3.0 17.50 17.00 D.053000 21.14 7.04 3.0 17.50 17.00 0.054000 21.34 7.11 3.0 17.50 17.00 0.055020 21 �54 7.17 3.0 17.50 17.00 0.056000 21.73 7.24 3.0 17.50 17.00 0.057000 21.93 7.30 3.0 17.50 17.00 0.058000 22.12 7.37 3.0 17.50 17.00 0.059000 22.31 7.43 3.0 17.50 17.00 0.060000 22.50 7.49 3.0 17.50 17.00 0.061000 22.68 7.55 3.0 17.50 17.00 0.062000 22.87 7.62 3.0 17.50 17.00 0.063000 23.05 7.68 3.0 17.50 17.00 0.064000 23.23 7.74 3.0 17.50 17.00 3.065000 23.42 7.80 3.0 17.50 17.00 0.066000 23.60 7.86 3.0 17.50 17.00 3.067000 23.77 7.92 3.0 17.50 17.00 D.068000 23.95 7.98 3.0 17.50 17.00 0.069000 24.13 8.04 3.0 17.50 17.00 0.070000 24.30 8.09 3.0 17.50 17.00 0.071000 24.47 8.15 3.0 17.50 17.00 0.072000 24.64 8.21 3.0 17.50 17.00 0.073000 24.81 8.26 3.0 17.50 17.00 0.074000 24.98 8.32 3.0 17.50 17.00 D.075000 25.15 8.38 3.0 17.50 17.00 3.076000 25.32 8.43 3.0 17.50 17.00 3.077000 25.49 8.49 3.0 17.50 17.00 D.078000 25.65 8.54 3.0 17.50 17.00 0.079000 25.81 8.60 3.0 17.50 17.00 10.0800001 25.981 8.651 3.01 17.501 17.00 I Project Engineer: ceazar aguilar q:\ ... \caics\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.00051 05/11/04 02:49:49 PM (9) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Interior Street - Half Street - 6" Curb Worksheet for Irregular Channel Interior Street - Half Street - 6" C Irregular Channel Manning's Formula Discharge Input Data Channel Slope 060000 ft/ft Water Surface Elev 0.50 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin! Horton's Method Results Project Description Mannings Coeffic Worksheet Elevation Range ).00 Flow Element Discharge Method Flow Area Solve For Interior Street - Half Street - 6" Curb Worksheet for Irregular Channel Interior Street - Half Street - 6" C Irregular Channel Manning's Formula Discharge Input Data Channel Slope 060000 ft/ft Water Surface Elev 0.50 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin! Horton's Method Results Station Mannings Coeffic 0.015 Elevation Range ).00 to 0.75 Discharge 30.70 cis Flow Area 3.8 ft2 Wetted Perimeter 19.74 ft Top Width 19.20 ft Actual Depth 0.50 ft Critical Elevation 0.73 ft Critical Slope 0.004993 ft1ft Velocity 8.09 ft/s Velocity Head 1.02 ft Specific Energy 1.52 ft Froude Number 3.21 Flow Type 3upercritical Roughness Segments start End Mannings Station Station Coefficient 0+00.000 0+32.000 0.015 N Natural Channel Points Station Elevation (ft) (ft) 0+00.000 0.75 0+11.500 0.52 0+12.000 0.50 0+12.000 0.00 0+13.500 0.12 0+13.500 0.15 0+32.000 0.52 Project Engineer: ceazar aguilar q:\ ... \caics\flowmaster\street capacity calcs.fm2 AEl-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 02:48:49 PM 9 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of I N N N Table Rating Table for Irregular Channel Project Description Worksheet Interior Street - Half Street - 6" C Flow Element Irregular Channel Method Manning's Formula Solve For Discha�ge Input Data Water Surface Elev 0.50 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.002000 0.080000 0.001000 Channel Slope (ft/ft) Discharge (cfs) Velocity (fus) Flow Area (ft2) Wetted Perimete (ft) Top Width (ft) 1002000 5.60 1.48 3.8 19.74 19.20 0.003000 6.86 1.81 3.8 19.741 19.20 0.004000 7.93 2.09 3.8 19.74 19.20 0.005000 8.86 2.33 3.8 19.74 19.20 0.006000 9.71 2.56 3.8 19.74 19.20 0.007000 10.49 2.76 3.8 19.74 19.20 0.008000 11.21 2.95 3.8 19.74 19.20 0.009000 11.89 3.13 3.8 19.74 19.20 0.010000 12.53 3.30 3.8 19.74 19.20 D.0 11000 13.14 3.46 3.8 19.74 19.20 0.012000 13.73 3.62 3.8 19.74 19.20 0.013000 14.29 3.76 3.8 19.74 19.20 D.014000 14.83 3.91 3.8 19.74 19.20 0.015000 15.35 4.04 3.8 19.74 19.20 0.016000 15.85 4.18 3.8 19.74 19.20 D.017000 16.34 4.30 3.8 19.74 19.20 0.018000 16.81 4.43 3.8 19.74 19.20 0.019000 17.27 4.55 3.8 19.74 19.20 D.020000 17.72 4.67 3.8 19.74 19.20 0.021000 18.16 4.78 3.8 19.74 19.20 0.022000 18.59 4.90 3.8 19.74 19.20 D.023000 19.01 5.01 3.8 19.74 19.20 D.024000 19.41 5.11 3.8 19.74 19.20 D.025000 19.81 5.22 3.8 19.74 19.20 D.026000 20.21 5.32 3.8 19.74 19.20 0.027000 20.59 5.42 3.8 19.74 19.20 0.028000 20.97 5.52 3.8 19.74 19.20 0.029000 21.34 5.62 3.8 19.74 19.20 0.030000 21.71 5.72 3.8 19.74 19.20 1031000 22.06 5.81 3.8 19.74 19.20 0.032000 22.42 5.90 3.8 19.74 19.20 D.033000 22.77 6.00 3.8 19.74 19.20 D.034000, �31 1 D 6.09 .3.8 19.74 19.20 0.035000 23.45 6.18 3.8 19.74 19.20 q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering 05/11/04,02:48:58PM QHaestad Methods, Inc. 37BrooksideRoad Waterbury, CT06708 USA Project Engineer: ceazar aguilar FlowMaster v7.0 [7-00051 +1-203-755-1666 Page I of 2 N N Table Rating Table for Irregular Channel Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) D.036000 23.78 6.26 3.8 19.74 19.20 0.037000 24.11 6.35 3.8 19.74 19.20 D.038000 24.43 6.43 3.8 19.74 19.20 0.039000 24.75 6.52 3.8 19.74 19.20 0.040000 25.06 6.60 3.8 19.74 19.20 D.041000 25.38 6.68 3.8 19.74 19.20 0.042000 25.68 6.76 3.8 19.74 19.20 0.043000 25.99 6.84 3.8 19.74 19.20 0.044000 26.29 6.92 3.8 19.74 19.20 0.045000 26.58 7.00 3.8 19.74 19.20 0.046000 26.88 7.08 3.8 19.74 19.20 1047000 1�1 7 7.16 3.8 19.74 19.20 0.048000 27.46 7.23 3.8 19.74 19.20 0.049000 27.74 7.31 3.8 19.74 19.20 0.050000 28.02 7.38 3.8 19.74 19.20 0.051000 28.30 7.45 3.8 19.74 19.20 0.052000 28.58 7.53 3.8 19.74 19.20 0.053000 28.85 7.60 3.8 19.74 19.20 0.054000 29.12 7.67 3.8 19.74 19.20 0.055020 29.39 7.74 3.8 19.74 19.20 0.056000 29.66 7.81 3.8 19.74 19.20 0.057000 29.92 7.88 3.8 19.74 19.20 0.058000 30.18 7.95 3.8 19.74 19.20 0.059000 30.44 8.02 3.8 19.74 19.20 0.060000 30.70 8.09 3.8 19.74 19.20 0.061000 30.95 8.15 3.8 19.74 19.20 0.062000 31.20 8.22 3.8 19.74 19.20 0.063000 31.46 8.28 3.8 19.74 19.20 0.064000 31.70 8.35 3.8 19.74 19.20 0.065000 31.95 8.42 3.8 19.74 19.20 D.066000 32.20 8.48 3.8 19.74 19.20 D.067000 32.44 8.54 3.8 19.74 19.20 D.068000 32.68 8.61 3.8 19.74 19.20 0.069000 32.92 8.67 3.8 19.74 19.20 1070000 33.16 8.73 3.8 19.74 19.20 1071000 33.39 8.80 3.8 19.74 19.20 0.072000 33.63 8.86 3.8 19.74 19.20 0.073000 33.86 8.92 3.8 19.74 19.20 0.074000 34.09 8.98 3.8 19.74 19.20 0.075000 34.32 9.04 3.8 19.74 19.20 0.076000 34.55 9.10 3.8 19.74 19.20 0.077000 34.78 9.16 3.8 19.74 19.20 1078000 35.00 9.22 3.8 19.74 19.20 D.079000 35.22 9.28 3.8 19.74 19.20 110800001 35.451 9.341 3.81 19.741 19.20 Project Engineer: ceazar aguilar q:\ ... \caics\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005) 05/11/04rO2:48:58PM QHaestad Methods, Inc. 3713rooksideRoad Waterbury, CT06708 USA +1-203-755-1666 Page 2 of 2 @4 Interior Street - Half Street - 8" Curb Worksheet for Irregular Channel Project Description Worksheet Interior Street - Half Street - 8" C Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 060000 ft/ft Water Surface Elev. 0.52 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coeffic 0.015 Elevation Range ).00 to 0.75 Discharge 35.21 cfs Flow Area 4.2 ft2 Wetted Perimetei 20.56 ft Top Width 20.00 ft Actual Depth 0.52 ft Critical Elevation 0.77 ft Critical Slope 0.004919 ft/ft Velocity 8.40 ft/s Velocity Head 1.10 ft Specific Energy 1.62 ft Froude Number 3.24 Flow Type )upercritical Calculation Messages: Water elevation exceeds lowest end station by 0.004 ft. Roughness Segments Start End Mannings Station Station Coefficient 0+00.000 0+32.000 0.015 Natural Channel Points Station Elevation (ft) (ft) 0+00.000 0.75 0+11.500 0.52 0+12.000 0.67 0+12.000 0.00 0+13.500 0.12 0+13.500 0.15 0+32.000 0.52 I Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity calcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.00051 05/11/04 02:52:05 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 N Table Rating Table for Irregular Channel Project Description Worksheet Interior Street - Half Street - 8" C Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surface Elev 0.52 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightinj Horton's Method Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.002000 0.080000 0.001000 Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.00200 6.43 1.53 4.2 20.56 20.00 3.003000 7.87 1.88 4.2 20.56 20.00 D.004000 9.09 2.17 4.2 20.56 20.00 D.005000 2.43 4.2 20.56 20.00 0.006000 11.13 2.66 4.2 20.56 20.00 D.007000 12.03 2.87 4.2 20.56 20.00 0.008000 12.86 3.07 4.2 20.56 20.00 0.009000 13.64 3.25 4.2 20.56 20.00 0.010000 14.37 3.43 4.2 20.56 20.00 0.011000 15.08 3.60 4.2 20.56 20.00 0.012000 15.75 3.76 4.2 20.56 20.00 0.013000 16.39 3.91 4.2 20.56 20.00 D.014000 17.01 4.06 4.2 20.56 20.00 D.015000 17.60 4.20 4.2 20.56 20.00 D.016000 18.18 4.34 4.2 20.56 20.00 D.017000 18.74 4.47 4.2 20.56 20.00 D.018000 19.28 4.60 4.2 20.56 20.00 D.019000 19.81 4.73 4.2 20.56 20.00 D.020000 20.33 4.85 4.2 20.56 20.00 0.021000 20.83 4.97 4.2 20.56 20.00 0.022000 21.32 5.09 4.2 20.56 20.00 D.023000 21.80 5.20 4.2 20.56 20.00 D.024000 22.27 5.31 4.2 20.56 20.00 D.025000 22.73 5.42 4.2 20.56 20.00 D.026000 23.18 5.53 4.2 20.56 20.00 0.027000 23.62 5.64 4.2 20.56 20.00 0.028000 24.05 5.74 4.2 20.56 20.00 0.029000 24.48 5.84 4.2 20�56 20.00 0.030000 24.90 5.94 4.2 20.56 20.00 0.031000 25.31 6.04 4.2 20.56 20.00 D.032000 25.71 6.14 4.2 20.56 20.00 D.033000 26.11 6.23 4.2 20.56 20.00 0.034000 26.50 6.33 .4.2 20.56 20.00 0.035000 26.89 6.42 4.2 20.56 20.00 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity calcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.00051 05/11/04 02:55:01 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of 2 N AOP%l Table Rating Table for Irregular Channel Channel Slope (ftift) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.036000 27.27 6.51 4.2 20.56 20.00 0.037000 27.65 6.60 4.2 20.56 20.00 0.038000 28.02 6.69 4.2 20.56 20.00 D.039000 28.39 6.77 4.2 20.56 20.00 0.040000 28.75 6.86 4.2 20.56 20.00 D.041000 29.11 6.95 4.2 20.56 20.00 D.042000 29.46 7.03 4.2 20�56 20.00 D.043000 29.81 7.11 4.2 20.56 20.00 0.044000 30.15 7.20 4.2 20.56 20.00 0.045000 30.49 7.28 4.2 20.56 20.00 D.046000 30.83 7.36 4.2 20.56 20.00 D.047000 31.16 7.44 4.2 20.56 20.00 0.048000 31.49 7.52 4.2 20.56 20.00 0.049000 31.82 7.59 4.2 20.56 20.00 0.050000 32.14 7.67 4.2 20.56 20.00 0.051000 32.46 7.75 4.2 20.56 20.00 D.052000 32.78 7.82 4.2 20.56 20.00 0.053000 33.09 7.90 4.2 20.56 20.00 0.054000 33.40 7.97 4.2 20.56 20.00 3.055020 33.71 8.04 4.2 20.56 20.00 0.056000 34.02 8.12 4.2 20.56 20.00 0.057000 34.32 8.19 4.2 20.56 20.00 0.058000 34.62 8.26 4.2 20.56 20.00 1059000 34.91 8.33 4.2 20.56 20.00 0.060000 35.21 8.40 4.2 20.56 20.00 0.061000 35.50 8.47 4.2 20.56 20.00 0.062000 35.79 8.54 4.2 20.56 20.00 0.063000 36.08 8.61 4.2 20.56 20.00 D.064000 36.36 8.68 4.2 20.56 20.00 0.065000 36.65 8.75 4.2 20.56 20.00 0.066000 36.93 8.81 4.2 20.56 20.00 0.067000 37.21 8.88 4.2 20.56 20.00 0.068000 37.48 8.95 4.2 20.56 20.00 0.069000 37.76 9.01 4.2 20.56 20.00 D.070000 38.03 9.08 4.2 20.56 20.00 3.071000 38.30 9.14 4.2 20.56 20.00 1072000 38.57 9.20 4.2 20.56 20.00 0.073000 38.84 9.27 4.2 20.56 20.00 3.074000 39.10 9.33 4-2 20.56 20.00 D.075000 39.36 9.39 4.2 20.56 20.00 0.076000 39.63 9.46 4.2 20.56 20.00 0.077000 39.89 9.52 4.2 20.56 20.00 0.078000 40.14 9.58 4.2 20.56 20.00 D.079000 40.40 9.64 4.2 20.56 20.00 10.0800001 40.661 9.701 4.21 20.561 20.00 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04, 02:55:01 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Interior Street - TC To TC - 6" Curb Worksheet for Irregular Channel Project Description Worksheet Interior Street - TC To TC - 6" Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 060000 ft/ft Water Surface Elev. 0.50 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coeffic 0.015 Elevation Range 100 to 0.92 Discharge 61.39 cfs Flow Area 7.6 ft2 Wetted Perimetei 39.48 ft Top Width 38.40 ft Actual Depth 0.50 ft Critical Elevation 0.74 ft Critical Slope 0.004672 ft/ft Velocity 8.09 ft/S Velocity Head 1.02 ft Specific Energy 1.52 ft Froude Number 3.21 Flow Type wpercritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00.000 0+64.000 0.015 Natural Channel Points Station Elevation (ft) (ft) 0+00.000 0.92 0+11.500 0.69 0+12.000 0.50 0+12.000 0.00 0+13.500 0.12 0+13.500 0.15 0+32.000 0.52 0+50.500 0.15 0+50.500 0.12 0+52.000 0.00 Project Engineer: ceazar aguilar q:\ ... \caics\flowmaster\street capacity calcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04,02:57:55PM (DHaestad Methods, Inc. 3713rooksideRoad Waterbury, CT06708 USA +1-203-755-1666 Page I of 2 N NOW, Interior Street - TC To TC - 6" Curb Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+52.000 0.50 0+52.500 0.69 0+64.000 0.92 11 Project Engineer: ceazar aguilar q:\ ... \caics\flowmaster\street capacity ralcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 02:57:55 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 N Table Rating Table for Irregular Channel Project Descdption Worksheet Interior Street - TC To TC - 6" Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surface Elev 0.50 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Attribute Minimum Maximum Increment Channel Slope (fttft) 0.002000 0.080000 0.001000 Channel Slope (ft/ft) Discharge (cfs) Velocity (fus) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) D.0020*00 11.21 1.48 7.6 39.48 38.40 D.003000 13.73 1.81 7.6 39.48 38.40 D.004000 15.85 2.09 7.6 39.48 38.40 0.005000 17.72 2.33 7.6 39.48 38.40 D.006000 19.41 2.56 7.6 39.48 38.40 1007000 20.97 2.76 7.6 39.48 38.40 0.008000 22.42 2.95 7.6 39.48 38.40 D.009000 23.78 3.13 7.6 39.48 38.40 0.010000 25.06 3.30 7.6 39.48 38.40 0.011000 26.29 3.46 7.6 39.48 38.40 0.012000 27.46 3.62 7.6 39.48 38.40 D.013000 28.58 3.76 7.6 39.48 38.40 D.014000 29.66 3.91 7.6 39.48 38.40 0.015000 30.70 4.04 7.6 39.48 38.40 D.016000 31.70 4.18 7.6 39.48 38.40 0.017000 32.68 4.30 7.6 39.48 38.40 D.018000 33.63 4.43 7.6 39.48 38.40 D.019000 34.55 4.55 7.6 39.48 38.40 0.020000 35.45 4.67 7.6 39.48 38.40 D.021000 36.32 4.78 7.6 39.48 38.40 D.022000 37.18 4.90 7.6 39.48 38.40 D.023000 38.01 5.01 7.6 39.48 38.40 D.024000 38.83 5.11 7.6 39.48 38.40 D.025000 39.63 5.22 7.6 39.48 38.40 D.026000 40.41 5.32 7.6 39.48 38.40 D.027000 41.18 5.42 7.6 39.48 38.40 D.028000 41.94 5.52 7.6 39.48 38.40 0.029000 42.68 5.62 7.6 39.48 38.40 D.030000 43.41 5.72 7.6 39.48 38.40 0.031000 44.13 5.81 7.6 39.48 38.40 0.032000 44.84 5.90 7.6 39.48 38.40 0.033000 45.53 6.00 7.6 39.48 38.40 0.034000 46.22 6.09 7.6 39.48 38.40 0.035000 46.89 6.18 7.6 39.48 38.40 Project Engineer: ceazar aguilar q:\ ... \calcs\fiowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 02:58:04 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 14 N N Table Rating Table for Irregular Channel Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 3.036000 47.56 6.26 7.6 39.48 38.40 3.037000 48.21 6.35. 7.6 39.48 38.40 1038000 48.86 6.43 7�6 39.48 38.40 3.039000 49.50 6.52 7.6 39.48 38.40 0.040000 50.13 6.60 7.6 39.48 38.40 0.041000 50.75 6.68 7.6 39.48 38.40 3.042000 51.37 6.76 7.6 39.48 38.40 0.043000 51.97 6.84 7.6 39.48 38.40 0.044000 52.57 6.92 7.6 39.48 38.40 3.045000 53.17 7.00 7.6 39.48 38.40 0.046000 53.76 7.08 7.6 39.48 38.40 3.047000 54.34 7.16 7.6 39.48 38.40 3.048000 54.91 7.23 7.6 39.48 38.40 3.049000 55.48 7.31 7.6 39.48 38.40 0.050000 56.05 7.38 7.6 39.48 38.40 0.051000 56.60 7.45 7.6 39.48 38.40 0.052000 57.15 7.53 7.6 39.48 38.40 3.053000 57.70 7.60 7.6 39.48 38.40 D.054000 58.24 7.67 7.6 39.48 38.40 D.055090 58.78 7.74 7.6 39.48 38.40 3.056000 59.31 7.81 7.6 39.48 38.40 D.057000 59.84 7.88 7.6 39.48 38.40 3.058000 60.36 7.95 7.6 39.48 38.40 3.059000 60.88 8.02 7.6 39.48 38.40 D.060000 61.39 8.09 7.6 39.48 38.40 3.061000 61.90 8.15 7.6 39.48 38.40 3.062000 62.41 8.22 7.6 39.48 38.40 D.063000 62.91 8.28 7.6 39.48 38.40 D.064000 63.41 8.35 7.6 39.48 38.40 0.065000 63.90 8.42 7.6 39.48 38.40 3.066000 64.39 8.48 7.6 39.48 38.40 0.067000 64.88 8.54 7.6 39.48 38.40 0.068000 65.36 8.61 7.6 39.48 38.40 3.069000 65.84 8.67 7.6 39.48 38.40 0.070000 66.31 8.73 7.6 39.48 38.40 3.071000 66.79 8.80 7.6 39.48 38.40 0.072000 67.25 8.86 7.6 39.48 38.40 0.073000 67.72 8.92 7.6 39.48 38.40 0.074000 68.18 8.98 7.6 39.48 38.40 D.075000 68.64 9.04 7.6 39.48 38.40 D.076000 69.10 9.10 7.6 39.48 38.40 0.077000 69.55 9.16 7.6 39.48 38.40 3.078000 70.00 9.22 7.6 39.48 38.40 0.079000 70.45 9.28 7.6 39.48 38.40 13.0800001 70.891 9.341 7.61 39.481 38.40 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 02:58:04 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Interior Street - TC To TC - 8" Curb Worksheet for Irregular Channel Project Description Worksheet Interior Street - TC To TC - 8" Flow Element Irregular Channel Method Manning's Formula Solve For Discharg Input Data Channel Slope 060000 ft/ft Water Surface Elev. 0.67 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin( Horton's Method Results Mannings Coeffic 0.015 Elevation Range ).00 to 0.92 Discharge 172.38 cfs Flow Area 14.4 ft2 Wettdd Perimetei 41.42 ft Top Width 40.00 ft Actual Depth 0.67 ft Critical Elevation 1.10 ft Critical Slope 0.004012 ft/ft Velocity 11.99 ft/s Velocity Head 2.23 ft Specific Energy 2.90 ft Froude Number 3.52 Flow Type 3upercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00.000 0+64.000 0.015 Natural Channel Points Station Elevation (ft) (ft) 0+00.000 0.92 0+11.500 0.69 0+12.000 0.67 0+12.000 0.00 0+13.500 0.12 0+13.500 0.15 0+32.000 0.52 0+50.500 0.15 0+50.500 0.12 0+52.000 0.00 0+52.000 0.67 0+52.500 0.69 0+64.000 0.92 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04, 03:57:30 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 N N Table Rating Table for Irregular Channel Project Description Worksheet Interior Street - TC To TC - 8" Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surface Elev 0.67 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.002000 0.080000 0.001000 Channel Slope (ftift) Discharge (Cfs) Velocity (ft(s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) D.0020t)O 31.47 2.19 14.4 41.42 40.00 D.003000 38.54 2.68 14.4 41.42 40.00 0.004000 44.51 3.09 14.4 41.42 40.00 0.005000 49.76) 3.46 14.4 41.42 40.00 D.0060001 4.51 3.79 14.4 41.42 40.00 D.007000 58.88 4.09 14.4 41.42 40.00 3.008000 62.94 4.38 14.4 41.42 40.00 D.009000 66.76 4.64 14.4 41.42 40.00 0.010000 70.37 4.89 14.4 41.42 40.00 0.011000 73.81 5.13 14.4 41.42 40.00 D.012000 77.09 5.36 14.4 41.42 40.00 0.013000 80.24 5.58 14.4 41.42 40.00 D.014000 83.27 5.79 14.4 41.42 40.00 D.015000 86.19 5.99 14.4 41.42 40.00 D.016000 89.01 6.19 14.4 41.42 40.00 0.017000 91.75 6.38 14.4 41.42 40.00 0.018000 94.41 6.57 14.4 41.42 40.00 D.019000 97.00 6.75 14.4 41.42 40.00 0.020000 99.52 6.92 14.4 41.42 40.00 D.021000 101.98 7.09 14.4 41.42 40.00 0.022000 104.38 7.26 14.4 41.42 40.00 0.023000 106.72 7.42 14.4 41.42 40.00 0.024000 109.02 7.58 14.4 41.42 40.00 0.025000 111.27 7.74 14.4 41.42 40.00 D.026000 113.47 7.89 14.4 41.42 40.00 0.027000 115.63 8.04 14.4 41.42 40.00 0.028000 117.75 8.19 14.4 41.42 40.00 D.029000 119.84 8.33 14.4 41.42 40.00 D.030000 121.89 8.48 14.4 41.42 40.00 0.031000 123.90 8.62 14.4 41.42 40.00 0.032000 125.89 8.75 14.4 41.42 40.00 D.033000 127.84 8.89 14.4 41.42 40.00 D.034000 129.76 9.02 .14.4 41.42 40.00 0.035000 131.65 9.16 14.4 41.42 40.00 I Project Engineer: ceazar aguilar q:\ ... \caics\flowmaster\street capacity calcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.00051 05/11/04r 03:57:40 PIVI (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 N N N Table Rating Table for Irregular Channel Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.036000 133.52 9.28 14.4 41.42 40.00 0.037000 135.36 9.41 14.4 41.42 40.00 0.038000 137.18 9.54 14.4 41.42 40.00 0.039000 138.97 9.66 14.4 41.42 40.00 0.040000 140.74 9.79 14.4 41.42 40.00 D.041 000 142.49 9.91 14.4 41.42 40.00 0.042000 144.22 10.03 14.4 41.42 40.00 0.043000 145.93 10.15 14.4 41.42 40.00 0.044000 147.61 10.26 14.4 41.42 40.00 0.045000 149.28 10.38 14.4 41.42 40.00 0.046000 150.93 10.50 14.4 41.42 40.00 0.047000 152.56 10.61 14.4 41.42 40.00 D.048000 154.18 10.72 14.4 41.42 40.00 D.049000 155.77 10.83 14.4 41.42 40.00 0.050000 157.36 10.94 14.4 41.42 40.00 0.051000 158.92 11.05 14.4 41.42 40.00 0.052000 160.47 11.16 14.4 41.42 40.00 0.053000 162.01 11.27 14.4 41.42 40.00 D.054000 163.53 11.37 14.4 41.42 40.00 0.0550PO 165.04 11.48 14.4 41.42 40.00 0.056000 166.53 11.58 14.4 41.42 40.00 D.057000 168.01 11.68 14.4 41.42 40.00 D.058000 169.48 11.79 14.4 41.42 40.00 0.059000 170.93 11.89 14.4 41.42 40.00 0.060000 172.38 11.99 14.4 41.42 40.00 0.061000 173.81 12.09 14.4 41.42 40.00 D.062000 175.22 12.18 14.4 41.42 40.00 D.063000 176.63 12.28 14.4 41.42 40.00 D.064000 178.03 12.38 14.4 41.42 40.00 D.065000 179.41 12.48 14.4 41.42 40.00 D.066000 180.79 12.57 14.4 41.42 40.00 D.067000 182.15 12.67 14.4 41.42 40.00 0.068000 183.51 12.76 14.4 41.42 40.00 0.069000 184.85 12.85 14.4 41.42 40.00 0.070000 186.19 12.95 14.4 41.42 40.00 D.071000 187.51 13.04 14.4 41.42 40.00 D.072000 188.83 13.13 14.4 41.42 40.00 0.073000 190.13 13.22 14.4 41.42 40.00 0.074000 191.43 13.31 14.4 41.42 40.00 D.075000 192.72 13.40 14.4 41.42 40.00 D.076000 194.00 13.49 14.4 41.42 40.00 D.077000 195.27 13.58 14.4 41.42 40.00 D.078000 196.54 13.67 14.4 41.42 40.00 D.079000 197.79 13.75 14.4 41.42 40.00 1 D.0800001 199.041 13.841 14.41 41.421 40.00 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04,03:57:40PM (91-laestad Methods, Inc. 3713rooksideRoad Waterbury, CT06708 USA +1-203-755-1666 Page 2 of 2 Interior Street - RfW To RNV - 6" Curb Worksheet for Irregular Channel Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity ca1cs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 12:04:58 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of I Project Description Worksheet Interior Street - RIW To R/W - 6 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 005000 ft/ft Water Suftce Elev. 0.75 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coeffic 0.015 Elevation Range ).00 to 0.75 Discharge 66.29 cfs Flow Area 20.5 ft2 Wetted Perimetei 65.08 ft Top Width 64.00 ft Actual Depth 0.75 ft Critical Elevation 0.75 ft Critical Slope 0.004892 ft/ft Velocity 3.24 ftts Velocity Head 0.16 ft Specific Energy 0.91 ft Froude Number 1.01 Flow Type )upercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00.000 0+64.000 0.015 Natural Channel Points Station Elevation (ft) (ft) 0+00.000 0.75 0+11.500 0-52 0+12.000 0.50 0+12.000 0.00 0+13.500 0.12 0+13.500 0.15 0+32.000 0.52 0+50.500 0.15 0+50.500 0.12 0+52.000 0.00 0+52.000 0.50 0+52.500 0.52 0+64.000 0.75 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity ca1cs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 12:04:58 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of I 14, N Table Rating Table for Irregular Channel Project Description Worksheet Interior Street - R/W To R/W - 6 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surface Elev 0.75 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin( ---Horton's Method Attribute Minimum Maximum Increment Channel Slope (fttft) 0.002000 0.080000 0.001000 Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area W) Wetted Perimeter (Ift) Top Width (ft) D.0020lbO 41.93 2.05 20.5 65.08 64.00 3.003000 51.35 2.51 20.5 65.08 64.00 3.004000 59.29 2.90 20.5 65.08 64.00 D.005000 66.29 3.24 20.5 65.08 64.00 3.006000 72.62 3.55 20.5 65.08 64.00 3.007000 78.43 3.83 20.5 65.08 64.00 D.008000 83.85 4.10 20.5 65.08 64.00 D.009000 88.94 4.35 20.5 65.08 64.00 3.010000 93.75 4.58 20.5 65.08 64.00 3.011000 98.32 4.80 20.5 65.08 64.00 D.012000 102.70 5.02 20.5 65.08 64.00 0.013000 106.89 5.22 20.5 65.08 64.00 0.014000 110.92 5.42 20.5 65.08 64.00 0.015000 114.82 5.61 20.5 65.08 64.00 D.016000 118.58 5.79 20.5 65.08 64.00 D.017000 122.23 5.97 20.5 65.08 64.00 D.018000 125.78 6.15 20.5 65.08 64.00 0.019000 129.22 6.31 20.5 65.08 64.00 D.020000 132.58 6.48 20.5 65.08 64.00 3.021000 135.85 6.64 20.5 65.08 64.00 0.022000 139.05 6.79 20.5 65.08 64.00 0.023000 142.18 6.95 20.5 65.08 64.00 D.024000 145.23 7.10 20.5 65�08 64.00 D.025000 148.23 7.24 20.5 65.08 64.00 3.026000 151.16 7.39 20.5 65.08 64.00 3.027000 154.04 7.53 20.5 65.08 64.00 D.028000 156.87 7.67 20.5 65.08 64.00 D.029000 159.65 7.80 20.5 65.08 64.00 0.030000 162.38 7.93 20.5 65.08 64.00 3.031000 165.06 8.07 20.5 65.08 64.00 D.032000 167.70 8.19 20.5 65.08 64.00 0.033000 170.30 8.32 20.5 65.08 64.00 D.034000 172.86 8.45 20.5 65.08 64.00 0.035000 175.39 8.57 20.5 65.08 64.00 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05111/04 12:05:07 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 N Table Rating Table for Irregular Channel Channel Slope (ft/ft) Discharge (cfs) Velocity (fus) Flo Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.036000 177.87 8.69 20.5 65.08 64.00 3.037000 180.33 8.81 20.5 65.08 64.00 0.038000 182.75 8.93 20.5 65.08 64.00 D.039000 185.14 9.05 20.5 65.08 64.00 3.040000 187.50 9.16 20.5 65.08 64.00 0.041000 189.82 9.28 20.5 65.08 64.00 D.042000 192.13 9.39 20.5 65.08 64.00 D.043000 194.40 9.50 20.5 65.08 64.00 D.044000 196.65 9.61 20.5 65.08 64.00 3.045000 198.87 9.72 20.5 65.08 64.00 0.046000 201.07 9.82 20.5 65.08 64.00 0.047000 203.24 9.93 20.5 65.08 64.00 0.048000 205.39 10.04 20.5 65.08 64.00 0.049000 207.52 10.14 20.5 65.08 64.00 D.050000 209.63 10.24 20.5 65.08 64.00 3.051000 211.71 10.34 20.5 65.08 64.00 D.052000 213.78 10.45 20.5 65.08 64.00 3.053000 215.82 10.55 20.5 65.08 64.00 D.054000 217.85 10.64 20.5 65.08 64.00 3.0550DO 219.86 10.74 20.5 65.08 64.00 3.056000 221.85 10.84 20.5 65.08 64.00 3.057000 223.82 10.94 20.5 65.08 64.00 0.058000 225.77 11.03 20.5 65.08 64.00 0.059000 227.71 11.13 20.5 65.08 64.00 0.060000 229.63 11.22 20.5 65.08 64.00 3.061000 231.54 11.31 20.5 65.08 64.00 0.062000 233.43 11.41 20.5 65.08 64.00 3.063000 235.30 11.50 20.5 65.08 64.00 0.064000 237.16 11.59 20.5 65.08 64.00 D.065000 239.01 11.68 20.5 65.08 64.00 3.066000 240.84 11.77 20.5 65.08 64.00 0.067000 242.66 11.86 20.5 65.08 64.00 0.068000 244.46 11.95 20.5 65.08 64.00 0.069000 246.25 12.03 20.5 65.08 64.00 D.070000 248.03 12.12 20.5 65.08 64.00 3.071000 249.80 12.21 20.5 65.08 64.00 D.072000 251.55 12.29 20.5 65.08 64.00 3.073000 253.29 12.38 20.5 65.08 64.00 D.074000 255.02 12.46 20.5 65.08 64.00 1075000 256.74 12.54 20.5 65.08 64.00 3.076000 258.44 12.63 20.5 65.08 64.00 D.077000 260.14 12.71 20.5 65.08 64.00 D.078000 261.82 12.79 20.5 65.08 64.00 3.079000 263.50 12.88 20.5 65.08 64.00 13.0800001 265,161 12.961 20.51 65.081 64.00 Project Engineer: ceazar aguilar q:\ ... \calcskflowmaster\street capacity caics.fm2 AEl-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04 12:05:07 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Interior Street - R1W To RNV - 8" Curb Worksheet for Irregular Channel Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.00051 05/11/04 12:05:41 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project Description Worksheet Interior Street - R/W To R/W - 8 Flow Element Irregular Channel Method Manning's Formula Solve For Discha�ge Input Data Channel Slope 005000 ft/ft Water Surface Elev. 0.75 ft Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coeffic 0.015 Elevation Range 100 to 0.75 Discharge 65.57 cfs Flow Area 20.4 ft2 Wetterd Perimetei 65.47 ft Top Width 64.00 ft Actual Depth 0.75 ft Critical Elevation 0.75 ft Critical Slope 0.004943 ft/ft Velocity 3.22 ft/s Velocity Head 0.16 ft Specific Energy 0.91 ft Froude Number 1.01 Flow Type 3upercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00.000 0+64.000 0.015 Natural Channel Points Station Elevation (ft) (ft) 0+00.000 0.75 0+11.500 0.52 0+12.000 0.67 0+12.000 0.00 0+13.500 0.12 0+13.500 0.15 0+32.000 0.52 0+50.500 0.15 0+50.500 0.12 0+52.000 0.00 0+52.000 0.67 0+52.500 0.52 0+64.000 0.75 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.00051 05/11/04 12:05:41 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 N 10 Project Description Worksheet Flow Element Method Solve For Input Data Table Rating Table for Irregular Channel Interior Street - R/W To R/W - 8 Irregular Channel Manning's Formula Discharge Water Surface Elev 0.75 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.002000 0.080000 0.001000 Channel Slope (ftift) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) D.002000 41.47 2.03 20.4 65.47 64.00 0.003000 50.79 2.49 20.4 65.47 64.00 0.004000 58.65 2.88 20.4 65.47 64.00 0.005000 '655-;� 3.22 20.4 65.47 64.00 0.006000 71.83 3.52 20.4 65.47 64.00 D.007000 77.59 3.81 20.4 65.47 64.00 D.008000 82.95 4.07 20.4 65.47 64.00 D.009000 87.98 4.32 20.4 65.47 64.00 D.010000 92.74 4.55 20.4 65.47 64.00 D.01 1000 97.26 4.77 20.4 65.47 64.00 D.012000 101.59 4.98 20.4 65.47 64.00 0.013000 105.74 5.19 20.4 65.47 64.00 0.014000 109.73 5.38 20.4 65.47 64.00 0.015000 113.58 5.57 20.4 65.47 64.00 0.016000 117.30 5.76 20.4 65.47 64.00 0.017000 120.91 5.93 20.4 65.47 64.00 D.018000 124.42 6.10 20.4 65.47 64.00 0.019000 127.83 6.27 20.4 65.47 64.00 D.020000 131.15 6.43 20.4 65.47 64.00 D.021000 134.39 6.59 20.4 65.47 64.00 0.022000 137.55 6.75 20.4 65.47 64.00 3.023000 140.64 6.90 20.4 65.47 64.00 D.024000 143.67 7.05 20.4 65.47 64.00 D.025000 146.63 7.19 20.4 65.47 64.00 D.026000 149.53 7.34 20.4 65.47 64.00 0.027000 152.38 7.48 20.4 65.47 64.00 D.028000 155.18 7.61 20.4 65.47 64.00 0.029000 157.92 7.75 20.4 65.47 64.00 D.030000 160.62 7.88 20.4 65.47 64.00 D.031000 163.28 8.01 20.4 65.47 64.00 D.032000 165.89 8.14 20.4 65.47 64.00 D.033000 168.46 8.27 20.4 65.47 64.00 0.034000 171.00 8.39 20.4 65.47 64.00 0.035000 173.49 8.51 20.4 65.47 64.00 Project Engineer: ceazar aguilar qA ... \calcs\fiowmasteAstreet capacity caIcs.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04, 12:05:49 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 !N [NJ @4 Table Rating Table for Irregular Channel Channel Slope (ft/ft) Discharge (cfs) Velocity (fus) Flo Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.036000 175.95 8.63 20.4 65.47 64.00 3.037000 178.38 8.75. 20.4 65.47 64.00 0.038000 180.78 8.87 20.4 65.47 64.00 0.039000 183.14 8.99 20.4 65.47 64.00 0.040000 185.47 9.10 20.4 65.47 64.00 0.041000 187.78 9.21 20.4 65.47 64.00 0.042000 190.05 9.33 20.4 65.47 64.00 0.043000 192.30 9.44 20.4 65.47 64.00 0.044000 194.52 9.54 20.4 65.47 64.00 0.045000 196.72 9.65 20.4 65.47 64.00 0.046000 198-90 9.76 20.4 65.47 64.00 D.047000 201.05 9.86 20.4 65.47 64.00 0.048000 203.17 9.97 20.4 65.47 64.00 0.049000 205.28 10.07 20.4 65.47 64.00 0.050000 207.36 10.17 20.4 65.47 64.00 0.051000 209.43 10.28 20.4 65.47 64.00 3.052000 211.47 10.38 20.4 65.47 64.00 0.053000 213.49 10.48 20.4 65.47 64.00 0.054000 215.50 10.57 20.4 65.47 64.00 0.055090 217.48 10.67 20.4 65.47 64.00 0.056000 219.45 10.77 20.4 65.47 64.00 D.057000 221.40 10.86 20.4 65.47 64.00 D.058000 223.34 10.96 20.4 65.47 64.00 0.059000 225.25 11.05 20.4 65.47 64.00 0.060000 227.16 11.15 20.4 65.47 64.00 0.061000 229.04 11.24 20.4 65.47 64.00 0.062000 230.91 11.33 20.4 65.47 64.00 0.063000 232.77 11.42 20.4 65.47 64.00 3.064000 234.61 11.51 20.4 65.47 64.00 D.065000 236.43 11.60 20.4 65.47 64.00 D.066000 238.24 11.69 20.4 65.47 64.00 0.067000 240.04 11.78 20.4 65.47 64.00 0.068000 241.83 11.87 20.4 65.47 64.00 D.069000 243.60 11.95 20.4 65.47 64.00 3.070000 245.36 12.04 20.4 65.47 64.00 0.071000 247.10 12.12 20.4 65.47 64.00 0.072000 248.84 12.21 20.4 65.47 64.00 0.073000 250.56 12.29 20.4 65.47 64.00 0.074000 252.27 12.38 20.4 65.47 64.00 0.075000 253.97 12.46 20.4 65.47 64.00 0.076000 255.66 12.54 20.4 65.47 64.00 D.077000 257.33 12.63 20.4 65.47 64.00 0.078000 259.00 12.71 20.4 65.47 64.00 0.079000 260.65 12.79 20.4 65.47 64.00 10.0800001 262.301 12.871 20.41 65.471 64.00 Project Engineer: ceazar aguilar q:\ ... \calcs\flowmaster\street capacity calcs.fm2 AEl-CASC Engineering FlowMaster v7.0 [7.0005] 05/11/04, 12:05:49 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 N APPENDIX C.2: CATCH BASIN CALCULATIONS Worksheet for Lat C4A M Project Description Flow Element: Curb Inlet In Sag Solve For: Spread Input Data Discharge: 6.40 ft3/S Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Curb Opening Length: 7.00 ft Opening Height: 11.00 in Curb Throat Type: Inclined Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 45.00 degrees Results 9pread: 16.87 ft Depth: 0.43 ft Gutter Depression: 0.09 ft Total Depression: 0.43 ft M M Worksheet for Lat C-61 0 Project Description Flow Element: Curb Inlet In Sag Solve For: Spread Input Data Discharge: 12.50 ftl/s Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Curb Opening Length: 10.00 ft Opening Height: 11.00 in Curb Throat Type: Horizontal Local Depression: 4.00 in Local Depression Width: 4.00 ft Throat Incline Angle: 90.00 degrees Results tpread: 23.20 ft Depth: 0.56 ft Gutter Depression: 0.09 ft Total Depression: 0.43 ft M 14 Ne Worksheet for Line C-3 - CB -"A" Project Description Flow Element: Curb Inlet On Grade Solve For: Efficiency Input Data Discharge: 3.50 ft3JS Slope: 0.01100 % Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 fuft Manning Coefficient: 0.013 Curb Opening Length: 7.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 100.00 % Intercepted Flow: 3.50 ftl/s Bypass Flow: 0.00 ftl/s Spread: 24.62 ft Depth: 0.59 ft Flow Area: 6.13 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 0.57 ft/s Equivalent Cross Slope: 0.03889 ft/ft Length Factor: 1.12 Total Interception Length: 6.26 ft Worksheet for Line C-3 - CB -"B" NOW Project Description Flow Element: Curb Inlet On Grade Solve For: Efficiency Input Data Discharge: 9.60 ft3JS Slope: 0.01100 % Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Curb Opening Length: 10.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 99.38 % intercepted Flow: 9.54 ftl/s Bypass Flow: 0.06 ft3/S Spread: 36.12 ft Depth: 0.82 ft Flow Area: 13.12 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 0.73 fus Equivalent Cross Slope: 0.03262 ft/ft Length Factor: 0.94 Total Interception Length: 10.63 ft @4 Worksheet for Line C-3 - CB -"D" Project Description Flow Element: Curb Inlet On Grade Solve For: Efficiency Input Data Discharge: 13.60 ft3/S Slope: 3.53000 % Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0-02 ft/ft Manning Coefficient: 0.013 Curb Opening Length: 28.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 76.45 % Intercepted Flow: 10-40 ft3/S Bypass Flow: 3.20 ftl/s Spread: 13.58 ft Depth: 0.37 ft Flow Area: 1.92 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 7.10 ft/S Equivalent Cross Slope: 0.05519 ft/ft Length Factor: 0.55 Total Interception Length: 50.71 ft N Worksheet for Line C-3 - CB -"E" Project Description Flow Element: Curb Inlet On Grade Solve For: Efficiency Input Data Discharge: 2.00 ftl/s Slope: 0.04000 % Gutter Width: 1.50 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 fuft Manning Coefficient: 0.013 Curb Opening Length: 10.00 ft Local Depression: 4.00 in Local Depression Width: 4.00 ft Results Efficiency: 100.00 % Intercepted Flow: 2.00 ftl/s Bypass Flow: 0.00 ftl/s Spread: 15.44 ft Depth: 0.40 ft Flow Area: 2.46 ft2 Gutter Depression: 0.09 ft Total Depression: 0.43 ft Velocity: 0.81 fus Equivalent Cross Slope: 0.05077 fuft Length Factor: 1.61 Total Interception Length: 6.22 ft m i A Worksheet for CP -1 (Roadrunner Road) 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: InWrcepted 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 4.50 0.01700 1.50 0.0833 0.0200 0.015 21.00 4.00 4.00 99.95 4.50 0.00 10.65 0.31 1.20 0.09 0.43 3.73 0.06490 0.99 21.31 ft3/S fuft ft ft/ft fuft ft in ft ft3/S ftl/s ft ft ft2 ft ft fus fuft ft CC)YOTE PEVELOPEMC�Jl- -AM "T 47 46 70 0 1 1 40 1A too's 52 N11 11 W� 1.0 3a 77Z lt 11 PM.F, 1221571 Li v 0 -741 '*6 Q, o a &S rg e-3 li�li 91 1 1ii -a 114 11,96 zzo,6. r -A -7Z 3.8 12 SS �1' I \ p los LIME" 6 �5 6 u-249. si PA 11.5 SF 2 ?6 i 17 is 19 ce 6 7 all 2 7 73 -2 7f 70 69 -S- 17 9i 9� 66 B7 w 85 18, Ai til IkA % 94\ IN < rg il i Xc J7 "Os R Im 7 V, INI T - \ , , � r— 1'5'0 IL V -p IV `7 E?( t -A. n �!p 63 77-h,� I ILI- 47 43Mt 3 /1"'5- 4:- 7 Z, lit A PEW* Q100 50- AW J rpoef MA#j cj� *j?w wt * W foce, AmAcY616 41.4 CITY OF FONTANA CATCH BASIN EXHIBIT TRACTS 16326, 16325-1, 16325-2 & 14274 /* ;X, �c BL,#! 4 #13! A CB # A ........ ... 77� --- ------ ----- cs 466 Ne TRACT 14274-1 60 LINE -H- CB #�A T #1 IT GB F5 CFS x\ r 0 CB #1 =3 < CS #6 CB #4 CB #3 W -W 4NTERSTATE15 At D UN C.ANYON -DUNCAN 'ROAD CHERRY 'U AVENU "�r LME CREEK W -A. ROAD SUMMIT AVENUE SITE LOCATION LO Q�UZNCAN ROAD V7 I TY MAP At LOT 58 6 Sc*LE I it.100of T?-PjCT 624b - F 68 67 66 6 15) 62 E -- - ---- F--7 7 i z- �Ji 6 T" cy I (D T. 6 VWE 'be -3" ixtow OW loo -VK rLowgAM r I. -t - EFFECTIVE P -tow "Tc 01prec ew, r-WEAX# PIPE Rcw9-#'YTE �jov-'4'r-) y SY VA* P9,00 Sr STIZIE fT' IMLOW 0 32 -t 3.q 0= I J-0 C','] 9. '��7L 0 7 ID ,2 -7 OT D cfs 7 B �Ji T" cy I (D T. 6 VWE 'be -3" ixtow OW loo -VK rLowgAM r I. -t - EFFECTIVE P -tow "Tc 01prec ew, r-WEAX# PIPE Rcw9-#'YTE �jov-'4'r-) y SY VA* P9,00 Sr STIZIE fT' IMLOW 0 32 -t 3.q 0= I J-0 C','] 9. '��7L 0 7 ID ,2 -7 OT D cfs A APPENDIX CA: LINE "A" WSPGN CALCULATIONS 0 - N 0 0 A FILE: linea.WSW W S P G W - CIVILDESIGN Version 1J.04 PAGE I Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-29-2005 Time: 4: 3:37 52637 COYOTE CANYON WSPG RUN FOR LINE A FN:LINEA.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow TopIHeight1IBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorM Dp I "N" I X-Fallj ZR' IType Ch 1002.510 1766.410 2.225 1768.635 614.00 27.60 11.83 1780.46 2.96 4.89 10.00 7.000 10.000 .00 0 .0 31.052 .0461 .0373 1.16 5.18 3.26 2.08 .014 .00 .00 BOX I I I I I I I I I 1033.562 1767.842 2.253 1770.096 614.00 27.25 11.53 1781.62 2.88 4.89 10.00 7.000 10.000 .00 0 .0 79.088 .0461 .0343 2.71 5.14 3.20 2.08 .014 .00 .00 BOX I I I I I I I I I 1112.650 1771.490 2.363 1773.853 614.00 25.98 10.48 1784.33 .00 4.89 10.00 7.000 10.000 .00 0 .0 21.610 .0463 .0311 .67 2.36 2.98 2.08 .014 .00 .00 BOX I I I I I I I I I 1134.260 1772.490 2.407 1774.897 614.00 25.51 10.10 1785.00 .00 4.89 10.00 8.000 10.000 .00 0 .0 TRANS STR .0295 .0303 .46 2.41 2.90 .014 .00 .00 RECTANG I I I I I I I I I 1149.490 1772.940 2.405 1775.345 614.00 25.53 10.12 1785.47 .00 4.89 10.00 6.000 10.000 .00 0 .0 408.260 .0303 .0301 12.28 2.40 2.90 2.40 .014 .00 .00 RECTANG I I I I I I I I I 1557.750 1785.320 2.418 1787.738 614.00 25.39 10.01 1797.75 .00 4.89 10.00 6.000 10.000 .00 0 .0 30.003 .0482 .0284 .85 2.42 2.88 2.05 .014 .00 .00 RECTANG I I I I I I I I I 1587.753 1786.766 2.504 1789.271 614.00 24.52 9.33 1798.60 .00 4.89 10.00 6.000 10.000 .00 0 .0 31.607 .0482 .0252 .80 2.50 2.73 2.05 .014 .00 .00 RECTANG I I I I I I I I I 1619.360 1788.290 2.627 1790.917 614.00 23.38 8.49 1799.40 1.70 4.89 10.00 6.000 10.000 .00 0 .0 16.870 .0482 .0225 .38 4.32 2.54 2.05 014 00 .00 RECTANG I I I I I I I I I I 1636.230 1789.103 2.710 1791.814 614.00 22.66 7.97 1799.78 1.59 4.89 10.00 6.000 10.000 .00 0 .0 21.078 .0482 .0201 .42 4.30 2.43 2.05 .014 .00 .00 RECTANG 101 A FILE: linea.WSW W S P G W - CIVILDESIGN Version 1J.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-29-2005 Time: 4: 3:37 52637 COYOTE CANYON WSPG RUN FOR LINE A FN:LINEA.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW TOPIHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1657.309 1790.120 2.842 1792.962 614.00 21.60 7.25 1800.21 1.45 4.89 10.00 6.000 10.000 .00 0 .0 16.962 .0482 .0176 .30 4.29 2.26 2.05 .014 .00 .00 RECTANG I I I I I I I I I I I 1674.271 1790-937 2.981 1793.918 614.00 20.60 6.59 1800.51 1.32 4.89 10.00 6.000 10.000 .00 0 .0 13.789 .0482 .0153 .21 4.30 2.10 2.05 .014 .00 .00 RECTANG I I I I I I I I I I I 1688.060 1791.602 3.127 1794.729 614.00 19.64 5.99 1800.72 .00 4.89 10.00 6.000 10.000 .00 0 .0 8.190 .0486 .0137 .11 3.13 1.96 2.05 .014 .00 .00 RECTANG I I I I I I I I I I I 1696.250 1792.000 3.235 1795.235 614.00 18.98 5.59 1800.83 .00 4.89 10.00 6.000 10.000 .00 0 .0 TRANS STR .1000 .0121 .36 3.23 1.86 .015 .00 .00 RECTANG I I I I I I I I I I I 1726.250 1795.000 2.845 1797.845 614.00 15.13 3.55 1801.40 .00 3.98 18.54 8.000 10.000 1.50 0 .0 TRANS STR .0384 .0533 1.39 2.85 1.80 .035 .00 1.50 TRAP I I I I I I I I I I I 1752.260 1796.000 3.950 1799.950 614.00 13.84 2.97 1802.92 .00 4.91 25.94 96 0 .0 TRANS STR .0300 .0359 1.20 3.95 1.86 .035 IR -OPEN I I I I I I I I I I I 1 1 1785.600 1797.000 6.095 1803.095 614.00 8.81 1.20 1804.30 .00 6.10 28.99 97 0 .0 A APPENDIX C.5: LINE "B" WSPGN CALCULATIONS [A No A [A Tl T2 T3 so R WX R WE TS R ix R R R R R TS WX R R ix R R WPV, TS R R R R TS TS ix TS SH CD CD CD CD CD CD CD CD CD ,CD CD CD CD CD CD Q 52637 COYOTE CANYON WSPG RUN FOR LINE "B" .000 FN:LINE "B".WSW 45.0 1395.9801618.020 13 1475.9801618.420 12 .035 1475.9801618.420 11 .035 1686.2501627.840 11 .014 1686.2501627.840 12 .250 1736.2501630.390 2 .014 1772.0401632.220 2 .014 1777.8101632.520 2 4 .014 21.100 1800.6301633.680 2 .014 2098.6001648.880 2 .014 2342.2201661.307 2 .014 2450.1901666.815 2 .014 2722.3901680.690 2 .014 2822.3901685.470 5 .014 2822.3901685.470 15 .000 2857.9501687.170 15 .014 3034.8001695.610 15 .014 3037.8001695.770 15 9 .014 12.000 3049.5001696.330 15 .014 3102.8301698.880 15 .014 3102.8301698.880 5 .250 3202.8301705.960 2 .014 3301.7701712.965 2 .014 3421.1001721.414 2 .014 3545.1201730.660 2 .014 3831.5501752.020 2 .014 3931.5501759.670 14 .014 4004.8401768.460 8 .014 4005.8401768.580 6 3 .014 4-61.300' 4075.9101777.000 7 .014 4075.9101777.000 7 1 3 0 .000 10.000 14.000 2 2 0 .000 6.000 15.000 3 2 0 .000 6.000 10.000 4 �,4 1 .000 3.000 j,0,1". 0 0 0 50q -e �449- 6.000 '429 QQO 6 0 .000 6.000 36.000 7 2 0 .000 6.000 70.000 8 2 0 .000 6.000 46.000 9 4 1 .000 2.500 .000 10 3 0 .000 6.000 14.000 11 3 0 .000 10.000 14.000 12 2 0 .000 10.000 14.000 13 2 0 .000 10.000 60.000 14 2 0 to��.000 6.000 20.000 15 3 1 Z-049 6.000 1212.100 .0 Lk 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1628.420 1632.860 1766.410 1777.000 .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 kL - .000 .000 0 .000 .000 0 -48.190 .000 0 .000 .000 45.0 .000 .000 -34.145 .000 12.372 .000 11.459 .000 .000 0 4.075 .000 0 .000 .000 0 90.0 .000 .000 .000 0 6.111 .000 0 11.458 .000 6.837 7.106 .000 .000 .000 -14.036 .000 .000 FILE: lineb.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 2:49:11 52637 COYOTE CANYON WSPG RUN FOR LINE "B" FN:LINE "B".WSW Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/I 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-Fallj ZR- IType Ch 1395.980 1618.020 10.400 1628.420 1706.50 2.73 .12 1628.54 .00 2.93 60.00 10.000 60.000 .00 0 .0 1395.980 1618.020 5.095 1623.115 1706.50 23.92 8.89 1632.00 .00 7.73 14.00 10.000 14.000 .00 0 .0 6.988 .0050 .0793 .55 5.09 1.87 14.44 .035 .00 .00 RECTANG 1402.968 I 1618.055 I 4.902 I I 1622.957 I 1706.50 24.86 I 9.60 1632.56 .00 I 7.73 14.00 10.000 I 14.000 .00 0 .0 8.658 .0050 .0895 .78 4.90 1.98 14.44 .035 .00 .00 RECTANG 1411.626 I I 1618.098 4.674 I I 1622.772 I 1706.50 26.08 I 10.56 1633.33 .00 I 7.73 14.00 10.000 I 14.000 .00 0 .0 8.617 .0050 .1023 .88 4.67 2.13 14.44 .035 .00 .00 RECTANG 1420.243 I 1618.141 I 4.457 I I 1622.598 I 1706.50 27.35 I 11.62 1634.21 .00 I 7.73 14.00 10.000 I 14.000 .00 0 .0 8.520 .0050 .1170 1.00 4.46 2.28 14.44 .035 .00 .00 RECTANG 1428.763 I 1618.184 I 4.249 I I 1622.433 I 1706.50 28.69 I 12.78 1635.21 .00 I 7.73 14.00 10.000 I 14.000 .00 0 .0 8.380 .0050 .1339 1.12 4.25 2.45 14.44 .035 .00 .00 RECTANG 1437.143 I 1618.226 I 4.051 I I 1622.277 I 1706.50 30.09 I 14.06 1636.33 .00 I 7.73 I 14.00 10.000 I 14.000 .00 0 .0 8.205 .0050 .1533 1.26 4.05 2.63 14.44 .035 .00 .00 RECTANG 1445.347 I 1618.267 I 3.863 I I 1622.130 I 1706.50 31.55 I 15.46 I 1637.59 .00 I 7.73 I 14.00 10.000 I I 14.000 .00 0 .0 8.004 .0050 .1757 1.41 3.86 2.83 14.44 .035 .00 .00 RECTANG 1453.351 I 1618.307 I 3.683 I I 1621.990 I 1706.50 33.10 I 17.01 I 1639.00 .00 I 7.73 I 14.00 10.000 I I 14.000 .00 0 .0 7.782 .0050 .2015 1.57 3.68 3.04 14.44 .035 .00 .00 RECTANG 0 0 0 FILE: lineb.wsw W S P G W - CIVILDESIGN Version 14,.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 2:49:11 52637 COYOTE CANYON WSPG RUN FOR LINE "B" FN:LINE "B".WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/I 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 'IN" I X-Fallj ZR- IType Ch 1461.133 1618.346 3.512 1621.858 1706.50 34.71 18.71 1640.57 .00 7.73 14.00 10.000 14.000 .00 0 .0 7.547 .0050 .2313 1.75 3.51 3.26 14.44 .035 .00 .00 RECTANG I I I I I I I I I 1468.680 1618.384 3.348 1621.732 1706.50 36.40 20.58 1642.31 .00 7.73 14.00 10.000 14.000 .00 0 .0 7.300 .0050 .2656 1.94 3.35 3.51 14.44 .035 .00 .00 RECTANG I I I I I I I I I 1475.980 1618.420 3.192 1621.613 1706.50 38.18 22.64 1644.25 2.54 7.73 14.00 10.000 14.000 .00 0 .0 WALL EXIT 1475.980 1618.420 3.191 1621.611 1706.50 38.20 22.66 1644.27 2.54 0 �73 14.00 10.000 14.000 .00 0 .0 210.270 .0448 .0458 9.641 5 73 3.77 3.21 014 00 .00 BOX 1686.250 1627.840 3.175 1631.015 1706.50 38.39 22.8AI .00 7.73 14.00 10.000 14.000 .00 0 .0 TRANS STR .0510 471 2.35 3.18 3.80 .014 .00 .00 RECTANG 1736.250 1630.390 2.962 1633.352 1706. 38.41 22.90 1656.26 .00 7.38 15.00 6.000 15.000 .00 0 .0 35.790 .0511 .0478 1:71 2.96 3.93 2.90 .014 .00 .00 RECTANG 1772.040 1632.220 2.970 1635 0 1706.50 38.30 22.78 1657.97 .00 7.38 15.00 6.000 15.000 .00 0 .0 JUNCT STR .0520 .0488 .28 2.97 3.92 .014 .00 .00 RECTANG 1777.810 1632.520 2. 6 1635.416 1685.40 38.80 23.38 1658.79 .00 7.32 15.00 6.000 15.000 .00 0 .0 22.820 .0508 .0500 1.14 2.90 4.02 2.88 .014 .00 .00 RECTANG 1800.630 1633.6 2.897 1636.577 1685.40 38.78 23.36 1659.93 1040 7.32 15.00 6.000 15.000 .00 0 .0 297.970 510 .0490 14.59 4.30 4.02 8 .014 .00 .00 RECTANG &41 FILE: lineb.wsw W S P G W - CIVILDESIGN Version 14 Program Package Serial Number: 1420 �.04 PAGE 3 WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 2:49:11 52637 COYOTE CANYON WSPG RUN FOR LINE "B" FN:LINE "B".WSW Invert Depth Water Q Vel Vel I Energy I super IcriticaliFlow ToplHeight/I 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-Fallj ZR- IType Ch 2098.600 1648.880 2::'El! 11 8 22.71 1674.53 .00 7.32 15.00 6.000 15.000 .00 0 .0 Ii: 3 13 8 22 7 1 6 4 24 53 0 0- 7 ' 32 243*6201 �,O511 .045 - 1 1.18 2.94 3.93 2.88 .014 .00 .00 RECTANG I I I I I I I I I 2342.220 1661.307 3.028 1664.335 16815.40 37.10 21.38 16 5.71 28 7.3 ; 15.00 j6 . QQJQ 8 2 15.000 .00 0 .0 8 .0 6 .014 .00 .00 RECTANG 7.970 .0510 .0423 4.57 4.3 2.88 04. 1 1 1+-2- I(w I I I I I 2450.190 16 815 3.103 1669.917 1685.40 36.22 20.37 1690.28 .00 15.00 ,6.000 15.000 .00 0 .0 116.989 0510- .0385 4.51 3.10 3.62 2.88 .014 .00 .00 RECTANG 2567.178 1672.778 676.009 1685.40 34.78 18.78 1694.79 .00 7.32 15.00 6.000 15.000 .00 0 .0 90.679 .0510 .0339 3.07 3.23 3.41 2.88 .014 .00 .00 RECTANG I I I I I I I I I I I I I 2657,857 1677,401 3*381 1610,719 1685,40 33*16 17*07 1697*16 *00 7*32 15,00 6*000 15*000 *00 0 0 64.5321 .0510 1 1 .0295 1 1.90 1 3.39 1 3.17 1 2.88 1 .014 1 .00 1 .00 1 RECTANG 2722.390 1680.690 3.554 1684.244 1685.40 31.62 15.52 1699.77 .93 7.32 15.00 6.000 15.000 .00 0 .0 TRANS STR- 0478 .0398 3.98 4.49 2.96 .014 .00 .00 RECTANG I I I I I I I I I I I I 2 822.390 1685.470 1.769 1687.239 1685.40 32.86 16.77 1704.01 1.95 4.72 29.00 6.000 29.000 .00 0 .0 WALL EXIT 2822.390 1685.470 1.833 1687.303 1685-40 32.84 16.74 1704.05 1.88 4.83 29.00 6.000 29.000 .00 1 1.0 35.560 .0478 .0593 2.11 3.71 4.35 1.95 .014 .00 .00 Box 2857.950 1687.170 1.810 1688.980 1685.40 33.26 17.18 1706.16 .00 4.83 29.00 6.000 29.000 .00 1 1.0 35.941 .0477 .0620 2.23 1.81 4.43 1.96 .014 .00 .00 BOX FILE: lineb.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 2:49:11 52637 COYOTE CANYON WSPG RUN FOR LINE "B" FN:LINE "B".WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/I 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 DpthIFroude NINorrn Dp I "N" I X-Fallj ZR- IType Ch 2893.891 1688.885 1.782 1690.667 1685.40 33.78 17.72 1708.39 .00 4.83 29.00 6.000 29.000 .00 1 1.0 81.551 .0477 .0684 5.58 1.78 4.54 1.96 .014 .00 .00 BOX I I I I I I I I I 2975.442 1692.777 1.699 1694.476 1685.40 35.43 19.49 1713.97 .00 4.83 29.00 6.000 29.000 .00 1 1.0 59.358 .0477 .0792 4.70 1.70 4.87 1.96 .014 .00 .00 BOX I I I I I I I I I 3034.800 1695.610 1.620 1697.230 1685.40 37.16 21.44 1718.67 .00 4.83 29.00 6.000 29.000 .00 1 1.0 JUNCT STR 0533 .0867 .26 1.62 5.24 014 00 00 BOX I I I I I I I 3037.800 1695.770 1.593 1697.363 1673.40 37.53 21.87 1719.23 .00 4.80 29.00 6.000 29.000 .00 1 1.0 11.700 .0479 .0900 1.05 1.59 5.33 1.95 .014 .00 .00 BOX I I I I I I I I I 3049.500 1696.330 1.574 1697.904 1673.40 37.97 22.38 1720.29 2.51 4.80 29.00 6.000 29.000 .00 1 1.0 13.065 .0478 .0936 1.22 4.08 5.43 1.95 .014 .00 .00 BOX I I I I I I I I I 3062.565 1696.955 1.552 1698.507 1673.40 38.50 23.01 1721.52 2.58 4.80 29.00 6.000 29.000 .00 1 1.0 40.265 .0478 .1032 4.15 4.13 5.54 1.95 .014 .00 .00 BOX I I I I I I I 3102.830 1698.880 1.480 1700.360 1673.40 40.38 25.31 1725.67 2.83 4.80 29.00 6.000 29.000 .00 1 1.0 WALL ENTRANCE I 3102.830 1698.880 1.378 1700.258 1673.40 41.89 7.25 1727.50 3.16 4.69 29.00 6.000 29.000 .00 0 .0 TRANS STR .0708 .0907 9.07 4.54 6.29 .014 .00 .00 RECTANG )043 2 0 '1 2 4 1 89 3202.830 1705.960 2.617 1708.577 1673.40 42 63 8.21 1736.79 .00 7.28 15.00 6.000 15.000 .00 0 .0 98.940 .0708 0657 6.50 2.62 4.64 2.56 .014 .00 .00 RECTANG L/ V UT- 110 fPj 0 0 0 FILE: lineb.WSW W S P G W - CIVILDESIGN Version 14,.04 PAGE 5 Program Package Serial Number: 1420 V-0 A7" 52637 COYOTE CANYON WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 2:49:11 WSPG RUN FOR LINE "B" 0� FN:LINE "B".WSW Invert Depth Water Q Vel Vel V Vel n r nergy I g super IcriticallFlOW ToplHeight/I Base Wtj iNo Wth Station I Elev (FT) Elev (CFS) I IFPS, (FPS) e1 He Hea a re Ey 1 Grd.El.I G d Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I A Ave v e F HF ISE S DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 3301.770 1712.965 2.642 1715.607 1673.40 42.23 27.69 1743.30 .83 7.28 15.00 6.000 15.000 .00 0 .0 -I- 119.330 -I- .0708 -I- -I- - - -1 -1- .0632 -1- 7.54 -1- 3.47 -1- 4.58 -1- 2.56 -1- .014 -1- .00 .00 1- RECTANG 3421.100 1721.414 2.689 1724.103 1673.4 41.49 26.73 1750.83 .80 7.28 15.00 6.000 15.000 .00 0 .0 124.020 .0746 .0578 7.17 3.49 4.46 2.52 .014 .00 .00 RECTANG 3545.120 1730.660 2.806 1733.467 1673.40 39.75 24.54 1758.00 .00 7.28 15.00 6.000 15.000 .00 0 .0 1.035 .0746 .0541 2.81 4.18 2.52 .014 .00 .00 RECTANG 3546.155 1730.737 2.808 1733.545 1673.40 39.74 758.06 .00 7.28 15.00 6.000 15.000 .00 0 .0 86.928 .0746 .0505 4.39 2.81 4.18 2.52 .014 .00 .00 RECTANG 3633.083 1737.220 1740.�:!: 1673.4 .89 22.29 1762.45 .00 7.28 15.00 6.000 15.000 .00 0 .0 61.312 6 A .0439 2.69 2.94 3.89 2.52 .014 .00 .00 RECTANG 3694.395 1 41. 3.088 1744 80 1673.4 2 20.26 1765.14 .00 7.28 15.00 6.000 15.000 .00 0 .0 46.403 .0381 1.77 3.09 3.62 2.52 .014 .00 .00 RECTANG 3740.798 1745. 52 3.239 1748. 91 1673.40 34.44 18.42 1766.91 .00 7.28 15.00 6.000 15.000 .00 0 .0 36.614 0 46 .0332 1.21 3.24 3.37 2.52 .014 .00 .00 RECTANG 3777.412 1747.983 3.397 1751.380 1673.40 32.84 16.75 1768.13 .00 7.28 15.00 6.000 15.000 .00 0 .0 29.669 746 .0288 .86 3 .40f 3.14 2.52 014 00 .00 RECTANG 3807.081 17 0.195 3.563 1753 758 1673.40 31.31 15.22 1768.98 .00 7.28 15.00 6.000 15.000 .00 0 .0 24.469 0746 51 .61 3.56 2.92 2.52 .014 .00 .00 RECTANG FILE: lineb.wsw W S P G W - CIVILDESIGN Version 14.04 PAGE 6 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 2:49:11 52637 COYOTE CANYON WSPG RUN FOR LINE "B" FN:LINE "B".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/I 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 jPrs/Pip L/Elem, ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 3831.550 1752.020 3.737 1755.757 1673.40 29.85 13.84 1769.60 .00 7.28 15.00 6.000 15.000 .00 0 .0 TRANS STR 0765 .0187 1.87 3.74 2.72 014 00 .00 RECTANG I I I I I I I I 3931.550 1759.670 3.517 1763.187 1673.40 23.79 8.79 1771.97 .00 6.01 20.00 6.000 20.000 .00 0 .0 TRANS STR 1199 .0094 .69 3.52 2.24 .014 .00 .00 RECTANG I I I I I I I I I I I 4004.840 1768.460 2.730 1771.190 1673.40 13.32 2.76 1773.95 .00 3.45 46.00 6.000 46.000 .00 0 .0 JUNCT STR 1200 .0073 .01 2.73 1.42 .014 .00 .00 RECTANG I I I I I I I I I I I 4005.840 1768.580 2.104 1770.684 1212.10 16.01 3.98 1774.66 .00 3.28 36.00 6.000 36.000 .00 0 .0 4075.910 1777.000 2.104 1779.104 1212.10 8.23 1.05 1780.16 .00 2.10 70.00 6.000 70.000 .00 0 .0 Tl 52641 COYOTE CANYON T2 WSPGN RUN FOR LINE "B-2" T3 FN: LINEB2.WSW so 1004.0301632.860 1 R 1012.6301633.020 1 R 1030.3001633.370 1 R 1080.0001634.360 1 R 1225.7001635.900 1 ix 1229.7001635.950 3 2 R 1243.6701636.100 3 R 1266.9301636.350 3 R 1327.8401641.030 3 WE 1327.8401641.030 4 SH 1327.8401641.030 4 CD 1 4 1 .000 3.000 CD 2 4 1 .000 2.500 CD 3 4 1 .000 3.000 CD 4 2 0 .000 5.430 Q 29.000 .0 m .013 .013 .013 .013 .013 .013 .013 .013 .250 35.000 .000 .000 .000 .000 .000 .000 14.000 .000 1635.420 - 1636.210 1641.030 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 0 . 000 -45.000 0 .000 .000 0 .000 .000 0 45.0 .000 .000 .000 0 .000 59.234 0 .000 .000 0 0 FILE: lineb2.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time:10: 3:39 52641 COYOTE CANYON WSPGN RUN FOR LINE "B-21, FN: LINEB2.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1004.030 1632.860 1.954 1634.814 64.00 13.13 2.68 1637.49 .00 2.57 2.86 3.000 .000 .00 1 .0 8.600 .0186 .0159 .14 1.95 1.77 1.86 .013 .00 .00 PIPE 1012.630 1633.020 1.966 1634.985 64.00 13.04 2.64 1637.63 .00 2.57 2.85 3.000 .000 .00 1 .0 17.670 .0198 .0153 .27 1.97 1.75 1.82 .013 .00 .00 PIPE 1030.300 1633.370 2.006 1635.376 64.00 12.74 2.52 1637.90 .00 2.57 2.82 3.000 .000 .00 1 .0 2.763 .0199 .0148 .04 2.01 1.68 1.81 .013 .00 .00 PIPE 1033.063 1633.425 2.014 1635.439 64.00 12.68 2.50 1637.94 .00 2.57 2.82 3.000 .000 .00 1 .0 22.835 .0199 .0139 .32 2.01 1.67 1.81 .013 .00 .00 PIPE 1055.897 1633.880 2.103 1635.983 64.00 12.09 2.27 1638.25 .00 2.57 2.75 3.000 .000 .00 1 .0 14.773 .0199 .0124 .18 2.10 1.53 1.81 .013 .00 .00 PIPE 1070.670 1634.174 2.198 1636.372 64.00 11.53 2.06 1638.44 .00 2.57 2.66 3.000 .000 .00 1 .0 9.330 .0199 .0111 :10 2.20 1.40 1.81 .013 .00 .00 PIPE 1080.000 1634.360 2.303 1636.663 64.00 10.99 1.88 1638.54 .00 2.57 2.53 3.000 .000 .00 1 .0 59.891 .0106 .0104 .62 2.30 1.28 2.30 .013 .00 .00 PIPE 1139.891 1634.993 2.316 1637.309 64.00 10.93 1.85 1639.16 .00 2.57 2.52 3.000 .000 .00 1 .0 74.257 .0106 .0099 .73 2.32 1.26 2.30 .013 .00 .00 PIPE 1214.148 1635.778 2.433 1638.211 64.00 10.42 1.69 1639.90 .00 2.57 2.35 3.000 .000 .00 1 .0 11.552 .0106 .0090 .10 2.43 1.14 2.30 .013 .00 .00 PIPE 0 0 0 FILE: lineb2.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time:10: 3:39 52641 COYOTE CANYON WSPGN RUN FOR LINE "B -2 - FN: LINEB2.WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1225.700 1635.900 2.569 1638.469 64.00 9.93 1.53 1640.00 .00 2.57 2.10 3.000 .000 .00 1 .0 JUNCT STR .0125 .0052 .02 2.57 1.00 .013 .00 .00 PIPE 1229.700 1635.950 4.104 1640.054 29.00 4.10 .26 1640.32 .00 1.74 .00 3.000 .000 .00 1 .0 13.970 .0107 .0019 .03 4.10 .00 1.36 .013 .00 .00 PIPE 1243.670 1636.100 3.980 1640.080 29.00 4.10 .26 1640.34 .00 1.74 .00 3.000 .000 .00 1 .0 23.260 .0107 .0019 .04 3.98 .00 1.36 .013 .00 .00 PIPE 1266.930 1636.350 3.825 1640.175 29.00 4.10 .26 1640.44 .00 1.74 .00 3.000 .000 .00 1 .0 9.430 .0768 .0019 .02 3.83 .00 .80 .013 .00 .00 PIPE 1276.360 1637.074 3.116 1640.191 29.00 4.10 .26 1640.45 .00 1.74 .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP 1276.360 1637.074 .907 1637.982 29.00 16.08 4.02 1642.00 .00 1.74 2.76 3.000 .000 .00 1 .0 9.890 .0768 .0448 :44 .91 3.50 .80 .013 .00 .00 PIPE 1286.249 1637-834 .939 1638.773 29.00 15.31 3.64 1642.42 .00 1.74 2.78 3.000 .000 .00 1 .0 7.901 .0768 .0391 .31 .94 3.27 .80 .013 .00 .00 PIPE 1294.150 1638.441 .972 1639.413 29.00 14.60 3.31 1642.72 .00 1.74 2.81 3.000 .000 .00 1 .0 6.248 .0768 .0343 .21 .97 3.06 .80 .013 .00 .00 PIPE 1300.397 1638.921 1.007 1639.928 29.00 13.92 3.01 1642.94 .00 1.74 2.83 3.000 .000 .00 1 .0 5.097 .0768 .0300 .15 1.01 2.86 .80 .013 .00 .00 PIPE W 0 0 FILE: lineb2.WSW W S P G W - CIVILDESIGN Version 14,.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time:10: 3:39 52641 COYOTE CANYON WSPGN RUN FOR LINE "B-2-1 FIN: LINEB2.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/1 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 DpthlFroude NjNorrn DP I 'IN" I X-Fallj ZR- IType Ch 1305.495 1639.313 1.042 1640.355 29.00 13.27 2.74 1643.09 .00 1.74 2.86 3.000 .000 .00 1 .0 4.171 .0768 .0263 .11 1.04 2.68 .80 .013 .00 .00 PIPE 1309.666 1639.634 1.080 1640.714 29.00 12.66 2.49 1643.20 .00 1.74 2.88 3.000 .000 .00 1 .0 3.499 .0768 .0231 .08 1.08 2.50 .80 .013 .00 .00 PIPE 1313.165 1639-902 1.118 1641.021 29.00 12.07 2.26 1643.28 .00 1.74 2.90 3.000 .000 .00 1 .0 2.908 .0768 .0202 .06 1.12 2.34 .80 .013 .00 .00 PIPE 1316.073 1640.126 1.159 1641.285 29.00 11.51 2.06 1643.34 .00 1.74 2.92 3.000 .000 .00 1 .0 2.452 .0768 .0178 .04 1.16 2.18 .80 .013 .00 .00 PIPE 1318.525 1640.314 1.201 1641.515 29.00 10.97 1.87 1643.38 .00 1.74 2.94 3.000 .000 .00 1 .0 2.072 .0768 .0156 .03 1.20 2.04 .80 .013 .00 .00 PIPE 1320.597 1640.474 1.244 1641.718 29.00 10.46 1.70 1643.42 .00 1.74 2.96 3.000 .000 .00 1 .0 1.717 .0768 .0137 :02 1.24 1.90 .80 .013 .00 .00 PIPE 1322.314 1640.605 1.290 1641.896 29.00 9.97 1.54 1643.44 .00 1.74 2.97 3.000 .000 .00 1 .0 1.426 .0768 .0120 .02 1.29 1.78 .80 .013 .00 .00 PIPE 1323.740 1640-715 1.338 1642.053 29.00 9.51 1.40 1643.46 .00 1.74 2.98 3.000 .000 .00 1 .0 1.187 .0768 .0106 .01 1.34 1.66 .80 .013 .00 .00 PIPE 1324.927 1640.806 1.387 1642.193 29.00 9.07 1.28 1643.47 .00 1.74 2.99 3.000 .000 .00 1 .0 .933 .0768 .0093 .01 1.39 1.55 .80 .013 .00 .00 PIPE FILE: lineb2.wsw W S P G W CIVILDESIGN Version 14,,04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time:10: 3:39 52641 COYOTE CANYON WSPGN RUN FOR LINE 11B-21' FN: LINEB2.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El-I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falli ZR- IType Ch 1325.860 1640.878 1.440 1642.318 29.00 8.64 1.16 1643.48 .00 1.74 3.00 3.000 .000 .00 1 .0 .750 .0768 .0082 .01 1.44 1.44 .80 .013 .00 .00 PIPE 1326.610 1640.935 1.494 1642.430 29.00 8.24 1.05 1643.48 .00 1.74 3.00 3.000 .000 .00 1 .0 .559 .0768 .0072 .00 1.49 1.34 .80 .013 .00 .00 PIPE 1327.169 1640.978 1.551 1642.530 29.00 7.86 .96 1643.49 .00 1.74 3.00 3.000 .000 .00 1 .0 .371 .0768 .0063 .00 1.55 1.25 .80 .013 .00 .00 PIPE 1327.540 1641.007 1.612 1642.619 29.00 7.49 .87 1643.49 .00 1.74 2.99 3.000 .000 .00 1 .0 .228 .0768 .0056 .00 1.61 1.16 .80 .013 .00 .00 PIPE 1327.768 1641.025 1.675 1642.700 29.00 7.14 .79 1643.49 .00 1.74 2.98 3.000 .000 .00 1 .0 .072 .0768 .0049 .00 1.68 1.08 .80 .013 .00 .00 PIPE 1327.840 1641.030 1.743 1642.773 29.00 6.81 .72 1643.49 .00 1.74 2.96 3.000 .000 .00 1 .0 WALL ENTRANCE 1327.840 1641.030 2.801 1643.831 29.00 .74 .01 1643.84 .00 .51 14.00 5.430 14.000 .00 0 .0 Tl 52637 COYOTE CANYON Adow*& 0 T2 WSPG RUN FOR LINE B T3 FN:LINEBOUT.WSW so 1198.7201578.300 1 1605.300 R 1232.0201585.000 1 .013 .000 .000 0 R 1294.8501597.650 1 .013 -29.999 .000 0 R 1306.1001599.920 1 .013 .000 .000 0 TS 1326.1001603.956 2 .013 .000 ---FS 1346.1001607.970 3 .013 .000 R 1366.1001612.000 3 .013 .000 .000 0 WE 1366.1001612.000 4 .250 SH 1366.1001612.000 5 1612.000 CD 1 4 1 .000 7.000 .000 .000 .000 .00 CD 2 3 0 .000 10.000 10.000 .000 .000 .00 CD 3 3 0 .000 10.000 14.000 .000 .000 .00 CD 4 2 0 .000 12.000 14.000 .000 .000 .00 CD 5 2 0 .000 12.000 42.000 .000 .000 .00 Q 1148.600 -0 pIJ-7 "6r c11 rc ,L,lw " 6 -1-' �,ra '.,A 4",,� & A,51/\j i vv 3 1p ck p E41]0 FILE: LINEBOUT.WSW W S P G W - CIVILDESIGN Version 1�.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:38:40 52637 COYOTE CANYON WSPG RUN FOR LINE B FN:LINEBOUT.WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR' IType Ch 1198.720 1578.300 27.000 1605.300 1148.60 29.85 13.83 1619.13 .00 6.93 .00 7.000 .000 .00 1 .0 33.300 .2012 .0323 1.08 27.00 .00 3.08 .013 .00 .00 PIPE 1232.020 1585-000 21.377 1606.377 1148.60 29.85 13.83 1620.21 .00 6.93 .00 7.000 .000 .00 1 .0 62.830 .2013 .0323 2.03 .00 .00 3.08 .013 .00 .00 PIPE 1294.850 1597.650 12.355 1610.005 1148.60 29.85 13.83 1623.84 .00 6.93 .00 7.000 .000 .00 1 .0 11.250 .2018 .0323 .36 12.35 .00 3.08 .013 .00 .00 PIPE 1306.100 1599.920 10.448 1610.368 1148.60 29.85 13.83 1624.20 .00 6.93 .00 7.000 .000 .00 1 .0 TRANS STR .2016 .0030 .06 10.45 .00 .013 .00 .00 PIPE 1326.100 1603.956 19.727 1623.683 1148.60 11.49 2.05 1625.73 .00 7.43 10.00 10.000 10.000 .00 0 .0 TRANS STR .2007 .0030 .06 19.73 .64 .013 .00 .00 BOX 1346.100 1607.970 16.859 1624.829 1148.60 8.20 1.05 1625.87 .00 5.93 14.00 10.000 14.000 .00 0 .0 20.000 .2015 .0012 .02 16.86 .46 1.43 .013 .00 .00 BOX 1366.100 1612.000 12.854 1624.854 1148.60 8.20 1.05 1625.90 .00 5.93 14.00 10.000 14.000 .00 0 .0 WALL ENTRANCE 1366.100 1612.000 13.437 1625.437 1148.60 6.11 .58 1626.02 .00 5.93 14.00 12.000 14.000 .00 0 C -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Tl 52637 COYOTE CANYON 0 T2 WSPG RUN FOR LINE B SPILLWA7. T3 FN:LINEBSPILLWAY.WSW so 1160.9801578.280 1 R 1274.1501615.940 1 TS 1304.1501626.000 2 R 1316.6501626.000 2 SH 1316.6501626.000 2 CD 1 1 0 .000 25.000 CD 2 1 , 0 .000 25.000 Q 1550.600 .0 S— A 1605.300 .014 .000 .014 .000 .014 .000 1626.000 150.000 1.500 1.500 .00 150.00010.00010.000 .00 Qe,p,uw*7 -- oko-o FILE: LINEBSPILLWAY.WSW W S P G W - CIVILDESIGN Version 1�.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:41:44 52637 COYOTE CANYON WSPG RUN FOR LINE B SPILLWAY FN:LINEBSPILLWAY.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/I 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-Fallj ZR- IType Ch 1160.980 1578.280 27.020 1605.300 1550.60 .30 .00 1605.30 .00 1.48 231.06 25.000 150.000 1.50 0 .0 3.137 .3328 .0000 .00 27.02 .01 .34 .014 .00 1.50 TRAP 1164.117 I I 1579.324 25.976 I I 1605.300 I 1550.60 .32 I .00 1605.30 .00 I 1.48 227.93 I 25.000 I 150.000 1.50 0 .0 3.031 .3328 .0000 .00 25.98 .01 .34 .014 .00 1.50 TRAP 1167.148 I I 1580.333 24.967 I I 1605.300 I 1550.60 .33 I .00 1605.30 .00 I 1.48 224.90 I 25.000 I 150.000 1.50 0 .0 2.929 .3328 .0000 .00 24.97 .01 .34 .014 .00 1.50 TRAP 1170.077 I I 1581.307 23.992 I I 1605.300 I 1550.60 .35 I .00 1605.30 .00 I 1.48 221.98 I 25.000 I 150.000 1.50 0 .0 2.829 .3328 .0000 .00 23.99 .01 .34 .014 .00 1.50 TRAP 1172.906 I I 1582.249 23.051 I I 1605.299 I 1550.60 .36 I .00 1605.30 .00 I 1.48 219.15 I 25.000 I 150.000 1.50 0 .0 2.731 .3328 .0000 .00 23.05 .01 .34 .014 .00 1.50 TRAP 1175.637 I I 1583-157 22.142 I I 1605.299 I 1550.60 .38 I .00 1605.30 .00 I 1.48 216.43 I 25.000 I 150.000 1.50 0 .0 2.637 .3328 .0000 :00 22.14 .02 .34 .014 .00 1.50 TRAP 1178.274 I 1584-035 I 21.264 I I 1605.299 I 1550.60 .40 I .00 I 1605.30 .00 I 1.48 213.79 I I 25.000 I 150.000 1.50 0 .0 2.544 .3328 .0000 .00 21.26 .02 .34 .014 .00 1.50 TRAP 1180.818 I 1584.882 I 20.417 I I 1605.299 I 1550.60 .42 I .00 I 1605.30 .00 I 1.48 211.25 I I 25.000 I 150.000 1.50 0 .0 2.455 .3328 .0000 .00 20.42 .02 .34 .014 .00 1.50 TRAP 1183.273 I 1585.698 I 19-600 I I 1605.298 I 1550.60 .44 I .00 I 1605.30 .00 I 1.48 I 208.80 I I 25.000 I 150.000 1.50 0 .0 2.368 .3328 .0000 .00 19.60 .02 .34 .014 .00 1.50 TRAP 0 0 0 FILE: LINEBSPILLWAY.WSW W S P G W - CIVILDESIGN Version 14,,04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:41:44 52637 COYOTE CANYON WSPG RUN FOR LINE B SPILLWAY FN:LINEBSPILLWAY.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/I 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 jPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1185.640 1586.486 18.812 1605.298 1550.60 .46 .00 1605.30 .00 1.48 206.44 25.000 150.000 1.50 0. .0 2.283 .3328 .0000 .00 18.81 .02 .34 .014 .00 1.50 TRAP 1187.923 I 1587.246 I I 18.052 I 1605.298 I 1550.60 .49 I .00 1605.30 .00 I 1.48 204-16 25.000 I I 150.000 1.50 0 .0 2.200 .3328 .0000 .00 18.05 .02 .34 .014 .00 1.50 TRAP 1190.124 I 1587.978 I I 17.319 I 1605.297 I 1550.60 .51 I .00 1605.30 .00 I 1.48 201.96 25.000 I I 150.000 1.50 0 .0 2.120 .3328 .0000 .00 17.32 .02 .34 .014 .00 1.50 TRAP 1192.244 I 1588.684 I I 16.613 I 1605.297 I 1550.60 .53 I .00 1605.30 .00 I 1.48 199.84 25.000 I I 150.000 1.50 0 .0 2.043 .3328 .0000 .00 16.61 .02 .34 .014 .00 1.50 TRAP 1194.287 I 1589.364 I I 15.933 I 1605.297 I 1550.60 .56 I .00 1605.30 .00 I 1.48 197.80 25.000 I I 150.000 1.50 0 .0 1.967 .3328 .0000 .00 15.93 .03 .34 .014 .00 1.50 TRAP 1196.254 I 1590.018 I I 15.278 I 1605.296 I 1550.60 .59 I .01 1605.30 .00 I 1.48 195.83 25.000 I I 150.000 1.50 0 .0 1.894 .3328 .0000 .00 15.28 .03 .34 .014 .00 1.50 TRAP 1198.148 I 1590.649 I I 14.647 I 1605.296 I 1550.60 .62 I .01 I 1605.30 .00 I I 1.48 193-94 I 25.000 I I 150.000 1.50 0 .0 1.823 .3328 .0000 .00 14.65 .03 .34 .014 .00 1.50 TRAP 1199.971 I 1591.255 I 14.040 I I 1605.295 I 1550.60 .65 I .01 I 1605.30 .00 I I 1.48 192.12 I 25.000 I I 150.000 1.50 0 .0 1.754 .3328 .0000 .00 14.04 .03 .34 .014 .00 1.50 TRAP 1201.726 I 1591.839 I 13.455 I I 1605.294 I 1550.60 .68 I .01 I 1605.30 .00 I I 1.48 190.37 I 25.000 I I 150.000 1.50 0 .0 1.688 .3328 .0000 .00 13.46 .03 .34 .014 .00 1.50 TRAP 0 FILE: LINEBSPILLWAY.WSW W S P G W - CIVILDESIGN Version 14,,04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:41:44 52637 COYOTE CANYON WSPG RUN FOR LINE B SPILLWAY FN:LINEBSPILLWAY.WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlOW ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1203.413 1592.401 12.893 1605.294 1550.60 .71 .01 1605.30 .6o 1.48 188.68 25.000 150.000 1.50 0 .0 1.623 .3328 .0000 .00 12.89 .04 .34 .014 .00 1.50 TRAP I I I I I I I I I 1205.036 1592.941 12.352 1605.293 1550.60 .74 .01 1605.30 .00 1.48 187.06 25.000 150.000 1.50 0 .0 1.560 .3328 .0000 .00 12.35 .04 .34 .014 .00 1.50 TRAP I I I I I I I I I 1206.596 1593.460 11.832 1605-292 1550.60 .78 .01 1605.30 .00 1.48 185.50 25.000 150.000 1.50 0 .0 1.500 .3328 .0000 .00 11.83 .04 .34 .014 .00 1.50 TRAP I I I I I I I I I 1208.096 1593.959 11.332 1605-291 1550.60 .82 .01 1605.30 .00 1.48 184.00 25.000 150.000 1.50 0 .0 1.441 .3328 .0000 .00 11.33 .05 .34 .014 .00 1.50 TRAP I I I I I I I I I 1209.537 1594.438 10.852 1605.290 1550.60 .86 .01 1605.30 .00 1.48 182.55 25.000 150.000 1.50 0 .0 1.384 .3328 .0000 .00 10.85 .05 .34 .014 .00 1.50 TRAP I I I I I I I I I 1210.921 1594.899 10.390 1605.289 1550.60 .90 .01 1605.30 .00 1.48 181.17 25.000 150.000 1.50 0 .0 1.329 .3328 .0000 .00 10.39 .05 .34 .014 .00 1.50 TRAP I I I I I I I I I I 1212.250 1595.341 9.946 1605.287 1550.60 .95 .01 1605.30 .00 1.48 179.84 25.000 150.000 1.50 0 .0 1.276 .3328 .0000 .00 9.95 .06 .34 .014 .00 1.50 TRAP I I I I I I I I I I 1213.526 1595.766 9.520 1605.286 1550.60 .99 .02 1605.30 .00 1.48 178.56 25.000 150.000 1.50 0 .0 1.225 .3328 .0000 .00 9.52 .06 .34 .014 .00 1.50 TRAP I I I I I I I I I I I 1214.751 1596.173 9.111 1605.284 1550.60 1.04 .02 1605.30 .00 1.48 177.33 25.000 150.000 1.50 0 .0 1.175 .3328 .0000 .00 9.11 .06 .34 .014 .00 1.50 TRAP IC FILE: LINEBSPILLWAY.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:41:44 52637 COYOTE CANYON WSPG RUN FOR LINE B SPILLWAY FN:LINEBSPILLWAY.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/I 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-Fallj ZR- IType Ch 1215.926 1596.564 8.719 1605.283 1550.60 1.09 .02 1605.30 .00 1.48 176.16 25.000 150.000 1.50 0 .0 1.127 .3328 .0000 .00 8.72 .07 .34 .014 .00 1.50 TRAP 1217.052 I I 1596.939 8.342 I I 1605.281 I 1550.60 1.14 I .02 I 1605.30 .00 1.48 I 175.03 25.000 I 150.000 1.50 0 .0 1.080 .3328 .0000 .00 8.34 .07 .34 .014 .00 1.50 TRAP 1218.133 I I 1597.299 7.980 I I 1605.279 I 1550.60 1.20 I .02 I 1605.30 .00 1.48 I 173.94 25.000 I 150.000 1.50 0 .0 1.036 .3328 .0000 .00 7.98 .08 .34 .014 .00 1.50 TRAP 1219.168 I I 1597.643 7.633 I I 1605.277 I 1550.60 1.26 I .02 I 1605.30 .00 1.48 I 172.90 25.000 I 150.000 1.50 0 .0 .992 .3328 .0000 .00 7.63 .08 .34 .014 .00 1.50 TRAP 1220.161 I I 1597.973 7.301 I I 1605.274 I 1550.60 1.32 I .03 I 1605.30 .00 1.48 I 171.90 25.000 I 150.000 1.50 0 .0 .951 .3328 .0000 .00 7.30 .09 .34 .014 .00 1.50 TRAP 1221.111 I I 1598.290 6.982 I I 1605.271 I 1550.60 1.38 I .03 I 1605.30 .00 1.48 I 170.95 25.000 I 150.000 1.50 0 .0 .910 .3328 .0000 :00 6.98 .10 .34 .014 .00 1.50 TRAP 1222.021 I I 1598.593 6.676 I I 1605.268 I 1550.60 1.45 I .03 I 1605.30 .00 I 1.48 I 170.03 I 25.000 I 150.000 1.50 0 .0 .871 .3328 .0000 .00 6.68 .10 .34 .014 .00 1.50 TRAP 1222.893 I 1598.882 I 6.383 I I 1605.265 I 1550.60 1.52 I .04 I 1605.30 .00 I 1.48 I 169.15 I 25.000 I 150.000 1.50 0 .0 .833 .3328 .0000 .00 6.38 .11 .34 .014 .00 1.50 TRAP 1223.726 I 1599.160 I 6.102 I I 1605.262 I 1550.60 1.60 I .04 I 1605.30 .00 I 1.48 I 168.31 I 25.000 1 150.000 1.50 1 0 .0 .797 .3328 .0000 .00 6.10 .12 .34 .014 .00 1.50 TRAP FILE: LINEBSPILLWAY.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:41:44 52637 COYOTE CANYON WSPG RUN FOR LINE B SPILLWAY FN:LINEBSPILLWAY.WSW Invert Depth Water Q Vel Vel I Energy I super icriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1224.523 1599.425 5.833 1605.258 1550.60 1.67 .04 1605.30 .00 1.48 167.50 25.000 150.000 1.50 0 .0 .762 .3328 .0000 .00 5.83 .13 .34 .014 .00 1.50 TRAP 1225.285 I I 1599.679 5.575 I I 1605.253 I 1550.60 1.76 I .05 1605.30 .00 I 1.48 I 166.72 I 25.000 I 150.000 1.50 0 .0 .728 3328 .0000 .00 5.57 13 .34 .014 .00 1.50 TRAP 1226.013 1599.921 I 5.328 I I 1605.249 I 1550.60 1.84 I .05 1605.30 .00 1.48 I 165.98 I 25.000 I 150.000 1.50 0 .0 .695 3328 .0000 .00 5.33 .14 .34 .014 .00 1.50 TRAP 1226.708 1600.152 I 5.091 I I 1605.243 I 1550.60 1.93 I .06 1605.30 .00 I 1.48 I 165.27 I 25.000 I 150.000 1.50 0 .0 .663 .3328 .0000 .00 5.09 .15 .34 .014 .00 1.50 TRAP 1227.371 I 1600.373 I 4.865 I I 1605.238 I 1550.60 2.03 I .06 1605.30 .00 I 1.48 I 164.59 I 25.000 I 150-000 1.50 0 .0 .632 .3328 .0001 .00 4.86 .17 .34 .014 .00 1.50 TRAP 1228.003 I 1600.583 I 4.648 I I 1605.231 I 1550.60 2.13 I .07 1605.30 .00 I 1.48 I 163.94 I 25.000 I 150.000 1.50 0 .0 .603 .3328 .0001 :00 4.65 .18 .34 .014 .00 1.50 TRAP 1228.606 I 1600.784 I 4.441 I I 1605.224 I 1550.60 2.23 I .08 I 1605.30 .00 I 1.48 I 163.32 I 25.000 I I 150.000 1.50 0 .0 .574 .3328 .0001 .00 4.44 .19 .34 .014 .00 1.50 TRAP 1229.180 I 1600.975 I 4.242 I I 1605.217 I 1550.60 2.34 I .08 I 1605.30 .00 I 1.48 I 162.73 I 25.000 I I 150.000 1.50 0 .0 .495 .3328 .0001 .00 4.24 .20 .34 .014 .00 1.50 TRAP 1229.675 I 1601-139 I 4.069 I I 1605.209 I 1550.60 2.44 I .09 I 1605.30 .00 I 1.48 I 162.21 I 25.000 I I 150.000 1.50 0 .0 HYDRAULIC JUMP 0 0 0 FILE: LINEBSPILLWAY.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 6 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:41:44 52637 COYOTE CANYON WSPG RUN FOR LINE B SPILLWAY FN:LINEBSPILLWAY.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/I 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 jPrs/Pip L/Elem jCh Slope I I I I SF Avel HF ISE DpthlFroude NjNorm Dp I "N" I X-Fallj ZR- IType Ch 1229.675 1601.139 .358 1601.497 1550.60 28.78 12.86 1614.35 .00 1.48 151.07 25.000 150.000 1.50 0 .0 7.610 .3328 .2869 2.18 .36 8.49 .34 .014 .00 1.50 TRAP 1237.285 I 1603.672 I I .361 I 1604.033 I 1550.60 28.52 I 12.63 I 1616.66 .00 I 1.48 151.08 I 25.000 I 150.000 1.50 0 .0 15.962 .3328 .2619 4.18 .36 8.38 .34 .014 .00 1.50 TRAP 1253.246 I 1608.984 I .379 I I 1609.362 I 1550.60 27.19 I 11.48 I 1620.84 .00 I 1.48 151.14 I 25.000 I 150.000 1.50 0 .0 9.392 .3328 .2236 2.10 .38 7.80 .34 .014 .00 1.50 TRAP 1262.639 I 1612.109 I I .397 - I 1612.506 I 1550.60 25.93 I 10.44 I 1622.95 .00 I 1.48 151.19 I 25.000 I 150.000 1.50 0 .0 6.551 .3328 .1909 1.25 .40 7.26 .34 .014 .00 1.50 TRAP 1269.190 I 1614.289 I .416 I I 1614.706 I 1550.60 24.72 I 9.49 I 1624.20 .00 I 1.48 151.25 I 25.000 I 150.000 1.50 0 .0 4.960 .3328 .1629 .81 .42 6.77 .34 .014 .00 1.50 TRAP 1274.150 I 1615.940 I .437 I I 1616.377 I 1550.60 23.57 I 8.63 I 1625.00 .00 I 1.48 151.31 I 25.000 I 150.000 1.50 0 .0 TRANS STR .3353 .0763 2.29 .44 6.30 .014 .00 1.50 TRAP 1304-150 I 1626.000 I 1.443 I I 1627.443 I 1550.60 6.53 I .66 I 1628.11 .00 I 1.44 I 178.86 I 25.000 I I 150.000 0 .0 2.193 .0000 .0024 .01 1.44 1.00 .00 .014 .00 TRAP 1306.343 I 1626.000 I 1.515 I I 1627.515 I 1550.60 6.20 I .60 I 1628.11 .00 I 1.44 I 180.31 I 25.000 I I 150.000 0 .0 7.576 .0000 .0020 .02 1.52 .93 .00 .014 .00 TRAP 1313.918 I 1626.000 I 1.591 I I 1627.591 I 1550.60 5.87 I .54 I 1628.13 .00 I 1.44 I 181.82 I 25.000 I I 150.000 0 .0 2.732 .0000 .0018 .00 1.59 .86 .00 .014 .00 TRAP FILE: LINEBSPILLWAY.WSW W S P G W - CIVILDESIGN Version 14,,04 PAGE 7 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:41:44 52637 COYOTE CANYON WSPG RUN FOR LINE B SPILLWAY FN:LINEBSPILLWAY.WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1316.650 1626.000 1.609 1627.609 1550.60 5.80 .52 1628.13 .00 1.44 182.19 25.000 150.000 0 .0 /Tl 52637 COYOT�,�ANYON C( T2 WSPG RUN �,M WQ-LINE 1113-111 T3 FN:WQ-L ME "B- 1".WSW so 107;9/'6701583.100 1 R 1091.6701583.190 1 R 1179.980161'1.560 1 R 1227.9801613.000 1 WE 1227.9801613.000 2 SH 1227.9801613.000 2 CD 1 4 1 .000 4.000 CD 2 2 - 0 .000 8.000 Q 105.000 .0 1605.300 .013 .013 .013 .250 1613.000 0 0 .000 .000 .00 21. )00 .000 .000 .00 Avm*� IL� �D A �o Ok "'WI 10 .000 0 .000 0 .000 0 0 A FILE: WQ-LINEBl.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:43:25 52637 COYOTE CANYON WSPG RUN FOR WQ-LINE -B-l" FN:WQ-LINE "B-1".WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow TopiHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorM Dp I 'IN" I X-Fallj ZR- IType Ch 1079.670 1583.100 22.200 1605.300 105.00 8.36 1.08 1606.38 .00 3.10 .00 4.000 .000 .00 1 .0 12.000 .0075 .0053 .06 22.20 .00 2.82 .013 .00 .00 PIPE 1091.670 1583.190 22.174 1605.364 105.00 8.36 1.08 1606.45 .00 3.10 .00 4.000 .000 .00 1 .0 44.414 .3213 .0053 .24 22.17 .00 .97 .013 .00 .00 PIPE 1136.084 1597.458 8.142 1605.600 105.00 8.36 1.08 1606.68 .00 3.10 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP 1136.084 1597.458 1.242 1598.701 105.00 31.56 15.47 1614.17 .00 3.10 3.70 4.000 .000 .00 1 .0 .370 .3213 .1211 .04 1.24 5.87 .97 .013 .00 .00 PIPE 1136.454 1597.577 1.246 1598.823 105.00 31.42 15.33 1614.15 .00 3.10 3.70 4.000 .000 .00 1 .0 6.474 .3213 .1128 .73 1.25 5.83 .97 .013 .00 .00 PIPE 1142.928 1599.657 1.290 1600.947 105.00 29.96 13.93 1614.88 .00 3.10 3.74 4.000 .000 .00 1 .0 5.492 .3213 .0988 :54 1.29 5.45 .97 .013 .00 .00 PIPE 1148.420 1601.421 1.335 1602.756 105.00 28.56 12.67 1615.42 .00 3.10 3.77 4.000 .000 .00 1 .0 4.703 .3213 .0866 .41 1.34 5.10 .97 .013 .00 .00 PIPE 1153.123 1602.932 1.383 1604.315 105.00 27.23 11.52 1615.83 .00 3.10 3.80 4.000 .000 .00 1 .0 4.067 .3213 .0759 .31 1.38 4.77 .97 .013 .00 .00 PIPE 1157.190 1604.239 1.432 1605.671 105.00 25.97 10.47 1616.14 .00 3.10 3.84 4.000 .000 .00 1 .0 3.536 .3213 .0665 .24 1.43 4.46 .97 .013 .00 .00 PIPE 0 0 FILE: WQ-LINEBl.WSW W S P G W - CIVILDESIGN Version 14.,04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:43:25 52637 COYOTE CANYON WSPG RUN FOR WQ-LINE "B -l" FN:WQ-LINE "B-1".WSW Invert Depth Water Q Vel Vel I Energy I super ICriticaljFlow ToplHeight/1 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 jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1160.726 1605.375 1.483 1606.858 105.00 24.76 9.52 1616.37 .00 3.10 3.86 4.000 .000 .00 1 .0 3.085 .3213 .0583 .18 1.48 4.16 .97 .013 .00 .00 PIPE 1163.811 1606.366 1.537 1607.903 105.00 23.60 8.65 1616.55 .00 3.10 3.89 4.000 .000 .00 1 .0 2.709 .3213 .0512 .14 1.54 3.89 .97 .013 .00 .00 PIPE 1166.520 1607.236 1.592 1608.828 105.00 22.51 7.87 1616.69 .00 3.10 3.92 4.000 .000 .00 1 .0 2.378 .3213 .0449 .11 1.59 3.63 .97 .013 .00 .00 PIPE 1168.897 1608.000 1.650 1609.650 105.00 21.46 7.15 1616.80 .00 3.10 3.94 4.000 .000 .00 1 .0 2.090 .3213 .0394 .08 1.65 3.39 .97 .013 .00 .00 PIPE 1170.987 1608.671 1.711 1610.382 105.00 20.46 6.50 1616.88 .00 3.10 3.96 4.000 .000 .00 1 .0 1.842 .3213 .0346 .06 1.71 3.17 .97 .013 .00 .00 PIPE 1172.829 1609.263 1.774 1611.037 105.00 19.51 5.91 1616.95 .00 3.10 3.97 4.000 .000 .00 1 .0 1.620 .3213 .0304 .05 1.77 2.95 .97 .013 .00 .00 PIPE 1174.450 1609.783 1.840 1611.624 105.00 18.60 5.37 1617.00 .00 3.10 3.99 4.000 .000 .00 1 .0 1.424 .3213 .0268 .04 1.84 2.75 .97 .013 .00 .00 PIPE 1175.874 1610.241 1.909 1612.150 105.00 17.73 4.88 1617.03 .00 3.10 4.00 4.000 .000 .00 1 .0 1.250 .3213 .0236 .03 1.91 2.57 .97 .013 .00 .00 PIPE 1177.123 1610.642 1.981 1612.623 105.00 16.91 4.44 1617.06 .00 3.10 4.00 4.000 .000 .00 1 .0 1.090 .3213 .0207 .02 1.98 2.39 .97 .013 .00 .00 PIPE WE FILE: WQ-LINEBl.WSW W S P G W - CIVILDESIGN Version 14 PAGE 3 Program Package Serial Number: 1420 �.04 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:43:25 52637 COYOTE CANYON WSPG RUN FOR WQ-LINE -B-1" FN:WQ-LINE "B-1".WSW Invert Depth water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1178.214 1610.993 2.057 1613.050 105.00 16.12 4.04 1617.09 .00 3.10 4.00 4.000 .000 .00 1 .0 .950 .3213 .0183 .02 2.06 2.23 .97 .013 .00 .00 PIPE 1179.164 1611.298 2.136 1613.434 105.00 15.37 3.67 1617.10 .00 3.10 3.99 4.000 .000 .00 1 .0 .816 .3213 .0161 .01 2.14 2.07 .97 .013 .00 .00 PIPE 1179.980 1611.560 2.221 1613.781 105.00 14.66 3.34 1617.12 .00 3.10 3.98 4.000 .000 .00 1 .0 12.646 .0300 .0143 .18 2.22 1.92 1.81 .013 .00 .00 PIPE 1192.626 1611.939 2.301 1614.241 105.00 14.03 3.05 1617.30 .00 3.10 3.95 4.000 .000 .00 1 .0 10.674 .0300 .0127 .14 2.30 1.80 1.81 .013 .00 .00 PIPE 1203.300 1612.260 2.394 1614.654 105.00 13.37 2.78 1617.43 .00 3.10 3.92 4.000 .000 .00 1 .0 8.232 .0300 .0112 .09 2.39 1.67 1.81 .013 .00 .00 PIPE 1211.531 1612.507 2.492 1614.999 105.00 12.75 2.52 1617.52 .00 3.10 3.88 4.000 .000 .00 1 .0 6.213 .0300 .0100 .06 2.49 1.54 1.81 .013 .00 .00 PIPE 1217.745 1612.693 2.597 1615.290 105.00 12.16 2.30 1617.59 .00 3.10 3.82 4.000 .000 .00 1 .0 4.616 .0300 .0088 .04 2.60 1.42 1.81 .013 .00 .00 PIPE 1222.361 1612-831 2.708 1615.540 105.00 11.59 2.09 1617.63 .00 3.10 3.74 4.000 .000 .00 1 .0 3.149 .0300 .0079 .02 2.71 1.31 1.81 .013 .00 .00 PIPE 1225.510 1612.926 2.828 1615.754 105.00 11.05 1.90 1617.65 .00 3.10 3.64 4.000 .000 .00 1 C 1.848 .0300 .0070 .01 2.83 1.21 1.81 .013 .00 .00 PIPE w FILE: WQ-LINEBI.WSW W S P G W - CIVILDESIGN Version 14,,04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-30-2005 Time: 1:43:25 52637 COYOTE CANYON WSPG RUN FOR WQ-LINE "B-11' FN:WQ-LINE "B-1".WSW Invert Depth water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/I 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 SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1227.358 1612.981 2.958 1615.939 105.00 10.54 1.72 1617.66 .00 3.10 3.51 4.000 .000 .00 1 .0 .622 .0300 .0063 .00 2.96 1.10 1.81 .013 .00 .00 PIPE 1227.980 1613.000 3.101 1616.101 105.00 10.04 1.57 1617.67 .00 3.10 3.34 4.000 .000 .00 1 .0 WALL ENTRANCE 1227.980 1613.000 5.746 1618.746 105.00 .87 .01 1618.76 .00 .92 21.00 8.000 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Aoft, APPENDIX C.6: LINE "C" WSPGN CALCULATIONS (ao) - A 1 A Tl COYOTE CANYON - INFRASTRUCTURE STORM DRAIN 0 ldmwlk. T2 T3 LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC so 1000.0001628.270 8 1634.020 R 1124.5801629.810 8 .014 -79.310 .000 0 R 1181.9501630.530 8 .014 .000 .000 0 R 1211.2801630.898 8 .014 1.925 .000 0 ix 1215.2801630.948 8 10 .014 35.200 1631.400 ?.-3 .263 R 1220.6101631.070 8 .014 .000 0 ix 1223.6101631.110 8 37 .014 2.400 1634.350 .000 R 1283_8701631.790 8 .014 4.502 000 0 ix 1287.8701631.840 8 13 .014 15.100 1635.140 (�� -9s* .263 R 1490.7001634.350 8 .014 13.312 .000 0 R 1640.9801636.220 8 .014 .000 .000 0 ix 1644.9801636.270 8 14 .014 1.200 1639.230 45.0 11.459 R ix 2306.4901644.470 2331.4801645.030 8 8 15 .014 .014 57.4000 1648.83 0 .000 10 0 0 V6- 04T4 000 R 2345.9701645.360 8 .014 C-.�AAO&; 000 .00 0 0), ix 2365.9701645.820 7 6 .014 489.900 1646.310 -a L. 11.459 R 2405.0001646.700 7 .014 4r R 2462.4601652.960 7 .014 .000 WE 2462.4601652.960 4 .250 TS 2482.4601656.910 3 .014 .000 J4 2492.4601657.180 3 17 .014 17.500 1663.000 90.00 R 2548.5801658.720 3 .014 .000 .000 0 WX 2548.5801658.720 9 .000 .000 .000 0 R 2570.5801659.330 9 .014 .000 .000 0 WE 2570.5801659.330 3 .250 R 2650.0001661.480 3 .014 .000 .000 0 SH 2650.0001661.480 3 1661.480 CD 3 2 0 .000 6.000 10.000 .000 .000 .00 CD 4 2 0 .000 11.000 8.000 .000 .000 .00 CD 5 3 0 .000 8.000 11.000 .000 .000 .00 CD 6 4 0 .000 6.500 0.000 .000 .000 .00 CD 7 3 0 .000 8.000 8.000 .000 .000 .00 CD 8 3 0 .000 8.000 10-000 .000 .000 .00 CD 9 3 0 .000 4.500 10.000 .000 .000 .00 CD 10 4 0 .000 4.000 0.000 .000 .000 .00 CD 11 1 0 .000 3.000 4.000 1.500 1.500 .00 CD 12 3 0 .000 3.000 12.000 .000 .000 .00 CD 13 4 1 .000 2.500 0.000 .000 .000 .00 CD 14 4 1 .000 2.000 0.000 .000 .000 .00 CD 15 4 1 .000 3.500 0.000 .000 .000 .00 CD 16 4 1 .000 6.500 0.000 .000 .000 .00 CD 17 2 0 .000 6.000 10.000 .000 .000 .00 CD 37 4 1 .000 1.500 .000 .000 .000 .00 Q 723.800 .0 1 A FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 7:50:52 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/jBase 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 I SF Avel HF ISE DpthIFroude NINorm Dp I -N" I X-Fallj ZR- IType Ch 1000.000 1628.270 6.111 1634.381 1342.50 21.97 7.49 1641.88 1.67 8.00 10.00 8.000 10.000 .00 0 .0 124.580 .0124 .0108 1.34 7.78 1.57 5.87 .014 .00 .00 BOX I I I I I I I I I I 1124.580 1629.810 6.253 1636.063 1342.50 21.47 7.16 1643.22 .00 8.00 10.00 8.000 10.000 .00 0 .0 57.370 .0125 .0102 .59 6.25 1.51 5.83 .014 .00 .00 BOX I I I I I I I I I I 1181.950 1630.530 6.360 1636.890 1342.50 21.11 6.92 1643.81 .16 8.00 10.00 8.000 10.000 .00 0 .0 29.330 .0125 .0099 .29 6.52 1.47 5.83 .014 .00 .00 BOX I I I I I I I I I I 1211.280 1630.898 6.429 1637.327 1342.50 20.88 6.77 1644.10 .16 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0125 .0107 .04 6.58 1.45 .014 .00 .00 BOX I I I I I I I I I I 1215.280 1630.948 5.894 1636.842 1307.30 22.18 7.64 1644.48 .00 8.00 10.00 8.000 10.000 .00 0 .0 5.330 .0229 .0115 .06 5.89 1.61 4.56 .014 .00 .00 BOX I I I I I I I I I I 1220.610 1631.070 5.933 1637.003 1307.30 22.04 7.54 1644.54 .00 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR 0133 .0114 '.03 6.13 1.59 .014 .00 .00 BOX I I I I I I I I I I 1223.610 1631.110 5.902 1637.011 1304.90 22.11 7.59 1644.60 .20 8.00 10.00 8.000 10.000 .00 0 .0 60.260 .0113 .0115 .69 6.10 1.60 5.95 .014 .00 .00 BOX I I I I I I I I I I I 1283.870 1631.790 5.892 1637.682 1304.90 22-15 7.62 1645.30 .17 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR 0125 .0120 .05 6.07 1.61 .014 .00 .00 BOX I I I I I I I I I I I 1287.870 1631.840 5.692 -1637.532 1289.80 22.66 7.97 1645.51 .18 8.00 10.00 8.000 10.000 .00 0 .0 202.830 .0124 .0124 2.51 5.87 1.67 5.69 .014 .00 .00 BOX FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 1J.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 7:50:52 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj lNo 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 jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1490.700 1634.350 5.694 1640.044 1289.80 22.65 7.97 1648.01 .00 8.00 10.00 8.000 10.000 .00 0 .0 150.280 .0124 .0123 1.85 5.69 1.67 5.68 .014 .00 .00 Box I I I I I I I I I I 1640.980 1636.220 5.704 1641.924 1289.80 22.61 7.94 1649.86 8.00 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR 0125 .0128 .05 8.00 1.67 014 00 00 BOX I I I I I I 1644.980 1636.270 5.516 1641.786 1288.60 23.36 8.48 1650.26 .00 8.00 10.00 8.000 10.000 .00 0 .0 110.010 .0124 .0136 1.50 5.52 1.75 5.68 .014 .00 .00 BOX I I I I I I I I I 1754.990 1637.634 5.453 1643.087 1288.60 23.63 8.67 1651.76 .00 8.00 10.00 8.000 10.000 .00 0 .0 262.599 .0124 .0147 3.87 5.45 1.78 5.68 .014 .00 .00 BOX I I I I I I I I I 2017.589 1640.889 5.199 1646.088 1288.60 24.78 9.54 1655.63 .00 8.00 10.00 8.000 10.000 .00 0 .0 164.706 .0124 .0167 2.75 5.20 1.92 5.68 .014 .00 .00 BOX I I I I I I I I I 2182.296 1642.931 4.957 1647.888 1288.60 25.99 10.49 1658.38 .00 8.00 10.00 8.000 10.000 .00 0 .0 124.194 .0124 .0190 2.36 4.96 2.06 5.68 .014 .00 .00 BOX I I I I I I I I I 2306.490 1644.470 4.727 1649.197 1288.60 27.26 11.54 1660.74 .00 8.00 10.00 8.000 10.000 .00 0 .0 JUNCT STR 0224 .0208 .52 4.73 2.21 .014 .00 .00 BOX I I I I I I I I 2331.480 1645.030 4.475 1649.505 1231.20 27.51 11.75 1661.26 .00 7.78 10.00 8.000 10.000 .00 0 .0 14.490 .0228 .0213 .31 4.47 2.29 4.37 .014 .00 .00 BOX I I I I I I I I I I 2345.970 1645.360 4.480 1649.840 1231.20 27.48 11.73 1661.57 2.35 7.78 10.00 8.000 10.000 .00 0 .0 JUNCT STR .0230 .0302 .60 6.83 2.29 .014 .00 .00 BOX A x FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 1�.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date; 9-21-2005 Time: 7:50:52 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Falli ZR' IType Ch 2365.970 1645.820 3.061 1648.881 741-30 30.27 14.23 1663.11 .00 6.44 8.00 8.000 8.000 .00 0 .0 39.030 .0225 .0405 1.58 3.06 3.05 3.75 .014 .00 .00 BOX I I I I I I I I I I I 2405.000 1646.700 2.980 1649.680 741-30 31.09 15.01 1664.69 .00 6.44 8.00 8.000 8.000 .00 0 .0 5.073 .1089 .0413 .21 2.98 3.17 2.13 .014 .00 .00 BOX I I I I I I I I I I 2410.073 1647.253 3.019 1650.271 741.30 30.69 14.63 1664.90 .00 6.44 8.00 8.000 8.000 .00 0 .0 16.687 .1089 .0381 .64 3.02 3.11 2.13 .014 .00 .00 BOX I I I I I I I I I I 2426.760 1649.071 3.166 1652.237 741.30 29.27 13.30 1665.54 .00 6.44 8.00 8.000 8.000 .00 0 .0 13.960 .1089 .0334 .47 3.17 2.90 2.13 .014 .00 .00 BOX I I I I I I I I I I 2440.719 1650.591 3.321 1653.912 741-30 27.90 12.09 1666.00 .00 6.44 8.00 8.000 8.000 .00 0 .0 11.770 .1089 .0293 .35 3.32 2.70 2.13 .014 .00 .00 BOX I I I I I I I I I I 2452.490 1651.874 3.483 1655.357 741-30 26.61 10.99 1666.35 .00 6.44 8.00 8.000 8.000 .00 0 .0 9.970 .1089 .0258 .26 3.48 2.51 2.13 .014 .00 .00 BOX I I I I I I I I I I 2462.460 1652-960 3.653 1656.613 741-30 25.36 9.99 1666.60 .00 6.44 8.00 11.000 8.000 .00 0 .0 TRANS STR 1975 .0195 .39 3.65 2.34 014 00 00 RECTANG I I I I I I 2482.460 1656.910 3.524 1660.434 741-30 21.04 6.87 1667.31 .00 5.55 10.00 6.000 10.000 .00 0 .0 JUNCT STR 0270 .0157 16 3.52 1.97 .014 .00 .00 RECTANG I I I I I I I I 2492.460 1657.180 3.344 1660.524 723.80 21.65 7.28 1667.80 .00 5.46 10.00 6.000 10.000 .00 0 .0 19.723 .0274 .0160 .32 3.34 2.09 2.79 .014 .00 .00 RECTANG 0 FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 1J.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 7:50:52 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TOPIHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem. ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 2512.183 1657.721 3.413 1661.135 723.80 21.21 6.98 1668.12 .00 5.46 10.00 6.000 10.000 .00 0 .0 36.397 .0274 .0146 .53 3.41 2.02 2.79 .014 .00 .00 RECTANG 2548.580 I I 1658.720 3.580 I I 1662.300 I 723.80 20.22 I 6.35 I 1668.65 .00 I 5.46 I 10.00 I 6.000 I 10.000 .00 0 .0 WALL EXIT 2548.580 1658.720 3.579 1662.298 723.80 20.23 6.35 1668.65 .00 4.50 10.00 4.500 10.000 .00 0 .0 22.000 .0277 .0130 .28 3.58 1.88 2.78 .014 .00 .00 BOX 2570.580 1659.330 3.717 1663.047 723.80 19.47 5.89 1668.94 .00 5.46 10.00 6.000 10.000 .00 0 .0 1.744 .0271 .0122 .02 3.72 1.78 2.80 .014 .00 .00 RECTANG 2572.324 1659.377 3.729 1663.106 723.80 19.41 5.85 1668.96 .00 5.46 10.00 6.000 10.000 .00 0 .0 22.348 .0271 .0114 .26 3.73 1.77 2.80 .014 .00 .00 RECTANG 2594.672 1659.982 3.911 1663.893 723.80 18.51 5.32 1669.21 .00 5.46 10.00 6.000 10.000 .00 0 .0 17-158 .0271 .0100 .17 3.91 1.65 2.80 .014 .00 .00 RECTANG 2611.830 1660.447 4.101 1664.548 723.80 17.65 4.84 1669.38 .00 5.46 10.00 6.000 10.000 .00 .0 .0 13.096 .0271 .0088 .12 4.10 1.54 2.80 .014 .00 .00 RECTANG 2624.927 1660.801 4.302 1665.103 723.80 16.83 4.40 1669.50 .00 5.46 10.00 6.000 10.000 .00 0 .0 9.804 .0271 .0077 .08 4.30 1.43 2.80 .014 .00 .00 RECTANG 2634.730 1661.067 4.512 1665.578 723.80 16.04 4.00 1669.57 .00 5.46 10.00 6.000 10.000 .00 0 .0 7.056 .0271 .0068 .05 4.51 1.33 2.80 .014 .00 .00 RECTANG 0 FILE: infralinec.WSW W S P G W - CIVILDESIGN Version 1J.04 PAGE 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 7:50:52 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: INFRALINEC invert Depth water Q Vel Vel I Energy I Super ICriticallFlow TOPIHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 2641.787 1661.258 4.732 1665.990 723-80 15.30 3.63 1669.62 .00 5.46 10.00 6.000 10.000 .00 0 .0 4.709 .0271 .0060 .03 4.73 1.24 2.80 .014 .00 .00 RECTANG I I I I I I I I I I I I 2646.495 1661.385 4.963 1666.348 723.80 14.58 3.30 1669.65 .00 5.46 10.00 6.000 10.000 .00 0 .0 2.661 .0271 .0053 .01 4.96 1.15 2.80 .014 .00 .00 RECTANG I I I I I I I I I I I I 2649.156 1661.457 5.205 1666.662 723.80 13.91 3.00 1669.66 .00 5.46 10.00 6.000 10.000 .00 0 .0 .844 .0271 .0046 .00 5.20 1.07 2.80 .014 .00 .00 RECTANG I I I I I I I I I I I I 2650.000 1661.480 5.460 1666.940 723.80 13.26 2.73 1669.67 .00 5.46 10.00 6.000 10.000 .00 0 .0 A Tl 52637 COYOTE CANYON 0 T2 WSPG RUN FOR LINE Cl T3 FN: LINECl.WSW SO 1035.3601646.310 1 1649.8401� R 1073.360164'9.050 3 .013 .000 .000 0 R 1087.7801649.540 3 .013 9.183 .000 0 R 1102.1601650.030 3 .013 .000 .000 0 ix 1105.1601650.130 3 2 .013 10.600' 1653.190 45.0 .000 R 1127.9101650.910 3 .013 .000 .000 0 ix 1130.9101651.010 3 4 .013 4.300, 1654.020 90.0 .000 R 1497.6701663.570 3 .013 .000 .000 0 R 1502.3301663.720 3 .013 .000 .000 1 R 1943.6201677.930 3 .013 .000 .000 0 R 1948.2901678.100 3 .013 .000 .000 1 R 2134.6301687.450 3 .013 .000 .000 0 R 2205.3201691.000 3 .013 -90.006 .000 0 R 2371.9501692.660 3 .013 .000 .000 0 R 2376.6101692.710 3 .013 .000 .000 1 * 2530.9501694.960 5 .013 .000 .000 0 * 2565.4701695.470 5 .013 21.976 .000 0 TS 2580.4701695.692 8 .014 .000 R 2596.6301695.920 8 .014 .000 WF� 2596.6301695.920 7 .250 R 2603.1301696.000 7 .015 .000 SH 2603.1301696.000 7 1696.000 CD 1 4 1 .000 6.500 .000 .000 .000 ..00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 000 6*500 *000 *000 *000 00 C CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 6.500 .000 .000 .000 .00 CD 6 2 0 .000 7.000 7.000 .000 .000 .00 CD 7 2 0 .000 10.000 13.000 1.000 1.000 .00 CD 8 3 0 .000 7.000 7.000 .000 .000 .00 Q 476.400- .0 A FILE: linecl.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE I Program Package Serial Number: 1420 t WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 8:52:15 52637 COYOTE CANYON WSPG RUN FOR LINE Cl FN: LINECI.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/I 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 DpthIFroude NINorm Dp I "N" I X-Fallj ZR. IType Ch 1035.360 1646.310 3.183 1649.493 491.30 30.41 14.36 1663.85 .00 5.79 6.50 6.500 .000 .00 1 .0 7.228 .0721 .0372 .27 3.18 3.40 2.65 .013 .00 .00 PIPE 1042.588 1646.831 3.207 1650.038 491.30 30.11 14.08 1664.11 .00 5.79 6.50 6.500 .000 .00 1 .0 30.772 .0721 .0345 1.06 3.21 3.35 2.65 .013 .00 .00 PIPE 1073.360 1649.050 3.330 1652.380 491.30 28.71 12.80 1665.18 1.85 5.79 6.50 6.500 .000 .00 1 .0 14.420 .0340 .0323 .47 5.18 3.12 3.28 .013 .00 .00 PIPE 1087.780 1649.540 3.333 1652.873 491.30 28-68 12.77 1665.64 .00 5.79 6.50 6.500 .000 .00 1 .0 14.380 .0341 .0322 .46 3.33 3.11 3.28 .013 .00 .00 PIPE 1102.160 1650.030 3.336 1653.366 491.30 28.65 12.74 1666.11 .00 5.79 6.50 6.500 .000 .00 1 .0 JUNCT STR .0333 .0325 .10 3.34 3.11 .013 .00 .00 PIPE 1105.160 1650.130 3.272 1653.402 480.70 28.73 12.81 1666.21 .00 5.75 6.50 6.500 .000 .00 1 .0 22.750 .0343 .0328 '.75 3.27 3.15 3.23 .013 .00 .00 PIPE 1127.910 1650.910 3.276 1654.186 480.70 28.69 12.78 1666.96 .00 5.75 6.50 6.500 .000 .00 1 .0 JUNCT STR .0333 .0333 .10 3.28 3.15 .013 .00 .00 PIPE 1130.910 1651.010 3.225 1654.235 476.40 29.00 13.06 1667.29 .00 5.73 6.50 6.500 .000 .00 1 .0 366.760 .0342 .0332 12.16 3.23 3.21 3.22 .013 .00 .00 PIPE 1497.670 1663.570 3.268 1666.839 476.40 28.51 12.62 1679.46 .00 5.73 6.50 6.500 .000 .00 1 .0 4.660 .0322 .0324 .15 3.27 3.13 3.27 .013 .00 .00 PIPE Irl- 0 L FILE: linecl.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 8:52:15 52637 COYOTE CANYON WSPG RUN FOR LINE Cl FN: LINEC1.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/I 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 DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1502.330 1663.720 3.268 1666.988 476.40 28.51 12.63 1679.61 .00 5.73 6.50 6.500 .000 .00 1 .0 441.290 .0322 .0337 14.89 3.27 3.13 3.27 .013 .00 .00 PIPE 1943.620 1677.930 3.193 1681.123 476.40 29.37 13.39 1694.52 .00 5.73 6.50 6.500 .000 .00 1 .0 4.670 .0364 .0351 .16 3.19 3.28 3.16 .013 .00 .00 PIPE 1948.290 1678.100 3.193 1681.293 476.40 29.36 13.39 1694.68 .00 5.73 6.50 6.500 .000 .00 1 .0 37.587 .0502 .0339 1.27 3.19 3.28 2.88 .013 .00 .00 PIPE 1985.877 1679.986 3.259 1683.245 476.40 28.61 12.71 1695.95 .00 5.73 6.50 6.500 .000 .00 1 .0 53.026 .0502 .0308 1.63 3.26 3.15 2.88 .013 .00 .00 PIPE 2038.903 1682.647 3.384 1686.031 476.40 27.27 11.55 1697.58 .00 5.73 6.49 6.500 .000 .00 1 .0 39.794 .0502 .0271 1.08 3.38 2.93 2.88 .013 .00 .00 PIPE 2078.697 1684.643 3.516 1688.160 476.40 26.01 10.50 1698.66 .00 5.73 6.48 6.500 .000 .00 1 .0 31.096 .0502 .0239 :74 3.52 2.73 2.88 .013 .00 .00 PIPE 2109.793 1686.204 3.654 1689.858 476.40 24.80 9.55 1699.40 .00 5.73 6.45 6.500 .000 .00 1 .0 24.837 .0502 .0211 .52 3.65 2.53 2.88 .013 .00 .00 PIPE 2134.630 1687.450 3.800 1691.250 476.40 23.64 8.68 1699.93 2.47 5.73 6.41 6.500 .000 .00 1 .0 2.693 .0502 .0197 .05 6.27 2.35 2.88 .013 .00 .00 PIPE 2137.323 1687.585 3.818 1691.403 476.40 23.51 8.58 1699.98 2.44 5.73 6.40 6.500 .000 .00 1 .0 19.650 .0502 .0184 .36 6.26 2.33 2.88 .013 .00 .00 PIPE FILE: linecl.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 t WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 8:52:15 52637 COYOTE CANYON WSPG RUN FOR LINE C1 FN: LINECI.WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 2156.972 1688.572 3.973 1692.545 476.40 22.41 7.80 1700.35 2.20 5.73 6.34 6.500 .000 .00 1 .0 16.045 .0502 .0163 .26 6.17 2.16 2.88 .013 .00 .00 PIPE 2173.017 1689.378 4.138 1693.516 476.40 21.37 7.09 1700.61 1.97 5.73 6.25 6.500 .000 .00 1 .0 13.137 .0502 .0145 .19 6.11 1.99 2.88 .013 .00 .00 PIPE 2186.154 1690.037 4.313 1694.351 476.40 20.38 6.45 1700.80 1.76 5.73 6.14 6.500 .000 .00 1 .0 10.656 .0502 .0129 .14 6.07 1.84 2.88 .013 .00 .00 PIPE 2196.811 1690.573 4.501 1695.074 476.40 19.43 5.86 1700.93 1.56 5.73 6.00 6.500 .000 .00 1 .0 8.510 .0502 .0115 .10 6.06 1.69 2.88 .013 .00 .00 PIPE 2205.320 1691.000 4.704 1695.704 476.40 18.52 5.33 1701.03 .00 5.73 5.81 6.500 .000 .00 1 .0 166.630 .0100 .0112 1.87 4.70 1.55 4.87 .013 .00 .00 PIPE 2371.950 1692.660 4.567 1697.227 476.40 19.12 5.68 1702.91 .00 5.73 5.94 6.500 .000 .00 1 .0 4.660 .0107 .0117 :05 4.57 1.65 4.72 .013 .00 .00 PIPE 2376.610 1692.710 4.564 1697.274 476.40 19.14 5.69 1702.96 .00 5.73 5.95 6.500 .000 .00 1 .0 39.171 .0146 .0114 .45 4.56 1.65 4.21 .013 .00 .00 PIPE 2415.781 1693.281 4.639 1697.920 476.40 18.80 5.49 1703.41 .00 5.73 5.88 6.500 .000 .00 1 .0 71-988 .0146 .0106 .76 4.64 1.60 4.21 .013 .00 .00 PIPE 2487.769 1694.330 4.853 1699.184 476.40 17.93 4.99 1704.17 .00 5.73 5.65 6.500 .000 .00 1 .0 43.181 .0146 .0095 .41 4.85 1.46 4.21 .013 .00 .00 PIPE 0 0 X FILE: linecl.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-21-2005 Time: 8:52:15 52637 COYOTE CANYON WSPG RUN FOR LINE Cl FN: LINECI.WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/I 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 DpthIFroude, NINorm Dp I "N" I X-Fallj ZR- IType Ch 2530.950 1694.960 5.089 1700.049 476.40 17.09 4.54 1704.59 .54 5.73 5.36 6.500 .000 .00 1 .0 6.020 .0148 .0089 .05 5.63 1.32 4.19 .013 .00 .00 PIPE 2536.970 1695.049 5.138 1700.187 476.40 16.93 4.45 1704.64 .52 5.73 5.29 6.500 .000 .00 1 .0 21.286 .0148 .0084 .18 5.66 1.29 4.19 .013 .00 .00 PIPE 2558.256 1695.363 5.408 1700.771 476.40 16.14 4.05 1704.82 .44 5.73 4.86 6.500 .000 .00 1 .0 7.214 .0148 .0077 .06 5.85 1.15 4.19 .013 .00 .00 PIPE 2565.470 1695.470 5.726 1701-196 476.40 15.39 3.68 1704.87 .00 5.73 4.21 6.500 .000 .00 1 .0 TRANS STR .0148 .0040 .06 5.73 1.00 .014 .00 .00 PIPE 2580.470 1695.692 8.030 1703.722 476.40 9.72 1.47 1705.19 .00 5.24 7.00 7.000 7.000 .00 0 .0 16.160 .0141 .0040 .06 8.03 .65 3.66 .014 .00 .00 BOX 2596.630 1695.920 7.866 1703-786 476.40 9.72 1.47 1705.25 .00 5.24 7.00 7.000 7.000 .00 0 .0 WALL ENTRANCE 2596.630 1695.920 9.406 1705.327 476.40 3.90 .24 1705.56 .00 3.47 13.00 10.000 13.000 .00 0 .0 6.500 .0123 .0003 .00 9.41 .22 2.33 .015 .00 .00 RECTANG 2603-130 1696.000 9.325 1705.325 476.40 3.93 .24 1705.56 .00 3.47 13.00 10.000 13.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- m 10 .0 00 .000 (fOD �- S -gL .000 A Tl 52637 COYOTE Crn T2 T3 WSPG RUN FOR L "C-211 S FN:LINE "C -2".W ;c) so 958.5801698.00 1 1701.000 R 1012.8901708.900 1 .014 R 1038.2801714.000 1 .014 R 1085.4101717.530 1 .014 R 1407.4101721.740 1 .014 R 1465.0001722.500 1 .014 R 1474.4601723.760 1 .014 R 1491.2001726.000 1 .014 SH 1491.2001726.000 1 1726.000 CD 1 1 0 .000 3.000 4.000 1.500 1.500 .00 Q 115.500 .0 m 10 .0 00 .000 (fOD �- S -gL .000 A FILE: LINEC2.WSW W S P G W CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1420 t WATER SURFACE PROFILE LISTING Date: 9-27-2004 Time: 7:29:59 52637 COYOTE CANYON WSPG RUN FOR LINE "C-21- FN:LINE "C-2".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW ToplHeight/1 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-Fallj ZR. IType Ch 958.580 1698.000 .772 1698.772 115.50 29.03 13.08 1711.85 .00 2.23 6.31 3.000 4.000 1.50 0 .0 6.557 .2007 .1495 .98 .77 6.44 .71 .014 .00 1.50 TRAP 965.137 I I 1699.316 .779 I I 1700.095 I 115.50 28.66 I 12.76 1712.85 .00 I 2.23 6.34 3.000 I 4.000 1.50 0 .0 17.843 .2007 .1374 2.45 .78 6.34 .71 .014 .00 1.50 TRAP 982.979 I I 1702.897 .810 1703.707 115.50 27.33 I 11.60 1715.31 .00 I 2.23 6.43 3.000 I 4.000 1.50 0 .0 12.642 .2007 .1198 1.51 .81 5.94 .71 .014 .00 1.50 TRAP 995.621 I I 1705.434 .842 I I 1706.276 I 115.50 26.06 I 10.54 1716.82 .00 I 2.23 6.53 3.000 I 4.000 1.50 0 .0 9.622 .2007 .1045 1.01 .84 5.57 .71 .014 .00 1.50 TRAP 1005.244 I I 1707.365 .875 I I 1708.240 I 115.50 24.85 I 9.59 1717.83 .00 I 2.23 6.63 3.000 I 4.000 1.50 0 .0 7.646 .2007 .0912 .70 .88 5.23 .71 .014 .00 1.50 TRAP 1012.890 I I 1708.900 .909 I I 1709.809 I 115.50 23.69 I 8.71 I 1718.52 .00 I 2.23 6.73 3.000 I 4.000 1.50 0 .0 5.590 .2009 .0802 :45 .91 4.90 .71 .014 .00 1.50 TRAP 1018.479 I 1710.023 I .940 I I 1710.963 I 115.50 22.72 I 8.01 I 1718.98 .00 I 2.23 I 6.82 3.000 I I 4.000 1.50 0 .0 5.316 .2009 .0706 .38 .94 4.64 .71 .014 .00 1.50 TRAP 1023.795 1711.091 .976 1712.067 115.50 21.66 7.28 1719.35 .00 2.23 6.93 3.000 4.000 1.50 0 .0 4.490 .2009 .0617 .28 .98 4.35 .71 .014 .00 1.50 TRAP 1028.285 I 1711.992 I 1.013 I I 1713.006 I 115.50 20.65 I 6.62 I 1719.63 .00 I 2.23 I 7.04 I 3.000 I 1 4.000 1.50 1 0 .0 3.834 .2009 .0539 .21 1.01 4.08 .71 .014 .00 1.50 TRAP RE FILE: LINEC2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-27-2004 Time: 7:29:59 52637 COYOTE CANYON WSPG RUN FOR LINE "C-2" FN:LINE "C-2".WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'N" I X-Fallj ZR- IType Ch 1032.120 1712.763 1.052 1713.814 115.50 19.69 6.02 1719.83 .00 2.23 7.16 3.000 4.000 1.50 0 .0 3.301 .2009 .0471 .16 1.05 3.83 .71 .014 .00 1.50 TRAP I I I I I I I I I I I I 1035.421 1713.426 1.091 1714.517 115.50 18.77 5.47 1719.99 .00 2.23 7.27 3.000 4.000 1.50 0 .0 2.859 .2009 .0412 .12 1.09 3.60 .71 .014 .00 1.50 TRAP I I I I I I I I I I I I 1038.280 1714.000 1.132 1715.132 115.50 17.90 4.98 1720.11 1.47 2.23 7.40 3.000 4.000 1.50 0 .0 10.281 .0749 .0361 .37 2.60 3.38 .94 .014 .00 1.50 TRAP I I I I I I I I I I I I 1048.561 1714.770 1.173 1715.943 115.50 17.10 4.54 1720.48 1.37 2.23 7.52 3.000 4.000 1.50 0 .0 8.530 .0749 .0316 .27 2.54 3.18 .94 .014 .00 1.50 TRAP I I I I I I I I I I I I 1057.091 1715.409 1.217 1716.626 115.50 16.30 4.13 1720.75 1.26 2.23 7.65 3.000 4.000 1.50 0 .0 6.993 .0749 .0277 .19 2.48 2.98 .94 .014 .00 1.50 TRAP I I I I I I I I I I I I 1064.084 1715.933 1.261 1717.194 115.50 15.54 3.75 1720.94 1.17 2.23 7.78 3.000 4.000 1.50 0 .0 5.817 .0749 .0242 :14 2.43 2.80 .94 .014 .00 1.50 TRAP I I I I I I I I I I I 1 1 1069.901 1716.369 1.308 1717.676 115.50 14.82 3.41 1721.09 1.08 2.23 7.92 3.000 4.000 1.50 0 .0 4.886 .0749 .0212 .10 2.39 2.63 .94 .014 .00 1.50 TRAP I I I I I I I I I I I I 1074.788 1716.734 1.355 1718.090 115.50 14.13 3.10 1721.19 1.00 2.23 8.07 3.000 4.000 1.50 0 .0 4.132 .0749 .0186 .08 2.36 2.47 .94 .014 .00 1.50 TRAP I I I I I I I I I I I I 1078.920 1717.044 1.404 1718.448 115.50 13.47 2.82 1721.27 .93 2.23 8.21 3.000 4.000 1.50 0 .0 3.508 .0749 .0163 .06 2.33 2.32 .94 .014 .00 1.50 TRAP FILE: LINEC2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-27-2004 Time: 7:29:59 52637 COYOTE CANYON WSPG RUN FOR LI14E "C-21, FN:LINE "C-2".WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/I Base Wtj INo Wth Station I Elev (FT) Elev (CPS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-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-Falli ZR- IType Ch 1082.427 1717.307 1.455 1718.761 115.50 12.84 2.56 1721.32 .86 2.23 8.36 3.000 4.000 1.50 0 .0 2.983 .0749 .0143 .04 2.31 2.18 .94 .014 .00 1.50 TRAP 1085.410 I 1717.530 I 1.507 I I 1719.036 I 115-50 12.25 I 2.33 1721.37 .00 I 2.23 8.52 3.000 I 4.000 1.50 0 .0 146.547 .0131 .0141 2.07 1.51 2.05 1.51 .014 .00 1.50 TRAP 1231.957 I 1719.446 I 1.462 I I 1720.908 I 115.50 12.75 I 2.52 1723.43 .00 I 2.23 8.39 3.000 I 4.000 1.50 0 .0 70.309 .0131 .0159 1.12 1.46 2.16 1.51 .014 .00 1.50 TRAP 1302.266 I 1720.365 I 1.412 I I 1721.777 I 115.50 13.37 I 2.78 1724.55 .00 I 2.23 8.24 3.000 I 4.000 1.50 0 .0 44.562 .0131 .0182 .81 1.41 2.30 1.51 .014 .00 1.50 TRAP 1346.829 I 1720.948 I 1.362 I I 1722.310 I 115.50 14.03 I 3.06 1725.37 .00 I 2.23 8.09 3.000 I 4.000 1.50 0 .0 33.424 .0131 .0208 .69 1.36 2.45 1.51 .014 .00 1.50 TRAP 1380.252 I 1721.385 I 1.315 I I 1722.700 I 115.50 14.71 I 3.36 I 1726.06 .00 I 2.23 7.94 3.000 I 4.000 1.50 0 .0 27.158 .0131 .0237 :64 1.31 2.61 1.51 .014 .00 1.50 TRAP 1407.410 I 1721.740 I 1.268 I I 1723.008 I 115.50 15.43 I 3.70 I 1726.70 .00 I 2.23 7.80 I 3.000 I 4.000 1.50 0 .0 17.855 .0132 .0266 .48 1.27 2.78 1.51 .014 .00 1.50 TRAP 1425.265 I 1721.976 I 1.234 I I 1723.210 I 115.50 15.99 I 3.97 I 1727.18 .00 I 2.23 7.70 I 3.000 I 4.000 1.50 0 .0 21.035 .0132 .0300 .63 1.23 2.91 1.51 .014 .00 1.50 TRAP 1446.300 I 1722.253 I 1.190 I I 1723.443 I 115.50 16.77 I 4.37 I 1727.81 .00 I 2.23 7.57 I 3.000 I 4.000 1.50 0 .0 18.700 .0132 .0343 .64 1.19 3.10 1.51 .014 .00 1.50 TRAP 0 FILE: LINEC2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-27-2004 Time: 7:29:59 52637 COYOTE CANYON WSPG RUN FOR LINE "C-211 FN:LINE "C-2".wsw Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1465.000 1722.500 1.148 1723.648 115.50 17.59 4.80 1728.45 10.98 2.23 7.44 3.000 4.000 1.50 0 .0 2.778 .1332 .0350 .10 12.13 3.30 .80 .014 .00 1.50 TRAP I I I I I I I I 1467.778 1722.870 1.177 1724.047 115.50 17.03 4.50 1728.55 10.41 2.23 7.53 3.000 4.000 1.50 0 .0 3.589 .1332 .0313 .11 11.59 3.16 .80 .014 .00 1.50 TRAP I I I I I I I I 1471.368 1723.348 1.220 1724.568 115.50 16.24 4.09 1728.66 9.63 2.23 7.66 3.000 4.000 1.50 0 .0 3.092 .1332 .0274 .08 10.85 2.97 .80 .014 .00 1.50 TRAP I I I I I I I I 1474.460 1723.760 1.265 1725.025 115.50 15.48 3.72 1728.75 .00 2.23 7.80 3.000 4.000 1.50 0 .0 1.524 .1338 .0246 .04 1.27 2.79 .80 .014 .00 1.50 TRAP I I I I I I I I 1475.984 1723.964 1.291 1725.255 115.50 15.08 3.53 1728.78 .00 2.23 7.87 3.000 4.000 1.50 0 .0 2.455 .1338 .0223 .05 1.29 2.69 .80 .014 .00 1.50 TRAP I I I I I I I I 1478.438 1724.293 1.338 1725.630 115.50 14.38 3.21 1728.84 .00 2.23 8.01 3.000 4.000 1.50 0 .0 2.128 .1338 .0195 :04 1.34 2.53 .80 .014 .00 1.50 TRAP I I I I I I I I I I I I 1480.566 1724.577 1.386 1725.963 115.50 13.71 2.92 1728.88 .00 2.23 8.16 3.000 4.000 1.50 0 .0 1.844 .1338 .0171 .03 1.39 2.38 .80 .014 .00 1.50 TRAP I I I I I I I I I I I I 1482.410 1724.824 1.436 1726.260 115.50 13.07 2.65 1728.91 .00 2.23 8.31 3.000 4.000 1.50 0 .0 1.596 .1338 .0150 .02 1.44 2.23 .80 .014 .00 1.50 TRAP I I I I I I I I I I I I 1484.006 1725-037 1.488 1726.525 115.50 12.46 2.41 1728.94 .00 2.23 8.46 3.000 4.000 1.50 0 .0 1.377 .1338 .0131 .02 1.49 2.10 .80 .014 .00 1.50 TRAP 0 0 0 FILE: LINEC2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-27-2004 Time: 7:29:59 52637 COYOTE CANYON WSPG RUN FOR LINE IIC-2- FN:LINE "C-2".WSW Invert Depth water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR. IType Ch 1485.383 1725.222 1.540 1726.762 115.50 11.88 2.19 1728.95 .00 2.23 8.62 3.000 4.000 1.50 0 .0 1.183 .1338 .0115 .01 1.54 1.97 .80 .014 .00 1.50 TRAP I 1486.566 I 1725.380 1.595 I I 1726.975 I 115.50 11.33 I 1.99 I 1728.97 .00 I 2.23 I 8.79 3.000 I 4.000 1.50 0 .0 1.010 .1338 .0101 .01 1.60 1.85 .80 .014 .00 1.50 TRAP 1487.576 I I 1725.515 1.651 I I 1727.166 I 115.50 10.80 I 1.81 I 1728.98 .00 I 2.23 I 8.95 3.000 I 4.000 1.50 0 .0 .856 .1338 .0088 .01 1.65 1.74 .80 .014 .00 1.50 TRAP 1488.432 I I 1725.630 1.709 I I 1727.339 I 115.50 10.30 I 1.65 I 1728.99 .00 I 2.23 I 9.13 3.000 I 4.000 1.50 0 .0 .716 .1338 .0077 .01 1.71 1.64 .80 .014 .00 1.50 TRAP 1489.148 I I 1725.726 1.768 I I 1727.494 I 115.50 9.82 I 1.50 I 1728.99 .00 I 2.23 I 9.30 3.000 I 4.000 1.50 0 .0 .590 .1338 .0068 .00 1.77 1.54 .80 .014 .00 1.50 TRAP 1489.739 I 1725.805 I 1.829 I I 1727.634 I 115.50 9.36 I 1.36 I 1728.99 .00 I 2.23 I 9.49 3.000 I 4.000 1.50 0 .0 .476 .1338 .0060 :00 1.83 1.45 .80 .014 .00 1.50 TRAP 1490.215 I 1725.868 I 1.892 I I 1727.760 I 115.50 8.93 I 1.24 I 1729.00 .00 I 2.23 I 9.68 I 3.000 I I 4.000 1.50 0 .0 .372 .1338 .0052 .00 1.89 1.36 .80 .014 .00 1.50 TRAP 1490.587 I 1725.918 I 1.957 I I 1727.875 I 115.50 8.51 I 1.12 1729.00 .00 I 2.23 I 9.87 I 3.000 I I 4.000 1.50 0 .0 .277 1338 .0046 .00 1.96 1.28 .80 .014 .00 1.50 TRAP 1490.864 1725.955 I 2.023 I I 1727.979 I 115.50 8.11 I 1.02 I 1729.00 .00 I 2.23 I 10.07 I 3.000 I I 4.000 1.50 0 .0 .190 .1338 .0040 .00 2.02 1.20 .80 .014 .00 1.50 TRAP w A FILE: LINEC2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 9-27-2004 Time: 7:29:59 52637 COYOTE CANYON WSPG RUN FOR LI14E "C-2" FN:LINE "C-2".WSW Invert Depth Water Q Vel Vel I Energy I super icriticallFlow ToplHeight/1"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 jPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR. IType Ch 1491.054 1725.981 2.092 1728.072 115-50 7.74 .93 1729.00 .00 2.23 10.27 3.000 4.000 1.50 0 .0 .110 .1338 .0035 .00 2.09 1.13 .80 .014 .00 1.50 TRAP I I I I I I I I I I I I 1491.164 1725.995 2.162 1728.157 115-50 7.38 .85 1729.00 .00 2.23 10.49 3.000 4.000 1.50 0 .0 .036 .1338 .0031 .00 2.16 1.06 .80 .014 .00 1.50 TRAP I I I I I I I I I I I I 1491.200 1726.000 2.235 1728.235 115-50 7.03 .77 1729.00 .00 2.23 10.70 3.000 4.000 1.50 0 .0 A 0 �L N-4) 15. 0 1653.300 .000 .000 0 2-6' -57.652 .000 0 4-9-H �.S 01651.7101651.710 37.3 63.1 .000 .000 .000 0 515 16.549 .000 0 0 1659.000 30.0 .000 - 66.513 .000 0 5.700 1 .2001660.8701660.880 59.9 45.0 .000 .000 .000 0 (0, 90.000 .000 0 2 5Q 1664.0901664.060 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 CD Tl 51641 COYOTE CANYON 1 .000 3.000 .000 T2 WSPG RUN FOR LINE "C-3" 4 1 .000 T3 FN:LINE "C-3".WSW CD 3 4 1 so 990.6701648.830 11 CD 4 4 R 1007.5301649.330 11 .000 .013 5 R 1054.14016-50.700 11 1.500 .013 CD ix 1060.7401650.830 14 12 13.013 . 0 4DO R 1410.2901657.790 14 1 .013 2.500 R 1425.6501658.090 14 4 .013 .000 ix 1433.2201658.740 16 15 .013 1 R 1480.9801660.340 16 CD .013 2 ix 1489.4301660.460 4 2 3.013 11 R 1642.8701662.680 4 3.500 .013 CD R 1678.2101663.200 4 .000 .013 .000 ix 1687.5001663.700 7 5 6.013 1.500 R 1730.1901663.910 7 4 .013 .000 R 1750.7501664.020 7 15 .013 1 R 1850.1701664.510 7 CD .013 4 R 1916.6301664.850 7 .000 .013 R 1953.0701665.030 7 .0 .013 ix 1958.8001665.530 9 8 .013 R 1975.5301667.950 9 .013 R 1979.0001668.450 9 .013 R 1987.4401671.540 9 .013 WE 1987.4401671.540 10 .250 SH 1987.4401671.540 10 A 0 �L N-4) 15. 0 1653.300 .000 .000 0 2-6' -57.652 .000 0 4-9-H �.S 01651.7101651.710 37.3 63.1 .000 .000 .000 0 515 16.549 .000 0 0 1659.000 30.0 .000 - 66.513 .000 0 5.700 1 .2001660.8701660.880 59.9 45.0 .000 .000 .000 0 (0, 90.000 .000 0 2 5Q 1664.0901664.060 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 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 . 0 4DO 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 '14-60 0 .0 m 1671.540 .000 .000 ..00 .000 .000 " .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 m A FILE: line-c-3.WSW W S P G W - CIVILDESIGN Version 11.04 PAGE I 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-311 FN:LINE "C-3".WSW Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL jPrs/Pip -I- L/Elem ICh Slope I I -I- I -I- I -I- -I- SF Avel -1- HF ISE 71- DpthIFroude -1- NINorm -1- Dp -1- -1- I "N" I X-Fallj .-1 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 FILE: line-c-3.WSW W S P G W - CIVILDESIGN Version 11.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 8:44:12 52641 COYOTE CANY ON WSPG RUN FOR LINE "C-311 FN:LINE "C-3".WSW Invert Depth Water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem lCh Slope I I I I SF Avel HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fallj 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 0 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 IIC-3-1 FN:LINE "C-3".WSW invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem, ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR ]Type 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 1,969.173 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 x FILE: line_c-3.WSW W S P G W - CIVILDESIGN Version 11.04 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-3.1 FN:LINE "C-3".WSW invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1979.428 1668.607 .751 1669.358 17.60 16.30 4.13 1673.49 .00 1.51 1.94 2.000 .000 .00 1 .0 1.148 .3661 .0629 .07 .75 3.85 .48 .013 .00 .00 PIPE 1980.576 1669.027, .778 1669.805 17.60 15.55 3.75 1673.56 .00 1.51 1.95 2.000 .000 .00 1 .0 1.004 .3661 .0552 .06 .78 3.60 .48 .013 .00 .00 PIPE 1981.580 1669.395 .807 1670.202 17.60 14.82 3.41 1673.61 .00 1.51 1.96 2.000 .000 .00 1 .0 .885 .3661 ..0484 .04 .81 3.36 .48 .013 .00 .00 PIPE 1982.465 1669.719 .836 1670.555 17.60 14.13 3.10 1673.66 .00 1.51 1.97 2.000 .000 .00 1 .0 .775 .3661 .0425 .03 .84 3.13 .48 .013 .00 .00 PIPE 1983.240 1670.002 .867 1670.870 17.60 13.47 2.82 1673.69 .00 1.51 1.98 2.000 .000 .00 1 .0 .682 .3661 .0374 .03 .87 2.93 .48 .013 .00 .00 PIPE 1983.923 1670.252 .899 1671.151 17.60 12.85 2.56 1673.71 .00 1.51 1.99 2.000 .000 .00 1 .0 .600 .3661 .0328 .02 .90 2.73 .48 .013 .00 .00 PIPE 1.984.523 1670.472 .932 1671.404 17.60 12.25 2.33 1673.73 .00 1.51 2.00 2.000 .000 .00 1 .0 .521 .3661 .0289 .02 .93 2.54 .48 .013 .00 .00 PIPE 1985.044 1670.663 .968 1671.631 17.60 11.68 2.12 1673.75 .00 1.51 2.00 2.000 .000 .00 1 .0 .459 .3661 .0254 .01 .97 2.37 .48 .013 .00 .00 PIPE 1985.504 1670.831 1.004 1671.835 17.60 11.14 1.93 1673.76 .00 1.51 2.00 2.000 .000 .00 1 .0 .396 .3661 .0224 .01 1.00 2.21 .48 .013 .00 .00 PIPE FILE: line-c-3.WSW W S P G W - CIVILDESIGN Version lt.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-311 FN:LINE "C-3".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/lBase Wtj INo Wth .Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elein ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj 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 7.96 .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 -I- .055 -I- .3661 -I- -I- -I- -I- -I- .0085 -1- .00 4- 1.38 1.20 .48 .013 -1- .00 .00 1- 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 11.04 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-311 FN:LINF "C-3".WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow Top.lHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem Ich slope I I I I SF Avel HF ISE DpthIProude NINorm Dp I "N" I X-Fallj 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 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 A A Ti 52637 COYOTE CANYON 0 T2 T3 RUN FOR LAT "C -3C" FN:LATC3C.WSW so 1018.5701659.000 1 1662.891 R 1084.1301661.660 1 .013 .000 .000 0 ix 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 ix 1565.3001679.510 1 6 .013 1.700 1680.190 90.0 -3.820 R 1594.2401680.600 1 .013 -37.688 .000 0 ix 1602..2201681.410 5 5 5.013 10.500 6.7001681.2801681.280-59.1 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 4-,D 8 2 0 .000 6.000 21.000 .000 .000 .00 Q 14.200 .0 A A x FILE: latc3c.WSW W S P G W - CIVILDESIGN Version 11.04 PAGE 1 Program Package Serial Number! 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 9: 9:36 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW Invert Depth water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj 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 1�2.489 .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 1,228.110 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 -I- 37.739 -I- .0371 .0303 1.14 1.18 2.70 1.13 .013 .00 .00 PIPE 0 0 0:. FILE: latc3c.WSW W S P G W - CIVILDESIGN Version lt.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 9: 9:36 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo wth Station I Elev (FT) Flev (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-Fallj 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 2.14 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 FILE: latc3c.WSW W S P G W - CIVILDESIGN Version 11.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 9: 9:36 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj 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 .637 1682.047 14.20 16-50 4.23 1686.27 .92 1.36 1.86 2.000 .000 .00 1 .0 12.678 .0952 .0787 1.00 1.56 4.28 .61 .013 .00 ..00 PIPE 1614.898 1682.617 .649 1683.266 14.20 16.06 4.00 1687.27 .88 1.36 1.87 2.000 .000 .00 1 .0 14.102 .0952 .0711 1.00 1.53 4.12 .61 .013 .00 .00 PIPE 0 0 0 FILE: latc3c.WSW W S P G W - CIVILDESIGN Version A.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 9: 9:36 52637 COYOTE CANYON RUN FOR LAT IIC-3CII FN:LATC3C.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem Ich slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1629.000 1683-960 .672 1684.632 14.20 15.31 3.64 1688.27 .61 1.36 1.89 2.000 .000 .00 1 .0 4.813 .0954 .0644 .31 1.28 3.85 .61 .013 .00 .00 PIPE 1633-813 1684.419 .683 1685.102 14.20 14.98 3.48 1688.59 .59 1.36 1.90 2.000 .000 .00 1 .0 7.941 0954 .0586 .47 1.27 3.73 61 013 00 00 PIPE 1641.754 1685.177 .707 1685.884 14.20 14.28 3.17 1689.05 .54 1.36 1.91 2.000 .000 .00 1 .0 5.961 0954 0513 .31 1.25 3.49 .61 .013 .00 .00 PIPE 1647.715 1685.746 .732 1686.478 14.20 13.62 2.88 1689.36 .49 1.36 1.93 2.000 .000 .00 1 .0 4.655 .0954 .0450 .21 1.23 3.26 .61 .013 .00 .00 PIPE 1652-370 1686.190 .759 1686.949 14.20 12.98 2.62 1689.57 .00 1.36 1.94 2.000 .000 .00 1 .0 1.200 .0955 .0413 .05 .76 3.05 .61 .013 .00 .00 PIPE 1653.570 1686.305 .767 1687.072 14.20 12.80 2.54 1689.61 .00 1.36 1.95 2.000 .000 .00 1 .0 3.528 0955 .0380 .13 77 2.99 61 013 00 00 PIPE 1657-098 1686.642 .795 1687.437 14.20 12.20 2.31 1689.75 .00 1.36 1.96 2.000 .000 .00 1 .0 2.911 .0955 .0333 .10 .80 2.79 .61 .013 .00 .00 PIPE 1660.009 1686.920 .824 1687.744 14.20 11.63 2.10 1689.85 .00 1.36 1.97 2.000 .000 .00 1 .0 2.429 .0955 .0293 .07 .82 2.60 .61 .013 .00 .00 PIPE 1662.438 1687.152 .854 1688.006 14.20 11.09 1.91 1689.92 .00 1.36 1.98 2.000 .000 .00 1 .0 2.042 .0955 .0257 .05 .85 2.43 .61 .013 .00 .00 PIPE FILE: latc3c.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: 9: 9!36 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X- Falll ZR IType Ch 1664.480 1687.347 .885 1688.232 14.20 10.58 1.74 1689.97 .00 1.36 1.99 2.000 .000 .00 1 .0 1.711 0955 .0226 .04 89 2.27 61 013 00 00 PIPE 1666.191 1687.510 .918 1688.429 14.20 10.08 1.58 1690.01 .00 1.36 1.99 2.000 .000 .00 1 .0 1.434 .0955 .0199 .03 .92 2.11 .61 .013 .00 .00 PIPE 1667.625 1687.647 .953 1688.601 14.20 9.61 1.44 1690.04 .00 1.36 2.00 2.000 .000 .00 1 .0 1.210 .0955 .0175 .02 .95 1.97 .61 .013 .00 .00 PIPE 1668.835 1687.763 .989 1688.752 14.20 9.17 1.30 1690.06 .00 1.36 2.00 2.000 .000 .00 1 .0 1.018 .0955 .0154 .02 .99 1.84 .61 .013 .00 .00 PIPE 1669.853 1687.860 1.026 1688.886 14.20 8.74 1.19 1690.07 .00 1.36 2.00 2.000 .000 .00 1 .0 .827 .0955 .0135 .01 1.03 1.71 .61 .013 .00 .00 PIPE 1670.680 1687.939 1.066 1689.005 14.20 8.33 1.08 1690.08 .00 1.36 2.00 2.000 .000 .00 1 .0 .670 0955 .0119 :01 1.07 1.59 .61 .013 .00 .00 PIPE 3,671.350 1688.003 1.108 1689.112 14.20 7.95 .98 1690.09 .00 1.36 1.99 2.000 .000 .00 1 .0 .531 .0955 .0105 .01 1.11 1.48 .61 .013 .00 .00 PIPE 1671.881 1688.054 1.152 1689.206 14.20 7.58 .89 1690.10 .00 1.36 1.98 2.000 .000 .00 1 .0 .406 .0955 .0093 .00 1.15 1.37 .61 .013 .00 .00 PIPE 1672.287 1688.093 1.198 1689.291 14.20 7.22 .81 1690.10 .00 1.36 1.96 2.000 .000 .00 1 .0 .271 .0955 .0083 .00 1.20 1.27 .61 .013 .00 .00 PIPE YL FILE: latc3c.WSW W S P G W - CIVILDESIGN Version 11.04 PAGE 6 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 9: 9:36 52637 COYOTE CANYON RUN FOR LAT "C -3C" FN:LATC3C.WSW invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.F,1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1672.558 1688.119 1.248 1689.367 14.20 6.89 .74 1690.10 .00 1.36 1.94 2.000 .000 .00 1 .0 .170 0955 .0073 .00 1.25 1.18 .61 .013 .00 .00 PIPE 1672.728 1688.135 1.300 1689.435 14.20 6.57 .67 1690.10 .00 1.36 1.91 2.000 .000 .00 1 .0 .052 .0955 .0065 .00 1.30 1.09 .61 .013 .00 .00 PIPE 1672.780 1688.140 1.357 1689.497 14.20 6.26 .61 1690.10 .00 1.36 1.87 2.000 .000 .00 1 .0 WALL ENTRANCE 1672.780 1688.140 2.307 1690.447 14.20 .29 .00 1690.45 .00 .24 21.00 6.000 21.000 .00 0 .0 Tl 52637 COYOTE CANYON T2 RUN FOR CP "C -3A" AOW%., T3 FN:CPC3A.WSW ;w) so 1001.9701651.710 1 1655.932 R 1046.0001652.690 1 .013 .000 0 R. 1059.9801656.590 1 .013 .000 0 WE 1059.9801656.590 2 .250 SH 1059.9801656.590 2 1656.590 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2' 0 .000 6.000 7.000 .000 .000 .00 Q 3.500 .0 x A 11 r Le Me 000 FILE: CPC3A.WSW W S P G W - CIVILDESIGN Version 11.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 5: 1:37 52637 COYOTE CANYON RUN FOR CP "C -3A" FN:CPC3A.WSW Invert Depth water Q Vel Vel I Energy I Super JCriticalIFlow TOPIHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1001.970 1651.710 4.222 1655.932 3.50 1.98 .06 1655.99 .00 .71 .00 1.500 .000 .00 1 .0 44.030 .0223 .0011 .05 4.22 .00 .48 .013 .00 .00 PIPE 1046.000 1652.690 3.291 1655.981 3.50 1.98 .06 1656.04 .00 .71 .00 1.500 .000 .00 1 .0 6.445 .2790 .0011 .01 3.29 .00 .26 .013 .00 .00 PIPE 1052.445 1654.488 1.500 1655.988 3.50 1.98 .06 1656.05 .00 .71 .00 1.500 .000 .00 1 .0 .381 .2790 .0010 .00 1.50 .00 .26 .013 .00 .00 PIPE 1052.826 1654.594 1.360 1655.954 3.50 2.08 .07 1656.02 .00 .71 .87 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1052.826 1654.594 .331 1654.925 3.50 12.08 2.27 1657.19 .00 .71 1.24 1.500 .000 .00 1 .0 .062 .2790 .0970 .01 .33 4.41 .26 .013 .00 .00 PIPE 1052.888 1654.612 .331 1654.943 3.50 12.07 2.26 1657.20 .00 .71 1.24 1.500 .000 .00 1 .0 1.033 .2790 .0906 .09 .33 4.40 .26 .013 .00 .00 PIPE 1053.921 1654.900 .342 1655.242 3.50 11.50 2.05 1657.30 .00 .71 1.26 1.500 .000 .00 1 .0 .875 2790 .0792 .07 34 4.12 26 013 00 00 PIPE 1054.796 1655.144 .354 1655.498 3.50 10.97 1.87 1657.37 .00 .71 1.27 1.500 .000 .00 1 .0 .753 .2790 .0693 .05 .35 3.86 .26 .013 .00 .00 PIPE 1055.549 1655.354 .366 1655.720 3.50 10.46 1.70 1657.42 .00 .71 1.29 1.500 .000 .00 1 .0 .647 .2790 .0606 .04 .37 3.62 .26 .013 .00 .00 PIPE w 0 0 FILE: CPC3A.WSW W S P G W - CIVILDESIGN Version 14.06 PACE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 5: 1:37 52637 COYOTE CANYON RUN FOR CP "C -3A" FN:CPC3A.WSW Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head Grd.El.] Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1056.196 1655.534 .379 1655.914 3.50 9.97 1.54 1657.46 .00 .71 1.30 1.500 .000 .00 1 .0 .564 .2790 .0530 .03 .38 3.39 .26 .013 .00 .00 PIPE 1056-760 1655.692 .392 1656.084 3.50 9.51 1.40 1657.49 .00 .71 1.32 1.500 .000 .00 1 .0 .493 .2790 .0464 .02 .39 3.17 .26 .013 .00 .00 PIPE 1057.252 1655.829 .405 1656.234 3.50 9.06 1.28 1657.51 .00 .71 1.33 1.500 .000 .00 1 .0 .428 .2790 .-0405 .02 .41 2.97 .26 .013 .00 .00 PIPE 1057.680 1655.948 .419 1656.368 3.50 8.64 1.16 1657.53 .00 .71 1.35 1.500 .000 .00 1 .0 .371 .2790 .0355 .01 .42 2.78 .26 .013 .00 .00 PIPE 1058.052 1656-052 .434 1656.486 3.50 8.24 1.05 1657.54 .00 .71 1.36 1.500 .000 .00 1 .0 .326 .2790 .0311 .01 .43 2.60 .26 .013 .00 .00 PIPE 1058.378 1656.143 .449 1656.592 3.50 7.86 .96 1657.55 .00 .71 1.37 1.500 .000 .00 1 .0 .283 .2790 .0272 .01 .45 2.43 .26 .013 .00 .00 PIPE 1058.660 1656.222 .465 1656.687 3.50 7.49 .87 1657.56 .00 .71 1.39 1.500 .000 .00 1 .0 .248 .2790 .0238 .01 .47 2.28 .26 .013 .00 .00 PIPE 1058-908 1656.291 .481 1656.772 3.50 7.14 .79 1657.56 .00 .71 1.40 1.500 .000 .00 1 .0 .213 .2790 .0209 .00 .48 2.13 .26 .013 .00 .00 PIPE 1059.121 1656.350 .498 1656.849 3.50 6.81 .72 1657.57 .00 .71 1.41 1.500 .000 .00 1 .0 .182 .2790 .0183 .00 .50 1.99 .26 .013 .00 .00 PIPE 0 FILE: CPC3A.WSW W S P G W - CIVILDESIGN version 11.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 5: 1:37 52637 COYOTE CANYON RUN FOR CP "C -3A" FN:CPC3A.WSW invert Depth water Q Vel Vel I Energy I super ICriticalIFlow TOPIHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width iDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Falli ZR IType Ch 1059.303 1656.401 .516 1656.917 3.50 6.49 .65 1657.57 .00 .71 1.43 1.500 .000 .00 1 .0 .158 .2790 .0160 .00 .52 1.86 .26 .013 .00 .00 PIPE 1059.461 1656.445 .534 1656.979 3.50 6.19 .60 1657.57 .00 .71 1.44 1.500 .000 .00 1 .0 .133 .2790 .0140 .00 .53 1.74 .26 .013 .00 .00 PIPE 1059.594 1656.482 .553 1657.035 3.50 5.90 .54 1657.58 .00 .71 1.45 1.500 .000 .00 1 .0 .109 .2790 0123 .00 .55 1.63 .26 .013 .00 .00 PIPE 1059.703 1656.513 .573 1657.086 3.50 5.63 .49 1657.58 .00 .71 1.46 1.500 .000 .00 1 .0 .089 .2790 .0108 .00 .57 1.52 .26 .013 .00 .00 PIPE 1059.792 1656.537 .594 1657.132 3.50 5.37 .45 1657.58 .00 .71 1.47 1.500 .000 .00 1 .0 .069 .2790 .0095 .00 .59 1.42 .26 .013 .00 .00 PIPE 1059.861 1656.557 .616 1657.173 3.50 5.12 .41 1657.58 .00 .71 1.48 1.500 .000 .00 1 .0 .055 .2790 .0083 .00 .62 1.32 .26 .013 .00 .00 PIPE 1059-916 1656.572 .638 1657.210 3.50 4.88 .37 1657.58 .00 .71 1.48 1.500 .000 -0ro 1 .0 .035 .2790 .0073 .00 .64 1.24 .26 .013 .00 .00 PIPE 1059.952 1656.582 .662 1657.244 3.50 4.65 .34 1657.58 .00 .71 1.49 1.500 .000 .00 1 .0 .024 .2790 .0064 .00 .66 1.15 .26 .013 .00 .00 PIPE 1059.976 1656-589 .686 1657.275 3.50 4.44 .31 1657.58 .00 .71 1.49 1.500 .000 .00 1 .0 .004 .2790 .0056 .00 .69 1.08 .26 .013 .00 .00 PIPE w w FILE: CPC3A.WSW W S P G W - CIVILDESIGN Version 11.06 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 5: 1:37 52637 COYOTE CANYON RUN FOR CP "C -3A" FN:CPC3A.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1059.980 1656.590 .714 1657-304 3.50 4.22 .28 1657-58 .00 .71 1.50 1.500 .000 .00 1 .0 WALL ENTRANCE I 1059.980 1656.590 1.115 1657.705 3.50 .45 .00 1657.71 .00 .20 7.00 6.000 7.000 .00 0 .0 I- A L�4701 013 250 .000 .000 10.000 .000 1655.932 1655.990 000 .00 000 .00 I momilre =$I TI 52637 COYOTE CANYON T2 RUN FOR CP "C -3B" T3 FN:CPC3B.WSW so 1002.8801651.710 1 R 1032.2001655.990 1 0 WE 1032.2001655.990 2 SH 1032.2001655.990 2 CD 1 4 1 .000 1.500 CD 2 2 0 .000 6.60.0 Q 9.600 .0 I- A L�4701 013 250 .000 .000 10.000 .000 1655.932 1655.990 000 .00 000 .00 I momilre =$I t FILE: CPC3B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE I Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 5: 7:49 52637 COY6TE CANYON RUN FOR CP "C -3B" FN:CPC3B.WSW Invert Depth water Q Vel Vel I Energy I Super IcriticaliFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width jDia.-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-Tallj ZR IType Ch 1002.880 1651.710 4.222 1655.932 9.60 5.43 .46 1656.39 .00 1.20 .00 1.500 .000 .00 1 .0 14-655 .1460 .0084 .12 4.22 .00 .50 .013 .00 .00 PIPE 1017.535 1653.849 2.205 1656.055 9.60 5.43 .46 1656.51 .00 1.20 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1017.535 1653.849 .637 1654.486 9.60 13.44 2.81 1657.29 .00 1.20 1.48 1.500 .000 .00 1 .0 1.715 .1460 :0567 .10 .64 3.41 .50 .013 .00 .00 PIPE 1019-250 1654.099 .653 1654.753 9.60 13.00 2.62 1657.38 .00 1.20 1.49 1.500 .000 .00 1 .0 2.253 .1460 .0508 .11 .65 3.25 .50 .013 .00 .00 PIPE 1021.503 1654.428 .677 1655.106 9.60 12.39 2.38 1657.49 .00 1.20 1.49 1.500 .000 .00 1 .0 1.892 .1460 .0447 .08 .68 3.03 .50 .013 .00 .00 PIPE 1023-396 1654.705 .702 1655.407 9.60 11.81 2.17 1657.57 .00 1.20 1.50 1.500 .000 .00 1 .0 1.594 1460 .0393 .06 .70 2.83 .50 .013 .00 �00 PIPE 1024.989 1654.937 .729 1655 . 667 9.60 11.26 1.97 1657.64 .00 1.20 1.50 1.500 .000 .00 1 .0 1.366 .1460 .0346 .05 .73 2.63 .50 .013 .00 .00 PIPE 1026.355 1655.137 .756 1655.893 9.60 10.74 1.79 1657.68 .00 1.20 1.50 1.500 .000 .00 1 .0 1.158 .1460 .0304 .04 .76 2.45 .50 .013 .00 .00 PIPE 1027-513 1655.306 .785 1656.091 9.60 10.24 1.63 1657.72 .00 1.20 1.50 1.500 .000 .00 1 .0 .982 .1460 .0268 .03 .79 2.28 .50 .013 .00 .00 PIPE 0 0 FILE: CPC3B.WSW W S P G W - CIVILDESIGN Version 11.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 5: 7:49 52637 COYOTE CANYON RUN FOR CP "C -3B" FN:CPC3B.WSW Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.�;l.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Falli ZR IType Ch 1028.496 1655.449 .816 1656.265 9.60 9.76 1.48 1657.75 .00 1.20 1.49 1.500 .000 .00 1 .0 .839 .1460 .0237 02 82 2.12 .50 .013 .00 .00 PIPE 1029.334 1655.572 .848 1656 . 420 9.60 9.31 1.35 1657.77 .00 1.20 1.49 1.500 .000 .00 1 .0 .706 .1460 .0209 .01 .85 1.97 .50 .013 .00 .00 PIPE 1030.041 1655.675 .882 1656.557 9.60 8.88 1.22, 1657.78 .00 1.20 1.48 1.500 .000 .00 1 .0 .590 .1460 .0185 .01 .88 1.83 .50 .013 .00 .00 PIPE 1030.631 1655.761 .918 1656.679 9.60 8.46 1.11 1657.79 .00 1.20 1.46 1.500 .000 .00 1 .0 .487 .1460 .0164 .01 .92 1.69 .50 .013 .00 .00 PIPE 1031,118 1655.832 .956 1656.788 9.60 8.07 1.01 1657.80 .00 1.20 1.44 1.500 .000 .00 1 .0 .387 .1460 .0145 .01 .96 1.57 .50 .013 .00 .00 PIPE 1031.505 1655.889 .997 1656.886 9.60 7.69 .92 1657.80 .00 1.20 1.42 1.500 .000 .00 1 .0 .305 .1460 .0129 .00 1.00 1.44 .50 .013 .00 .00 PIPE 1031.810 1655-933 1.040 1656.973 9.60 7.34 .84 1657.81 .00 1.20 1.38 1.500 .000 .00 1 .0 .215 .1460 .0115 .00 1.04 1.33 .50 .013 .00 .00 PIPE 1032.026 1655.965 1.087 1657.052 9.60 6.99 .76 1657.81 .00 1.20 1.34 1.500 .000 .00 1 .0 .133 .1460 .0103 .00 1.09 1.22 .50 .013 .00 .00 PIPE 1032.159 1655.984 1.138 1657.122 9.60 6.67 .69 1657.81 .00 1.20 1.28 1.500 .000 .00 1 .0 .041 .1460 .0093 .00 1.14 1.11 .50 .013 .00 .00 PIPE X FILE: CPC3B.WSW W S P G W - CIVILDESIGN Version A.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 5: 7:49 52637 COYOTE CANYON RUN FOR CP 'C -3B" FN:CPC3B.WSW Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width JDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1032.200 1655.990 1.196 1657.186 9.60 6.35 .63 1657.81 .00 1.20 1.21 1.500 .000 .00 1 .0 WALL ENTRANCE I 1032.200 1655.990 2.281 1658.271 9.60 .42 .00 1658.27 .00 .31 10.00 6.600 10.000 .00 0 .0 14 A Tl 52637 COYOTE CANYON 0 T2 RUN FOR CP "C-31)" (Aaw*k T3 FN:QPC3D.WSW 4,W) so 1002.2601662.430 1 1663.114 R 1029.0001663.490 1 .013 .000 .000 0 R 1039.0101665.420 1 .013 .000 .000 0 WE 1039.0101665.420 2 .250 SH 1039.0101665.420 2 1665.420 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.000 28.000 .000 .000 .00 Q 10.400 .0 14 A FILE: CPC3D.WSW W S P G W - CIVILDESIGN Version A.06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 7: 5:57 52637 COYOTE CANYON RUN FOR CP "C -3D" FN:CPC3D.WSW Invert Depth water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1002.260 1662.430 .709 1663.140 10.40 12.64 2.48 1665.62 .00 1.24 1.50 1.500 .000 .00 1 .0 9.870 .0396 .0487 .48 71 3.01 75 013 00 00 PIPE 1012.130 1662.821 .698 1663.519 10.40 12.89 2.58 1666.10 .00 1.24 1.50 1.500 .000 .00 1 .0 16.870 .0396 .0535 .90 .70 3.09 .75 .013 .00 .00 PIPE 1029.000 1663.490 .674 1664.164 10.40 13-52 2.84 1667.00 .00 1.24 1.49 1.500 .000 .00 1 .0 1.405 .1926 .0539 .08 67 3.32 .48 .013 .00 .00 PIPE 1030.405 1663.761 .694 1664.455 10.40 12.98 2.62 1667.07 .00 1.24 1.50 1.500 .000 .00 1 .0 1.455 .1928 .0479 .07 69 3.13 48 013 00 00 PIPE 1031.860 1664.042 .721 1664.763 10.40 12.38 2.38 1667.14 .00 1.24 1.50 1.500 .000 .00 1 .0 1.256 .1928 .0422 .05 72 2.91 .48 .013 .00 .00 PIPE 1033.116 16,64.284 .748 1665.032 10.40 11.80 2.16 1667.19 .00 1.24 1.50 1.500 .000 .00 1 .0 1.077 .1928 .0371 '.04 .75 2.71 .48 .013 .00 .00 PIPE 1034.193 1664.491 .777 1665.268 10.40 11.25 1.97 1667.23 .00 1.24 1.50 1.500 .000 .00 1 .0 .929 .1928 .0327 .03 .78 2.53 .48 .013 .00 .00 PIPE 1035.122 1664.671 .807 1665.478 10.40 10.73 1.79 1667.27 .00 1.24 1.50 1.500 .000 .00 1 .0 .802 .1928 .0289 .02 .81 2.35 .48 .013 .00 .00 PIPE 1035.924 1664.825 .838 1665.663 10.40 10.23 1.62 1667.29 .00 1.24 1.49 1.500 .000 .00 1 .0 .680 .1928 .0255 .02 .84 2.18 .48 .013 .00 .00 PIPE X FILE: CPC3D.WSW W S P G W - CIVILDESIGN Version 1�4.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 7: 5:57 52637 COYOTE CANYON RUN FOR CP "C -3D" FN:CPC3D.WSW Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/IE3ase 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-Fallj ZR IType Ch 1036.604 1664.956 .872 1665.828 10.40 9.75 1.48 1667.31 .00 1.24 1.48 1.500 .000 .00 1 .0 .583 .1928 .0225 .01 .87 2.02 .48 .013 .00 .00 PIPE 1037.187 1665.069 .907 1665.976 10.40 9.30 1.34 1667.32 .00 1.24 1.47 1.500 .000 .00 1 .0 .486 .1928 .0199 .01 .91 1.88 .48 .013 .00 .00 PIPE 1037.673 1665.162 .945 1666.107 10.40 8.87 1.22 1667.33 .00 1.24 1.45 1.500 .000 .00 1 .0 .411 .1928 0177 .01 .95 1.74 .48 .013 .00 .00 PIPE 1038.084 1665.242 .984 1666.226 10.40 8.45 1.11 1667.34 .00 1.24 1.43 1.500 .000 .00 1 .0 .327 .1928 .0157 .01 .98 1.60 .48 .013 .00 .00 PIPE 1038.411 1665.305 1.027 1666.332 10.40 8.06 1.01 1667.34 .00 1.24 1.39 1.500 .000 .00 1 .0 .256 .1928 .0140 .00 1.03 1.48 48 013 00 00 PIPE 1038.667 1665.354 1.073 1666.427 10.40 7.69 .92 1667.34 .00 1.24 1.35 1.500 .000 .00 1 .0 .185 .1928 .0125 .00 1.07 1.35 .48 .013 .00 .00 PIPE 1038.852 1665.390 1.123 1666.513 10.40 7.33 .83 1667.35 .00 1.24 1.30 1.500 .000 .00 1 .0 .120 .1928 .0112 .00 1.12 1.24 .48 .013 .00 .00 PIPE 1038.972 1665.413 1.177 1666.590 10.40 6.99 .76 1667.35 .00 1.24 1.23 1.500 .000 .00 1 .0 .038 .1928 .0102 .00 1.18 1.12 .48 .013 .00 .00 PIPE 1039.010 1665.420 1.240 1666.660 10.40 6.66 .69 1667.35 .00 1.24 1.14 1.500 .000 .00 1 .0 WALL ENTRANCE FILE: CPC3D.WSW W S P G W - CIVILDESIGN Version lt.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 7: 5:57 52637 COYOTE CANYON RUN FOR CP "C -3D" FN:CPC3D.WSW invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZJ, jPrs/Pip L/Elem lCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj 7R IType Ch 1039.010 1665.420 2.469 1667.889 10.40 .15 .00 1667.89 .00 .16 28.00 8.000 28.000 .00 0 .0 1� M� Tl 52637 COYOTE CANYON 0 T2 RUN FOR CP "C -3E" AMIN T3 FN:CPC3E.WSW so 1001.2501679.940 1 1680.839 R 1108.8001685.540 1 .013 .000 .000 0 WE 1108.8001685.540 2 .250 SH 1108.8001685.540 2 1685.540 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 9.400 10.000 .000 .000 .00 Q 2.000 .0 1� M� FILE: CPC3E.WSW W S P G W - CIVILDESIGN Version A.06 PAGE 1 Program Package Serial NuTrber: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 7:23:18 52637 COYOTE CANYON RUN FOR CP "C -3E" FN:CPC3E.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1001.250 1679.940 .899 1680.839 2.00 1.81 .05 1680.89 .00 .53 1.47 1.500 .000 .00 1 .0 .036 .0521 .0009 .00 .90 .37 .29 .013 .00 .00 PIPE 1001.286 I 1679.942 I I .864 1680.806 I I 2.00 1.90 I .06 I 1680.86 I .00 .53 I 1.48 I 1.500 I 1 .000 .00 1 1 .0 -I- HYDRAULIC -I- JUMP -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - 1001.286 I 1679.942 I I .293 1680.235 I I 2.00 8.23 I 1.05 I 1681.29 I .00 .53 I 1.19 I I 1.500 1 .000 .00 1 1 .0 49.331 .0521 0521 2.57 29 3.21 29 013 00 00 PIPE 1050.617 1682.511 .293 1682.804 2.00 8.23 1.05 1683.85 .00 .53 1.19 1.500 .000 .00 1 .0 25.818 .0521 .0501 1.29 .29 3.21 .29 .013 .00 .00 PIPE 1076.436 1683.855 .298 1684.153 2.00 8.01 1.00 1685.15 .00 .53 1.20 1.500 .000 .00 1 .0 11.669 .0521 .0452 .53 .30 3.09 .29 .013 .00 .00 PIPE 1088.104 1684.463 .308 1684.771 2.00 7.63 .91 1685.68 .00 .53 1.21 1.500 .000 .00 1 .0 5.667 .0521 .0395 .22 31 2.89 29 013 00 00 PIPE 1093.771 1684.758 .319 1685.077 2.00 7.28 .82 1685.90 .00 .53 1.23 1.500 .000 .00 1 .0 3.690 .0521 .0345 .13 .32 2.71 .29 .013 .00 .00 PIPE 1097.461 1684.950 .329 1685.279 2.00 6.94 .75 1686.03 .00 .53 1.24 1.500 .000 .00 1 .0 2.555 .0521 .0302 .08 .33 2.54 .29 .013 .00 .00 PIPE 1100.016 1685.083 .341 1685.424 2.00 6.62 .68 1686.10 .00 .53 1.26 1.500 .000 .00 1 .0 -I- 1.977 -I- .0521 .0264 .05 .34 2.38 .29 .013 .00 .00 PIPE A* w FILE: CPC3E.WSW W S P G W - CIVILDESIGN Version A.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 7:23:18 52637 COYOTE CANYON RUN FOR CP "C -3E" FN:CPC3E.WSW Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd-El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1101.993 1685.186 .352 1685.538 2.00 6.31 .62 1686.16 .00 .53 1.27 1.500 .000 .00 1 .0 1.522 .0521 .0230 .04 35 2.23 .29 .013 .00 .00 PIPE 1103-516 1685.265 .364 1685.629 2.00 6.02 .56 1686.19 .00 .53 1.29 1.500 .000 .00 1 .0 1.193 .0521 .0202 .02 36 2.09 29 013 00 00 PIPE 1104.709 1685.327 .377 1685.704 2.00 5.74 .51 1686.22 .00 .53 1.30 1,500 .000 .00 1 .0 .971 .0521 .0176 .02 38 1.95 .29 .013 .00 .00 PIPE 1105.680 1685.378 .390 1685.768 2.00 5.47 .46 1686.23 .00 .53 1.32 1.500 .000 .00 1 .0 .797 .0521 .0154 .01 39 1.83 29 .013 .00 .00 PIPE 1106.478 1685.419 .403 1685.822 2.00 5.21 .42 1686.24 .00 .53 1.33 1.500 .000 .00 1 .0 .632 .0521 .0135 .01 40 1.71 29 .013 .00 .00 PIPE 1107.110 1685.452 .417 1685.869 2.00 4.97 .38 1686.25 .00 .53 1.34 1.500 .000 .00 1 .0 .494 .0521 .0118 .01 42 1.60 29 013 00 00 PIPE 1107.604 1685.478 .432 16135.910 2.00 4.74 .35 1686.26 .00 .53 1.36 1.500 .000 .00 1 .0 .401 .0521 .0103 .00 43 1.50 29 .013 .00 .00 PIPE 1108.005 1685.499 .447 1685.946 2.00 4.52 .32 1686.26 .00 .53 1.37 1.500 .000 .00 1 .0 .298 .0521 .0091 00 45 1.40 29 013 00 00 PIPE 1108.303 1685.514 .463 1685.977 2.00 4.31 .29 1686.27 .00 .53 1.39 1.500 .000 .00 1 .0 -I- .231 -I- .0521 .0079 .00 .46 1.31 .29 .013 .00 .00 PIPE 0 0 0 FILE: CPC3E.WSW W S P G W - CIVILDESIGN Version lt.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-15-2005 Time: 7:23:18 52637 COYOTE CANYON RUN FOR CP "C -3E" FN:CPC3E.WSW Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/iBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N-1 I X-Fallj ZR IType Ch 1108.535 1685.526 .479 1686.005 2.00 4.11 .26 1686.27 .00 .53 1.40 1.500 .000 .00 1 .0 .151 .0521 .0069 .00 48 1.23 .29 .013 .00 .00 PIPE 1108.686 1685.534 .496 1686.030 2.00 3.92 .24 1686.27 .00 .53 1.41 1.500 .000 .00 1 .0 .101 .0521 .0061 .00 .50 1.15 .29 .013 .00 .00 PIPE 1108.787 1685.539 .513 1686.052 2.00 3.74 .22 1686.27 .00 .53 1.42 1.500 .000 .00 1 .0 .013 .0521 .0053 .00 .51 1.07 .29 .013 .00 .00 PIPE 1108.800 1685.540 .533 16136.073 2.00 3.55 .20 1686.27 .00 .53 1.44 1.500 .000 .00 1 .0 WALL ENTRANCE 1108.800 -I- 1685.540 -I- .817 -I- 1686.357 2.00 -I- -I- .24 -I- .00 -I- 1686.36 -I- .00 -I- .11 -I- 10.00 -I- 9.400 -I- 10.000 -I- .00 0 .0 I- Tj 52641 COYOTE CANYON Admw& 0 T2 WSPG RUN FOR LINE C-5 T3 FN:LINE C-5.WSW SO 1001.4501639.210 1 1641.680 R 1031.5201640.310 1 .013 .000 .000 0 R 1048.6101640.935 1 .013 43.519 .000 0 R 1059.9201641.410 1 .013 .000 .000 0 ix 1064.5901641.610 3 2 .013 12.200 1641.820 41.6 .000 R 1141.8601644.890 3 .013 -11.998 .000 0 R 1178.5001645.870 3 .013 .000 .000 0 ix 1181.5001645.930 5 4 .013 7.400 1646.180 45.0 000 R 1226.4001647.110 5 .013 .000 .000 0 WE 1226.4001647.110 6 .250 SH 1226.4001647.110 6 1647.110 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .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 2 0 .000 8.500 21.000 .000 .000 .00 Q 9.900 .0 11 A IC 0 0 FILE: linec5.WSW W S P G W - CIVILDESIGN Version l4f04 PAGE I Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8: 7:35 52641 COYOTE CANYON WSPG RUN FOR LINE C-5 FN:LINE C-5.WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorM DP I "N" I X-Fallj ZR' IType Ch 1001.450 1639.210 1.313 1640.523 29.50 13.49 2.83 1643.35 .00 1.85 1.90 2.000 .000 .00 1 .0 13.282 .0366 .0280 .37 1.31 2.22 1.21 .013 .00 .00 PIPE 1014.732 1639.696 1.344 1641.040 29.50 13.14 2.68 1643.72 .00 1.85 1.88 2.000 .000 .00 1 .0 16.788 .0366 .0256 .43 1.34 2.12 1.21 .013 .00 .00 PIPE 1031.520 1640.310 1.403 1641.713 29.50 12.53 2.44 1644.15 .40 1.85 1.83 2.000 .000 .00 1 .0 7.955 .0366 .0233 .18 1.80 1.95 1.21 .013 .00 .00 PIPE 1039.475 1640.601 1.444 1642.045 29.50 12.14 2.29 1644.33 .36 1.85 1.79 2.000 .000 .00 1 .0 9.135 .0366 .0212 .19 1.81 1.84 1.21 .013 .00 .00 PIPE 1048.610 1640.935 1.512 1642.447 29.50 11.58 2.08 1644.53 .00 1.85 1.72 2.000 .000 .00 1 .0 3.623 .0420 .0194 .07 1.51 1.68 1.16 .013 .00 .00 PIPE 1052.233 1641.087 1.562 1642.649 29.50 11.20 1.95 1644.60 .00 1.85 1.65 2.000 .000 .00 1 .0 3.972 .0420 .0178 .07 1.56 1.56 1.16 .013 .00 .00 PIPE 1056.205 1641.254 1.643 1642.897 29.50 10.68 1.77 1644.67 .00 1.85 1.53 2.000 .000 .00 1 .0 2.641 .0420 .0162 .04 1.64 1.40 1.16 .013 .00 .00 PIPE 1058.846 1641.365 1.736 1643.101 29.50 10.18 1.61 1644.71 .00 1.85 1.35 2.000 .000 .00 1 .0 1.074 .0420 .0151 .02 1.74 1.23 1.16 .013 .00 .00 PIPE 1059.920 1641.410 1.855 1643.265 29.50 9.71 1.46 1644.73 .00 1.85 1.04 2.000 .000 .00 1 .0 JUNCT STR .0428 .0103 .05 1.86 1.00 .013 .00 .00 PIPE W w FILE: linec5.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8: 7:35 52641 COYOTE CANYON WSPG RUN FOR LINE C-5 FN:LINE C-5.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1064.590 1641.610 3.267 1644.877 17.30 5.51 .47 1645.35 .00 1.50 .00 2.000 .000 .00 1 .0 24.065 .0424 .0058 .14 .00 .00 .84 .013 .00 .00 PIPE 1088.655 1642.631 2.402 1645.033 17.30 5.51 .47 1645.50 .00 1.50 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1088.655 1642.631 .891 1643.522 17.30 12.79 2.54 1646.06 .03 1.50 1.99 2.000 .000 .00 1 .0 16.897 0424 .0333 .56 .92 2.73 .84 .013 .00 .00 PIPE 1105.552 1643.349 .916 1644.265 17.30 12.32 2.36 1646.62 .03 1.50 1.99 2.000 .000 .00 1 .0 13.998 0424 .0297 .42 .94 2.58 .84 .013 .00 .00 PIPE 1119.550 1 1643.943 .951 1644.894 17.30 11.74 2.14 1647.03 .02 1.50 2.00 2.000 .000 .00 1 .0 9.703 0424 .0261 .25 .97 2.41 .84 .013 .00 .00 PIPE 1129.253 1644.355 .987 1645.342 17.30 11.20 1.95 1647.29 .02 1.50 2.00 2.000 .000 .00 1 .0 7.185 0424 .0230 .17 1.01 2.24 .84 .013 .00 .00 PIPE 1136.438 1644.660 1.024 1645.684 17.30 10.67 1.77 1647.45 .02 1.50 2.00 2.000 .000 .00 1 .0 5.422 .0424 .0202 .11 1.04 2.09 .84 .013 .00 .00 PIPE 1141.860 1644.890 1.065 1645.955 17.30 10.18 1.61 1647.56 .00 1.50 2.00 2.000 .000 .00 1 .0 3.858 0267 .0186 .07 1.06 1.94 96 013 00 00 PIPE 1145.718 1644.993 1.076 1646.069 17.30 10.04 1.56 1647.63 .00 1.50 1.99 2.000 .000 .00 1 .0 10.493 .0267 .0172 .18 1.08 1.90 .96 .013 .00 .00 PIPE w 0 w FILE: linec5.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8: 7:35 52641 COYOTE CANYON WSPG RUN FOR LINE C-5 FN:LINE C-5.WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1156.211 1645.274 1.118 1646.392 17.30 9.57 1.42 1647.81 .00 1.50 1.99 2.000 .000 .00 1 .0 7.289 0267 .0152 .11 1.12 1.77 96 013 00 00 PIPE 1163.500 1645.469 1.163 1646.632 17.30 9.12 1.29 1647.92 .00 1.50 1.97 2.000 .000 .00 1 .0 5.294 .0267 .0134 .07 1.16 1.64 .96 .013 .00 .00 PIPE 1168.794 1645.610 1.210 1646.821 17.30 8.70 1.17 1648.00 .00 1.50 1.96 2.000 .000 .00 1 .0 3.824 .0267 .0119 .05 1.21 1.52 .96 .013 .00 .00 PIPE 1172.619 1645.713 1.260 1646.973 17.30 8.29 1.07 1648.04 .00 1.50 1.93 2.000 .000 .00 1 .0 2.722 .0267 .0105 .03 1.26 1.41 .96 .013 .00 .00 PIPE 1175.341 1645.786 1.313 1647.099 17.30 7.91 .97 1648.07 .00 1.50 1.90 2.000 .000 .00 1 .0 1.800 .0267 .0094 .02 1.31 1.30 .96 .013 .00 .00 PIPE 1177.140 1645.834 1.370 1647.204 17.30 7.54 .88 1648.09 .00 1.50 1.86 2.000 .000 .00 1 .0 1.046 .0267 .0083 .01 1.37 1.20 .96 .013 .00 .00 PIPE 1178.187 1645.862 1.431 1647.293 17.30 7.19 .80 1648.10 .00 1.50 1.80 2.000 .000 .00 1 .0 .313 .0267 .0075 .00 1.43 1.10 .96 .013 .00 .00 PIPE 1178.500 1645.870 1.499 1647.369 17.30 6.85 .73 1648.10 .00 1.50 1.73 2.000 .000 .00 1 .0 JUNCT STR 0200 .0045 .01 1.50 1.00 013 00 00 PIPE 1181.500 1645.930 2.169 1648.099 9.90 3.15 .15 1648.25 .00 1.13 .00 2.000 .000 .00 1 .0 6.938 .0263 .0019 .01 2.17 .00 .71 .013 .00 .00 PIPE 0 0 FILE: linec5.WSW W S P G W - CIVILDESIGN Version 1,�.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8: 7:35 52641 COYOTE CANYON WSPG RUN FOR LINE C-5 FN:LINE C-5.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'N" I X-Fallj ZR- IType Ch 1188.438 1646.112 2.000 1648.112 9.90 3.15 .15 1648.27 .00 1.13 .00 2.000 .000 .00 1 .0 6.917 .0263 .0018 .01 2.00 .00 .71 .013 .00 .00 PIPE 1195.355 1646.294 1.814 1648.108 9.90 3.31 .17 1648.28 .00 1.13 1.16 2.000 .000 .00 1 .0 3.709 .0263 .0017 .01 1.81 .36 .71 .013 .00 .00 PIPE 1199.064 1646.392 1.706 1648.098 9.90 3.47 .19 1648.28 .00 1.13 1.42 2.000 .000 .00 1 .0 2.842 .0263 .0019 .01 1.71 .43 .71 .013 .00 .00 PIPE 1201.905 1646.466 1.618 1648.084 9.90 3.64 .21 1648.29 .00 1.13 1.57 2.000 .000 .00 1 .0 2.344 .0263 .0021 .00 1.62 .49 .71 .013 .00 .00 PIPE 1204.249 1646.528 1.540 1648.068 9.90 3.81 .23 1648.29 .00 1.13 1.68 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1204.249 1646.528 .805 1647.333 9.90 8.37 1.09 1648.42 .00 1.13 1.96 2.000 .000 .00 1 .0 .361 .0263 .0165 .01 .81 1.90 .71 .013 .00 .00 PIPE 1204.610 1646.537 .805 1647.342 9.90 8.36 1.08 1648.43 .00 1.13 1.96 2.000 .000 .00 1 .0 6.322 .0263 .0154 .10 .81 1.90 .71 .013 .00 .00 PIPE 1210.932 1646.703 .835 1647.539 9.90 7.97 .99 1648.52 .00 1.13 1.97 2.000 .000 .00 1 .0 4.684 .0263 .0135 .06 .84 1.77 .71 .013 .00 .00 PIPE 1215.616 1646.827 .865 1647.692 9.90 7.60 .90 1648.59 .00 1.13 1.98 2.000 .000 .00 1 .0 3.441 .0263 .0119 .04 .87 1.65 .71 .013 .00 .00 PIPE FILE: linec5.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8: 7:35 52641 COYOTE CANYON WSPG RUN FOR LINE C-5 FN:LINE C-5.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/I 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 jPrs/Pip L/Elem ICh slope I I I I SF Avel HF ISE DpthIFroude NINOrm Dp I 'N' I X-Fallj ZR- IType Ch 1219.057 1646.917 .897 1647.814 9.90 7.24 .81 1648.63 .00 1.13 1.99 2.000 .000 .00 1 .0 2.534 .0263 .0105 .03 .90 1.54 .71 .013 .00 .00 PIPE 1221.590 1646.984 .931 1647.915 9.90 6.91 .74 1648166 .00 1.13 2.00 2.000 .000 .00 1 .0 1.894 .0263 .0092 .02 .93 1.44 .71 .013 .00 .00 PIPE 1223.484 1647.033 .966 1647.999 9.90 6.59 .67 1648.67 .00 1.13 2.00 2.000 .000 .00 1 .0 1.387 .0263 .0081 .01 .97 1.34 .71 .013 .00 .00 PIPE 1224.871 1647.070 1.002 1648.072 9.90 6.28 .61 1648.68 .00 1.13 2.00 2.000 .000 .00 1 .0 .870 .0263 .0071 .01 1.00 1.25 .71 .013 .00 .00 PIPE 1225.741 1647.093 1.041 1648.134 9.90 5.99 .56 1648.69 .00 1.13 2.00 2.000 .000 .00 1 .0 .530 .0263 .0063 .00 1.04 1.16 .71 .013 .00 .00 PIPE 1226.271 1647.107 1.081 1648.188 9.90 5.71 .51 1648.69 .00 1.13 1.99 2.000 .000 .00 1 .0 .129 .0263 .0055 :00 1.08 1.08 .71 .013 .00 .00 PIPE 1226.400 1647.110 1.125 1648.235 9.90 5.44 .46 1648.69 .00 1.13 1.98 2.000 .000 .00 1 .0 WALL ENTRANCE 1226.400 -I- 1647.110 -I- 1.806 -I- 1648.916 -I- 9.90 -I- .26 -I- .00 -I- 1648.92 -I- .00 -I- .19 -I- 21.00 -I- 8.500 -I- 21.000 -I- .00 0 .0 I- Tl 52641 COYOTE CANYON Aomkt& 0 tm�ll T2 WSPG RUN FOR LINE C6 T3 FN:LINEC6.WSW SO 1007.0601635.140 1 1637.470 R 1017.5801636.260 1 .013 R 1035.6501638.200 1 .013 R 1054.1001640.170 1 .013 WE 1054.1001640.170 2 .250 SH 1054.1001640.170 2 1640.170 CD 1 4 - 1 .000 2.500 .000 .000 .000 .00 CD 2 2 0 .000 6.920 28.000 .000 .000 .00 Q 38.900 .0 14 A .000 .000 0 46.015 .000 0 .000 .000 0 -------------- - FILE: linec6.WSW W S P G W - CIVILDESIGN Version 14,.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8:12:19 52641 COYOTE CANYON WSPG RUN FOR LINE C6 FN:LINEC6.WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1007.060 1635.140 1.091 1636.231 38.90 18.91 5.55 1641.78 .00 2.10 2.48 2.500 .000 .00 1 .0 2.094 .1065 .0570 .12 1.09 3.66 .92 .013 .00 .00 PIPE 1009.154 1635.363 1.099 1636.462 38.90 18.70 5.43 1641.89 .00 2.10 2.48 2.500 .000 .00 1 .0 8.426 .1065 .0528 .44 1.10 3.60 .92 .013 .00 .00 PIPE 1017.580 1636.260 1.141 1637.401 38-90 17.83 4.94 1642.34 1.09 2.10 2.49 2.500 .000 .00 1 .0 2.495 .1074 .0483 .12 2.23 3.36 .92 .013 .00 .00 PIPE 1020.075 1636.528 1.155 1637.683 38.90 17.54 4.78 1642.46 1.06 2.10 2.49 2.500 .000 .00 1 .0 6.209 .1074 .0443 .28 2.21 3.28 .92 .013 .00 .00 PIPE 1026.284 1637.194 1.198 1638.393 38.90 16.72 4.34 1642.73 .96 2.10 2.50 2.500 .000 .00 1 .0 5.104 .1074 .0390 .20 2.16 3.05 .92 .013 .00 .00 PIPE 1031.387 1637.742 1.244 1638.986 38.90 15.94 3.95 1642.93 .88 2.10 2.50 2.500 .000 .00 1 .0 4.263 .1074 .0344 .15 2.12 2.84 .92 .013 .00 .00 PIPE 1035.650 1638.200 1.292 1639.492 38.90 15.20 3.59 1643.08 .00 2.10 2.50 2.500 .000 .00 1 .0 1.563 .1068 .0314 .05 1.29 2.65 .92 .013 .00 .00 PIPE 1037.212 1638.367 1.312 1639.679 38.90 14.91 3.45 1643.13 .00 2.10 2.50 2.500 .000 .00 1 .0 3.368 1068 .0288 .10 1.31 2.57 .92 .013 .00 .00 PIPE 1040.580 1638.726 1.363 1640.089 38.90 14.21 3.14 1643.23 .00 2.10 2.49 2.500 .000 .00 1 .0 2.852 .1068 .0254 .07 1.36 2.39 .92 .013 .00 .00 PIPE 0 0 w FILE: linec6.WSW W S P G W - CIVILDESIGN Version 14.,04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8:12:19 52641 COYOTE CANYON WSPG RUN FOR LINE C6 FN:LINEC6.WSW Invert Depth Water Q Vel Vel I Energy 1 Super ICriticalIFloW ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1043.432 1639.031 1.416 1640.447 38.90 13.55 2.85 1643.30 .00 2.10 2.48 2.500 .000 .00 1 .0 2.398 .1068 .0224 .05 1.42 2.22 .92 .013 .00 .00 PIPE 1045.830 1639.287 1.473 1640.760 38.90 12.92 2.59 1643.35 .00 2.10 2.46 2.500 .000 .00 1 .0 2.021 .1068 .0198 .04 1.47 2.06 .92 .013 .00 .00 PIPE 1047-851 1639.503 1.533 1641.036 38.90 12.32 2.36 1643.39 .00 2.10 2.44 2.500 .000 .00 1 .0 1.684 .1068 .0176 .03 1.53 1.91 .92 .013 .00 .00 PIPE 1049.535 1639.682 1.597 1641.280 38.90 11.75 2.14 1643.42 .00 2.10 2.40 2.500 .000 .00 1 .0 1.390 .1068 .0156 .02 1.60 1.76 .92 .013 .00 .00 PIPE 1050.925 1639.831 1.665 1641.496 38.90 11.20 1.95 1643.44 .00 2.10 2.36 2.500 .000 .00 1 .0 1.120 .1068 .0139 .02 1.67 1.63 .92 .013 .00 .00 PIPE 1052.046 1639.951 1.738 1641.689 38.90 10.68 1.77 1643.46 .00 2.10 2.30 2.500 .000 .00 1 .0 .879 .1068 .0124 .01 1.74 1.50 .92 .013 .00 .00 PIPE 1052.924 1640.044 1.816 1641.860 38.90 10.18 1.61 1643.47 .00 2.10 2.23 2.500 .000 .00 1 .0 .641 .1068 .0111 .01 1.82 1.37 .92 .013 .00 .00 PIPE 1053.565 1640.113 1.901 1642.014 38.90 9.71 1.46 1643.48 .00 2.10 2.13 2.500 .000 .00 1 .0 .393 .1068 .0100 .00 1.90 1.25 .92 .013 .00 .00 PIPE 1053.958 1640.155 1.996 1642.151 38.90 9.26 1.33 1643.48 .00 2.10 2.01 2.500 .000 .00 1 .0 .142 .1068 .0090 .00 2.00 1.13 .92 .013 .00 .00 PIPE FILE: linec6.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 8:12:19 52641 COYOTE CANYON WSPG RUN FOR LINE C6 FN:LINEC6.WSW Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/I 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 jPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1054.100 1640.170 2.104 1642.274 38.90 8.82 1.21 1643.48 .00 2.10 1.83 2.500 .000 .00 1 .0 WALL ENTRANCE I 1054.100 1640.170 4.289 1644.459 38.90 .32 .00 1644.46 .00 .39 28.00 6.920 28.000 .00 0 .0 A m Tl COYOTE CANYON - INFRASTRUCTURE STORM DRAIN T2 LINEC WSPGN ANALYSIS T3 BY: A.TORREYSON, FN: CPI so 1006.9301634.350 1 1636.822 R 1028.8701638.030 1 .013 WE 1028.8701658.030 2 .250 SH 1028.8701638.030 2 1638.030 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.000 21.00 .000 .000 .00 Q 4.500 .0 41111111 11 w FILE: CPI.WSW W S P G W - CIVILDESIGN Version l4f06 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 1-2005 Time: 3: 6:19 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: CP1 Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR- IType Ch 1006.930 1634.350 2.472 1636.822 4.50 2.55 .10 1636.92 .00 .81 .00 1.500 .000 .00 1 .0 5.200 .1677 .0018 .01 2.47 .00 .33 .013 .00 .00 PIPE 1012.130 1635.222 1.608 1636.830 4.50 2.55 .10 1636.93 .00 .81 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1012.130 1635.222 .372 1635.594 4.50 13.17 2.69 1638.29 .00 .81 1.30 1.500 .000 .00 1 .0 2.431 .1677 .0941 .23 .37 4.52 .33 .013 .00 .00 PIPE 1014.561 1635.630 .385 1636.015 4.50 12.51 2.43 1638.45 .00 .81 1.31 1.500 .000 .00 1 .0 2.412 .1677 .0819 .20 .39 4.21 .33 .013 .00 .00 PIPE 1016.973 1636.034 .399 1636.433 4.50 11.93 2.21 1638.64 .00 .81 1.33 1.500 .000 .00 1 .0 1.956 .1677 .0716 .14 .40 3.94 .33 .013 .00 .00 PIPE 1018.929 1636.362 .412 1636.775 4.50 11.38 2.01 1638.78 .00 .81 1.34 1.500 .000 .00 1 .0 1.596 .1677 .0627 .10 .41 3.69 .33 .013 .00 .00 PIPE 1020.S25 1636.630 .427 1637.057 4.50 10.85 1.83 1638.88 .00 .81 1.35 1.500 .000 .00 1 .0 1.339 .1677 .0549 .07 .43 3.45 .33 .013 .00 .00 PIPE 1021.865 1636.855 .442 1637.297 4.50 10.34 1.66 1638.96 .00 .81 1.37 1.500 .000 .00 1 .0 1.136 .1677 .0480 .05 .44 3.23 .33 .013 .00 .00 PIPE 1023.001 1637.045 .457 1637.503 4.50 9.86 1.51 1639.01 .00 .81 1.38 1.500 .000 .00 1 .0 .965 .1677 .0420 .04 .46 3.02 .33 .013 .00 .00 PIPE FILE: CP1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7- 1-2005 Time: 3: 6:19 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: CP1 Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm. Dp I "N" I X-Fallj ZR- IType Ch 1023.966 1637.207 .473 1637.680 4.50 9.40 1.37 1639.05 .00 .81 1.39 1.500 .000 .00 1 .0 .823 .1677 .0368 .03 .47 2.83 .33 .013 .00 .00 PIPE 1024.789 1637.345 .490 1637.836 4.50 8.97 1.25 1639.08 .00 .81 1.41 1.500 .000 .00 1 .0 .712 .1677 .0323 .02 .49 2.65 .33 .013 .00 .00 PIPE 1025.501 1637.465 .507 1637.972 4.50 8.55 1.13 1639.11 .00 .81 1.42 1.500 .000 .00 1 .0 .610 .1677 .0283 .02 .51 2.47 .33 .013 .00 .00 PIPE 1026.112 1637.567 .525 1638.092 4.50 8.15 1.03 1639.12 .00 .81 1.43 1.500 .000 .00 1 .0 .523 .1677 .0248 .01 .53 2.31 .33 .013 .00 .00 PIPE 1026.635 1637.655 .544 1638.199 4.50 7.77 .94 1639.14 .00 .81 1.44 1.500 .000 .00 1 .0 .454 .1677 .0217 .01 .54 2.16 .33 .013 .00 .00 PIPE 1027.088 1637.731 .563 1638.294 4.50 7.41 .85 1639.15 .00 .81 1.45 1.500 .000 .00 1 .0 .380 .1677 .0190 :01 .56 2.02 .33 .013 .00 .00 PIPE 1027.468 1637.795 .584 1638.379 4.50 7.06 .77 1639.15 .00 .81 1.46 1.500 .000 .00 1 .0 .327 .1677 .0167 .01 .58 1.89 .33 .013 .00 .00 PIPE 1027.796 1637-850 .605 1638.455 4.50 6.74 .70 1639.16 .00 .81 1.47 1.500 .000 .00 1 .0 .275 .1677 .0147 .00 .61 1.76 .33 .013 .00 .00 PIPE 1028.070 1637.896 .627 1638.523 4.50 6.42 .64 1639.16 .00 .81 1.48 1.500 .000 .00 1 .0 .227 .1677 .0129 .00 .63 1.64 .33 .013 .00 .00 PIPE FILE: CP1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1420 f WATER SURFACE PROFILE LISTING Date: 7- 1-2005 Time: 3: 6:19 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN LINEC WSPGN ANALYSIS BY: A.TORREYSON, FN: CP1 Invert Depth Water Q Vel Vel I Energy I super IcriticaliFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj' ZR- IType Ch 1028.298 1637.934 .650 1638.584 4.50 6.12 .58 1639.17 .00 .81 1.49 1.500 .000 .00 1 .0 .185 .1677 .0113 .00 .65 1.53 .33 .013 .00 .00 PIPE 1028-483 1637.965 .674 1638.639 4.50 5.84 .53 1639.17 .00 .81 1.49 1.500 .000 .00 1 .0 .146 .1677 .0099 .00 .67 1.43 .33 .013 .00 .00 PIPE 1028-629 1637.990 .699 1638.689 4.50 5.57 .48 1639.17 .00 .81 1.50 1.500 .000 .00 1 .0 .105 .1677 .0088 .00 .70 1.33 .33 .013 .00 .00 PIPE 1028.734 1638.007 .726 1638.733 4.50 5.31 .44 1639.17 .00 .81 1.50 1.500 .000 .00 1 .0 .080 .1677 .0077 .00 .73 1.24 .33 .013 .00 .00 PIPE 1028.814 1638.021 .753 1638.774 4.50 5.06 .40 1639.17 .00 .81 1.50 1.500 .000 .00 1 .0 .044 .1677 .0068 .00 .75 1.16 .33 .013 .00 .00 PIPE 1028-859 1638.028 .782 1638.810 4.50 4.83 .36 1639.17 .00 .81 1.50 1.500 .000 .00 1 .0 .011 .1677 .0060 :00 .78 1.08 .33 .013 .00 .00 PIPE 1028.870 1638.030 .814 1638.844 4.50 4.59 .33 1639.17 .00 .81 1.49 1.500 .000 .00 1 .0 WALL ENTRANCE 1028.870 -I- 1638.030 -I- 1.299 -I- 1639.329 -I- 4.50 -I- .16 -I- .00 -I- 1639.33 -I- .00 -I- .11 -I- 21.00 -I- 8.000 -I- 21.000 -I- .00 0 .0 I- m Tl 52641 COYOTE CANYON 0 T2 WSPG R�JN FOR LINE "C-7 T3 FN:LINEC-7.'A'SW so 1006.2301631.400 1 1636.95 R 1011.2001631.420 1 .013 .000 .000 0 R. 1025.3301631.503 1 C!3 -'�S-990 IV R 1051.0701631.620 1 .013 .0000 .000 0 R. 1060.0001631.670 1 .013 1.3900 .000 0 R 1160.4601632.170 1 .013 is.599 .000 0 R. 1185.9901632.300 1 .013 .000 .000 0 R 1236.9001632.550 1 .013 9.235 -000 0 ix 1244.2101632.590 4 2 3 -013 7.700 3.1001633.4301633.430 63.4 39.529 6.145 R 1256.6701632.650 4 .013 22.233 .000 0 R 1285.8101632.800 4 .013 .000 -000 0 ix 1289.8101632.820 6 5 .013 14.700 1633.280 44.7 .000 R 1349.0601633.120 6 .013 .000 .000 0 ix 1354.0101634.620 7 8 .013 14.700 1633.620 .000 .000 R 1599.39 163S.86 7 .013 .0 .0 ix 1603.40 1635.88 7 -013 .000 .000 0 R. 1799.3901636.850 7 .013 .000 .000 0 R. 1817.0601636.940 7 .013 45.000 -000 0 R 1828.2501636.990 7 .013 .000 .000 0 WE 1828.2501636.990 9 .250 SH 1828.2501636.990 9 1636.990 CD 1 4 1 .000 4.000 .000 .000 .000 .00 M 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 3-000 .000 .000 .000 .00 CD 7 4 1 .000 1.500 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 2 0 .000 7.800 14.000 .000 -000 .00 Q 7.800. .0 m FILE: LINEC-7.WSW W S P G W - CIVILDESIGN Version 14tO6 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: B -30-200S Time: 8:S6:23 52641 COYOTE CANYON WSPG RUN FOR LINE IIC-711 FN:LINEC-7.WSW Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width jDia.-FTIor I.D.1 ZT, IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1006.230 1631.400 5.550 1636.950 48.00 3.82 .23 1637.18 .00 2.08 .00 4.000 .000 .00 1 .0 4 .970 .0040 .0011 .01 5.55 .00 2.06 .013 .00 .00 PIPE 1011.200 1631.420 5.535 1636.95S 48.00 3.82 .23 1637.18 .00 2.08 .00 4.000 .000 .00 1 .0 14.130 .0057 .0011 .02 .00 .00 1.87 .013 .00 .00 PIPE 1025.330 1631.500 5.500 1637.000 48.00 3.82 .23 1637.23 .00 2.08 .00 4.000 .000 .00 1 .0 25.740 .0047 .0011 .03 5.50 .00 1.98 .013 .00 .00 PIPE 1051.070 1631.620 5.409 1637.029 48.00 3.82 .23 1637.26 .00 2.08 .00 4.000 .000 .00 1 .0 8.930 OOS6 .0011 .01 .00 .00 1.87 .013 .00 .00 PIPE 1060.000 1631.670 5.374 1637.044 48.00 3.82 .23 1637.27 .00 2.08 .00 4.000 .000 .00 1 .0 100.460 .0050 .0011 .11 100 .00 1.94 .013 .00 .00 PIPE 1160.460 1632.170 5.005 1637.175 48.00 3.82 .23 1637.40 .00 2.08 .00 4.000 .000 .00 1 .0 25.530 .00si .0011 .,03 5.01 .00 1.92 .013 .00 .00 PIPE 1185.990 1632.300 4.904 1637.204 48.00 3.82 .23 1637.43 .00 2.08 .00 4.000 .000 .00 1 .0 50.910 .0049 .0011 .06 .00 .00 1.95 .013 .00 .00 PIPE 1236.900 1632.550 4.725 1637.275 48.00 3.82 .23 1637.50 .00 2.08 .00 4.000 .000 .00 1 .0 JUNCT STR .005S .0021 .02 .00 .00 .013 .00 .00 PIPE 1244.210 1632.590 4.621 1637.211 37.20 5.26 .43 1637.64 .00 1.98 .00 3.000 .000 .00 1 .0 12.460 .0048 .0031 .04 .00 .00 2.04 .013 .00 .00 PIPE 0 FILE: LINEC-7.WSW W S P G W - CIVILDESIGN Version 141AG PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 8-30-2005 Time: 8:56:23 52641 COYOTE CANYON WSPG RUN FOR LINE IIC-711 FN:LINEC-7.WSW Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 12S6 .670 1632.650 4 .643 1637.293 37.20 5.26 .43 1637.72 .00 1.98 .00 3 .000 .000 .00 1 .0 29.140 .0051 .0031 .09 4.64 .00 1.99 .013 .00 .00 PIPE 1285.810 1632 .800 4 .583 1637.383 37.20 5.26 .43 1637.81 .00 1.98 .00 3 .000 .000 .00 1 .0 JUNCT STR .0050 .0021 .01 4.58 .00 .013 .00 .00 PIPE 1289.810 1632. 820 4. 903 1637.723 22.50 3.1B .16 1637.88 .00 1.53 .00 3 .000 .000 .00 1 .0 59.250 .0051 .0011 .07 4.90 .00 1.45 .013 .00 .00 PIPE 1349.060 1633.120 4.670 1637.790 22.50 3.18 .16 1637.95 .00 1.53 .00 3.000 .000 .00 1 .0 JUNCT STR .3030 .0033 .02 4.67 .00 .013 .00 .00 PIPE 1354.010 1634.620 3.041 1637.661 7.80 4.41 .30 1637.96 .00 1.08 .00 1.500 .000 .00 1 .0 245 - 3BO .00sl .0055 1.35 3.04 .00 1.30 .013 .00 .00 PIPE 1599.390 1635.860 3.154 1639.014 7.80 4.41 .30 1639.32 .00 1.08 .00 1.500 '000 .00 1 .0 JUNCT STR .0050 .005S .'0 2 3.15 .00 .013 .00 .00 PIPE 1603.400 1635.880 3.156 1639.036 7.80 4.41 .30 1639.34 .00 1.08 .00 1.500 .000 .00 1 .0 19S.990 .0049 .0055 1.08 3.16 .00 1.32 .013 .00 .00 PIPE 1799.390 1636.850 3.267 1640.117 7.80 4.41 .30 1640.42 .00 1.08 .00 1.500 .000 .00 1 .0 17.670 .0051 .0055 .10 .00 .00 1.29 .013 .00 .00 PIPE 1817.060 1636.940 3.317 1640.257 7.80 4.41 .30 1640.56 .00 1.08 .00 1.500 .000 .00 1 .0 11.190 .0045 .0055 .06 3.32 .00 1.50 .013 .00 .00 PIPE FILE: LINEC-7.WSW W S P G W - CIVILDESIGN Version 14f.06 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: B-30-2005 Time: 8:56:23 52641 COYOTE CANYON WSPG RUN FOR LINE "C-711 FN:LINEC-7.WSW Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1828.2SO 1636. 990 3.329 1640.319 7.80 4.41 30 1640.62 00 1.08 00 1.500 000 00 1 .0 WALL ENTRANCE I 1828.250 1636.990 3.707 1640.697 7.80 .15 .00 1640.70 .00 .21 14.00 7.800 14.000 .00 0 .0 -1 E2641 COYOTE CANYON .2 WSPG RUN FOR 73 � -000.000'616.080 1 so R 1008.0001,616.120 1 .013 P, 1050.0001627.080 1 .013 R 1---56.3001627.850 1 .013 -rx 1160.51,01627.910 3 2 .0.3 i9.500 1629.260 R 1183.7701626.210 3 .013 R 1200.0801628.430 5 .013 ix 1204.7501628.490 3 2 .013 14.400 1628.720 R 12"-9.1101628.680 5 .013 P. 1287-9001629.590 5 .013 ix 1293.9401629.690 7 6 .013 5.800 1629.�00 R 1316.7901630.050 7 .013 R 1348.1101630.550 7 .013 R 2421.2101631.700 7 .013 WE 2421.2101631.700 8 .250 SH 2421.2101631.700 6 1631.700 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 CD 8 2 0 .000 5.000 21.000 .000 .000 .00 Q 8.600 .0 M A .000 .000 0 .000 .000 0 .000 .000 0 55 . 0 .000 .000 .000 0 .000 .000 0 48. 1 . 000 -48.460 .000 0 .000 .000 0 45.0 .000 000 .000 0 19.939 .000 0 .000 ..000 0 0 FILE: LAT-B.WSW f W S P G W - CIVILDESIGN version 14.06 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING PAGE I Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN: W941 Invert Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INO wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL 'IPrs/PJp L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 1616.080 .958 1617.038 48.50 24 . 94 9.66 1626.70 .00 2.27 2.80 3.000 .000 .00 1 .0 8.000 .0050. .1157 .93 .96 5.27 2.54 .013 .00 .00 PIPE 1008.000 1616.120 927 1617.047 48.50 26. 10 10.58 1627. 63 .00 2.27 2.77 3.000 .000 .00 1 .0 1 .980 .2610 1206 .24 .93 5.62 .76 .013 .00 .00 PIPE 1009.980 1616.637 936 1617.573 48 . 50 25.74 10.29 1627 .86 .00 2 . 27 2.78 3.000 .000 .00 1 6.016 .2610 .1109 .67 94 5.51 .76 .013 .00 .00 PI PE 1015.996 1618.207 .969 1619.176 48.50 24 .54 9.35 1628.53 .00 2.27 2.81 3.000 .000 .00 1 .0 4. 984 .2610 .0972 .48 .97 5.15 .76 .013 .00 .00 PIPE 1020.980 1619.507 1.003 1620.510 48.50 23.40 8.50 1629.01 .00 2.27 2.83 3.000 .000 .00 1 .0 4.192 .2610 .0851 .36 1.00 4.82 .76 .013 .00 .00 PIPE 1025. 172 1620.601 1.039 1621.640 48.50 22.31 7 .73 1629.37 .00 2.27 2.85 3.000 .000 .00 1 3 . 57 3 .2610 .0746 .27 1.04 4.51 .76 .013 .00 .00 PIPE 1028.745 1621.534 1.076 1622. 610 48.50 21.27 7.03 1629.64 .00 2.27 2.88 3.000 .000 .00 A 3.073 .2610 .0654 .20 1.08 4.21 6 .013 .00 .00 PIPE 1031.818 1622.336 1.114 1623 .450 48.50 20.28 6.39 1629.84 .00 2.27 2.90 3.000 .000 .00 1 .0 2 . 656 .2610 .0574 .15 1.11 3 . 94 .76 .013 .00 .00 P.1 PE 1034.475 1623.029 1.154 1624 .183 46.50 19.34 5.81 1629.99 .00 2.27 2.92 3.000 .000 .00 1 .0 2.307 .2610 .0503 .12 1.15 3. 68 .76 .013 .00 .00 PIPE 0 0 0 FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 14*20 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:14 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT B.WSW Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZI, IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR I Type Ch 1156.300 1627.850 2 .267 1630.117 48.50 8.46 1.11 1631 .23 .00 2.27 2.58 3.000 .000 .00 1 .0 juNcT STR .0143 .0056 .02 2.27 1.00 .013 .00 .00 PIPE 1160.510 1627.910 3.221 1631.131 29.00 5.91 .54 1631. 67 .00 1.84 .00 2.500 .000 .00 1 .0 23.260 .0129 .0050 .12 3.22 .00 1.43 .013 .00 .00 PIPE 1193.770 1628.210 3.038 1631.248 29.00 5.91 .54 1631.79 .00 1.84 .00 2.500 .000 .00 1 0 16.310 .0135 .0050 .08 3.04 .00 1.41 .013 .00 .00 P I PE 1200.080 1 62B . 4 30 2 .899 1631 .329 29.00 5.91 .54 1631 .87 .00 1.84 .00 2.500 -000 .00 1 0 JUNCT STR .0128 .0031 .01 .00 .00 .01.3 .00 .00 PIPE 1204.750 1628.490 3.384 1631.874 14 . 60 2.97 .14 1632.01 .00 1.29 .00 2.500 .000 .00 1 0 14.360 .0132 .0013 '.02 .00 .00 .95 .013 .00 .00 PIPE 1219. 110 1628.680 3.232 1631.912 14 .60 2 . 97 .14 1632.0-5 .00 1.29 .00 2.500 .000 .00 1 .0 61 .229 .0132 .0013 .08 3.23 .00 .95 .013 .00 AD PIPE 1280.339 1629. 496 2.500 1631.990 14 . 60 2.97 .14 1632.13 .00 1.29 .00 2.500 .000 .00 1 .0 7 . 561 0132 .0012 .01 2. 50 .00 .95 .013 .00 .00 P -[PF 12B7.900 1.629.590 2.404 1631.994 1.4.60 3.01 .14 1632.14 .00 1.29 .96 2.500 .000 .00 1 .0 JUNCT STR .0166 .0013 .01 2.40 .24 .013 .00 .00 PIPE 1293.940 1629. 690 2 . 404 1632.094 8.80 2.80 .12 1632.22 .00 1.06 .00 2.000 .000 .00 1 .0 22.850 .0158 .0015 .03 2.40 .00 .76 .013 .00 .00 PIPE A A"ik w FILE: LAT-B.WSW W S P G W - CIVILDESIGN version 14.06 PA G E 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:�9:44 52641 COYOTE CANYON WSPG RON FOR LATERAL "B" E'N:LAT-B.WSW Invert I Depth I Water I Q Vel' Vel I Energy I Super ICriticallFlow ToplHeight/lBase WtI NO w1:11 Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fal1I ZR I Type (A i 1316.790 1630.050 2.078 1632 .128 8.80 2.80 .12 1632.25 .00 1.06 00 2.000 .000 .00 1 .0 5.748 .0160 .0015 .01 .00 .00 .76 .013 .00 I I .00 PrPE 1322.538 I I 1630.142 2.000 1632 . 142 8.80 2.80 I .12 1632.26 I 2.00 I 1.06 I .00 I 2.000 .000 .00 1 .0 11.862 .0160 .0014 .02 2.00 .00 .76 .01.3 I .00 I I .00 PIPE 1334 .400 I I 1630.331 I 1.B14 I 1632.145 I 8.80 2 .94 I .13 1632.28 I .00 I 1.06 I 1.16 2.000 .000 .00 1 0 6 . 482 .0160 .0014 .01 1.82 .32 .76 .01.3 .00 I I .00 PIPE 1340.882 I I 1630.435 I .1.706 I 1632.141 I 8.80 3.08 I .15 1632.29 I .00 I 1.06 I 1.42 I 2.000 .000 .00 3. .0 5.059 .0160 .0015 .01 1.71 .38 .76 .013 .00 .00 PIPE 1345.941 1630.51.6 1.618 1632 .134 8.80 3.23 .16 1632.30 .01 1.06 1.57 2.000 .00 1 .0 2.169 .0160 .0016 .00 1.62 .43 .76 .013 .00 I 1 .00 Pi P E 1 1348.110 I 1630.550 I 1.579 I I 1632.130 I 8 .80 3.31 I .17 I 1632.30 I .00 I 1.06 I 1.63 I 2.000 .000 .00 1 0 4 .094 .0157 .0017 .01 1.58 46 .76 .013 .00 I I .00 PIPE 1352.204 I 1630. 615 I 1.505 1632.120 8.80 3.47 I .19 1632 . 31 I .00 1.06 I 1.73 I 2.000 .000 .00 1 .0 3. 496 .0157 .0019 .01 1.51 .50 .76 .013 .00 .00 P I P E 1355.700 1630. 669 1 .438 1632, 108 a . 80 3 . 64 .21 1632.31 .00 1.06 1.80 2.000 .000 .00 1 0 1.494 .0157 .0021 .00 1.44 55 .76 .013 I .00 I I .00 PIPE 1357.194 I - 1630.693 I 1.377 I I '1632 . 070 I 8.80 3.81 I .23 1632.30 I .00 1.06 I 1.85 2.000 .000 .00 1 .0 HYDRAULIC JUMP FILE: LAT-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT--B.WSW Invert Depth I Water I Q Vel Vel I Energy I Super JCriticaljFlow ToplHeight/lBase Wtj No WLh Station Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL JPrs/Pip L/Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR I Type Ch 1357.194 1630.693 .775 1631 . 468 8.80 7.83 .95 1632.42 .00 1.06 1.95 2.000 .000 .00 1 .0 15.115 .0157 .0145 .22 .�7 1.82 .76 .013 .00 .00 PIPE 1372.308 1630.931 .788 1631.719 8.80 7.65 .91 1632. 63 .00 1.06 1 .95 2.000 .000 .00 1 .0 21 .096 .0157 .0132 .28 .79 1.76 .76 .013 .00 .00 PIPE 1393.404 1631.263 .817 1632.080 8.80 7 .29 83 1632.91 .00 1 .06 1.97 2.000 .000 .00 1 .0 11.089 .0157 .0116 .13 .82 1.64 .76 .013 .00 .00 PIPE 1404. 493 1631.437 .846 1632.283 a. 80 6.95 .75 1633.03 .00 1.06 1.98 2.000 .000 .00 1 .0 6.511 .0157 .0102 .07 .85 1.53 .76 .013 .00 .00 PIPE; 1411.004 1631.539 .878 1632.417 8.80 6.63 .68 1633.10 .00 1.06 1.99 2.000 .000 .00 1 4.417 .0157 .0089 .04 88 .1.43 .76 .013 .00 .00 PIPE 1415.421 1631,609 .910 1632.519 8.80 6.32 62 1633 . 14 .00 1.06 1.99 2.000 .000 .00 1 .0 2.841 .0157 .0079 .02 .91 1.33 .76 .013 .00 .00 PIPE 1�18.262 1631.654 .944 1632.598 8.80 6.03 .56 1633 .16 .00 1.06 2.00 2.000 .000 .00 1 .0 1 .729 .0157 .0069 .01 94 1.24 .76 .013 .00 .00 PIPE 1419.991 1631.681 .980 1632.661 8.80 5.74 .51 1633.17 .00 1.06 2.00 2.000 .000 .00 1 .0 .994 .0157 .0061 .01 .98 1.16 .76 .013 .00 00 PIPE 1420.985 1631. 696 1.017 1632 .714 8.80 5.48 47 1633.18 .00 1.06 2.00 2.000 .000 .00 1 .0 .225 .0157 .0054 .00 1.02 1.08 .76 .013 .00 .00 PIPE FILE: LAT-B.WSW W S P G W - CIVILDESIGH Version 14.06 PAGE .1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 7-11-2005 Time:10:48:44 52641 COYOTE CANYON WSPG RUN FOR LATERAL "B" FN:LAT-B.WSW I Invert I Depth I Water Q I Vel Vel I Energy I Super iCriticallFlow ToplHeight/lBase Wtj INo wth Station Elev I (FT) I Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor 1.D.1 ZL. JPrs/Pip L/Elem ICh Slope I I I I SF Avel [IF, ISE DpthIFroude NINorm Up I N I X-FaJ.11 ZR IType Ch 1421.210 1631.700 1.058 1632.758 8.80 5.22 .42 1633.18 .00 1.06 2.00 2.000 .000 .00 1 .0 WALL ENTRANCE I 1421 Lin APPENDIX C.7: LINE "D" WSPGN CALCULATIONS Al Tl 52637 COYOTE CANYON 0 T2 RUN FOR LINE "D" T3 FN:LINED.WSW so 1020.5101687.960 1 1690.860 R 1025.3101688.040 1 .013 .000 .000 0 R 1034.510168'8.200 1 .013 .000 .000 0 R 1088.1001689.090 1 .013 .000 .000 0 R 1240.2201691.600 1 .013 .000 .000 0 WE 1240.2201691.600 2 .250 SH 1240.2201691.600 2 1691.260 CD 1 4 - 1 .000 3.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 8.000 .000 .000 .00 Q 69.300 .0 11 x A 0 0 0 FILE: lined.WSW W S P G W - CIVILDESIGN Version 14,04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 9: 0:23 52637 COYOTE CANYON RUN FOR LINE "D' FN:LINED.WSW Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/I 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 SF Avel HF ISE DpthlFroude NINorM Dp I 'N" I X-Fallj ZR- IType Ch 1020.510 1687.960 2.062 1690.022 69.30 13.38 2.78 1692.80 .00 2.65 2.78 3.000 .000 .00 1 .0 4.800 .0167 .0161 .08 2.06 1.73 2.04 .013 .00 .00 PIPE 1025.310 1688.040 2.064 1690.104 69.30 13.37 2.77 1692.88 .00 2.65 2.78 3.000 .000 .00 1 .0 9.200 .0174 .0161 .15 2.06 1.72 2.01 .013 .00 .00 PIPE 1034.510 1688.200 2.069 1690.269 69.30 13.33 2.76 1693.03 .00 2.65 2.78 3.000 .000 .00 1 .0 53.590 .0166 .0158 .85 2.07 1.72 2.04 .013 .00 .00 PIPE 1088.100 1689.090 2.093 1691.183 69.30 13.16 2.69 1693.87 .00 2.65 2.76 3.000 .000 .00 1 .0 72.086 .0165 .0149 1.07 2.09 1.68 2.05 .013 .00 .00 PIPE 1160.185 1690.279 2.163 1692.443 69.30 12.70 2.50 1694.95 .00 2.65 2.69 3.000 .000 .00 1 .0 42.734 .0165 .0135 .58 2.16 1.57 2.05 .013 .00 .00 PIPE 1202.919 1690.984 2.264 1693.249 69.30 12.11 2.28 1695.53 .00 2.65 2.58 3.000 .000 .00 1 .0 22.133 .0165 .0122 :27 2.26 1.43 2.05 .013 .00 .00 PIPE 1225.052 1691.350 2.375 1693.725 69.30 11.54 2.07 1695.79 .00 2.65 2.44 3.000 .000 .00 1 .0 11.498 .0165 .0110 .13 2.38 1.30 2.05 .013 .00 .00 PIPE 1236.550 1691.539 2.500 1694.040 69.30 11.01 1.88 1695.92 .00 2.65 2.24 3.000 .000 .00 1 .0 3.670 .0165 .0101 .04 2.50 1.16 2.05 .013 .00 .00 PIPE 1240.220 1691.600 2.649 1694.249 69.30 10.49 1.71 1695.96 .00 2.65 1.93 3.000 .000 .00 1 .0 WALL ENTRANCE FILE: lined.WSW W S P G W - CIVILDESIGN Version 14 i 04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date: 9-27-2005 Time: 9: 0:23 52637 COYOTE CANYON RUN FOR LINE I'D" FN:LINED.WSW Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/I Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroUde NINorm Dp I 'IN" I X-Fallj ZR- IType Ch 1240.220 1691.600 5.784 1697.384 69.30 1.50 .03 1697.42 .00 1.33 8.00 5.000 8.000 .00 0 .0 937 South Via Lata, Suite 500 Colton, CA 92324 SHEET — OF E W C; 1 1-1 E E p, I W 4G (909) 783-0101 PLANNING * ENGINEERING * SURVEYING Fax (909) 783-0108 -7 CALC. BY DATE JOB # 40 -OS ENGINEER SUBJECT CHECKED BY 41A)f "004 IAXf, I- &9.3 crz5 a el C) I tj P- 4A a 4 ' ArIeTc �.F>17 C -4--a- 0 A 1410 L VL - AfT Zr A t ( i axa., ) z L D T -v 7 Z-, -7. 8 5 �,'= Z /0 as** " t" z ie�rr F-XPT-14 Proposed Concrete Channel East of Landmesser Driveway Worksheet for Trapezoidal Channel Project Description Worksheet Proposed Earthen Channel East of Landmesser Driv( Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth 10 Al Input Data Mannings Coefficient 0.028 Channel Slope 0.011700 ft/ft Left Side Slope 2.00 H:V Right Side Slope 2.00 H:V Bottom Width 10.00 ft Discharge 57.20 cis Results Depth 0.97 ft Flow Area 11.5 ft2 Wetted Perimeter 14.32 ft Top Width 13.86 ft Critical Depth 0.94 ft Critical Slope 0.012782 ft/ft Velocity 4.97 ft1s Velocity Head 0.38 ft Specific Energy 1.35 ft Froude Number 0.96 Flow Type Subcritical q:\ ... \line c\calcs\flowmaster\line d.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/21/04 03:24:45 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of I Proposed Concrete Channel East of Landmesser Driveway Worksheet for Trapezoidal Channel Project Description (AdPp*. Worksheet Proposed Earthen Channel East of Landmesser Driv( aw) Flow Element Trapezoidal Channel Method Manning's Formula Solve For Ghannel Depth EO Input Data 1.90 ft Mannings Coefficient 0.015 Channel Slope 0.011700 ft1ft Left Side Slope 2.00 H:V Right Side Slope 2.00 H:V Bottom Width 0.00 ft Discharge 69.30 cfs Results Depth 1.90 ft Flow Area 7.2 fi:2 Wetted Perimeter 8.49 ft Top Width 7.60 ft Critical Depth 2.37 ft Critical Slope 0.003596 fVft Velocity 9.61 ft1s Velocity Head 1.44 ft Specific Energy 3.33 ft Froude Number 1.74 Flow Type Supercritical q:\ ... \fine C\caics\flowmaster\line d.fm2 AEI-CASC Engineering FlowMaster v7.0 [7.0005] 05/21/04 01:02:08 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -1-1-203-755-1666 Page 1 of 1 Proposed Concrete Channel East of Landmesser Driveway Cross Section for Trapezoidal Channel Project Description AOP%I. Worksheet Proposed Earthen Channel East ot Landmesser DriVE Flow Element Trapezoidal Channel Method Manning's Formula Solve For Ohannel Depth 11 A Section Data Mannings Coefficient 0.015 Channel Slope 0.011700 ft/ft Depth 1 �90 ft Left Side Slope 2.00 H:V Right Side Slope 2.00 H:V Bottom Width 0.00 ft Discharge 69.30 cfs O-eO ft 1.90 ft — Jr V:1N H:1 NTS q:\ ... \line C\caIcsXfIowmasteNine d.fm2 AEIICASC En�ineering FlowMaster v7.0 [7.00051 05/21/04 0 1 1:02:35 PM C Haestad . Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 A cAPPENDIX D: WATER QUALITY CALCULATIONS- I 14 14 APPENDIX D.l: VOLUME CALCULATIONS FOR BEST MANAGEMENT PRACTICES EXTENDED DETETNION BASINS COYOTE CANYON TRACT 16325,16326,16290 WATER QUALITY BA$IN AREA DESIGNATION LAND USE AREA Ai Ap C P PWQ VOLUME A Tr 16326 1/4 AC LOT 10.2 50% 50% 0.33925 0.55 0.295181 0.30 B Tr 16325-1 & -2 1/4 AC LOT 45.1 50% 50% 0.33925 0.55 0.295181 1.33 C Tr 16290 -F, -I, -2 & 16325-F 11/4 AC LOT 1 148.4 1 50% 1 50% 1 0.33925 1 0.55 10.295181 1 4.38 1 Where: Ai - Impervious area Ap - Pervious area C - Watershed runoff coefficient P - Precipitation Depth Pwa - Mean storm precipitation volume (inches) V - Water Quality Volume (AC -ft) Note: Information obtained from the ASCE Manual and Report on Engineering Practive No. 87 Q:\52641\Master DrainageWater Quafity\Hydrology P1an\Ca1cs\WQ-vo1ume-ca1cs.x1s A E I CA S C E=- r -j <Z--; 1 r_j E=- e Fz- 1 r_j 4=-1 x APPENDIX D.2: EXCERPTS FROM WATER ENVIRONMENT FEDERATION MANUAL OF PRACTICE NO. 23 'di at Adook Tattds and L: so--" S-Zen2m,". 10CL. =_,Ori * �s 2--),: �-cncts rtg: a7o,- mands, o�U-_­-_- mf-,a-Str_1CZu7C al�taS and f sc_�, dtmaniacs, anC Manv other' s a:- -Da:-.- of th­z tcuaz.on. --',-!so, this chapt-_- is most us, -7-a! if zh� -eader 'as be - f 'ilia. i - L1_ ics discussed in Chapters 1 T -h -rough 4. come 2-,n - w, the tolo' Ideally, stractaral B�ViPs should be a pai, of the t:earn:jent train discussed in Chamez 4 --namely, source control ENIPs. Good houlsekttping measures need to be practiced to ensure adequate performance, and longtviry of strac- tL:-.al facilities. For example, if erosion control during construction is not be- ing naorously practiced within the catchment being served by the structural control facility, the facility will probably be rendered inoperative in a short time. For exami)le, a detention basin, a retention pond, or a constructed wet - !and, w L11 511111 with sedim-ent, and LnL11LTation devices will fail. Thus, without implementing source erosion controls, the investment in the structural facili- ties will be lost� and expensive rehabilitative maintenance or reconstruction of these facilities will then be needed to return them to a workina condition. It is best that the practices described in Chapter 5 be selected through a comprehensive planning process. This could involve systernwide simulation of rainfall and runoff processes, preferably using a continuous model. Some of the selection of practices actually may be based on monitoring, bioassess- ments, or the understanding of effects on the receiving systems. Chapters 1, 2, and 3 address all of those topics and form the foundation and an introduc- tion to all topics covered in this chapter. HYDROLOGY FOR THE MANAGEMENT OF STORMWATER QUALITY In 1990, the U.S. Environmental Protection A"ency (U.S. EPA) promulgated National Pollution Dischaige Elimination System regulations regarding the permitting of stormwater discharges from municipal storm sewer systems. These rules require the municipalities to reduce the pollutants in urban runoff to the maximum extent practicable (NIEP)_ The definition of NIEP for the control of stormwater pollutant discharges has focused primarily on the ap- plicatiou of economically achievable management practices. Because stormwater runoff rates and volumes vary from storm to storm, the statistical probabilities of ranoff events and their management have to be considered in n h the development of practices to rneet theN/IEP goal. It is paramou, t that t e c hydrology of urban runoff be examined within this context. The type and size of storm runoff events to use for the design of runoff treatment systems need to be examined. "Treatment systems" are those mea- sures that are often referred to in th-, literature as "BINIPs." Amona these are swales; buffer strips; infiltration basins and percolation trenches; extended C170 Urban Runoff Quality lWanagement M A dttenu or. b a S -ins; "we�� I pon as th -at retain some or a 111 of 0 n e even I �s -'Uno�_'L --:iti 41- from a subse-cutent evtnt- media f5_I:t­; and H -'-: is di s�" aced by the ruzot! a vaii-e-oT of ozhz�i- devices and facilizies. Guid-thnes for the desizn o-' 1hest rypts of facilities can be found in this cha-,pter and elsewhere (Livings -,on er aZ., 19S8; Roes= er cl., 1989; SohueleT, 1987: Uitvonas azid Roesne-.1 [Eds.',, 1986; and Urbonas and Stahre, 1993). LONG-TERM P-4LLN-F-ALL CILkRACTERISTICS. Hv&olo--ists typi- cally look at the infrequent events: eithe-r large storms for drainage and flood protection or drought periods for water supply development. But what char- acteristics are representative of the storms that produce most rainfall on a long-term basis? Figure 5.1 presents the cumulative probability distribution of daily precip- 0 0 inn— ", 11, itation data f0or 4 years at 01-lando, Flo 4da, and Cinc, ­;' Ohio. lese data have been screened to include only precipitation events 2.5 mm (0.1 in.) or greater in Cincinnati and 1.5 mm, (0.06 in.) or greater in Orlando. Cumulative occurrence probabilities were computed for values rangaing from 2.5 to 51 mm (0.1 to 2.0 in.). Examination of Figure 5.1 reveals most of the daily values to be less than 25 mm (1 in.) in total depths. In Orlando, which averages 1270 mrn (52 in.) of rainfall per year, 90% of these events produce less than 36 min (1.4 in.) of rainfall. In Cincinnati, which has 1016 mm (40 in.) per year of precipitation, 90% of the events produce less than 20 min (0.8 in.) of rainfall. By contrast, 10C 9( 8( cc .0 2 71 61 0 0 5 a) 2! 4 E 3 2 Daily (24-h) Rainfall, in. Figure 5.1 Cumulative probability distribution of daily precipitation for two cities in the U.S. (in. X 25.4 = mm) (Roesner et aL, 1991). SeZecrion and Desig,77 of Passive Treatme711 C071tTOIS 171 b I j 7 ) in - The 2�i-hotz s -,o= products prtciphaldOn 0:" -- G�-O in-� ' Or- lando and -,A =r (2.9 ina.) iL Ciaicinna-i. This su!nzests that ca:Dra_-L-E: and treatiR2 runoz-, ji�rc)ra jP',Itr!T storms shor.-Id ca-pa-ae- a larze -oe-.=Z-,age of ih b an az c -D the runoff even -Ls and ruaofi volume that occur: m ee uf , 1 ds a. e. -v faciii:v cana7:)e of capraring thest Smaller, s -Lo= would -A-'so, a water qualit- - - .1 1 also captuze the "frst flush" po-ltd on of the infrequently occur -Ling, ru-noff eve:I:s. CAPTURE OF STORNIWATER RUN OFF. To illustrate the terms "smaller" and "mosf 'discussed earlier, long-term simulations of runoff were examined for six U -S. cities by Roesner et al. (1991) using the Storage, Treatment, Overflow, Runoff Model (STORMT). The six cities were Butte, Montana; ChattanooLra, Tennessee; Cincinnati, Ohio; Detroit, MichiEan; San Francisco, California; and Tucson,. Arizona. The Storage,. Treatment, Over- flow, Runoff Model is a simplified hydrologic model that translates a time series of hourly rainfall to runoff then routes the runoff through detention storage. Hourly precipitation records of 40 to 60 years were processed by Roesner et aL (199 1) for a variety of detention basin sizes for the six cities. These simulations were performed using the characteristics of the most typically occurring urban developments found in each city. Table 5.1 lists the average annual rainfall and the area -weighted runoff coefficient at each of the study watersheds. Runoff capture efficiencies of detention basins were tested using an outflow dischai2e rate that emptied or drained the design storage volume in 24 hours. This drawdown time was based on field study findings by Griz- AMN zard et al. (1986) in the Washinaton, D.C., area. They determined that a de- tention basin had to be designed to empty out a volume equal to the average runoff event's volume in.no less than 24 hours to be an effective stormwater quality enhancement facility. The findings by Roesner et al. (199 1) are illus- trated in Figure 5.2. One way to define a cost-effective basin size is to represent it as that which is located on the "knee of the curve" for capture efficiency. This "knee" is evident on the six curves in Fiaure 5.2. Urbonas et al. (1990) have Table 5.1 Hydrologic parameters used at six study watersheds (Roesner et al., 1991). Average annual Runoff coeffident of City rainfall, in. (mm) study watershed Butte, Montana 14.6 (371) 0.44 Chattanooga, Tennessee 29.5 (749) 0.63 Cincinnati, Ohio 39.9 (1 013) 0.50 Detroit, Michiaan 35.0 (889) 0.4 7 San Francisco, California 19.3 (490) 0.65 Tucson, Arizona 11.6 (295) 0.50 172 Urban Runoff QuaZiz�y Management _%,L:� NGSTOR-N-nVATERQUALITY �_N APPROACH FOR ESTL _TL CAPTURE VOLU-NIE. Estimatin.g a Nla:ndmized V-ater Quality Capture Volume. Whenever local resources pe -r -nut- the sio=%vater quality capture 0 0-4 S . , anA 100 ,v o lum-_ b e s-, b -_ fou.-. i d u sin 2 conunul o us hy dr 1 :'MU, " a- on al long -t= hourly (or lesser time increment) precipitation records (see Chap- ter,Z f th -I d However, it is possible to obtain a fEirst-order -estimate ol -_,eedta capture volume using simplified procedures that target the most n1pically oc- curn ng population of runoff events. Figure 5.3 contains a map of the contiguous 48 states of the U -S. with tthe mean annual ruDoff-producing rainfall depths superim posed (Driscoll er aL, 1989). These mean depths are based on a 6 -hour interevent time to define a new storin event and a minimum depth of 2.5 = (0. 10 in.) of precipitation for a storm to produce incipient runoff. After an extensive analysis of a num- ber of long-term, precipitation records from different meteorological re -cions of the U.S., Guo and Urbonas (1995) found simple regression equations to relate the mean precipitation depths in Figure 5.3 to " maximized' .1 water qual- ity runoff capture volumes (that is, the knee of the cumulative probability Curve). The analytical procedure was based on a simple transformation of each storm's volume of precipitation to a runoff volume using a coefficient of runoff. To help with this transformation, a diird-order regression equation, Equation 5.1 (Urbonas et aZ., 1990), was derived using data from more than 60 urban watersheds (U.S. EPA, 1983). Because the data were collected na- tionwide over a 2 -year period, Equation 5.1 should have broad applicability in the U.S. for smaller storm events. C =.0.858 i3 — MW - 0.774i + 0.04 (5.1) Where C = runoff coefficient, and i = watershed imperviousness ratio; namely, percent total impervi- ousness divided by 100. Equation 5.2 relates mean precipitation depth taken from Figure 5.3 to the maximized" detention volume. The coefficients listed in Table 5.4 are tased on an analysis of Iong-terin data from seven precipitabon gauging sites 10- cated in different mttearological regions of the U.S. The correlation of deter- mination coefficient, r, has a range of 0. 80 to 0.97, which implies a strong level of reliability. Po (a - C) - P6 2) Where P0 = maximized detention volume determined usin2 either the event calDrUTe ratio or the volume caDturp- ratio as its basis, watershed in. (mm); Sellection and Design oj"Pass,ive Treatment Con-rTo7s 175 rip m 0.40 Ik 0.80 1.60 ire S.3 Alean storm JI)ibilioll depth ill Ille . (ill, 1 -in. X 25.41 = jimil). Table S.4 Values of coefficient a in Equation 5.1 for finding the maNimi2ed detention storage volume (Guo and Urbonas, 1995).? Drain time of capture volume 12 hours 24 hours 48 hours Evtnt ca-o,_u,-.- ratio 1.109 1.299 1.:;,1Z, r , 0.97 0.91 0.85 Volume capture rario C, 1.312 1.582 1.963 r , 0.80 0.91-1 0.85 Approximately 85th percentile ruaoffl event (range 82 to 885c). a = regession constant from least-squares analysis; C = watershed runoff coefficient; and P6 = mean storm precipitation volume, watershed in. (mm). Table 5.4 lists the maxin-dzed detention volume/mean precipitation ratios based on either the ratio of the total number of storm runoff events captured or the fraction of the total stormwater runoff volume from a catchment. These can be used to estimate the annual average maximized detention vol- ume at any given site. Ali that is needed is the watershed's runoff coefficient and its mean annual precipitation. The actual size of the runoff event to taraet for water quality enhancement should be based on the evaluation of local hydrology and water quality nee�ds. However, examination of Table 5-3 indicates that the use of larger de- tention volumes does not significantly improve the average annual removal of total suspended sediments or other settleable constituents. It is likely that an extended detention volume equal to a volume between the runoff from a mean precipitation event taken from Figure 5.3 and the maximized event ob- tained using Equation 5.2 will provide the optimum -sized and most cost-ef- fective B -NIP facility. A BIN? sized to capture such a volume will also cap- ture the leading edge (that is, first flush) of the runoff hydrograph resulting from laraer storms. Runoff volumes that exceed the design detention volume either bypass the facility or receive less efficient treatment than do the smaller' volume storms and have only a minimal net effect on the detention basin's performance. If, however, the design volume is lar2eT and has an outlet to drain it in the same amount of time as the smaller basin, the smallest runoff events will be de- tained only for a brief interval by the larger outlet. Analysis of Iona -term Dre- ciphation r --cords in the U.S. shows that small events always seem to have the greatest prepondtrance. As a result, oversizing the detention can cause the mostfrequent ranoff events to receive less treatment than provided by properly desi cmed smaller basins. Selection and Design of Passive Treatment Controls 177 M A Example of a"'W.ater Quality CaDture Volume Estimate. T_ i' ' ' - - - � -5 cl-si:1-alc a S Z= al M a:� ztd: szorage volume fo-1 a 22,23 -ha (550 -ac) -vva-ershed -Lha7, A - has Al -Ac ofizs area 0 _1)11;,e.___ ov i=erviou s s,=fa; cts. Assu=-.Le --l- at �=`S 51"It i's loc a7cad ir. Hou szon, TtxaS (-"-- a: is, The ", az c7es-, s -Lo= It C-ior of thn -, U 5 . - I . .) The detention bas -'.Ti needs to be sizec` and desizned to dmiz its quaH7,- ca-:�- -[UT=- Volu=t in no ftwel -L�= 24 hours. Substim--ing a value of O.AO (that is 40/100) 1-Forthle variablelin Equation 5.1 yields arunoff coeff-kient C = 0.30. Usiiiz Fignire 5-33 we find the mean st= precipitation depth in Hous- ton: P6 = 20.3 mrn (0.8 in.). From Table 5.4 we find the coefficient a = 1.299 for -the 24-hour drain time. Thus, the maximized detention volume is calculated as follows: Po = 0-1-2109 - C) = 0.39 in. (0.026 ac-ftulac) P0 = 7.9 m rn ( 7 -9 url/ha) The volume of an extended detention basin for this 223 -ha (5�50-ac) water- shed needs to be 17 600 m3 (14.3 a -c -ft). It is recommended that this volume be increased by at least 20% to account for the loss in volume from sediment accumulation. The final design then can show a total volume for the basin of 21200 M3 (17.2 ac -ft) with an outlet designed to empty out the bottom 17 600 m' (14.3 ac -ft) of this volume in approximately 24 hours. SELECTION OF TREATMENT CONTROL BEST MANAGEMENT PRACTICE.S As discussed in Chapter 4, the selection of particular stormwater quality con- trols (that is, BTv1Ps) is often decided by considerations other than technical issues. These issues, among others, include • Federal, state, and local regulations; • Real and perceived receiving water problems; • Beneficial uses of receivinc, waters to be protected; • The cost of the Blv2s being considered; • Subjective and sometimes arbitrary acceptance by the regulators or community cToups; and • 7y'atcrshed studies. While reduction of poijutants in stormwater dischar2es to the NIEP is the statutory requirement of hie stormwater regulations, the -real goal has to be the reduction of effect, to urban storm-wattr runoff on the rtctivm'g water. The cost of the B21vT is always a major consideration. Recognize that no sin - 178 Urban Run6ffQualzuy -Mranagemenr A 0 APPENDIX E: OCRD STRUCTURAL CALCULATIONS [A A �q �q COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 10.00'W X 6'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO TENTHS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 10.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN 0 I$- COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 10.00'W X 6'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO TENTHS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 10.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.001W X 61H 10.00' WIDE BY 6.00' HIGH CHANNEL WITH .501 HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 9.00 INCHES FS < 24000. PSI SLAB THICKNESS > 9.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 2.00 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES f w ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.00'W X 6'H *** CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB f WALL DESIGN EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 177. 858. 9.00 151. 23792. 10.4 .25 .01 4.80 633. 1421. 9.00 296. 23948. 17.4 .42 .04 4.20 1225. 1687. 9.00 422. 23973. 21.0 .50 .08 3.60 1863. 1795. 9.00 531. 23982. 22.5. .54 .13 3.00 2517. 1847. 9.00 629. 23986. 23.3 .56 .18 2.40 3190. 1897. 9.00 719. 23989. 24.1 .58 .23' 1.80 3898. 1966. 9.00 807. 23990. 25.2 .60 .29 1.20 4662. 2060. 9.00 896. 23992. 26.6 .64 .34 .60 5499. 2183. 9.00 987. 23993. 28.3 .68 .41 .00 6430. 2335. 9.00 1084. 23994. 30.5 .73 .48 WALL DESIGN CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. 'AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 1. 7. 9.00 7. 12177. .1 .00 .00 4.80 12. 29. 9.00 34. 21404. .3 .01 .00 4.20 39. 65. 9.00 68. 23161. .8 .02 .00 3.60 92. 115. 9.00 107. 23628. 1.4 .03 .01 3.00 180. 180. 9.00 152. 23795. 2.2 .05 .01 2.40 311. 259. 9.00 203. 23894. 3.2 .08 .02 1.80 494. 353. 9.00 259. 23934. 4.3 .10 .03 1.20 737. 461. IS. 0 0 321. 23955. 5.7 .14 .05 .60 1050. 583. 9.00 388. 23968. 7.2 .17 .07 .00 1440. 720. 9.00 461. 23977. 9.0 .22 .10 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM f LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.00'W X 6'H SLAB DESIGN EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS .00 6339. 63. 9.00 1297. 23999. 1.0 .02 .57 .50 5571. 423. 9.00 1198. 23999. 6.5 .16 .50 1.00 4802. 701. 9.00 1095. 23998. 10.7 .26 .42 1.50 4065. 911. 9.00 991. 23998. 13.8 .33 .35 2.00 3385. 1065. 9.00 890. 23998. 16.0 .38 .29. 2.50 2783. 1176. 9.00 794. 23998. 17.6 .42 .23- 3.00 2273. 1252. 9.00 707. 23999. 18.6 .45 .19 3.50 1866. 1303. 9.00 632. 23999. 19.2 .46 .15 4.00 1570. 1334. 9.00 574. 23999. 19.6 .47 .13 4.50 1391. 1351. 9.00 536. 23999. 19.8 .47 .11 5.00 1331. 1356. 9.00 524. 23999. 19.8 .48 .11 SLAB DESIGN CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS .00 1836. 1152. 9.00 627. 23999. 17.0 .41 .15 .50 1956. 1086. 9.00 649. 23999. 16.0 .38 .16 1.00 1999. 1003. 9.00 657. 23999. 14.8 .36 .16 1.50 1988. 912. 9.00 655. 23999. 13.5 .32 .16 2.00 1941. 821. 9.00 647. 23999. 12.1 .29 .16 2.50 1875. 735. 9.00 634. 23999. 10.8 .26 .15 3.00 1803. 659. 9.00 620. 23999. 9.7 .23 .15 3.50 1736. 596. 9.00 607. 23999. 8.8 .21 .14 A.00 1683. 549. 9.00 597. 23999. 8.1 .19 .14 4.50 1648. 520. 9.00 590. 23999. 7.6 .18 .13 5.00 1636. 510. 9.00 587. 23999. 7.5 .18 .13 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR 0 0 0 CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.00'W X 6'H THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES STEEL LAYOUT A * MEANS THAT THE LENGTH GIVEN INCLUDES ENOUGH STEEL TO LAP AND SPLICE BARS AT THE CENTER OF THE CHANNEL. IF NONE OF THE BARS IN ONE FACE OF THE SLAB EXTEND TO THE CENTER THE LONGITUDINAL BARS THAT WOULD HAVE BEEN TIED TO THOSE BARS MUST BE ATTACHED TO THE BARS ON THE OTHER FACE. A # MEANS THAT ONE CONTINUOUS BAR TWICE THIS LENGTH SHOULD BE PLACED THE WIDTH OF THE CHANNEL BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 4 12.00 6 6.25 6 A.00 - B -2 4 12.00 4 .00 3 8.25 B-3 4 12.00 2 3.50 1 8.00 B-4 4 18.00 0 11.00 6 3.75 B-5 0 18.00 0 .00 0 .00 B-6 0 18.00 0 .00 0 .00 B-7 4 14.00 6 1.00 # 0 .00 B-8 0 14.00 0 .00 0 .00 B-9 0 14.00 0 .00 0 .00 LONGITUDINAL BARS "KEY" BARS AT INTERSECTION OF WALL AND INVERT ARE COUNTED AS PART OF THE SLAB. SPACING GIVEN IS ONLY APPROXIMATE, SPACE BARS EVENLY ALONG WALLS AND SLAB. NO. 4 BARS AT 18 INCHES 16 IN SLAB 16 IN WALL 4 IN HEEL 36 BARS TOTAL *** MATERIAL.QUANTITIES REINFORCED CONCRETE .68 CU. YDS./FT. REINFORCING STEEL 70.2 LBS./FT. t COMMENT OCRCD CHECK PHASE FORM Aowk TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 10.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800.' 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE COVER 3.0 3.0 1.5 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE LOADING 40. 0. 62.5 0. 0. COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. BAR1 4. 9. 6.00 6.50 6. BAR2 5. 9. 3. .00 2. BAR3 BAR4 4. 18. .0 11.00 6. BAR5 .0 0.00 BAR6 B]�R7 5. 18. 6. 1.00 BAR8 .00 BAR9 RUN A V-�go Lm WALL TOP 2.0 DISTANCE T TO TRUCK W 2. 19.2 VERT. IN. 4.00 10.00 4.00 .00 0 0 0 COMMENT OCRCD CHECK PHASE FORM TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 10.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 1.5 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT. IN. BAR1 4. 9. 6.00 6.50 6. 4.00 BAR2 5. 9. 3. .00 2. 10.00 BAR3 BAR4 4. 18. .0 11 00 6. 4.00 BAR5 .0 0.00 .00 BAR6 BAR7 5. 18. 6. 1.00 BAR8 .00 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN 10.00' WIDE BY 6.00' HIGH CHANNEL WITH .50' HEEL *** DESIGN CRITERIA *** 0 14ATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 8.00 INCHES FS < 24000. PSI SLAB THICKNESS > 8.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP f SLAB:TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET t SLAB -END = 1.50 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 6. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES STEEL LAYOUT MAXIMUM LENGTHS QUANTITIES BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL CONCRETE .68 CU YD/FT DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT. INS. FT. INS. FT. INS. FT. INS. TRANSVERSE STEEL 54.1 LB/FT B-1 4. 9.00 6. 6.50 6. 4.00 + 5. 7.00 6. 4.00 LONGIT. STEEL NO. 4. AT 18. IN B-2 5. 9.00 3. .00 2. 10.00 B-3 0. .00 0. .00 0. .00 + LONGIT. STEEL 36. BARS 0 B-4 4. 18.00 0. 11.00 6. 4.00 + 0. 11.50 6. 4.00 TOTAL STEEL 78.2 LB/FT B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 5. 18.00 6. 1.00 0. .00 + 6. 1.50 0. .00 B-8 0. .00 0. .00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN *** CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB B-1 CUTOFF AT 5.83 FEET B-2 CUTOFF AT 2.33 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 5.83 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET f WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 177. 858. 9.00 39. 1241. 10.9 62.67 .26 4.80 633. 1421. 9.00 138. 4436. 18.1 103.85 .26 4.20 1225. 1687. 9.00 268. 8591. 21.5 123.31 .26 3.60 1863. 1795. 9.00 408. 13064. 22.9 131.14 .26 3.00 2517. 1847. 9.00 551. 17647. 23.6 134.98 .26 2.40 3190. 1897. 9.00 698. 22367. 24.2 138.63 .26 1.80 3898. 1966. 9.00 591. 11063. 26.0 66.19 .67 1.20 4662. 2060. 9.00 706. 13230. 27.2 69.37 .67 .60 5499. 2183. 9.00 833. 15607. 28.9 73.51 .67 .00 6430. 2335. 9.00 974. 18248. 30.9 78.62 .67 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 1. 7. 9.00 0. 20. .1 1.03 .13 4.80 12. 29. 9.00 3. 158. .4 4.13 .13 4.20 39. 65. 9.00 11. 535. .8 9.29 .13 3.60 92. 115. 9.00 27. 1268. 1.4 16.52 .13 3.00 180. 180. 9.00 53. 2476. 2.3 25.81 .13 2.40 311. 259. 9.00 91. 4278. 3.2 37.17 .13 1.80 494. 353. 9.00 145. 6793. 4.4 50.59 .13 1.20 737. 461. 9.00 217. 10141. 5.8 66.08 .13 .60 1050. 583. 9.00 308. 14439. 7.3 83.63 .13 .00 1440. 720. 9.00 423. 19806. 9.0 103.24 .13 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED -CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED.TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN SLAB CHECK EARTH FACE B-1 CUTOFF AT 5.83 FEET B-2 CUTOFF AT 2.33 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 5.83 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA Oe FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 6339. 63. 9.00 1236. 21146. 1.0 2.51 .67 .50 5571. 423. 9.00 1087. 18582. 6.6 16.75 .67 1.00 4802. 701. 9.00 937. 16016. 10.9 27.75 .67 1.50 4065. 911. 9.00 793. 13558. 14.2 36.05 .67 2.00 3385. 1065. 9.00 660. 11291. 16.6 42.16 .67 2.50 2783. 1176. 9.00 778. 22890. 17.6 100.74 .26 3.00 2273. 1252. 9.00 636. 18694. 18.7 107.28 .26 3.50 1866. 1303. 9.00 522. 15348. 19.5 111.61 .26 4.00 1570. 1334. 9.00 439. 12916. 19.9 114.30 .26 4.50 1391. 1351. 9.00 389. 11441. 20.2 115.75 .26 5.00 1331. 1356. 9.00 372. 10947. 20.3 116.20 .26 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR, STRESS STEEL PSI PSI PSI PSI SQ INS .00 1836. 1152. 9.00 569. 19182. 17.1 156.64 .20 .50 1956. 1086. 9.00 606. 20431. 16.1 147.64 .20 1.00 1999. 1003. 9.00 619. 20884. 14.9 136.41 .20 1.50 1988. 912. 9.00 616. 20766. 13.5 124.11 .20 2.00 1941. 821. 9.00 601. 20278. 12.2 111.70 .20 2.50 1875. 735. 9.00 581. 19587. 10.9 99.98 .20 3.00 1803. 659. 9.00 558. 18836. 9.8 89.59 .20 3.50 1736. 596. 9.00 538. 18136. 8.8 81.03 .20 4.00 1683. 549. 9.00 521. 17576. 8.1 74.66 .20 4.50 1648. 520. 9.00 510. 17215. 7.7 70.74 .20 5.00 1636. 510. 9.00 61054.327405600. 7.1******** .00 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. i ***UNRECOGNIZABLE KEYWORD B-3 CUTOFF AT .00 FEET B-2 CUTOFF AT 2.43 FEET B-1 CUTOFF AT 5.97 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT .00 FEET B-7 CUTOFF AT 4.97 FEET A 1410 m COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 15.00'W X 6'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO TENTHS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 15.00' 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN 0 COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 15.00'W X 6'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO TENTHS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 15.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 15.00'W X 6'H 15.001 WIDE BY 6.001 HIGH CHANNEL WITH .50' HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 9.00 INCHES FS < 24000. PSI SLAB THICKNESS > 9.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 2.00 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES f ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 15-001W X 6'H *** CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB f WALL DESIGN EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 177. 858. 9.00 151. 23792. 10.4 .25 .01 4.80 633. 1421. 9.00 296. 23948. 17.4 .42 .04 4.20 1225. 1687. 9.00 422. 23973. 21.0 .50 .08 3.60 1863. 1795. 9.00 531. 23982. 22.5. .54 .13 3.00 2517. 1847. 9.00 629. 23986. 23.3 .56 .18 2.40 3190. 1897. 9.00 719. 23989. 24.1 .58 .23 1.80 3898. 1966. 9.00 807. 23990. 25.2 .60 .28 1.20 4662. 2060. 9.00 896. 23992. 26.6 .64 .34 .60 5499. 2183. 9.00 987. 23993. 28.3 .68 .41 .00 6430. 2335. 9.00 1084. 23994. 30.5 .73 .48 WALL DESIGN CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. 'AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 1. 7. 9.00 7. 12177. .1 .00 .00 4.80 12. 29. 9.00 34. 21404. .3 .01 .00 4.20 39. 65. 9.00 68. 23161. .8 .02 .00 3.60 92. 115. 9.00 107. 23628. 1.4 .03 .01 3.00 180. 180. 9.00 152. 23795. 2.2 .05 .01 2.40 311. 259. 9.00 203. 23894. 3.2 .08 .02 1.80 494. 353. 9.00 259. 23934. 4.3 .10 .03 1.20 737. 461. 321. 23955. 5.7 .14 .05 .60 1050. 583. 9.00 388. 23968. 7.2 .17 .07 .00 1440. 720. 9.00 461. 23977. 9.0 .22 .10 I ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 15.00'W X 6'H SLAB DESIGN EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS .00 6354. 159. 9.00 1299. 23999. 2.5 .06 .57 .75 5199. 302. 9.00 1149. 23998. 4.6 .11 .46 1.50 4051. 589. 9.00 989. 23998. 8.9 .21 .35 2.25 2982. 741. 9.00 826. 23998. 11.1 .27 .25 3.00 2037. 799. 9.00 664. 23999. 11.8 .28 .17 3.75 1237. 795. 9.00 503. 23999. 11.6 .28 .10 4.50 592. 756. 9.00 337. 23999. 10.9 .26 .05 5.25 100. 705. 9.00 133. 23979. 9.9 .24 .01 6.00 -245. 656. 9.00 211. 24000. 9.3 .22 -.02 6.75 -448. 623. 9.00 291. 23999. 8.9 .21 -.03 7.50 -516. 611. 9.00 313. 23999. 8.8 .21 -.04 SLAB DESIGN CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS .00 1808. 1261. 9.00 621. 23999. 18.6 .45 .15 .75 1911. 1120. 9.00 641. 23999. 16.5 .40 .16 1.50 1840. 944. 9.00 627. 23999. 13.9 .33 .15 2.25 1662. 757. 9.00 592. 23999. 11.1 .27 .14 3.00 1427. 577. 9.00 544. 23999. 8.4 .20 .12 3.75 1175. 413. 9.00 489. 23999. 6.0 .14 .09 4.50 937. 274. 9.00 432. 23999. 4.0 .10 .07 5.25 733. 163. 9.00 378. 23999. 2.4 .06 .06 6.00 578. 83. 9.00 333. 23999. 1.2 .03 .05 6.75 482. 35. 9.00 302. 23999. .5 .01 .04 7.50 449. 19. 9.00 291. 23999. .3 .01 .03 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 15.00'W X 6'H THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES STEEL LAYOUT A * MEANS THAT THE LENGTH GIVEN INCLUDES ENOUGH STEEL TO LAP AND SPLICE BARS AT THE CENTER OF THE CHANNEL. IF NONE OF THE BARS IN ONE FACE OF THE SLAB EXTEND TO THE CENTER THE LONGITUDINAL BARS THAT WOULD HAVE BEEN TIED TO THOSE BARS MUST BE ATTACHED TO THE BARS ON THE OTHER FACE. A # MEANS THAT ONE CONTINUOUS BAR TWICE THIS LENGTH SHOULD BE PLACED THE WIDTH OF THE CHANNEL BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 4 12.00 9 .25 6 .4.00 B-2 4 12.00 3 10.00 3 8.25 B-3 4 12.00 2 3.75 1 8.00 B-4 4 18.00 0 11.00 6 3.75 B-5 0 18.00 0 .00 0 .00 B-6 0 18.00 0 .00 0 .00 B-7 4 14.00 8 7.00 0 .00 B-8 0 14.00 0 .00 0 .00 B-9 0 14.00 0 .00 0 .00 LONGITUDINAL BARS "KEY" BARS AT INTERSECTION OF WALL AND INVERT ARE COUNTED AS PART OF THE SLAB. SPACING GIVEN IS ONLY APPROXIMATE, SPACE BARS EVENLY ALONG WALLS AND SLAB. NO. 4 BARS AT 18 INCHES 22 IN SLAB 16 IN WALL 4 IN HEEL 42 BARS TOTAL *** MATERIAL QUANTITIES REINFORCED CONCRETE .82 CU. YDS./FT. REINFORCING STEEL 80.2 LBS./FT. f COMMENT OCRCD CHECK PHASE FORM AWN& TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 15.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800.* 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE COVER 3.0 3.0 1.5 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE LOADING 40. 0. 62.5 0. 0. COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. BAR1 4. 9. 9.00 1.00 6. BAR2 5. 9. 3. .00 2. BAR3 BAR4 4. 18. .0 11 00 6. BAR5 .0 0.00 BAR6 BAkR7 5. 18. 8. 7.00 BAR8 .00 BAR9 RUN A :4 WALL TOP 2.0 DISTANCE T TO TRUCK W 2. 19.2 VERT. IN. 4.00 10.00 4.00 .00 w w COMMENT OCRCD CHECK PHASE FORM TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 15.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 1.5 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 COMMENT WALL TOP WALL BASE SLAB @ CL SLAB 9 WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 4. 9. 9.00 1.00 6. 4.00 BAR2 5. 9. 3. .00 2. 10.00 BAR3 BAR4 4. 18. .0 11 00 6. 4.00 BAR5 .0 0.00 .00 BAR6 BAR7 5. 18. 8. 7.00 BAR8 .00 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON CITY OF FONTANA CHANNEL DESIGN 15.001 WIDE BY 6.001 HIGH CHANNEL WITH .501 HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 8.00 INCHES FS < 24000. PSI SLAB THICKNESS > 8.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP t HORIZONTAL LENGTHS EXCLUDE LAP ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN *** CHANNEL,TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB *** QUANTITIES *** CONCRETE .82 CU YD/FT TRANSVERSE STEEL 62.1 LB/FT LONGIT. STEEL NO. 4. AT 18. IN LONGIT. STEEL 42. BARS TOTAL STEEL 90.2 LB/FT SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 1.50 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 6. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES *** STEEL LAYOUT *** *** MAXIMUM LENGTHS BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT. INS. FT. INS. FT. INS. FT. INS. B-1 4. 9.00 9. 1.00 6. 4.00 + 8. 1.00 6. 4.00 B-2 5. 9.00 3. .00 2. 10.00 B-3 0. .00 0. .00 0. .00 0 B-4 4. 18.00 0. 11.00 6. 4.00 + 0. 11.50 6. 4.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 5. 18.00 8. 7.00 0. .00 + 8. 7.50 0. .00 B-8 0. .00 0. .00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA HORIZONTAL LENGTHS EXCLUDE LAP ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN *** CHANNEL,TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB *** QUANTITIES *** CONCRETE .82 CU YD/FT TRANSVERSE STEEL 62.1 LB/FT LONGIT. STEEL NO. 4. AT 18. IN LONGIT. STEEL 42. BARS TOTAL STEEL 90.2 LB/FT B-1 CUTOFF AT 5.83 FEET B-2 CUTOFF AT 2.33 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 5.83 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 177. 858. 9.00 39. 1241. 10.9 62.67 .26 4.80 633. 1421. 9.00 138. 4436. 18.1 103.85 .26 4.20 1225. 1687. 9.00 268. 8591. 21.5 123.31 .26 3.60 1863. 1795. 9.00 408. 13064. 22.9 131.14 .26 3.00 2517. 1847. 9.00 551. 17647. 23.6 134.98 .26 2.40 3190. 1897. 9.00 698. 22367. 24.2 138.63 .26 1.80 3898. 1966. 9.00 591. 11063. 26.0 66.19 .67 1.20 4662. 2060. 9.00 706. 13230. 27.2 69.37 .67 .60 5499. 2183. 9.00 833. 15607. 28.9 73.51 .67 .00 6430. 2335. 9.00 974. 18248. 30.9 78.62 .67 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 1. 7. 9.00 0. 20. .1 1.03 .13 4.80 12. 29. 9.00 3. 158. .4 4.13 .13 4.20 39. 65. 9.00 11. 535. .8 9.29 .13 3.60 92. 115. 9.00 27. 1268. 1.4 16.52 .13 3.00 180. 180. 9.00 53. 2476. 2.3 25.81 .13 2.40 311. 259. 9.00 91. 4278. 3.2 37.17 .13 1.80 494. 353. 9.00 145. 6793. 4.4 50.59 .13 1.20 737. 461. 9.00 217. 10141. 5.8 66.08 .13 .60 1050. 583. 9.00 308. 14439. 7.3 83.63 .13 .00 1440. 720. 9.00 423. 19806. 9.0 103.24 .13 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED -TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN SLAB CHECK EARTH FACE B-1 CUTOFF AT 5.83 FEET B-2 CUTOFF AT 2.33 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 5.83 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET 0 0 DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF� FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 6354. 159. 9.00 1239. 21194. 2.5 6.30 .67 .75 5199. 302. 9.00 1014. 17342. 4.7 11.97 .67 1.50 4051. 589. 9.00 790. 13512. 9.1 23.29 .67 2.25 2982. 741. 9.00 582. 9946. 11.5 29.34 .67 3.00 2037. 799. 9.00 570. 16752. 12.0 68.48 .26 3.75 1237. 795. 9.00 346. 10178. 11.9 68.13 .26 4.50 592. 756. 9.00 166. 4871. 11.3 64.80 .26 5.25 100. 705. 9.00 28. 822. 10.5 60.37 .26 6.00 -245. 656. 9.00 76. 2557. 9.7 89.27 .20 6.75 -448. 623. 9.00 139. 4684. 9.2 84.74 .20 7.50 -516. 611. 9.00 19243.103194200. 8.5******** .00 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR- STRESS STEEL PSI PSI PSI PSI SQ INS .00 1808. 1261. 9.00 560. 18887. 18.7 171.53 .20 .75 1911. 1120. 9.00 592. 19956. 16.6 152.28 .20 1.50 1840. 944. 9.00 570. 19221. 14.0 128.37 .20 2.25 1662. 757. 9.00 514. 17356. 11.2 103.00 .20 3.00 1427. 577. 9.00 442. 14902. 8.6 78.42 .20 3.75 1175. 413. 9.00 364. 12274. 6.1 56.18 .20 4.50 937. 274. 9.00 290. 9784. 4.1 37.24 .20 5.25 733. 163. 9.00 227. 7655. 2.4 22.19 .20 6.00 578. 83. 9.00 179. 6039. 1.2 11.32 .20 6.75 482. 35. 9.00 149. 5033. .5 4.76 .20 7.50 449. 19. 9.00 16763. 89894770. .3******** .00 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. i ***UNRECOGNIZABLE KEYWORD B-3 CUTOFF AT .00 FEET B-2 CUTOFF AT 2.43 FEET B-1 CUTOFF AT 8.51 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT .00 FEET B-7 CUTOFF AT 7.47 FEET A A m COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 20.00'W X 6'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO TENTHS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 20.09 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN D 0 0 COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 20.001W X 6'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO TENTHS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 20.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLA13 SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 20.00'W X 6'H 20.00' WIDE BY 6.00' HIGH CHANNEL WITH .50' HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 9.00 INCHES FS < 24000. PSI SLAB THICKNESS > 9.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 2.00 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES t ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 20.00'W X 6'H *** CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB f WALL DESIGN EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 177. 858. 9.00 151. 23792. 10.4 .25 .01 4.80 633. 1421. 9.00 296. 23948. 17.4 .42 .04 4.20 1225. 1687. 9.00 422. 23973. 21.0 .50 .08 3.60 1863. 1795. 9.00 531. 23982. 22.5- .54 .13 3.00 2517. 1847. 9.00 629. 23986. 23.3 .56 .18 2.40 3190. 1897. 9.00 719. 23989. 24.1 .58 .23 1.80 3898. 1966. 9.00 807. 23990. 25.2 .60 .28 1.20 4662. 2060. 9.00 896. 23992. 26.6 .64 .34 .60 5499. 2183. 9.00 987. 23993. 28.3 .68 .41 .00 6430. 2335. 9.00 1084. 23994. 30.5 .73 .48 WALL DESIGN CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 1. 7. 9.00 7. 12177. .1 .00 .00 4.80 12. 29. 9.00 34. 21404. .3 .01 .00 4.20 39. 65. 9.00 68. 23161. .8 .02 .00 3.60 92. 115. 9.00 107. 23628. 1.4 .03 .01 3.00 180. 180. 9.00 152. 23795. 2.2 .05 .01 2.40 311. 259. 9.00 203. 23894. 3.2 .08 .02 1.80 494. 353. 9.00 259. 23934. 4.3 .10 .03 1.20 737. 461. -9.00 321. 23955. 5.7 .14 .05 .60 1050. 583. 9.00 388. 23968. 7.2 .17 .07 .00 1440. 720. 9.00 461. 23977. 9.0 .22 .10 1 ORANGE COUNTY FLOOD CONTROL DISTRICT 0 REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 20.00'W X 6'H SLAB DESIGN EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE FEET FT LBS LBS INCHES STRESS 607. 9.00 550. 399. PSI .00 6376. 99. 9.00 1302. 1.00 4877. 450. 9.00 1105. 2.00 3448. 712. 9.00 899. 3.00 2218. 777. 9.00 697. 4.00 1236. 721. 9.00 503. 5.00 503. 603. 9.00 309. 6.00 -14. 464. 9.00 48. 7.00 -354. 333. 9.00 257. 8.00 -562. 229. 9.00 328. 9.00 -671. 164. 9.00 360. 10.00 -705. 141. 9.00 370. SLAB DESIGN CHANNEL FACE DISTANCE MOMENT FEET FT LBS I .00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 1816 1922 1758 1455 1103 762 466 231 64 -36 -69 SHEAR THICKNESS CONCRETE LBS INCHES STRESS PSI 1257. 9.00 623. 1072. 9.00 643. 840. 9.00 611. 607. 9.00 550. 399. 9.00 472. 227. 9.00 386. 94. 9.00 297. 1 . 9.00 205. 65. 9.00 105. 100. 9.00 79. 112. 9.00 110. f STEEL UNIT PERIM. AREA OF STRESS SHEAR REQUIRED STEEL PSI PSI INCHES SQ INS 23999. 1.5 .04 .58 23998. 6.9 .16 .43 23998. 10.7 .26 .30 23999. 11.5 .28 .18 23999. 10.5 .25 .10 23999. 8.6 .21 .04 23992. 6.5 .16 .00 24000. 4.7 .11 -.03 23999. 3.3 .08 -.04 23999. 2.4 .06 -.05 23999. 2.0 .05 -.06 STEEL UNIT PERIM. AREA OF STRESS SHEAR REQUIRED STEEL PSI PSI INCHES SQ INS 23999. 18.5 .44 .15 23999. 15.8 .38 .16 23999. 12.4 .30 .14 23999. 8.9 .21 .12 23999. 5.8 .14 .09 23999. 3.3 .08 ' .06 23999. 1.4 .03 .04 24000. .0 .00 .02 23983. .9 .02 .00 23987. 1.4 .03 .00 23983. 1.6 .04 -.01 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR W w w CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 20.00'W X 6'H THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES STEEL LAYOUT A * MEANS THAT THE LENGTH GIVEN INCLUDES ENOUGH STEEL TO LAP AND SPLICE BARS AT THE CENTER OF THE CHANNEL. IF NONE OF THE BARS IN ONE FACE OF THE SLAB EXTEND TO THE CENTER THE LONGITUDINAL BARS THAT WOULD HAVE BEEN TIED TO THOSE BARS MUST BE ATTACHED TO THE BARS ON THE OTHER FACE. A # MEANS THAT ONE CONTINUOUS BAR TWICE THIS LENGTH SHOULD BE PLACED THE WIDTH OF THE CHANNEL BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 4 16.00 11 6.25 6 4.00 B-2 5 16.00 4 7.75 4 4.00 B-3 5 16.00 2 7.25 1 10.25 B-4 4 18.00 0 11.00 6 3.75 B-5 0 18.00 0 .00 0 .00 B-6 0 18.00 0 .00 0 .00 B-7 4 14.00 11 1.00 0 .00 B-8 0 14.00 0 .00 0 .00 B-9 0 14.00 0 .00 0 .00 LONGITUDINAL BARS "KEY" BARS AT INTERSECTION OF WALL AND INVERT ARE COUNTED AS PART OF THE SLAB. SPACING GIVEN IS ONLY APPROXIMATE, SPACE BARS EVENLY ALONG WALLS AND SLAB. NO. 4 BARS AT 18 INCHES 30 IN SLAB 16 IN WALL 4 IN HEEL 50 BARS TOTAL *** MATERIALQUANTITIES REINFORCED CONCRETE .96 CU. YDS./FT. REINFORCING STEEL 91.4 LBS./FT. A COMMENT OCRCD CHECK PHASE FORM AVOWN TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 20.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800.' 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE COVER 3.0 3.0 1.5 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE LOADING 40. 0. 62.5 0. 0. COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN.'VERT.FT. BAR1 4. 9. 11.00 7.00 6. BAR2 5. 9. 3. .00 2. BAR3 BAR4 4. 18. .0 11.00 6. BAR5 .0 0.00 BAR6 BAR7 5. 18. 11. 1.00 BAR8 .00 BAR9 RUN A A WALL TOP 2.0 DISTANCE T TO TRUCK W 2. 19.2 VERT. IN. 4.00 10.00 4.00 .00 COMMENT OCRCD CHECK PHASE FORM f TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH (FT) HEIGHT(FT)HEEL WIDTH DIMENSION 20.00 6.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 1.5 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 4. 9. 11.00 7.00 6. 4.00 BAR2 5. 9. 3. .00 2. 10.00 BAR3 BAR4 4. 18. .0 11 00 6. 4.00 BAR5 .0 0.00 .00 BAR6 BAR7 5. 18. 11. 1.00 BAR8 .00 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN 20.00' WIDE BY 6.00' HIGH CHANNEL WITH .50' HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 8.00 INCHES FS < 24000. PSI SLAB THICKNESS > 8.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP A SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET f SLAB -END = 1.50 INCHES DIST TO TRUCK = 2.00 FEET TRUCKISURCHRG < 19.2 KIPS BAR SPACING MINIMUM 6. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES *** STEEL LAYOUT *** *** MAXIMUM LENGTHS BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT. INS. FT. INS. FT. INS. FT. INS. B-1 4. 9.00 11. 7.00 6. 4.00 + 10. 7.00 6. 4.00 B-2 5. 9.00 3. .00 2. 10.00 B-3 0. .00 0. .00 0. .00 0 B-4 4. 18.00 0. 11.00 6. 4.00 + 0. 11.50 6. 4.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 5. 18.00 11. 1.00 0. .00 + 11. 1.50 0. .00 B-8 0. .00 0. .00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA HORIZONTAL LENGTHS EXCLUDE LAP ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN *** CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB *** QUANTITIES *** CONCRETE .96 CU YD/FT TRANSVERSE STEEL 70.0 LB/FT LONGIT. STEEL NO. 4. AT 18. IN LONGIT. STEEL 50. BARS TOTAL STEEL 103.5 LB/FT B-1 CUTOFF AT 5.83 FEET B-2 CUTOFF AT 2.33 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 5.83 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 177. 858. 9.00 39. 1241. 10.9 62.67 .26 4.80 633. 1421. 9.00 138. 4436. 18.1 103.85 .26 4.20 1225. 1687. 9.00 268. 8591. 21.5 123.31 .26 3.60 1863. 1795. 9.00 408. 13064. 22.9 131.14 .26 3.00 2517. 1847. 9.00 551. 17647. 23.6 134.98 .26 2.40 3190. 1897. 9.00 698. 22367. 24.2 138.63 .26 1.80 3898. 1966. 9.00 591. 11063. 26.0 66.19 .67 1.20 4662. 2060. 9.00 706. 13230. 27.2 69.37 .67 .60 5499. 2183. 9.00 833. 15607. 28.9 73.51 .67 .00 6430. 2335. 9.00 974. 18248. 30.9 78.62 .67 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 6.00 0. 0. 9.00 0. 0. .0 .00 .00 5.40 1. 7. 9.00 0. 20. .1 1.03 .13 4.80 12. 29. 9.00 3. 158. .4 4.13 .13 4.20 39. 65. 9.00 11. 535. .8 9.29 .13 3.60 92. 115. 9.00 27. 1268. 1.4 16.52 .13 3.00 180. 180. 9.00 53. 2476. 2.3 25.81 .13 2.40 311. 259. 9.00 91. 4278. 3.2 37.17 .13 1.80 494. 353. 9.00 145. 6793. 4.4 50.59 .13 1.20 737. 461. 9.00 217. 10141. 5.8 66.08 .13 .60 1050. 583. 9.00 308. 14439. 7.3 83.63 .13 .00 1440. 720. 9.00 423. 19806. 9.0 103.24 .13 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED -TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN SLAB CHECK EARTH FACE B-1 CUTOFF AT 5.83 FEET B-2 CUTOFF AT 2.33 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 5.83 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OFt FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 6376. 99. 9.00 1244. 21268. 1.5 3.92 .67 1.00 4877. 450. 9.00 951. 16266. 7.0 17.82 .67 2.00 3448. 712. 9.00 672. 11500. 11.1 28.18 .67 3.00 2218. 777. 9.00 620. 18241. 11.6 66.62 .26 4.00 1236. 721. 9.00 346. 10169. 10.8 61.82 .26 5.00 503. 603. 9.00 141. 4133. 9.0 51.64 .26 6.00 -14. 464. 9.00 4. 143. 6.9 63.05 .20 7.00 -354. 333. 9.00 110. 3701. 4.9 45.29 .20 8.00 -562. 229. 9.00 174. 5869. 3.4 31.20 .20 9.00 -671. 164. 9.00 208. 7011. 2.4 22.24 .20 10.00 -705. 141. 9.00 26308.141078400. 2.0******** .00 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR. STRESS STEEL PSI PSI PSI PSI SQ INS .00 1816. 1257. 9.00 562. 18968. 18.7 170.97 .20 1.00 1922. 1072. 9.00 595. 20077. 15.9 145.74 .20 2.00 1758. 840. 9.00 544. 18365. 12.5 114.25 .20 3.00 1455. 607. 9.00 450. 15194. 9.0 82.59 .20 4.00 1103. 399. 9.00 341. 11521. 5.9 54.24 .20 5.00 762. 227. 9.00 236. 7960. 3.4 30.86 .20 6.00 466. 94. 9.00 144. 4866. 1.4 12.83 .20 7.00 231. 1. 9.00 72. 2414. .0 .17 .20 8.00 64. 65. 9.00 20. 665. 1.0 8.78 .20 9.00 -36. 100. 9.00 10. 296. 1.5 8.59 .26 10.00 -69. 112. 9.00 19. 567. 1.7 9.58 .26 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. 1 ***UNRECOGNIZABLE KEYWORD B-3 CUTOFF AT .00 FEET B-2 CUTOFF AT 2.43 FEET B-1 CUTOFF AT 11.01 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT .00 FEET B-7 CUTOFF AT 9.97 FEET 2 COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 10.001W X 8'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO TENTHS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 10-00 8.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN 0 10- 11 N COMMENT ENTER ALPHANUMERIC INFORMATION BELOW TITLE RECTANGULAR CHANNEL 10.00'W X S'H COMMENT ENTER ALPHANUMERIC INFORMATION BELOW PRINT ECHO T ENT HS DESIGN COMMENT CH.WIDTH CH.HEIGHT HEEL WIDTH DIMENSION 10.00 8.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8. 500. COMMENT WALL TH. SLAB TH. STL. AREA LONG.BAR SPACING LIMITS 9. 9. 0. 18. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 2.0 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 9. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.001W X 8'H 10.001 WIDE BY 8.00' HIGH CHANNEL WITH .501 HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 9.00 INCHES FS < 24000. PSI SLAB THICKNESS > 9.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 2.00 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES f 0 0 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICF14SED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.00'W X 8'H *** CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB f WALL DESIGN EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 305. 1084. 9.00 201. 23892. 13.2 .32 .02 6.40 1020. 1623. 9.00 382. 23968. 20.1 .48 .07 5.60 1863. 1795. 9.00 531. 23982. 22.5 .54 .13 4.80 2738. 1863. 9.00 659. 23987. 23.6. .57 .19 4.00 3657. 1940. 9.00 778. 23990. 24.8 .60 .26 3.20 4662. 2060. 9.00 896. 23992. 26.6 .64 .34 2.40 5798. 2230. 9.00 1019. 23993. 29.0 .70 .43 1.60 7110. 2451. 9.00 1152. 23994. 32.2 .77 .54 .80 8638. 2721. 9.00 1298. 23995. 36.0 .86 .67 .00 10420. 3038. 9.00 1458. 23977. 40.6 .98 .82 WALL DESIGN CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. 'AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 3. 13. 9.00 15. 17029. .2 .00 .00 6.40 27. 51. 9.00 56. 22828. .6 .01 .00 5.60 92. 115. 9.00 107. 23628. 1.4 .03 .01 4.80 218. 205. 9.00 169. 23850. 2.5 .06 .01 4.00 427. 320. 9.00 240. 23923. 3.9 .09 .03 3.20 737. 461. 9.00 321. 23955. 5.7 .14 .05 2.40 1171. 627. 9.00 412. 23972. 7.8 .19 .08 1.60 1748. 819. -9.00 513. 23981. 10.3 .25 .12 .80 2488. 1037. 9.00 625. 23986. 13.1 .31 .18 .00 3413. 1280. 9.00 748. 23989. 16.3 .39 .24 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.00'W X 8'H SLAB DESIGN EARTH FACE f DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS .00 10102. 330. 9.00 1741. 23996. 5.2 .13 .96 .50 8946. 869. 9.00 1610. 23988. 13.7 .33 .84 1.00 7775. 1279. 9.00 1473. 23980. 20.0 .48 .72 1.50 6641. 1583. 9.00 1335. 23999. 24.5 .59 .60 2.00 5588. 1801. 9.00 1201. 23999. 27.7 .66 .50 2.50 4650. 1953. 9.00 1074. 23998. 29.7 .71 .41 3.00 3853. 2055. 9.00 960. 23998. 31.1 .75 .33 3.50 3215. 2120. 9.00 863. 23998. 31.8 .76 .27 4.00 2750. 2158. 9.00 789. 23998. 32.2 .77 .23 4.50 2468. 2179. 9.00 741. 23998. 32.4 .78 .21 5.00 2373. 2185. 9.00 725. 23998. 32.5 .78 .20 SLAB DESIGN CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT PERIM. AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR REQUIRED STEEL PSI PSI PSI INCHES SQ INS .00 3912. 1753. 9.00 969. 23998. 26.5 .64 .34 .50 3955. 1717. 9.00 975. 23998. 26.0 .62 .34 1.00 3883. 1642. 9.00 965. 23998. 24.8 .60 .34 1.50 3734. 1543. 9.00 943. 23998. 23.3 .56 .32 2.00 3542. 1433. 9.00 914. 23998. 21.6 .52 .30 2.50 3334. 1322. 9.00 882. 23998. 19.9 .48 .28 3.00 3134. 1220. 9.00 851. 23998. 18.3 .44 .27 3.50 2960. 1134. 9.00 823. 23998. 17.0 .41 .25 4.00 2826. 1069. 9.00 801. 23998. 16.0 .38 .24 4.50 2741. 1028. 9.00 787. 23998. 15.3 .37 .23 5.00 2713. 1014. 9.00 782. 23998. 15.1 .36 .23 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR 0 0 0 0 CHANNEL DESIGN PROGRAM LICENSED TO: AEI-CASC ENGINEERING ECTANGULAR CHANNEL 10.00'W X 8-H THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES STEEL LAYOUT A * MEANS THAT THE LENGTH GIVEN INCLUDES ENOUGH STEEL TO LAP AND SPLICE BARS AT THE CENTER OF THE CHANNEL. IF NONE OF THE BARS IN ONE FACE OF THE SLAB EXTEND TO THE CENTER THE LONGITUDINAL BARS THAT WOULD HAVE BEEN TIED TO THOSE BARS MUST BE ATTACHED TO THE BARS ON THE OTHER FACE. A # MEANS THAT ONE CONTINUOUS BAR TWICE THIS LENGTH SHOULD BE PLACED THE WIDTH OF THE CHANNEL BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH *** LONGITUDINAL BARS *** "KEY" BARS AT INTERSECTION OF WALL AND INVERT ARE COUNTED AS PART OF THE SLAB. SPACING GIVEN IS ONLY APPROXIMATE, SPACE BARS EVENLY ALONG WALLS AND SLAB. NO. 4 BARS AT 18 INCHES 16 IN SLAB 20 IN WALL 4 IN HEEL 40 BARS TOTAL *** MATERIAL.QUANTITIES REINFORCED CONCRETE .79 CU. YDS./FT. REINFORCING STEEL 114.7 LBS./FT- f INS. FT. INS. FT. INS. B-1 4 10.00 6 6.25 8 .4.00 B-2 5 10.00 5 2.00 5 3.50 B-3 5 10.00 2 8.50 2 2.00 B-4 4 18.00 0 11.00 8 4.00 B-5 4 18.00 0 11.00 2 4.50 B-6 0 18.00 0 .00 0 .00 B-7 6 15.00 6 1.00 # 0 .00 B-8 0 15.00 0 .00 0 .00 B-9 0 15.'00 0 .00 0 .00 *** LONGITUDINAL BARS *** "KEY" BARS AT INTERSECTION OF WALL AND INVERT ARE COUNTED AS PART OF THE SLAB. SPACING GIVEN IS ONLY APPROXIMATE, SPACE BARS EVENLY ALONG WALLS AND SLAB. NO. 4 BARS AT 18 INCHES 16 IN SLAB 20 IN WALL 4 IN HEEL 40 BARS TOTAL *** MATERIAL.QUANTITIES REINFORCED CONCRETE .79 CU. YDS./FT. REINFORCING STEEL 114.7 LBS./FT- f COMMENT OCRCD CHECK PHASE FORM ldsmft� TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HETGHT(FT)HEEL WIDTH DIMENSION 10.00 8.00 0.5 COMMENT fc fs n u MATERIAL 1800.* 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE COVER 3.0 3.0 1.5 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE LOADING 40. 0. 62.5 0. 0. COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. BAR1 5. 9. 6.00 6.50 8. BAR2 6. 9. 3. 3.00 3. BAR3 BAR4 4 18. .0 11 00 8 BAR5 4. 18. .0 11.00 2. BAR6 B,4R7 6 18. 6 1.00 BAR8 4. 18. 4. .00 BAR9 RUN m A WALL TOP 2.0 DISTANCE T TO TRUCK W 2. 19.2 VERT. IN. 4.00 2.00 4.00 6.00 0 0 0 COMMENT OCRCD CHECK PHASE FORM TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 10.00 8.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 1.5 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 COMMENT WALL TOP WALL BASE SLAB 0 CL SLAB Ca WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT. IN. BAR1 5. 9. 6.00 6.50 8. 4.00 BAR2 6. 9. 3. 3.00 3. 2.00 BAR3 BAR4 4. 18. .0 11 00 8 4.00 BAR5 4. 18. .0 11.00 2. 6.00 BAR6 BAR7 6. 18. 6 1.00 BAR8 4. 18. 4. .00 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN 10.00' WIDE BY 8.00' HIGH CHANNEL WITH .50' HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 8.00 INCHES FS < 24000. PSI SLAB THICKNESS > 8.00 INCHES N 8.0 STEEL AREA > .00 SQ INSIFT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP HORIZONTAL LENGTHS EXCLUDE LAP ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN *** CHANNEL -TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB *** QUANTITIES -** CONCRETE .79 CU YD/FT TRANSVERSE STEEL 94.2 LB/FT LONGIT. STEEL NO. 4. AT 18. IN LONGIT. STEEL 40. BARS TOTAL STEEL 120.9 LB/FT SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET f SLAB -END = 1.50 INCHES DIST TO TRUCK = 2.00 FEET TRUCKISURCHRG < 19.2 KIPS BAR SPACING MINIMUM 6. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES *** STEEL LAYOUT *** *** MAXIMUM LENGTHS BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT. INS. FT. INS. FT. INS. FT. INS. B-1 5. 9.00 6. 6.50 8. 4.00 + 5. 7.00 8. 4.00 B-2 6. 9.00 3. 3.00 3. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 4. 18.00 0. 11.00 8. 4.00 + 0. 11.50 8. 4.00 B-5 4. 18.00 0. 11.00 2. 6.00 B-6 0. .00 0. .00 0. .00 0 B-7 6. 18.00 6. 1.00 0. .00 + 6. 1.50 0. .00 B-8 4. 18.00 4. .00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA HORIZONTAL LENGTHS EXCLUDE LAP ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN *** CHANNEL -TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB *** QUANTITIES -** CONCRETE .79 CU YD/FT TRANSVERSE STEEL 94.2 LB/FT LONGIT. STEEL NO. 4. AT 18. IN LONGIT. STEEL 40. BARS TOTAL STEEL 120.9 LB/FT WALL CHECK EARTH FACE + DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 305. 1084. 9.00 56. 1391. 14.0 64.38 .41 6.40 1020. 1623. 9.00 186. 4648. 21.0 96.38 .41 5.60 1863. 1795. 9.00 341. 8493. 23.2 106.55 .41 4.80 2738. 1863. 9.00 501. 12482. 24.1 110.59 .41 4.00 3657. 1940. 9.00 669. 16671. 25.1 115.19 .41 3.20 4662. 2060. 9.00 852. 21251. 26.7 122.32 .41 2.40 5798. 2230. 9.00 763. 11278. 30.1 62.66 1.00 1.60 7110. 2451. 9.00 936. 13830. 33.0 68.86 1.00 .80 8638. 2721. 9.00 1137. 16802. 36.7 76.43 1.00 .00 10420. 3038. 9.00 1371. 20268. 41.0 85.33 1.00 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 3. 13. 9.00 1. 47. .2 1.84 .13 6.40 27. 51. 9.00 8. 376. .6 7.34 .13 5.60 92. 115. 9.00 27. 1268. 1.4 16.52 .13 4.80 218. 205. 9.00 64. 3005. 2.6 29.37 .13 4.00 427. 320. 9.00 125. 5868. 4.0 45.89 .13 3.20 737. 461. 9.00 217. 10141. 5.8 66.08 .13 2.40 1171. 627. 9.00 344. 16103. 7.8 89.94 .13 1.60 1748. 819. 9.00 382. 12255. 10.4 59.86 .26 .80 2488. 1037. 9.00 544. 17449. 13.2 75.76 .26 .00 3413. 1280. 9.00 747. 23935. 16.3 93.54 .26 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED -CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED.TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN SLAB CHECK EARTH FACE B-1 CUTOFF AT 7.83 FEET B-2 CUTOFF AT 2.67 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 7.83 FEET B-5 CUTOFF AT 2.00 FEET B-6 CUTOFF AT .00 FEET DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OE� FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 10102. 330. 9.00 1719. 23116. 5.2 10.90 1.00 .50 8946. 869. 9.00 1522. 20471. 13.8 28.73 1.00 1.00 7775. 1279. 9.00 1323. 17790. 20.3 42.29 1.00 1.50 6641. 1583. 9.00 1130. 15196. 25.1 52.34 1.00 2.00 5588. 1801. 9.00 951. 12787. 28.6 59.57 1.00 2.50 4650. 1953. 9.00 791. 10641. 31.0 64.59 1.00 3.00 3853. 2055. 9.00 903. 20620. 31.2 143.20 .41 3.50 3215. 2120. 9.00 754. 17205. 32.2 147.72 .41 4.00 2750. 2158. 9.00 645. 14718. 32.8 150.42 .41 4.50 2468. 2179. 9.00 578. 13208. 33.1 151.83 .41 5.00 2373. 2185. 9.00 556. 12701. 33.2 152.26 .41 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR. STRESS STEEL PSI PSI PSI PSI SQ INS .00 3912. 1753. 9.00 903. 20162. 26.7 122.35 .43 .50 3955. 1717. 9.00 913. 20385. 26.2 119.87 .43 1.00 3883. 1642. 9.00 897. 20014. 25.0 114.63 .43 1.50 3734. 1543. 9.00 862. 19246. 23.5 107.70 .43 2.00 3542. 1433. 9.00 818. 18255. 21.8 100.00 .43 2.50 3334. 1322. 9.00 770. 17184. 20.1 92.28 .43 3.00 3134. 1220. 9.00 836. 23006. 18.3 139.98 .29 3.50 2960. 1134. 9.00 789. 21729. 17.0 130.09 .29 4.00 2826. 1069. 9.00 754. 20744. 16.0 122.61 .29 4.50 2741. 1028. 9.00 731. 20125. 15.4 117.95 .29 5.00 2713. 1014. 9.00 101218.542788300. 14.1******** .00 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. i ***UNRECOGNIZABLE KEYWORD B-3 CUTOFF AT .00 FEET B-2 CUTOFF AT 2.68 FEET B-1 CUTOFF AT 5.97 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT 2.88 FEET B-7 CUTOFF AT 4.97 FEET APON4, COMMENT TITLE OCRCD CHECK PHASE FORM COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 29.00 8.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE COVER 3.0 3.0 1.5 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE LOADING 40. 0. 62.5 0. 0. COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. BAR1 5. 9. 16.00 1.00 8. BAR2 6. 9. 3. 8.00 3. BAR3 BAR4 4 18. .0 11 00 8 BAR5 4. 18. .0 11.00 2. BAR6 BAR7 4 18. 16 1 00 BAR8 6. 18. 6. 10.00 BAR9 RUN R WALL TOP 2.0 DISTANCE T TO TRUCK W 2. 19.2 VERT. IN. 4.00 7.00 4.00 6.00 FL 1 COMMENT OCRCD CHECK PHASE FORM TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 29.00 8.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 1.5 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 COMMENT WALL TOP WALL BASE SLAB @ CL SLAB @ WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 5. 9. 16.00 1.00 8. 4.00 BAR2 6. 9. 3. 8.00 3. 7.00 BAR3 BAR4 4. 18 .0 11 00 8 4.00 BAR5 4. 18. .0 11.00 2. 6.00 BAR6 BAR7 4. 18. 16 1.00 BAR8 6. 18. 6. 10.00 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN 29.00' WIDE BY 8.00' HIGH CHANNEL WITH .50' HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 8.00 INCHES FS < 24000. PSI SLAB THICKNESS > 8.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP w 1 SLAB -TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 1.50 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 6. INCHES MAXIMUM = 18. INCHES INCRF14ENT = 1. INCHES *** THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES *** STEEL LAYOUT *** *** MAXIMUM LENGTHS BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT. INS. FT. INS. FT. INS. FT. INS. B-1 5. 9.00 16. 1.00 8. 4.00 + 15. 1.00 8. 4.00 B-2 6. 9.00 3. 8.00 3. 7.00 B-3 0. .00 0. .00 0. .00 0 B-4 4. 18.00 0. 11.00 8. 4.00 + 0. 11.50 8. 4.00 B-5 4. 18.00 0. 11.00 2. 6.00 B-6 0. .00 0. .00 0. .00 0 B-7 4. 18.00 16. 1.00 0. .00 + 15. 7.50 0. .00 B-8 6. 18.00 6. 10.00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA HORIZONTAL LENGTHS EXCLUDE LAP ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN *** CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB W *** QUANTITIES *** CONCRETE 1.32 CU YD/FT TRANSVERSE STEEL 136.3 LB/FT LONGIT. STEEL NO. 4. AT 18. IN LONGIT. STEEL 66. BARS TOTAL STEEL 180.4 LB/FT WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 305. 1084. 9.00 56. 1391. 14.0 64.38 .41 6.40 1020. 1623. 9.00 186. 4648. 21.0 96.38 .41 5.60 1863. 1795. 9.00 341. 8493. 23.2 106.55 .41 4.80 2738. 1863. 9.00 501. 12482. 24.1 110.59 .41 4.00 3657. 1940. 9.00 669. 16671. 25.1 115.19 .41 3.20 4662. 2060. 9.00 852. 21251. 26.7 122.32 .41 2.40 5798. 2230. 9.00 763. 11278. 30.1 62.66 1.00 1.60 7110. 2451. 9.00 936. 13830. 33.0 68.86 1.00 .80 8638. 2721. 9.00 1137. 16802. 36.7 76.43 1.00 .00 10420. 3038. 9.00 1371. 20268. 41.0 85.33 1.00 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 3. 13. 9.00 1. 47. .2 1.84 .13 6.40 27. 51. 9.00 8. 376. .6 7.34 .13 5.60 92. 115. 9.00 27. 1268. 1.4 16.52 .13 4.80 218. 205. 9.00 64. 3005. 2.6 29.37 .13 4.00 427. 320. 9.00 125. 5868. 4.0 45.89 .13 3.20 737. 461. 9.00 217. 10141. 5.8 66.08 .13 2.40 1171. 627. 9.00 344. 16103. 7.8 89.94 .13 1.60 1748. 819. 9.00 382. 12255. 10.4 59.86 .26 .80 2488. 1037. 9.00 544. 17449. 13.2 75.76 .26 .00 3413. 1280. 9.00 747. 23935. 16.3 93.54 .26 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN SLAB CHECK EARTH FACE B-1 CUTOFF AT 7.83 FEET B-2 CUTOFF AT 3.08 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 7.83 FEET B-5 CUTOFF AT 2.00 FEET B-6 CUTOFF AT .00 FEET w DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 10155. 129. 9.00 1728. 23238. 2.1 4.27 1.00 1.45 6858. 1150. 9.00 1167. 15693. 18.2 38.02 1.00 2.90 3917. 1367. 9.00 666. 8963. 21.7 45.22 1.00 4.35 1762. 1176. 9.00 413. 9430. 17.9 81.94 .41 5.80 421. 839. 9.00 99. 2252. 12.8 58.46 .41 7.25 -268. 506. 9.00 100. 4324. 7.4 84.92 .13 8.70 -519. 242. 9.00 194. 8372. 3.5 40.63 .13 10.15 -528. 62. 9.00 197. 8504. .9 10.37 .13 11.60 -440. 46. 9.00 165. 7090. .7 7.79 .13 13.05 -353. 101. 9.00 132. 5682. 1.5 16.98 .13 14.50 -318. 117. 9.00 119. 5125. 1.7 19.73 .13 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 3891. 1874. 9.00 898. 20055. 28.5 130.80 .43 1.45 3605. 1575. 9.00 832. 18583. 24.0 109.90 .43 2.90 2713. 1106. 9.00 626. 13984. 16.8 77.20 .43 4.35 1736. 661. 9.00 401. 8950. 10.1 46.11 .43 5.80 928. 320. 9.00 347. 14961. 4.7 53.75 .13 7.25 366. 99. 9.00 137. 5894. 1.4 16.56 .13 8.70 30. 24. 9.00 11. 479. .3 3.95 .13 10.15 -139. 77. 9.00 33. 745. 1.2 5.40 .41 11.60 -206. 93. 9.00 48. 1103. 1.4 6.48 .41 13.05 -224. 93. 9.00 52. 1199. 1.4 6.49 .41 14.50 -226. 92. 9.00 53. 1211. 1.4 6.39 .41 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. i ***UNRECOGNIZABLE KEYWORD B-3 CUTOFF AT .00 FEET B-2 CUTOFF AT 3.09 FEET B-1 CUTOFF AT 15.51 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT 5.72 FEET B-7 CUTOFF AT 14.97 FEET le w 1 COMMENT OCRCD CHECK PHASE FORM TITLE COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 29.00 8.00 0.5 COMMENT fc fs n u MATERIAL 1800. 24000. 8.0 500. COMMENT SLAB SLAB SLAB WALL WALL WALL COMMENT TOP BOTTOM END INSIDE OUTSIDE TOP COVER 3.0 3.0 1.5 2.0 2.0 2.0 COMMENT MINIMUM MAXIMUM INCREMENT SPACING 6. 18. 1. COMMENT OUTWARD INWARD INWARD DISTANCE HEIGHT DISTANCE T COMMENT TRIANG. UNIFORM TRIANG. TO SLOPE OF SLOPE TO TRUCK W LOADING 40. 0. 62.5 0. 0. 2. 19.2 COMMENT WALL TOP WALL BASE SLAB Ca Cl, SLAB Ca WALL THICKNESS 9.00 9.00 9.00 9.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 5. 9. 16.00 1.00 8. 4.00 BAR2 6. 9. 3. 8.00 3. 7.00 BAR3 BAR4 4. 18 .0 11 00 8 4.00 BAR5 4. 18. .0 11.00 2. 6.00 BAR6 BAR7 4. 18 16 1 00 BAR8 6. 18. 6. 10.00 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON CITY OF FONTANA CHANNEL DESIGN 29.001 WIDE BY 8.00' HIGH CHANNEL WITH .50' HEEL *** DESIGN CRITERIA *** 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1800. PSI WALL THICKNESS > 8.00 INCHES FS < 24000. PSI SLAB THICKNESS > 8.00 INCHES N 8.0 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K 295. STEEL COVER LOADINGS WALL -INSIDE = 2.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 2.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 2.00 INCHES TRIANG INWARD < 62.5 PSF-EFP w 1 SLAB TOP = 3.00 INCHES DIST TO SLOPE .00 FEET SLAB:BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLA13-END = 1.50 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM 6. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES TOP OF WALL 9.00 INCHES SLAB AT CENTER LINE 9.00 INCHES BASE OF WALL 9.00 INCHES SLAB AT FACE OF WALL 9.00 INCHES *** STEEL LAYOUT *** *** MAXIMUM LENGTHS BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT. INS. FT. INS. FT. INS. FT. INS. B-1 5. 9.00 16. 1.00 8. 4.00 + 15. 1.00 8. 4.00 B-2 6. 9.00 3. 8.00 3. 7.00 B-3 0. .00 0. .00 0. .00 0 B-4 4. 18.00 0. 11.00 8. 4.00 + 0. 11.50 8. 4.00 B-5 4. 18.00 0. 11.00 2. 6.00 B-6 0. .00 0. .00 0. .00 0 B-7 4. 18.00 16. 1.00 0. .00 + 15. 7.50 0. .00 B-8 6. 18.00 6. 10.00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN CHANNEL TENTH POINT DATA DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB w *** QUANTITIES *** CONCRETE 1.32 CU YD/FT TRANSVERSE STEEL 136.3 LB/FT LONGIT. STEEL NO. 4. AT 18. IN LONGIT. STEEL 66. BARS TOTAL STEEL 180.4 LB/FT 1p� WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 305. 1084. 9.00 56. 1391. 14.0 64.38 .41 6.40 1020. 1623. 9.00 186. 4648. 21.0 96.38 .41 5.60 1863. 1795. 9.00 341. 8493. 23.2 106.55 .41 4.80 2738. 1863. 9.00 501. 12482. 24.1 110.59 .41 4.00 3657. 1940. 9.00 669. 16671. 25.1 115.19 .41 3.20 4662. 2060. 9.00 852. 21251. 26.7 122.32 .41 2.40 5798. 2230. 9.00 763. 11278. 30.1 62.66 1.00 1.60 7110. 2451. 9.00 936. 13830. 33.0 68.86 1.00 .80 8638. 2721. 9.00 1137. 16802. 36.7 76.43 1.00 .00 10420. 3038. 9.00 1371. 20268. 41.0 85.33 1.00 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 8.00 0. 0. 9.00 0. 0. .0 .00 .00 7.20 3. 13. 9.00 1. 47. .2 1.84 .13 6.40 27. 51. 9.00 8. 376. .6 7.34 .13 5.60 92. 115. 9.00 27. 1268. 1.4 16.52 .13 4.80 218. 205. 9.00 64. 3005. 2.6 29.37 .13 4.00 427. 320. 9.00 125. 5868. 4.0 45.89 .13 3.20 737. 461. 9.00 217. 10141. 5.8 66.08 .13 2.40 1171. 627. 9.00 344. 16103. 7.8 89.94 .13 1.60 1748. 819. 9.00 382. 12255. 10.4 59.86 .26 .80 2488. 1037. 9.00 544. 17449. 13.2 75.76 .26 .00 3413. 1280. 9.00 747. 23935. 16.3 93.54 .26 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING COYOTE CANYON - CITY OF FONTANA CHANNEL DESIGN SLAB CHECK EARTH FACE B-1 CUTOFF AT 7.83 FEET B-2 CUTOFF AT 3.08 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 7.83 FEET B-5 CUTOFF AT 2.00 FEET B-6 CUTOFF AT .00 FEET w DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 10155. 129. 9.00 1728. 23238. 2.1 4.27 1.00 1.45 6858. 1150. 9.00 1167. 15693. 18.2 38.02 1.00 2.90 3917. 1367. 9.00 666. 8963. 21.7 45.22 1.00 4.35 1762. 1176. 9.00 413. 9430. 17.9 81.94 .41 5.80 421. 839. 9.00 99. 2252. 12.8 58.46 .41 7.25 -268. 506. 9.00 100. 4324. 7.4 84.92 .13 8.70 -519. 242. 9.00 194. 8372. 3.5 40.63 .13 10.15 -528. 62. 9.00 197. 8504. .9 10.37 .13 11.60 -440. 46. 9.00 165. 7090. .7 7.79 .13 13.05 -353. 101. 9.00 132. 5682. 1.5 16.98 .13 14.50 -318. 117. 9.00 119. 5125. 1.7 19.73 .13 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 3891. 1874. 9.00 898. 20055. 28.5 130.80 .43 1.45 3605. 1575. 9.00 832. 18583. 24.0 109.90 .43 2.90 2713. 1106. 9.00 626. 13984. 16.8 77.20 .43 4.35 1736. 661. 9.00 401. 8950. 10.1 46.11 .43 5.80 928. 320. 9.00 347. 14961. 4.7 53.75 .13 7.25 366. 99. 9.00 137. 5894. 1.4 16.56 .13 8.70 30. 24. 9.00 11. 479. .3 3.95 .13 10.15 -139. 77. 9.00 33. 745. 1.2 5.40 .41 11.60 -206. 93. 9.00 48. 1103. 1.4 6.48 .41 13.05 -224. 93. 9.00 52. 1199. 1.4 6.49 .41 14.50 -226. 92. 9.00 53. 1211. 1.4 6.39 .41 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. 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ArLAS 1. 0�3 A _130 LEqEN01 w w HYDROLOGY MANUAL F 1- I � ----------------------- 8 isu—INES PRE-IpiTATION I N C H E S ('7. -1 :1 _tt I __ . , I . -, ., Tl COYOTE CANYON 52635 0 T2 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. WILINE A T3 FILENAME: HCINT.WSN DATE:03/18/04 A. TORREYSON so 864.49 582.50 7 605.80 TS 964.49 583.00 5 .035 .000 .000 0 TS 1064.49 58a.50 4 .035 .000 .000 0 * 1164.49 584.00 4 .035 .000 .000 0 * 1508.37 612.26 4 .035 .000 .000 0 * 1588.15 618.82 4 .035 -3.516 .000 0 TS 1678.15 626.22 10 .015 -3.967 .000 0 ix 1703.10 628.27 2 3 .014 1337.00 628.27 00.0 .000 WX 1703.10 628.27 1 * 1784.10 630.40 1 .014 -15.470 .000 0 * 1802.83 630.89 1 .014 .000 .000 0 * 1851.29 632.17 1 .014 9.254 .000 0 WE 1851.29 632.17 2 .250 .000 .000 0 TS 1896.29 633.52 6 .015 .000 .000 0 R 3271.60 674.76 6 .015 .000 .000 0 TS 3316.60 676.11 62 .014 .000 .000 0 R 3521.60 682.26 62 .015 .000 .000 0 TS 3551.60 683.16 67 .014 .000 .000 0 WX 3551.60 683.16 66 R 3885.20 693.06 66 .014 .000 .000 0 R 3959.74 695.27 66 .014 8.543 .000 0 * 3987.29 696.09 66 .014 .000 .000 0 * 4046.06 697.83 66 .014 -6.735 .000 0 * 4112.00 699.79 66 .014 .000 .000 0 WE 4112.00 699.79 67 .250 .000 .000 0 TS R 4157.00 4386.23 701.25 708.36 6 6 .015 .015 .000 .000 .000 0 .000 0 R 4486.23 718.36 6 .015 .000 .000 0 SH 4486.23 718.36 6 727.36 CD 1 3 1 1.00 8.00 25.00 .00 .00 .0 CD 2 2 0 .00 8.00 25.00 .00 .00 .0 CD 3 3 0 .00 8.00 10.00 .00 .00 .0 CD 4 1 0 .00 20.00 12.00 2.00 2.00 .0 CD 5 1 0 .00 20.00 62.00 2.00 2.00 .0 CD 6 1 0 .00 12.00 12.00 1.50 1.50 .0 CD 7 1 0 .00 20.00 112.00 3.00 3.00 .0 CD 8 4 1 .00 9.50 .00 .00 .00 .0 CD 9 1 0 .00 10.00 12.00 1.50 1.50 .0 CD 10 2 0 .00 8.00 36.75 .00 .00 .0 CD 11 1 0 .00 10.00 80.00 1.50 1.50 .0 CD 24 4 1 .00 2.00 .00 .00 .00 .0 CD 30 4 1 .00 2.50 .00 .00 .00 .0 CD 36 4 1 .00 3.00 .00 .00 .00 .0 CD 42 4 1 .00 3.50 .00 .00 .00 .0 CD 48 4 1 .00 4.00 .00 .00 .00 .0 CD 54 4 1 .00 4.50 .00 .00 .00 .0 CD 60 4 1 .00 5.00 .00 .00 .00 .0 CD 62 2 0 .00 10.00 22.00 .00 .00 .0 CD 66 3 1 1.00 8.00 29.00 .00 .00 .0 CD 67 2 0 .00 8.00 29.00 .00 .00 .0 CD 68 5 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PTS 6819340.11728.00347.19728.00349.15727.00351.46726.00355.20725.00 PTS PTS 357,30724*00360*45723*00162*37722*00365*71721.00368.00720.15 378.00720.15381.72721.00384.57722.00387.28723.0038§.68724.00 PTS 391.72725.00394.04726.00404.00726.00410.00729.00 AODW& Q 5727.00 .0 tb� A A 0 0 0 W S P G N - CIVILDESIGN Vers 6.0 PAGE 1 For: CASC Engineering GroUp, Riverside, California SIN 615 WATER SURFACE PROFILE LISTING Date: 3-17-2004 Time: 1: 6:24 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:03/18/04 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/ IBase 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 Slopel I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR� IType Ch 864.49 582.50 23.300 605.800 TRANS STR .00500 964.49 583.00 22.739 605.739 TRANS STR .00500 1064.49 583.50 21.976 605.476 100.00 .00500 1164.49 584.00 21.513 605.513 6.31 .08218 1170.80 584.52 20.945 605.464 6.08 .08218 1176.89 585.02 20.390 605.409 5.86 .08218 1182.74 585.50 19.849 605.349 5.62 .08218 1188.37 585.96 19.320 605.282 5.39 .08218 1193.75 586.40 18.804 605.209 1.76 .08218 064.0 1.67 .043 605.843 .00 4.764 251.80 20.00 112.00 3.00 0 .0 .000082 .01 23.30 .072 .035 3.00 TRAP 064.0 2.89 .130 605.869 .00 6.838 152.96 20.00 62.00 2.00 0 .0 .000431 .04 22.74 .127 .035 2.00 TRAP 064.0 5.74 .512 605.989 .00 12.415 99.90 20.00 12.00 2.00 0 .0 .000774 .08 21.98 .289 14.575 .035 2.00 TRAP 064.0 5.97 .553 606.066 .00 12.415 98.05 20.00 12.00 2.00 0 .0 .000868 .01 21.51 .303 7.710 .035 2.00 TRAP 064.0 6.26 .608 606.072 .00 12.415 95.78 20.00 12.00 2.00 0 .0 .000986 .01 20.94 .321 7.710 .035 2.00 TRAP 064.0 6.56 .669 606.078 .00 12.415 93.56 20.00 12.00 2.00 0 .0 .001120 01 20.39 .341 7.710 .035 2.00 TRAP 064.0 6.88 .736 606.084 .00 12.415 91.39 20.00 12.00 2.00 0 .0 .001272 .01 19.85 .362 7.710 .035 2.00 TRAP 064.0 7.22 .809 606.092 .00 12.415 89.28 20.00 12.00 2.00 0 .0 .001444 .01 19.32 .384 7.710 .035 2.00 TRAP 064.0 7.57 .890 606.099 .00 12.415 87.22 20.00 12.00 2.00 0 .0 .001570 .00 18.80 .408 7.710 .035 2.00 TRAP 0 0 W W S P G N - CIVILDESIGN Vers 6.0 t PAGE 2 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 3-17-2004 Time: 1: 6:24 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:03/18/04 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I super iCriticallFlow ToplHeight/ IBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR- IType Ch 1195.52 586.55 18.633 605.183 7064.0 7.69 .919 606.103 .00 12.415 86.53 20.00 12.00 2.00 0 .0 HYDRAULIC JUMP 1195.52 586.55 7.637 594.186 7064.0 33.92 17.863 612.049 .00 12.415 42.55 20.00 12.00 2.00 0 .0 153.92 08218 .089201 13.73 7.64 2.701 7.710 .035 2.00 TRAP 1349.44 599.20 7.490 606.689 7064.0 34.95 18.972 625.661 .00 12.415 41.96 20.00 12.00 2.00 0 .0 98.10 .08218 .099210 9.73 7.49 2.807 7.710 .035 2.00 TRAP 1447.54 607.26 7.264 614.524 7064.0 36.66 20.869 635.394 .00 12.415 41.05 20.00 12.00 2.00 0 .0 60.83 .08218 .112856 6.87 7.26 2.982 7.710 .035 2.00 TRAP 1508.37 612.26 7.043 619.303 7064.0 38.45 22.956 642.259 1.84 12.415 40.17 20.00 12.00 2.00 0 .0 43.21 .08223 .128003 5.53 8.89 3.168 7.709 .035 2.00 TRAP 1551.58 615.81 6.837 622.650 7064.0 40.24 25.146 647.796 1.98 12.415 39.35 20.00 12.00 2.00 0 .0 36.57 .08223 .145251 5.31 8.82 3.358 7.709 .035 2.00 TRAP 1588.15 618.82 6.627 625.447 7064.0 42.21 27.660 653.107 2.13 12.415 38.51 20.00 12.00 2.00 0 .0 TRANS STR .08222 .027941 2.51 8.76 3.568 .015 2.00 TRAP 1678.15 626.22 4.801 631.021 7064.0 40.04 24.891 655.912 .00 10.469 36.75 8.00 36.75 .00 0 .0 JUNCT STR .08217 .023311 .58 6.21 3.220 .014 .00 RECTANG 1703.10 628.27 5.747 634.017 5727.0 39.86 24.669 658.686 4.11 11.768 25.00 8.00 25.00 .00 0 .0 WALL EXIT 0 W S P G N - CIVILDESIGN Vers 6.0 PAGE 3 For: CASC Engineering Group, Riverside, California SIN 615 WATER SURFACE PROFILE LISTING Date: 3-17-2004 Time: 1: 6:24 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:03/18/04 A. TORREYSON Invert Depth water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthIFroude NINorM Dp I "N" I I ZR- IType Ch 1703.10 628.27 6.002 634.272 5727.0 39.76 24.544 658.816 8.00 8.000 25.00 8.00 25.00 .00 1 1.0 81.00 .02630 .032961 2.67 8.00 2.919 6.495 .014 .00 BOX 1784.10 630.40 5.928 636.328 5727.0 40.25 25.158 661.486 .00 8.000 25.00 8.00 25.00 .00 1 1.0 18.73 .02616 .033649 .63 5.93 2.973 6.507 .014 .00 BOX 1802.83 630.89 5.909 636.799 5727.0 40.38 25.321 662.120 8.00 8.000 25.00 8.00 25.00 .00 1 1.0 48.46 .02641 .034177 1.66 8.00 2.988 6.484 .014 .00 BOX 1851.29 632.17 5.860 638.030 5727.0 40.72 25.748 663.778 .00 8.000 25.00 8.00 25.00 .00 1 1.0 WALL ENTRANCE 1851.29 632.17 5.350 637.520 5727.0 42.82 28.465 665.986 .00 11.768 25.00 8.00 25.00 .00 0 .0 TRANS STR 03000 .030795 1.39 5.35 3.262 .015 .00 RECTANG 1896.29 633.52 6.321 639.841 5727.0 42.17 27.619 667.460 .00 12.141 30.96 12.00 12.00 1.50 0 .0 925.68 .02999 .028188 2�.09 6.32 3.549 6.295 .015 1.50 TRAP 2821.97 661.28 6.472 667.749 5727.0 40.77 25.806 693.555 .00 12.141 31.41 12.00 12.00 1.50 0 .0 449.63 .02999 .025249 11.35 6.47 3.397 6.295 .015 1.50 TRAP 3271.60 674.76 6.688 681.448 5727.0 38.87 23.460 704.908 .00 12.141 32.06 12.00 12.00 1.50 0 .0 TRANS STR .03000 .020012 .90 6.69 3.195 .014 1.50 TRAP 3316.60 676.11 6.766 682.876 5727.0 38.47 22.984 705.861 .00 12.813 22.00 10.00 22.00 .00 0 .0 16.63 .03000 .022230 .37 6.77 2.607 6.099 .015 .00 RECTANG W S P G N - CIVILDESIGN Vers 6.0 PAGE 4 For: CASC Engineering Group, Riverside, California SIN 615 WATER SURFACE PROFILE LISTING Date: 3-17-2004 Time: 1: 6:24 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:03/18/04 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slopel SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR- IType Ch 3333.23 676.61 6.788 683.397 5727.0 38.35 22.835 706.232 .00 12.813 22.00 10.00 22.00 .00 0 .0 188.37 .03000 .020738 3.91 6.79 2.594 6.099 .015 .00 RECTANG I I I I I I I I I I 3521.60 682.26 7.120 689.380 5727.0 36.56 20.759 710.139 .00 12.813 22.00 10.00 22.00 .00 0 .0 TRANS STR 03000 .019429 .58 7.12 2.415 .014 .00 RECTANG I I I I I I I I I 3551.60 683.16 5.150 688.310 5727.0 38.34 22.829 711.139 .00 10.660 29.00 8.00 29.00 .00 0 .0 WALL EXIT 3551.60 683.16 5.345 688.505 5727.0 38.26 22.736 711.241 .00 8.000 29.00 8.00 29.00 .00 1 1.0 333.60 .02968 .029612 9.88 5.35 2.968 5.342 .014 .00 BOX 3885.20 693.06 5.348, 698.407 5727.0 38.25 22.717 721.124 2.54 8.000 29.00 8.00 29.00 .00 1 1.0 74.54 .02965 .029593 2.21 7.89 2.966 5.344 .014 .00 BOX 3959.74 695.27 5.348 700.618 5727.0 38.25 22.714 723.332 .00 8.000 29.00 8.00 29.00 .00 1 1.0 27.55 .02976 .029585 .82 5.35 2.966 5.336 .014 .00 BOX 3987.29 696.09 5.349 701.439 5727.0 38.24 22.708 724.147 2.54 8.000 29.00 8.00 29.00 .00 1 1.0 58.77 .02961 .029579 1.74 7.89 2.966 5.347 .014 .00 BOX 4046.06 697.83 5.349 703.179 5727.0 38.24 22.707 725.886 .00 8.000 29.00 8.00 29.00 .00 1 1.0 65.94 .02972 .029568 1.95 5.35 2.965 5.339 .014 .00 BOX 4112.00 699.79 5.350 705.140 5727.0 38.23 22.696 727.836 .00 8.000 29.00 8.00 29.00 .00 1 1.0 WALL ENTRANCE W S P G N - CIVILDESIGN Vers 6.0 t PAGE 5 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 3-17-2004 Time: 1: 6:24 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:03/18/04 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slopel I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR IType Ch 4112.00 699.79 4.945 704.735 5727.0 39.93 24.761 729.496 .00 10.660 29.00 8.00 29.00 .00 0 .0 TRANS STR .03244 .025646 1.15 4.95 3.164 .015 .00 RECTANG I I I I I I I I I I 4157.00 701.25 6.749 707.999 5727.0 38.36 22.844 730.843 .00 12.141 32.25 12.00 12.00 1.50 0 .0 53.43 .03102 .022431 1.20 6.75 3.141 6.241 .015 1.50 TRAP I I I I I I I I I 4210.43 702.91 6.801 709.708 5727.0 37.93 22.337 732.045 .00 12.141 32.40 12.00 12.00 1.50 0 .0 175.80 .03102 .020746 3.65 6.80 3.096 6.241 .015 1.50 TRAP I I I I I I I I I 4386.23 708.36 7.026 715.386 5727.0 36.16 20.306 735.693 .00 12.141 33.08 12.00 12.00 1.50 0 .0 15.75 .10000 .018468 .29 7.03 2.913 4.604 .015 1.50 TRAP I I I I I I I I 4401.98 709.93 7.207 717.142 5727.0 34.84 18.843 735.985 .00 12.141 33-62 12.00 12.00 1.50 0 .0 17.68 .10000 .016468 .29 7.21 2.776 4.604 .015 1.50 TRAP I I I I I I I I 4419.66 711.70 7.443 719.146 5727.0 33.21 17.130 736.276 .00 12.141 34-33 12.00 12.00 1.50 0 .0 15.37 .10000 .014471 .22 7.44 2.612 4.604 .015 1.50 TRAP I I I I I I I I I I 4435-03 713.24 7.686 720.926 5727.0 31.67 15.573 736.499 .00 12.141 35.06 12.00 12.00 1.50 0 .0 13.37 .10000 .012719 .17 7.69 2.457 4.604 .015 1.50 TRAP I I I I I I I I I I I 4448.40 714.58 7.935 722.512 5727.0 30.19 14.157 736.669 .00 12.141 35.81 12.00 12.00 1.50 0 .0 11.61 .10000 .011180 .13 7.94 2.312 4.604 .015 1.50 TRAP I I I I I I I I I I I I 4460.01 715.74 8.191 723.929 5727.0 28.79 12.870 736.799 .00 12.141 36-57 12.00 12.00 1.50 0 .0 10-06 .10000 .009828 .10 8.19 2.175 4.604 .015 1.50 TRAP w W S P G N - CIVILDESIGN Vers 6.0 t PAGE 6 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 3-17-2004 Time: 1: 6:24 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:03/18/04 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/ IBase 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 Slopel SF Avel HF ISE DpthIFroude NINOrM Dp I "N" I I ZR- IType Ch 4470.07 716.74 8.454 725.198 5727.0 27.45 11.700 736.898 .00 12.141 37.36 12.00 12.00 1.50 0 .0 8.69 .10000 .008641 .08 8.45 2.047 4.604 .015 1.50 TRAP I I I I I I I I I I I I 4478.76 717.61 8.723 726.336 5727.0 26.17 10.636 736.973 .00 12.141 38.17 12.00 12.00 1.50 0 .0 7.47 .10000 .007598 .06 8.72 1.926 4.604 .015 1.50 TRAP I I I I I I I I I I I I 4486.23 718.36 9.000 727.360 5727.0 24.95 9.669 737.029 .00 12.141 39.00 12.00 12.00 1.50 0 .0