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Home My WebLink AboutHawker-Crawford Channel Drainage ReportU, G DRAINAGE .i, FOR THE HAWKER-CRAWFORD CHANNEL FONTANA, CALIFORNIA i PREPARED FOR: CENTEX HOMES 2280 Wardlow Circle, Suite 150 Corona, CA 91720 PREPARED BY: AEI•CASC ENGINEERING 937 SOUTH VIA LATA • SUITE 500 COLTON, CA 92324 (909) 783-3636 • Fax (909) 783-0108 REVISED:JUNE 23 2003 HAWKER-CRAWFORD CHANNEL COYOTE CANYON - FONTANA, CALIFORNIA TABLE OF CONTENTS PAGE I. PURPOSE AND SCOPE....................................................................................................................1 H. PROJECT SITE AND DRAINAGE AREA OVERVIEW...............................................................1 M. HYDROLOGY................................................................................................................................1-2 IV. HYDRAULICS...................................................................................................................................2 V. CONCLUSIONS AND RECOMMENDATIONS.........................................................................2-3 IV. REFERENCES...................................................................................................................................3 FIGURE 1: REGIONAL LOCATION MAP FIGURE 2: LOCAL VICINITY MAP FIGURE 3: FLOW DIAGRAM July 16, 2002 AEI•CASC ENGINEERING -1- O:\word processing\job related\526 - Centex\52635 - Hawker -Crawford Channel\REPORMHawker-Crawford Channel Report.doc 60 APPENDIX "A": EXCERPTS FROM MASTER DRAINAGE PLAN FOR THE COYOTE CANYON SPECIFIC PLAN: 100 -YEAR RATIONAL TABLING HYDROLOGY APPENDIX "A-1": DRAINAGE AREA TRIBUTARY TO RICH BASIN WITH CITY OF FONTANA LINE "A" APPENDIX "A-2": REMODELING OF BOYLE ENGINEERING'S RATIONAL TABLING FOR THE DRAINAGE AREAS TRIBUTARY TO HAWKER-CRAWFORD NORTH OF COYOTE CANYON ROAD WITH CITY OF FONTANA MASTER DRANAGE PLAN LINE "A" APPENDIX "B": HYDRAULIC CALCULATIONS FOR THE HAWKER-CRAWFORD CHANNEL APPENDIX 1111-1": WSPGN ANALYSIS FOR THE HAWKER-CRAWFORD CHANNEL APPENDIX "B-2": REVISED WSPGN ANALYSIS FOR TRAINING LEVEES AND INLET STRUCTURE APPENDIX "C": STRUCTURAL CALCULATIONS FOR TRANSITION STRUCTURES EXHIBIT "A": HYDROLOGY MAP BASED ON THE COYOTE CANYON PROJECT IN "=3001) PLACE (SCALE: 1 July 16, 2002 AEI•CASC ENGINEERING -1- O:\word processing\job related\526 - Centex\52635 - Hawker -Crawford Channel\REPORMHawker-Crawford Channel Report.doc 60 HAWKER-CRAWFORD CHANNEL COYOTE CANYON - FONTANA.) CALIFORNIA I. PURPOSE AND SCOPE The purpose of this report is to provide design information in support of the drainage improvement plans for the Hawker -Crawford Channel. The Hawker -Crawford Channel is considered an integral part of the Coyote Canyon Specific Plan (Reference 1). This channel was identified in the Master Drainage Plan (MDP) for the Coyote Canyon project. Additionally, it was identified in the Conditional Letter of Map Revision (CLOMR) that was submitted to the Federal Emergency Management Agency (FEMA). The MDP and the CLOMR were submitted to the City of Fontana and the San Bernardino County Flood Control District (SBCFCD) for review and approval. H. PROJECT SITE AND DRAINAGE AREA OVERVIEW The existing Hawker -Crawford channel enters the project site from the northeast project boundary and traverses the site southwesterly before discharging into the Rich Detention Basin. The outlet channel for the Rich Detention Basin continues downstream and joins the San Sevaine Drainage system. The existing Hawker -Crawford Channel drains a watershed of approximately 2,488 acres in size. The slope is steep ranging !� from 3 to 4.5 percent. For the most part, the channel sides are protected with small cobbles and rocks. At the downstream terminus of the channel is the existing Rich Detention Basin. The facility is owned and maintained by SBCFCD. The proposed Hawker -Crawford Channel will maintain the existing horizontal alignment with modifications to the vertical alignment, channel configuration, and channel lining. Excluding the construction of the Hawker -Crawford Channel, no additional improvements for Rich Basin are proposed at this time. The following is a brief description of the proposed Hawker -Crawford Channel: Interim concrete -lined training levees are proposed to intercept and convey the tributary off-site 100 -year storm flows. The levees will direct the tributary storm flow into the proposed Hawker -Crawford Channel inlet structure. The reach of the Hawker Crawford Channel located within the project site is proposed to be a concrete -lined trapezoidal channel with a bottom width of 12 feet, depth of 10 feet, and 1.5 to 1 side slopes. Double 12' W X 8' H RCB and Double 14' W X 8' H RCB culverts are proposed at the roadway crossings of Roadrunner Road and Coyote Canyon Road respectively. The reach downstream of Roadrunner Road will be a concrete grouted riprap channel with a bottom width of 12', depth of 10 feet and 2:1 side slopes. The Application Conditional Letter of Map Revision for the Coyote Canyon Specific Plan (CLOMR) identifies training levee for the proposed inlet and training levees that extend onto private property. An agreement for the required right of way acquisition for both of these levee options is currently being processed. For this submittal, the design for the levee ion was not provided due to the following: The City's North Fontana Master Plan of Drainage Line "A" was not made a part of these plans. It was the City's intent to extend the Double 14' W X 8' H RCB portion of Hawker Crawford Channel to the north right of 13 way of Coyote Canyon Road in order to provide the City with the maximum design flexibility. III. HYDROLOGY Three hydrology analyses were performed for the Hawker -Crawford Channel in the Coyote Canyon Master Drainage Plan (Reference 1) for the "Existing", "Proposed" and "Ultimate" development conditions. The July 16, 2002 AEI-CASC ENGINEERING -1- O:\word processing\job related\526 - Centex\52635 - Hawker -Crawford Channel\REPORMHawker-Crawford Channel Report.doc H 0 HAWKER-CRAWFORD CHANNEL COYOTE CANYON - FONTANA.) CALIFORNIA "Existing" condition reflects the current development condition upstream of Rich Basin. The "Existing" 100 -year storm runoff developed for the Hawker Crawford Channel was "bulked" by a factor of 1.5 in order to account for debris loading. The flow rates for the training levees and inlet design are based upon this "Existing" and "bulked" flow of 2,700 ft3/sec. The "Proposed" hydrology analysis assumes that the Coyote Canyon development and the City's `North Fontana Master Plan of Drainage Line "A"' are in place and the watershed areas upstream of the Coyote Canyon Specific Plan reflects the current development condition. The combination of the "Existing", "bulked" 100 -year storm runoff and the future flows conveyed by the City's North Fontana Master Plan of Drainage Line "A"' produced the highest storm flows, thus the design flow rates for the Hawker -Crawford Channel are based upon this combined flow. Until the City's `North Fontana Master Plan of Drainage Line "A"' is constructed, the Hawker Crawford Channel through the project site is significantly oversized. The "Ultimate" condition analysis, which reflects the flow rates that were provided by SBCFCD, yielded lower flow quantities and therefore was not utilized for this study. Table III -1 shows a breakdown of the peak design flows utilized in the hydraulic analysis for the channel. Please see Figure III for a flow diagram for the proposed improvements. Table III -1 Source Station Node Design Flow Rate ds File Hawker -Crawford 41+12.00 212 2,700 B ss01 pr.rsb City of Fontana Line "A" 41+12.00 313 3095.6 ss01 r.rsb Hawker -Crawford* 41+12.00 212 5,727.1 B ss01 Dr.rsb Line "C" 17+04.38 1718 1392.8 B cytpr.rsb Line "E" 17+04.38 1718 75.9 cytpr.rsb Hawker -Crawford* 117+04.381 1718 1 7,063.2 B cytpr.rsb *Confluence IV. HYDRAULICS July 16, 2002 AEI-CASC ENGINEERING -2- O:\word processing\job related\526 - Centex\52635 - Hawker -Crawford Channel\REPORMHawker-Crawford Channel Report.doc i� Hydraulic analyses were performed in the CLOMR for the design of the training levees and inlet structure. j The following is a brief description of the two analysis utilized to design the training levee and inlet structure: 1. The first scenario assumed that the existing north levee would fail while the south levee will remain intact. The proposed levee runs directly north along the existing dirt road to prevent flows from splitting from the Hawker -Crawford Channel and impacting the proposed development. 2. The second scenario assumes that the existing south levee will fail while the north levee will remain intact. The HEC -RAS models developed in the CLOMR demonstrate the possibility of a split -flow condition to the south of the Hawker -Crawford Channel. The south training levee is proposed to intercept the flows and direct them into the improved section of the Hawker -Crawford Channel. A section of Coyote Canyon Road located east of Duncan Canyon Road will be elevated to prevent flows from entering the project site. Additionally, Lytle Creek Road will be reconstructed to include a sag located just north of Coyote Canyon Road. The proposed sag will allow floodwaters to flow across the road. The proposed channel from approximate stations 41+57 to 44+86 is modified to allow the split -flows to enter the Hawker -Crawford Channel. The modified concrete trapezoidal channel is also designed to maintain 1 -foot minimum freeboard within the channel for Scenario 1. July 16, 2002 AEI-CASC ENGINEERING -2- O:\word processing\job related\526 - Centex\52635 - Hawker -Crawford Channel\REPORMHawker-Crawford Channel Report.doc i� HI HAWKER-CRAWFORD CHANNEL COYOTE CANYON - FONTANA, CALIFORNIA The proposed training levees and inlet structure are designed in accordance with the CLOMR submittal. Utilizing the BFE as determined in the CLOMR, Coyote Canyon Road was designed with a minimum 3' of freeboard. Revised WSPGN analyses were performed where the Hawker -Crawford Channel design differs from the CLOMR (see Appendix B.2). Additionally, a WSPN analysis was performed based on the peak design flows shown on Table III -1 (see Appendix B.1) to verify the minimum freeboard requirement of 3' so through the improved Hawker -Crawford Channel. Critical depth was used as the starting water surface 0- elevation for all analyses. VIII. CONCLUSIONS AND RECOMMENDATIONS The design of the Hawker -Crawford Channel is consistent with the CLOMR and the Coyote Canyon Master Drainage Plan. The hydraulic analysis demonstrates that the proposed Hawker -Crawford Channel possesses the capacity to convey the design flows with the required 3' of freeboard. Due to the steep slope of the terrain, velocities within portions of the channel exceed 40.0 feet per second (fps). A maximum channel velocity of 42.3 fps is attained just upstream of the Roadrunner Road crossing. A hydraulic jump produced by a ponded water surface of 1705.8 feet, will occur within Rich Basin approximately 100 feet upstream of the downstream terminus. The water surface is based on the basin routing analysis performed in conjunction with the Coyote Canyon Master Drainage Plan. The horizontal and vertical alignments of the Hawker -Crawford channel within Rich Basin were designed to conform to the ultimate Rich Basin configuration. Based on the studies and investigations made for this report, it is concluded that: ■ The design of the Hawker -Crawford Channel is consistent with the CLOMR and the Coyote Canyon Master Drainage Plan. ■ The design of the Hawker -Crawford Channel will convey the design flows with the required 3' of freeboard. ■ The Hawker Crawford Channel through the project site will be significantly oversized until the City's `North Fontana Master Plan of Drainage Line "A"' is in place. Based on the calculations in the Coyote Canyon Master Drainage Plan, no improvements to Rich Basin are required at this time. Upon further development upstream and/or the construction of the City's `North Fontana Master Plan of Drainage Line "A"', Rich Basin may need to be enlarged to mitigate the increased runoff. IX. REFERENCES 1. AEI-CASC Engineering; Master Drainage Plan for the Coyote Canyon Specific Plan, April 2002. 2. AEI-CASC Engineering; Application Conditional Letter of Map Revision for the Coyote Canyon Specific Plan, April 2002 3. County of San Bernardino; Hydrology Manual, August 1986 4. County of San Bernardino; Detention Basin Design Guidelines, 1989. July 16, 2002 AEI-CASC ENGINEERING -3- PW O:\word processing\job related\526 - Centex\52635 - Hawker -Crawford Channel\REPORTS\Hawker-Crawford Channel Report.doc to 0 iFIGURE 1: REGIONAL LOCATION MAP D 11 L d", 0 1 i 1 � Lw 2 aDNow Coyote Canyon Specific Plan City of Fontana UC o RANCHO t CUCAMON I UPLAND t ONTARIO E CHINO Regional Location Figure I- i SAN FONTANA RIVERSIDE / \MORBHO VALLEY W Hr. E u FIGURE 2: LOCAL VICINITY MAP h H H Hl F1 F11 h- 9 cZAN ;=RNARDINC NAT!CNAL -CREST rvNTANA Gr INFLUr-NC= Vicinity Map Figure III- I 10i GNtdl srses�e� FOWAMA Z7 COYOTE CANYON SPECIFIC PLAN AIR j, ---'RICH / 2 1 1 BASIN ii giWKE2 G¢Aw1:0V* % SUMMIT Ay jl Coyote Canyon Specific Plan City of Fontana t� aD North III -2 H Hr" K fm 9- FIGURE 3: FLOW DIAGRAM Q 19 m m H AEI,, CASC ::.E 937 South Via Lata, Suite 500 :,,. , Colton, CA 92324 E N G I N E E R I N G (909) 783-0101 PLANNING • ENGINEERING • SURVEYING Fax (909) 783-0108 ENGINEER SUBJECT . DATE JOB # CHECKED BY f��--tvet5 r�4Stu `�L` SHEET OF CALC. BY -\73 'i �9 P` �lo, O ,00 -- / oo - y2 C>tsl & K) FLO J RATE ('3/.$) 5 - BIALKIQC, FAC-TWIL ((AMI -I LESS A- Tizi 8H TA F -q A� F t4 . (Ac.) O 0 h� w N A _ Q oo 3095.10 LI�, u �- � B, "Afs 13F- 1`0 � 3 4 . 0 I ZZ/0, 8 A= m89-1 ` q O - N l �4JV% CI T y r 'Fo MAP LANE "A" t ,o 0.\11 �,0 QIDQ= sr -.1,z3 A= N-75.9 ti -\73 'i �9 P` �lo, O ,00 -- / oo - y2 C>tsl & K) FLO J RATE ('3/.$) 5 - BIALKIQC, FAC-TWIL ((AMI -I LESS A- Tizi 8H TA F -q A� F t4 . (Ac.) H h"l F APPENDIX "A": EXCERPTS FROM MASTER DRAINAGE PLAN FOR THE COYOTE CANYON SPECIFIC PLAN: 100 -YEAR RATIONAL TABLING HYDROLOGY a e L APPENDIX "A-1": DRAINAGE AREA TRIBUTARY TO RICH BASIN WITH CITY OF FONTANA LINE "A" Fl �J F�, San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational Hydrology Stud Date: 10/25/02 ----------------------- ----y ------------------------------------------ Coyote Canyon Master Drainage Plan 100 -year Proposed Hydrology with Line "A" Rational Tabling to Rich Basin FN:CYTPR.RSB 3/6/00 A. Torreyson ------------------------------------------------------------------------ CASC Engineering Group, Riverside, California - SIN 615 it------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** E �v h1 Fli, ku ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 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 ^ I **** INITIAL AREA EVALUATION **** V 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(0.730)*[(1ength^3)/(e1evation 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 = 2333.00(Ft.) Downstream point elevation = 1986.70(Ft.) Channel length thru subarea = 885.00(Ft.) Channel base width = 5.000(Ft.) 0 r h 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 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 25.209(CFS) Depth of flow = 0.361(Ft.), Average velocity = Channel flow top width = 6.443(Ft.) Flow Velocity = 12.22(Ft/s) Travel time = 1.21 min. Time of concentration = 17.40 min. Critical depth = 0.820(Ft.) Adding area flow to channel 25.209(CFS) 12.218(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 = 3.442(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 = 25.887(CFS) for 10.100(Ac.) Total runoff = 37.183(CFS) Total area = 14.20(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1303.000 to Point/Station 1304.000 C 3 **** IMPROVED CHANNEL TRAVEL TIME **** 19 .? Upstream point elevation = 1986.70(Ft.) Downstream point elevation = 1798.60(Ft.) Channel length thru subarea = 1220.00(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 = 62.975(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 62.975(CFS) Depth of flow = 0.795(Ft.), Average velocity = 12.021(Ft/s) Channel flow top width = 8.180(Ft.) Flow Velocity = 12.02(Ft/s) Travel time = 1.69 min. Time of concentration = 19.10 min. Critical depth = 1.406(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 = 3.256(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 = 45.901(CFS) for 19.700(Ac.) Total runoff = 83.083(CFS) Total area = 33.90(Ac.) Area averaged Fm value = 0.532(In/Hr) 2 0 N ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1304.000 to Point/Station 1305.000 C **** IMPROVED CHANNEL TRAVEL TIME **** Z.5.6 Upstream point elevation = 1798.60(Ft.) Downstream point elevation = 1726.40(Ft.) Channel length thru subarea = 886.00(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 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 114.454(CFS) Depth of flow = 1.310(Ft.), Average velocity = 11 Channel flow top width = 10.242(Ft.) Flow Velocity = 11.46(Ft/s) Travel time = 1.29 min. Time of concentration = 20.38 min. Critical depth = 1.953(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) = 64.64 114.454(CFS) 461(Ft/s) Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.613(In/Hr) Rainfall intensity = 3.131(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 = 54.179(CFS) for 25.600(Ac.) Total runoff = 137.262(CFS) Total area = 59.50(Ac.) Area averaged Fm value = 0.567(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1304.000 to Point/Station 1305.000 ^ 5•) **** CONFLUENCE OF MINOR STREAMS **** 1, 4.3 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 59.500(Ac.) Runoff from this stream = 137.262(CFS) Time of concentration = 20.38 min. Rainfall intensity = 3.131(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)= 0.728(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) 3 0 0 e Ei 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(0.950)*[(length"3)/(elevation change)3"0.2 Initial area time of concentration = 21.483 min. Rainfall intensity = 3.034(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.684 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) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1305.200 to Point/Station 1305.300 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1797.50(Ft.) Downstream point elevation = 1742.70(Ft.) Channel length thru subarea = 735.00(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 = 13.488(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 13.488(CFS) Depth of flow = 0.371(Ft.), Average velocity = 6.328(Ft/s) Channel flow top width = 6.485(Ft.) Flow Velocity = 6.33(Ft/s) Travel time = 1.94 min. Time of concentration = 23.42 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) = 51.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.797(In/Hr) Rainfall intensity = 2.880(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.662 Subarea runoff = 7.657(CFS) for 4.400(Ac.) Total runoff = 16.579(CFS) Total area = 8.70(Ac.) Area averaged Fm value = 0.763(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1305.300 to Point/Station 1305.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1742.70(Ft.) Downstream point elevation = 1726.40(Ft.) Channel length thru subarea = 190.00(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 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 00 Stream flow area = 8.700(Ac.) Manning's 'N' = 0.015 Maximum depth of channel = 10.000(Ft.) Rainfall intensity = 2.864(In/Hr) Flow(q) thru subarea = 16.579(CFS) Area averaged loss rate (Fm) = 0.7631(In/Hr) Depth of flow = 0.764(Ft.), Average velocity = 14.187(Ft/s) Channel flow top width = 3.058(Ft.) 1 Flow Velocity = 14.19(Ft/s) Travel time = 0.22 min. 1 137.262 20.38 3.131 Time of concentration = 23.64 min. 2 16.579 23.64 2.864 Critical depth = 1.336(Ft.) 1.000 * 1.000 * 137.262) + Time of concentration = 20.385 min. 1.127 * 0.862 * 16.579) + = 153.370 Qmax (2 ) _ 67.001(Ac.) 0.896 * 1.000 * 137.262) + 16 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1305.200 to Point/Station 1305.000 **** CONFLUENCE OF MINOR STREAMS **** A 5 6 Along Main Stream number: 1 in normal stream number 2 00 Stream flow area = 8.700(Ac.) W Runoff from this stream = 16.579(CFS) Time of concentration = 23.64 min. A Rainfall intensity = 2.864(In/Hr) Area averaged loss rate (Fm) = 0.7631(In/Hr) Area of streams before confluence: Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity Effective area values after confluence: No. (CFS) (min) (In/Hr) 67.001 68.200 1 137.262 20.38 3.131 Results of confluence: 2 16.579 23.64 2.864 Qmax (1) _ 1.000 * 1.000 * 137.262) + Time of concentration = 20.385 min. 1.127 * 0.862 * 16.579) + = 153.370 Qmax (2 ) _ 67.001(Ac.) 0.896 * 1.000 * 137.262) + 16 1.000 * 1.000 * 16.579) + = 139.576 A 5 6 Total of 2 streams to confluence: Flow rates before confluence point: 137.262 16.579 Maximum flow rates at confluence using above data: 153.370 139.576 Area of streams before confluence: 59.500 8.700 Effective area values after confluence: 67.001 68.200 Results of confluence: Total flow rate = 153.370(CFS) Time of concentration = 20.385 min. Effective stream area after confluence = 67.001(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.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1305.000 to Point/Station 1106.000 A 5 6 b �1 0, **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1726.40(Ft.) Downstream point elevation = 1705.00(Ft.) Channel length thru subarea = 400.00(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 Manning's 'N' = 0.025 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 153.370(CFS) Depth of flow = 0.858(Ft.), Average velocity = Channel flow top width = 27.163(Ft.) Flow velocity = 9.62(Ft/s) Travel time = 0.69 min. Time of concentration = 21.08 min. Critical depth = 1.297(Ft.) 9.619(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 = 67.001(Ac.) Runoff from this stream = 153.370(CFS) Time of concentration = 21.08 min. Rainfall intensity = 3.068(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 **** 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 = 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(0.730)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 14.238 min. Rainfall intensity = 3.883(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) 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) 0.532(In/Hr) year storm is C = 0.777 Z n C WR D ri Li fl N -I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1102.000 to Point/Station 1103.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2583.30(Ft.) Downstream point elevation = 2380.00(Ft.) Channel length thru subarea = 660.00(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 = 51.712(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 51.712(CFS) Depth of flow = 0.585(Ft.), Average velocity = 14.325(Ft/s) Channel flow top width = 7.340(Ft.) Flow Velocity = 14.32(Ft/s) Travel time = 0.77 min. Time of concentration = 15.01 min. Critical depth = 1.250(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) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.762(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 = 57.065(CFS) for 19.900(Ac.) Total runoff = 78.775(CFS) Total area = 27.10(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1103.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 2380.00(Ft.) Downstream point elevation = 1802.00(Ft.) Channel length thru subarea = 2150.00(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 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 116.419(CFS) Depth of flow = 0.958(Ft.), Average velocity = Channel flow top width = 8.831(Ft.) Flow Velocity = 17.58(Ft/s) Travel time = 2.04 min. Time of concentration = 17.04 min. Critical depth = 1.969(Ft.) Adding area flow to channel 116.419(CFS) 17.577(Ft/s) Soil classification AP and SCS values input by user USER INPUT of soil data for subarea 7 77 �J J E n L [i 7 SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 3.485(In/Hr) for a 100 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.763 Subarea runoff = 62.081(CFS) for 25.900(Ac.) Total runoff = 140.856(CFS) Total area = Area averaged Fm value = 0.532(In/Hr) 0.532(In/Hr) .0 year storm area with modified 53.00(Ac.) ++++++++++++.....+++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 140.856(CFS) Time of concentration = 17.04 min. Rainfall intensity = 3.485(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 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) 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.) Difference in elevation = 304.400(Ft.) Slope = 0.33822 s(%)= 33.82 TC = k(0.730)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.786 min. Rainfall intensity = 3.959(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.779 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) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1203.000 n **** IMPROVED CHANNEL TRAVEL TIME **** U 3.5 Upstream point elevation = 2360.00(Ft.) Downstream point elevation = 2200.00(Ft.) Channel length thru subarea = 640.00(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 EV F, A r� -7 L I� l E Upstream point elevation = 2200.00(Ft.) Downstream point elevation = 1802.00(Ft.) Channel length thru subarea = 1500.00(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 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 87.711(CFS) Depth of flow = 0.822(Ft.), Average velocity = Channel flow top width = 8.288(Ft.) Flow Velocity = 16.06(Ft/s) Travel time = 1.56 min. Time of concentration = 16.15 min. Critical depth = 1.688(Ft.) Adding area flow to channel 87.711(CFS) 16.062(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 = 3.599(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 = 33.482(CFS) for 13.800(Ac.) Total runoff = 100.747(CFS) Total area = 36.50(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Estimated mean flow rate at midpoint of channel = 49.182(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 49.182(CFS) Depth of flow = 0.603(Ft.), Average velocity = 13.131(Ft/s) Channel flow top width = 7.414(Ft.) Flow Velocity = 13.13(Ft/s) Travel time = 0.81 min. Time of concentration = 14.60 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) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.825(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 = 38.897(CFS) for 13.500(Ac.) Total runoff = 67.265(CFS) Total area = 22.70(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1203.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** A r� -7 L I� l E Upstream point elevation = 2200.00(Ft.) Downstream point elevation = 1802.00(Ft.) Channel length thru subarea = 1500.00(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 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 87.711(CFS) Depth of flow = 0.822(Ft.), Average velocity = Channel flow top width = 8.288(Ft.) Flow Velocity = 16.06(Ft/s) Travel time = 1.56 min. Time of concentration = 16.15 min. Critical depth = 1.688(Ft.) Adding area flow to channel 87.711(CFS) 16.062(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 = 3.599(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 = 33.482(CFS) for 13.800(Ac.) Total runoff = 100.747(CFS) Total area = 36.50(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ C� C Y� 0 n fl 0 C Process from Point/Station 1203.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 36.500(Ac.) Runoff from this stream = 100.747(CFS) Time of concentration = 16.15 min. Rainfall intensity = 3.599(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 140.856 2 100.747 Qmax (1) = 1.000 * 0.963 * Qmax ( 2 ) = 1.039 * 1.000 * 17.04 16.15 Rainfall Intensity (In/Hr) 3.485 3.599 1.000 * 140.856) + 1.000 * 100.747) + = 237.861 0.948 * 140.856) + 1.000 * 100.747) + = 239.402 Total of 2 streams to confluence: Flow rates before confluence point: 140.856 100.747 Maximum flow rates at confluence using above data: 237.861 239.402 Area of streams before confluence: 53.000 36.500 Effective area values after confluence: 89.500 86.734 Results of confluence: Total flow rate = 239.402(CFS) Time of concentration = 16.155 min. Effective stream area after confluence = 86.734(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) = 89.50(Ac.) 1104.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1105.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1802.00(Ft.) v Downstream point elevation = 1718.10(Ft.) Channel length thru subarea = 1040.00(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 = 255.688(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 255.688(CFS) 10 USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 11tli Pervious ratio (Ap) = 1.0000 Max loss rate (Fm) = 0 .532 (In/Hr) Rainfall intensity = 3.452(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.832 Subarea runoff = 19.483(CFS) for 11.800(Ac.) Total runoff = 258.886(CFS) Total area = 98.53(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1105.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1718.10(Ft.) t Depth of flow = 2.109(Ft.), Average velocity = 14.847 (F /s ) Channel flow top width = 11.328(Ft.) Flow Velocity = 14.85(Ft/s) Travel time = 1.17 min. Time of concentration = 17.32 min. Critical depth = 3.156(Ft.) Adding area flow to channel b 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 11tli Pervious ratio (Ap) = 1.0000 Max loss rate (Fm) = 0 .532 (In/Hr) Rainfall intensity = 3.452(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.832 Subarea runoff = 19.483(CFS) for 11.800(Ac.) Total runoff = 258.886(CFS) Total area = 98.53(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1105.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1105.000 to Point/Station 1106.000 11 Upstream point elevation = 1718.10(Ft.) Downstream point elevation = 1705.00(Ft.) Channel length thru subarea = 270.00(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 = 262.170(CFS) b Manning's 'N' = 0.250 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 262.170(CFS) Depth of flow = 3.205(Ft.), Average velocity = 1.945(Ft/s) Channel flow top width = 74.101(Ft.) Flow Velocity = 1.95(Ft/s) Travel time = 2.31 min. Time of concentration = 19.64 min. Critical depth = 1.688(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 = 242.713(CFS) therefore the upstream flow rate of Q = 258.886(CFS) is being used Rainfall intensity = 3.202(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.825 Subarea runoff = 0.000(CFS) for 2.500(Ac.) Total runoff = 258.886(CFS) Total area = 101.03(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1105.000 to Point/Station 1106.000 11 r e a [1 fl 0 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 101.034(Ac.) Runoff from this stream = 258.886(CFS) Time of concentration = 19.64 min. Rainfall intensity = 3.202(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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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)= 0.532(In/Hr) 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(0.730)*[(length^3)/(elevation change) ]A0.2 Initial area time of concentration = 13.452 min. Rainfall intensity = 4.017(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.781 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) 3.` ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1502.000 to Point/Station 1504.000 £ **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1884.70(Ft.) Downstream point elevation = 1774.60(Ft.) Channel length thru subarea = 580.00(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 'N' = 0.035 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 13.956(CFS) Depth of flow = 0.315(Ft.), Average velocity = Channel flow top width = 6.261(Ft.) Flow Velocity = 7.86(Ft/s) Travel time = 1.23 min. Time of concentration = 14.68 min. Critical depth = 0.578(Ft.) 13.956(CFS) 7.860(Ft/s) 12 n 0 D W4 IN H - H 0 n -I Cl 0 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 = 3.812(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 = 4.352(CFS) for 1.700(Ac.) Total runoff = 15.642(CFS) Total area = 5.30(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 15.642(CFS) Time of concentration = 14.68 min. Rainfall intensity = 3.812(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)= 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(0.730)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 13.240 min. Rainfall intensity = 4.056(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) 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) 0.532(In/Hr) 0 year storm is C = 0.782 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1503.000 to Point/Station 1504.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1872.00(Ft.) Downstream point elevation = 1774.60(Ft.) Channel length thru subarea = 670.00(Ft.) 13 Along Main Stream number: 3 in normal stream number 2 Stream flow area = 7.500(Ac.) Runoff from this stream = 22.132(CFS) Time of concentration = 14.69 min. Rainfall intensity = 3.811(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 14.68 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 17.123(CFS) 14.69 Manning's 'N' = 0.035 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 17.123(CFS) Depth of flow = 0.384(Ft.), Average velocity = 7.728(Ft/s) 1.000 * Channel flow top width = 6.537(Ft.) Flow Velocity = 7.73(Ft/s) 1.000 * Travel time = 1.45 min. Time of concentration = 14.69 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 4l► SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 3.811(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 = 11.668(CFS) for 4.200(Ac.) Total runoff = 22.132(CFS) Total area = 7.50(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 22.132(CFS) Time of concentration = 14.69 min. Rainfall intensity = 3.811(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax (2 ) = 1.000 * 1.000 * 15.642) + 1.000 * 1.000 * 22.132) + = 37.772 Total of 2 streams to confluence: Flow rates before confluence point: 15.642 22.132 Maximum flow rates at confluence using above data: 37.773 37.772 "� 14 1 15.642 14.68 3.812 2 22.132 14.69 3.811 Qmax (1) _ 1.000 * 1.000 * 15.642) + 1.000 * 1.000 * 22.132) + = 37.773 Qmax (2 ) = 1.000 * 1.000 * 15.642) + 1.000 * 1.000 * 22.132) + = 37.772 Total of 2 streams to confluence: Flow rates before confluence point: 15.642 22.132 Maximum flow rates at confluence using above data: 37.773 37.772 "� 14 M Er M pe 6 0 y 0 Area of streams before confluence: 5.300 7.500 Effective area values after confluence: 12.798 12.800 Results of confluence: Total flow rate = 37.773(CFS) Time of concentration = 14.682 min. Effective stream area after confluence = 12.798(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 E•FJ **** IMPROVED CHANNEL TRAVEL TIME **** t•3 Upstream point elevation = 1774.60(Ft.) Downstream point elevation = 1723.50(Ft.) Channel length thru subarea = 485.00(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 'N' = 0.035 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 39.691(CFS) Depth of flow = 0.683(Ft.), Average velocity = Channel flow top width = 7.731(Ft.) Flow Velocity = 9.13(Ft/s) Travel time = 0.88 min. Time of concentration = 15.57 min. Critical depth = 1.078(Ft.) Adding area flow to channel 39.691(CFS) 9.134(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 = 3.680(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.819 Subarea runoff = 2.168(CFS) for 1.300(Ac.) Total runoff = 39.941(CFS) Total area = 14.10(Ac.) Area averaged Fm value = 0.532(In/Hr) + + + + ++ + + + + + + + + +++ + + + + + + + ++ + ++ + + + + + + .. . . . + + + + + ++ + + t + + + + ++ + + + + + + + + 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 = 14.098(Ac.) Runoff from this stream = 39.941(CFS) Time of concentration = 15.57 min. Rainfall intensity = 3.680(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 15 5 e it E 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1601.000 to Point/Station 1602.000 **** 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 = 1000.000(Ft.) Top (of initial area) elevation = 2195.000(Ft.) Bottom (of initial area) elevation = 1845.000(Ft.) Difference in elevation = 350.000(Ft.) Slope = 0.35000 s(%)= 35.00 TC = k(0.730)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 14.281 min. Rainfall intensity = 3.876(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.776 Subarea runoff = 10.832(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1602.000 to Point/Station 1505.000 **** IMPROVED CHANNEL TRAVEL TIME 5.6 Upstream point elevation = 1845.00(Ft.) Downstream point elevation= 1723.50(Ft.) - Channel length thru subarea - 850.00(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 19.257(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 19.257(CFS) Depth of flow = 0.403(Ft.), Average velocity = 7.691(Ft/s) Channel flow top width = 7.419(Ft.) Flow Velocity = 7.69(Ft/s) Travel time = 1.84 min. Time of concentration = 16.12 min. Critical depth = 0.672(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) Rainfall intensity = 3.604(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 = 14.597(CFS) for 5.600(Ac.) Total runoff = 25.429(CFS) Total area = 9.20(Ac.) Area averaged Fm value = 0.532(In/Hr) 16 �r LI ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1602.000 to Point/Station 1505.000 **** CONFLUENCE OF MINOR STREAMS **** 4P Along Main Stream number: 3 in normal stream number 2 Stream flow area = 9.200(Ac.) Runoff from this stream = 25.429(CFS) Time of concentration = 16.12 min. Rainfall intensity = 3.604(In/Hr) Area averaged loss rate (Fm) = 0.5325{In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) iW 6t H, ri 0 15.57 3.680 16.12 3.604 1.000 * 39.941) + 0.966 * 25.429) + = 65.105 1.000 * 39.941) + 1.000 * 25.429) + = 64.396 Total of 2 streams to confluence: Flow rates before confluence point: 39.941 25.429 1 2 39.941 25.429 65.105 64.396 Qmax (1) _ 14.098 9.200 1.000 * on 1.025 * k iW Qmax (2 ) _ Total flow rate = 65.105(CFS) 0.976 * Effective stream area after confluence = 1.000 * 6t H, ri 0 15.57 3.680 16.12 3.604 1.000 * 39.941) + 0.966 * 25.429) + = 65.105 1.000 * 39.941) + 1.000 * 25.429) + = 64.396 Total of 2 streams to confluence: Flow rates before confluence point: 39.941 25.429 Maximum flow rates at confluence using above data: 65.105 64.396 Area of streams before confluence: 14.098 9.200 Effective area values after confluence: 22.981 23.298 Results of confluence: Total flow rate = 65.105(CFS) Time of concentration = 15.567 min. Effective stream area after confluence = 22.981(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) = 23.30(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1505.000 to Point/Station 1402.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1723.50(Ft.) Downstream point elevation = 1717.10(Ft.) Channel length thru subarea = 320.00(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 'N' = 0.015 17 iW ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 1505.000 to Point/Station 1402.000 9W **** CONFLUENCE OF MINOR STREAMS **** E• as Along Main Stream number: 3 in normal stream number 1 Stream flow area = 22.981(Ac.) Runoff from this stream = 65.105(CFS) Time of concentration = 16.03 min. Rainfall intensity = 3.616(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 65.105(CFS) Depth of flow = 1.678(Ft.), Average velocity = 11.567(Ft/s) Channel flow top width = 6.710(Ft.) Flow Velocity = 11.57(Ft/s) OR Travel time = 0.46 min. Time of concentration = 16.03 min. Critical depth = 2.313(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 1505.000 to Point/Station 1402.000 9W **** CONFLUENCE OF MINOR STREAMS **** E• as Along Main Stream number: 3 in normal stream number 1 Stream flow area = 22.981(Ac.) Runoff from this stream = 65.105(CFS) Time of concentration = 16.03 min. Rainfall intensity = 3.616(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 18 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station. 1401.000 to Point/Station 1402.000 **** INITIAL AREA EVALUATION **** D, 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 (0.730) * ((length'3) / (elevation change) ] "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 **** Along 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. Rainfall intensity = 3.879(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) 18 h H1 - PW 0 r� C Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 65.105 16.03 77.040 75.809 3.616 2 12.952 14.26 3.879 Qmax (1) _ Results of confluence: Total flow rate = 77.040(CFS) 1.000 * 1.000 * 65.105) + 27.281(Ac.) 0.921 * 1.000 * 12.952) + = 77.040 Qmax (2 ) _ 1.085 * 0.890 * 65.105) + 1.000 * 1.000 * 12.952) + = 75.809 Total of 2 streams to confluence: Flow rates before confluence point: 65.105 12.952 Maximum flow rates at confluence using above data: 77.040 75.809 Area of streams before confluence: 22.981 4.300 Effective area values after confluence: 27.281 24.746 Results of confluence: Total flow rate = 77.040(CFS) Time of concentration = 16.028 min. Effective stream area after confluence = 27.281(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) = 27.28(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1402.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1717.10(Ft.) Downstream point elevation = 1705.00(Ft.) Channel length thru subarea = 240.00(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 Manning's 'N' = 0.025 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 77.040(CFS) Depth of flow = 0.614(Ft.), Average velocity = Channel flow top width = 22.289(Ft.) Flow velocity = 7.77(Ft/s) Travel time = 0.52 min. Time of concentration = 16.54 min. Critical depth = 0.906(Ft.) 7.766(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1402.000 to Point/Station 1106.000 19 �r h **** CONFLUENCE OF MAIN STREAMS **** Results of confluence: Total flow rate = 477.637(CFS) Time of concentration = 19.636 min. Effective stream area after confluence = 190.731(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.553(In/Hr) Study area total = 195.32(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1705.00(Ft.) 20 The following data inside Main Stream is listed: 21.08 In Main Stream number: 3 Stream flow area = 27.281(Ac.) ON Runoff from this stream = 77.040(CFS) Time of concentration = 16.54 min. 16.54 Rainfall intensity = 3.548(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) ow - Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: 1.000 * 1.000 * Stream Flow rate TC Rainfall Intensity t: No. (CFS) (min) (In/Hr) * 1.000 * 258.886) + Results of confluence: Total flow rate = 477.637(CFS) Time of concentration = 19.636 min. Effective stream area after confluence = 190.731(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.553(In/Hr) Study area total = 195.32(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1705.00(Ft.) 20 1 153.370 21.08 3.068 2 258.886 19.64 3.202 3 77.040 16.54 3.548 Qmax (1) _ 1.000 * 1.000 * 153.370) + 0.950 * 1.000 * 258.886) + 0.841 * 1.000 * 77.040) + = 464.104 Qmax (2 ) _ 1.054 * 0.932 * 153.370) + 1.000 * 1.000 * 258.886) + 0.885 * 1.000 * 77.040) + = 477.637 Qmax (3 ) _ 1.194 * 0.785 * 153.370) + 1.130 * 0.843 * 258.886) + 1.000 * 1.000 * 77.040) +. = 467.197 Total of 3 main streams to confluence: Flow rates before confluence point: 153.370 258.886 Maximum flow rates at confluence 77.040 using above data: 464.104 477.637 467.197 Area of streams 67.001 before confluence: 101.034 27.281 Effective area values after confluence: 195.316 190.731 164.991 Results of confluence: Total flow rate = 477.637(CFS) Time of concentration = 19.636 min. Effective stream area after confluence = 190.731(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.553(In/Hr) Study area total = 195.32(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1705.00(Ft.) 20 6 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 190.731(Ac.) Runoff from this stream = 477.637(CFS) Time of concentration = 19.87 min. Rainfall intensity = 3.179(In/Hr) Area averaged loss rate (Fm) = 0.5530(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 244.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** RESIDENTIAL(3 - 4 dwl/acre) TRACT /44,90 S1TE Decimal fraction soil group A = 1.000 M: CTu LOA . 968 ■1 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0 000 APPwvbIX ' 6-,ZA H yp"LoGy Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 4.929(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 9.57 min. Rain intensity = 4.93(In/Hr) Total area = 1.40(Ac.) Total runoff = 5.33(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 244.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 5.327(CFS) Time of concentration = 9.57 min. Rainfall intensity = 4.929(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 21 DownstreamP oint/station elevation = 1693.00(Ft.) Pipe length = 375.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 477.637(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 477.637(CFS) �A Normal flow depth in pipe = 50.63(In.) Flow top width inside pipe = 43.57(In.) Critical depth could not be calculated. Pipe flow velocity = 27.01(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 19.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 190.731(Ac.) Runoff from this stream = 477.637(CFS) Time of concentration = 19.87 min. Rainfall intensity = 3.179(In/Hr) Area averaged loss rate (Fm) = 0.5530(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 244.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** RESIDENTIAL(3 - 4 dwl/acre) TRACT /44,90 S1TE Decimal fraction soil group A = 1.000 M: CTu LOA . 968 ■1 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0 000 APPwvbIX ' 6-,ZA H yp"LoGy Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 4.929(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 9.57 min. Rain intensity = 4.93(In/Hr) Total area = 1.40(Ac.) Total runoff = 5.33(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 244.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 5.327(CFS) Time of concentration = 9.57 min. Rainfall intensity = 4.929(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 21 1h Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.697(Ac.) Runoff from this stream = 10.848(CFS) Time of concentration = 8.82 min. Rainfall intensity = 5.176(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity Process from Point/Station 242.000 to Point/Station 242.000 (min) **** USER DEFINED FLOW INFORMATION AT A POINT **** (In/Hr) -,z RESIDENTIAL(3 - 4 dwl/acre) 7 -"CT //oZ?0 SIT HYDI2OW&Y Decimal fraction soil group A = 1.000 FN; VIL ZA8• RSQ Decimal fraction soil group B = 0.000 Jae APPEN: 8-.ZA Decimal fraction soil group C = 0.000 9.57 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 8.82 Pervious ratio(Ap) = 0.6000 Max loss rate (Fm) 0.587(In/Hr) ra Rainfall intensity = 5.176(In/Hr) for a 100.0 year storm User specified values are as follows: ers TC = 8.82 min. Rain intensity = 5.18(In/Hr) 477.637) Total area = 2.70(Ac.) Total runoff = 10.85(CFS) r t=' 0.597 * 1.000 * ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + Process from Point/Station 242.000 to Point/Station 242.000 1.000 * **** CONFLUENCE OF MINOR STREAMS **** + = Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.697(Ac.) Runoff from this stream = 10.848(CFS) Time of concentration = 8.82 min. Rainfall intensity = 5.176(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: 22 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 477.637 19.87 3.179 2 5.327 9.57 4.929 3 10.848 8.82 5.176 Qmax (1) = 1.000 * 1.000 * 477.637) + r t=' 0.597 * 1.000 * 5.327) + 0.565 * 1.000 * 10.848) + = 486.946 Qmax (2 ) = 1.666 * 0.482 * 477.637) + 1.000 * 1.000 * 5.327) + 0.946 * 1.000 * 10.848) + = 398.808 Qmax(3) = 1.760 * 0.444 * 477.637) + 1.057 * 0.922 * 5.327) + 1.000 * 1.000 * 10.848) + = 389.209 Total of 3 streams to confluence: Flow rates before confluence point: 477.637 5.327 10.848 Maximum flow rates at confluence using above data: 486.946 398.808 389.209 Area of streams before confluence: 190.731 1.400 2.697 Effective area values after confluence: 22 0 0 h 194.828 95.935 88.644 Results of confluence: Total flow rate = 486.946(CFS) Time of concentration = 19.867 min. Effective stream area after confluence = 194.828(Ac. Study area average Pervious fraction(Ap) = 0.992 Study area average soil loss rate(Fm) = 0.554(In/Hr) Study area total (this main stream) = 194.83(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1714.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1693.00(Ft.) Downstream point/station elevation = 1657.00(Ft.) Pipe length = 1080.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 486.946(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 486.946(CFS) Normal flow depth in pipe = 50.63(In.) Flow top width inside pipe = 43.57(In.) Critical depth could not be calculated. Pipe flow velocity = 27.56(Ft/s) Travel time through pipe = 0.65 min. Time of concentration (TC) = 20.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1714.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 194.828(Ac.) Runoff from this stream = 486.946(CFS) Time of concentration = 20.52 min. Rainfall intensity = 3.118(In/Hr) Area averaged loss rate (Fm) = 0.5537(In/Hr) Area averaged Pervious ratio (Ap) = 0.9916 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 7R4cr 1 &z90 s im USER INPUT of soil data for subarea Hybit OL. 0CY SCS curve number for soil (AMC 2 ) = 38.40 FN: Ci U..00. kS8 Pervious ratio (Ap) = 0.5470 Max loss rate (Fm) = 0.509 (In/Hr)SEG AMEN: 8-,t Rainfall intensity = 4.166(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 12.66 min. Rain intensity = 4.17(In/Hr) Total area = 34.02(Ac.) Total runoff = 113.62(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 1714.100 23 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 34.015(Ac.) Runoff from this stream = 113.624(CFS) Time of concentration = 12.66 min. Rainfall intensity = 4.166(In/Hr) Area averaged loss rate (Fm) = 0.5093(In/Hr) Area averaged Pervious ratio (Ap) = 0.5470 Summary of stream data: ti E Total of 2 streams to confluence: Flow rates before confluence point: 486.946 113.624 Stream Flow rate TC Rainfall Intensity �. No. (CFS) (min) 228.843 154.235 (In/Hr) VII Total flow rate = 568.014(CFS) Time of concentration = 20.520 min. Effective stream area after confluence = 228.843(Ac.) 1 486.946 20.52 0.547(In/Hr) 3.118 228.84(Ac.) 2 113.624 12.66 4.166 Qmax (1) _ 1.000 * 1.000 * 486.946) + 0.713 * 1.000 * 113.624) + = 568.014 Qmax (2 ) _ 1.409 * 0.617 * 486.946) + 1.000 * 1.000 * 113.624) + = 536.852 ti E Total of 2 streams to confluence: Flow rates before confluence point: 486.946 113.624 Maximum flow rates at confluence using above data: 568.014 536.852 Area of streams before confluence: 194.828 34.015 Effective area values after confluence: 228.843 154.235 Results of confluence: Total flow rate = 568.014(CFS) Time of concentration = 20.520 min. Effective stream area after confluence = 228.843(Ac.) Study area average Pervious fraction(Ap) = 0.926 Study area average soil loss rate(Fm) = 0.547(In/Hr) Study area total (this main stream) = 228.84(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1714.100 to Point/Station 1714.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 228.843(Ac.) Runoff from this stream = 568.014(CFS) Time of concentration = 20.52 min. Rainfall intensity = 3.118(In/Hr) Area averaged loss rate (Fm) = 0.5471(In/Hr) Area averaged Pervious ratio (Ap) = 0.9255 Program is now starting with Main Stream No. 2 24 0 0 �1 ON M-1 ig �V I d ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1714.100 to Point/Station 1714.100 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 6RA MA GE AREA USER INPUT of soil data for subarea M181AT R.y TO LIKE SCS curve number for soil (AMC 2) = 67.60 FN: Cy 05 N,9515 Pervious ratio(Ap) = 0.9550 Max loss rate(Fm)= 0.544(In/Hr) Rainfall intensity = 3. 083 (In/Hr) for a 100.0 year storm APPEN: B -48 User specified values are as follows: TC = 20.91 min. Rain intensity = 3.08(In/Hr) Total area = 226.82(Ac.) Total runoff = 520.77(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1714.000 to Point/Station 1714.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 226.820(Ac.) Runoff from this stream = 520.766(CFS) Time of concentration = 20.91 min. Rainfall intensity = 3.083(In/Hr) Area averaged loss rate (Fm) = 0.5436(In/Hr) Area averaged Pervious ratio (Ap) = 0.9550 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 Qmax (1) Qmax ( 2 ) 568.014 520.766 1.000 * 1.014 * 0.986 * 1.000 * 20.52 20.91 Rainfall Intensity (In/Hr) 3.118 3.083 1.000 * 568.014) + 0.981 * 520.766) + _ 1.000 * 568.014) + 1.000 * 520.766) + _ 1086.115 1081.041 Total of 2 main streams to confluence: Flow rates before confluence point: 568.014 520.766 Maximum flow rates at confluence using above data: 1086.115 1081.041 Area of streams before confluence: 228.843 226.820 Effective area values after confluence: 451.432 455.663 Results of confluence: Total flow rate = 1086.115(CFS) Time of concentration = 20.520 min. Effective stream area after confluence = 451.432(Ac.) Study area average Pervious fraction(Ap) = 0:940 25 rj h H11- H ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1714.100 to Point/Station 1715.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 452.532(Ac.) Runoff from this stream = 1086.115(CFS) Time of concentration = 21.24 min. Rainfall intensity = 3.054(In/Hr) Area averaged loss rate (Fm) = 0.5443(In/Hr) Area averaged Pervious ratio (Ap) = 0.9381 Study area average soil loss rate(Fm) = 0.545(In/Hr) g Study area total = 455.66(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1714.100 to Point/Station 1715.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1657.00(Ft.) Downstream point/station elevation = 1652.80(Ft.) Pipe length = 750.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1086.115(CFS) Nearest computed pipe diameter = 114.00(In.) Calculated individual pipe flow = 1086.115(CFS) Normal flow depth in pipe = 94.13(In.) Flow top width inside pipe = 86.50(ln.) Critical Depth = 95.56(In.) Pipe flow velocity = 17.35(Ft/s) Travel time through pipe = 0.72 min. Time of concentration (TC) = 21.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1111 Process from Point/Station 1714.100 to Point/Station 1715.000 € **** SUBAREA FLOW ADDITION **** 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)= 0.098(In/Hr) The area added to the existing stream causes a To, a lower flow rate of Q = 1022.268(CFS) therefore the upstream flow rate of Q = 1086.115(CFS) is being used Time of concentration = 21.24 min. Rainfall intensity = 3.054(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.898 Subarea runoff = 0.000(CFS) for 1.100(Ac.) Total runoff = 1086.115(CFS) Total area = 452.53(Ac.) Area averaged Fm value = 0.544(In/Hr) h H11- H ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1714.100 to Point/Station 1715.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 452.532(Ac.) Runoff from this stream = 1086.115(CFS) Time of concentration = 21.24 min. Rainfall intensity = 3.054(In/Hr) Area averaged loss rate (Fm) = 0.5443(In/Hr) Area averaged Pervious ratio (Ap) = 0.9381 6 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 7XACT /1,32.5 HybftLDG-Y USER INPUT of soil data for subarea FSI: CTIA #0 C . RSB SCS curve number for soil (AMC 2) = 45.10 APPFN: 8".Z.1, Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.519(In/Hr) Rainfall intensity = 4.002(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.54 min. Rain intensity = 4.00(In/Hr) Total area = 7.93(Ac.) Total runoff = 24.27(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 1715.000 **** CONFLUENCE OF MINOR STREAMS **** 27 Along Main Stream number: 1 in normal stream number 2 3.054 Stream flow area = 7.928(Ac.) 4.002 Runoff from this stream = 24.270(CFS) Time of concentration = 13.54 min. + Rainfall intensity = 4.002(In/Hr) + = 1103.783 Area averaged loss rate (Fm) = 0.5192(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: 1.377 * 0.637 * 1086.115) + 1.000 * 1.000 * 24.270) + = 977.946 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 27 1 1086.115 21.24 3.054 2 24.270 13.54 4.002 Qmax (1) _ Ell 1.000 * 1.000 * 1086.115) + 0.728 * 1.000 * 24.270) + = 1103.783 Qmax (2 ) _ 1.377 * 0.637 * 1086.115) + 1.000 * 1.000 * 24.270) + = 977.946 Total of 2 streams to confluence: Flow rates before confluence point: 1086.115 24.270 Maximum flow rates at confluence using above data: 1103.783 977.946 Area of streams before confluence: 452.532 7.928 Effective area values after confluence: 460.460 296.404 Results of confluence: Total flow rate = 1103.783(CFS) Time of concentration = 21.240 min. Effective stream area after confluence = 460.460(Ac.) Study area average Pervious fraction(Ap) = 0.932 Study area average soil loss rate(Fm) = 0.544(In/Hr) Study area total (this main stream) = 460.46(Ac.) 27 J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1715.000 to Point/Station 1716.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) upstream point/station elevation = 1652.80(Ft.) f 3 Downstream point/station elevation = 1646.50(Ft.) Pipe length = 575.00(Ft.) Manning's N = 0.013 OR No. of pipes = 1 Required pipe flow = 1103.783(CFS) im Nearest computed pipe diameter = 99.00(In.) Calculated individual pipe flow = 1103.783(CFS) Normal flow depth in pipe = 88.88(In.) Flow top width inside pipe = 60.00(In.) Critical Depth = 93.51(In.) Pipe flow velocity = 21.81(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 21.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1715.000 to Point/Station 1716.000 **** SUBAREA FLOW ADDITION **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1715.000 to Point/Station 1716.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 461.760(Ac.) Runoff from this stream = 1103.783(CFS) Time of concentration = 21.68 min. Rainfall intensity = 3.017(In/Hr) Area averaged loss rate (Fm) = 0.5426(In/Hr) Area averaged Pervious ratio (Ap) = 0.9300 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �" 28 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)= 0.098(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 1028.319(CFS) therefore the upstream flow rate of Q = 1103.783(CFS) is being used Time of concentration = 21.68 min. Rainfall intensity = 3.017(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.897 Subarea runoff = 0.000(CFS) for 1.300(Ac.) Total runoff = 1103.783(CFS) Total area = 461.76(Ac.) Area averaged Fm value = 0.543(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1715.000 to Point/Station 1716.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 461.760(Ac.) Runoff from this stream = 1103.783(CFS) Time of concentration = 21.68 min. Rainfall intensity = 3.017(In/Hr) Area averaged loss rate (Fm) = 0.5426(In/Hr) Area averaged Pervious ratio (Ap) = 0.9300 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �" 28 E Process from Point/ Station 407.000 to Point/Station 407.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 77ZACT IOZ5 MROLO&Y USER INPUT of soil data for subarea FN: CrlL 40 g. kS8 SCS curve number for soil (AMC 2) = 32.50 APPEN: 4"�G Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= d.585(In/Hr) Rainfall intensity = 3.640(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.85 min. Rain intensity = 3.64(In/Hr) Total area = 14.13(Ac.) Total runoff = 37.79(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 1716.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 14.134(Ac.) Runoff from this stream = 37.793(CFS) Time of concentration = 15.85 min. Rainfall intensity = 3.640(In/Hr) Area averaged loss rate (Fm) = 0.5849(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: 29 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1103.783 21.68 3.017 2 37.793 15.85 3.640 Qmax (1) _ 1.000 * 1.000 * 1103.783) + 0.796 * 1.000 * 37.793) + = 1133.865 Qmax (2 ) _ 1.252 * 0.731 * 1103.783) + 1.000 * 1.000 * 37.793) + = 1048.227 Total of 2 streams to confluence: Flow rates before confluence point: 1103.783 37.793 Maximum flow rates at confluence using above data: 1133.865 1048.227 Area of streams before confluence: 461.760 14.134 Effective area values after confluence: 475.894 351.771 Results of confluence: Total flow rate = 1133.865(CFS) Time of concentration = 21.680 min. Effective stream area after confluence = 475.894(Ac.) Study area average Pervious fraction(Ap) = 0.920 Study area average soil loss rate(Fm) = 0.544(In/Hr) Study area total (this main stream) = 475.89(Ac.) 29 C-3 Process from Point/Station 1716.000 to Point/Station 1718.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1646.50(Ft.) Downstream point/station elevation = 1642.00(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1133.865(CFS) Nearest computed pipe diameter = 93.00(In.) Calculated individual pipe flow = 1133.865(CFS) Normal flow depth in pipe = 76.88(In.) Flow top width inside pipe = 70.42(In.) - Critical depth could not be calculated. Pipe flow velocity = 27.16(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 21.83 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1716.000 to Point/Station 1718.100 **** SUBAREA FLOW ADDITION **** 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 scil(AMC 2) = 32.00 Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 1054.848(CFS) therefore the upstream flow rate of Q = 1133.865(CFS) is being used Time of concentration = 21.83 min. Rainfall intensity = 3.004(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.897 Subarea runoff = 0.000(CFS) for 0.400(Ac.) Total runoff = 1133.865(CFS) Total area = 476.29(Ac.) Area averaged Fm value = 0.543(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1716.000 to Point/Station 1718.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: ■ in Main Stream number: 1 Stream flow area = 476.294(Ac.) Runoff from this stream = 1133.865(CFS) Time of concentration = 21.83 min. Rainfall intensity = 3.004(In/Hr) Area averaged loss rate (Fm) = 0.5435(In/Hr) Area averaged Pervious ratio (Ap) = 0.9195 f Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 0 30 C �. Process from Point/Station 619.000 to Point/Station 619.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 40 Soil classification AP and SCS values input by user TRACT WAS -Z USER INPUT of soil data for subarea F14: CTU (,00.8513 �. SCS curve number for soil (AMC 2) = 32.00 APPEN: 4 -,Lb Pervious ratio(Ap) = 0.5830 Max loss rate(Fm)= 0.570(In/Hr) Rainfall intensity = 3.672(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.63 min. Rain intensity = 3.67(In/Hr) Total area = 26.72(Ac.) Total runoff = 75.90(CFS) Soil classification AP and SCS values input by user 'rX15T/N6, NL' 101TH USER INPUT of soil data for subarea LINE °A" SCS curve number for soil (AMC 2) = 70.60 FN: SSo! PR.. RS8 Pervious ratio(Ap) = 0.6890 Max loss rate(Fm)= 0.360 (In/Hr) AppEJV : a -,L E Rainfall intensity = 2.861(In/Hr) for a 100.0 year storm A,1a n User specified values are as follows: J _ t W TC = 23.69 min. Rain intensity = 2.86 (In/Hr)r�}'�� Total area = 2 078. 35 (Ac. ) Total runoff = 4828.19 (CFS) C4T�T��N'U�ci�K�� Poor ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 501.000 **** SUBAREA FLOW ADDITION **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 7.6 Process from Point/Station 619.000 to Point/Station 1718.100 PARK subarea **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Decimal In Main Stream number: 2 .. Stream flow area = 26.720(Ac.) �. Runoff from this stream = 75.903(CFS) fraction soil Time of concentration = 15.63 min. 0.126 Rainfall intensity = 3.672(In/Hr) Decimal Area averaged loss rate (Fm) = 0.5701(In/Hr) group C = Area averaged Pervious ratio (Ap) = 0.5830 Program is now starting with Main Stream No. 3 fraction soil ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 0.000 Process from Point/Station 1717.000 to Point/Station 1717.000 �. **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 'rX15T/N6, NL' 101TH USER INPUT of soil data for subarea LINE °A" SCS curve number for soil (AMC 2) = 70.60 FN: SSo! PR.. RS8 Pervious ratio(Ap) = 0.6890 Max loss rate(Fm)= 0.360 (In/Hr) AppEJV : a -,L E Rainfall intensity = 2.861(In/Hr) for a 100.0 year storm A,1a n User specified values are as follows: J _ t W TC = 23.69 min. Rain intensity = 2.86 (In/Hr)r�}'�� Total area = 2 078. 35 (Ac. ) Total runoff = 4828.19 (CFS) C4T�T��N'U�ci�K�� Poor ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 501.000 **** SUBAREA FLOW ADDITION **** 31 �A, 7.6 PARK subarea Decimal fraction soil group A = 0.874 �. Decimal fraction soil group B = 0.126 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 35.02 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.814(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 4690.431(CFS) therefore the upstream flow rate of Q = 4828.186(CFS) is being used Time of concentration = 23.69 min. 31 �A, Y, H 0 a H, 0 ,0 Rainfall intensity = 2.861(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.899 Subarea runoff = 0.000(CFS) for 7.600(Ac.) Total runoff = 4828.186(CFS) Total area = 2085.95(Ac.) Area averaged Fm value = 0.362(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1717.000 to Point/Station 1718.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1710.00(Ft.) Downstream point elevation = 1642.00(Ft.) Channel length thru subarea = 1950.00(Ft.) Channel base width = 12.000(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 = 4833.394(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 4833.394(CFS) Depth of flow = 5.551(Ft.), Average velocity = 42.842(Ft/s) Channel flow top width = 28.652(Ft.) Flow Velocity = 42.84(Ft/s) Travel time = 0.76 min. Time of concentration = 24.45 min. Critical depth = 11.000(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)= 0.098(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 4600.805(CFS) therefore the upstream flow rate of Q = 4828.186(CFS) is being used Rainfall intensity = 2.807(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.898 Subarea runoff = 0.000(CFS) for 4.500(Ac.) Total runoff = 4828.186(CFS) Total area = 2090.45(Ac.) Area averaged Fm value = 0.362(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1717.000 to Point/Station 1718.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2090.454(Ac.) Runoff from this stream = 4828.186(CFS) Time of concentration = 24.45 min. Rainfall intensity = 2.807(In/Hr) ky) t ti Area averaged loss rate (Fm) = 0.3615(In/Hr) Area averaged Pervious ratio (Ap) = 0.6883 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 21.83 15.63 24.45 Rainfall Intensity (In/Hr) 3.004 3.672 2.807 1.000 * 1133.865) + 1.000 * 75.903) + 0.893 * 4828.186) + = 5852.615 0.716 * 1133.865) + 1.000 * 75.903) + 0.639 * 4828.186) + = 5284.709 1.000 * 1133.865) + 1.000 * 75.903) + 1.000 * 4828.186) + = 5925.861 Total of 3 main streams to confluence: Flow rates before confluence point: 1133.865 75.903 4828.186 Maximum flow rates at confluence using above data: 5852.615 5284.709 5925.861 Area of streams before confluence: 476.294 26.720 2090.454 Effective area values after confluence: 2369.666 1703.584 2593.468 Results of confluence: Total flow rate = 5925.861(CFS) Time of concentration = 24.451 min. Effective stream area after confluence = 2593.468(Ac.) Study area average Pervious fraction(Ap) = 0.730 Study area average soil loss rate(Fm) = 0.397(In/Hr) Study area total = 2593.47(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1718.000 to Point/Station 1218.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1642.00(Ft.) Downstream point elevation = 1583.60(Ft.) Channel length thru subarea = 2000.00(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) 5958.078(CFS) 33 1 1133.865 2 75.903 3 4828.186 Qmax (1) = 1.000 * 0.785 * 1.081 * Qmax (2 ) = 1� 1.271 * 1.000 * 1.354 * Qmax(3) _ 0.920 0.721 * 1.000 * 21.83 15.63 24.45 Rainfall Intensity (In/Hr) 3.004 3.672 2.807 1.000 * 1133.865) + 1.000 * 75.903) + 0.893 * 4828.186) + = 5852.615 0.716 * 1133.865) + 1.000 * 75.903) + 0.639 * 4828.186) + = 5284.709 1.000 * 1133.865) + 1.000 * 75.903) + 1.000 * 4828.186) + = 5925.861 Total of 3 main streams to confluence: Flow rates before confluence point: 1133.865 75.903 4828.186 Maximum flow rates at confluence using above data: 5852.615 5284.709 5925.861 Area of streams before confluence: 476.294 26.720 2090.454 Effective area values after confluence: 2369.666 1703.584 2593.468 Results of confluence: Total flow rate = 5925.861(CFS) Time of concentration = 24.451 min. Effective stream area after confluence = 2593.468(Ac.) Study area average Pervious fraction(Ap) = 0.730 Study area average soil loss rate(Fm) = 0.397(In/Hr) Study area total = 2593.47(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1718.000 to Point/Station 1218.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1642.00(Ft.) Downstream point elevation = 1583.60(Ft.) Channel length thru subarea = 2000.00(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) 5958.078(CFS) 33 E H ,�v H- H r] H Flow(q) thru subarea = 5958.078(CFS) Depth of flow = 5.147(Ft.), Average velocity = 25.311(Ft/s) Channel flow top width = 71.470(Ft.) Flow Velocity = 25.31(Ft/s) Travel time = 1.32 min. Time of concentration =. 25.77 min. Critical depth = 8.000(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) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 5480.631(CFS) therefore the upstream flow rate of Q = 5925.861(CFS) is being used Rainfall intensity = 2.720(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.897 Subarea runoff = 0.000(CFS) for 28.200(Ac.) Total runoff = 5925.861(CFS) Total area = 2621.67(Ac.) Area averaged Fm value = 0.397(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1718.000 to Point/Station 1218.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2621.668(Ac.) Runoff from this stream = 5925.861(CFS) Time of concentration = 25.77 min. Rainfall intensity = 2.720(In/Hr) Area averaged loss rate (Fm) = 0.3972(In/Hr) Area averaged Pervious ratio (Ap) = 0.7326 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 707.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 'rRAa-r USER INPUT of soil data for subarea FIV: CTv Too. k38 SCS curve number for soil(AMC 2) = 32.00 APPEN: 8-2-F Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.577(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 16.32 min. Rain intensity = 3.58(In/Hr) Total area = 15.10(Ac.) Total runoff = 39.51(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 1218.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1611.20(Ft.) Downstream point/station elevation = 1583.60(Ft.) Pipe length = 1130.00(Ft.) Manning's N = 0.013 OW 34 No. of pipes = 1 Required pipe flow = 39.513(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 39.513(CFS) Normal flow depth in pipe = 18.54(In.) Flow top width inside pipe = 25.05(In.) Critical Depth = 25.03(In.) Pipe flow velocity = 13.57(Ft/s) Travel time through pipe = 1.39 min. Time of concentration (TC) = 17.71 min. :.a ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 1218.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.100(Ac.) Runoff from this stream = 39.513(CFS) Time of concentration = 17.71 min. Rainfall intensity = 3.406(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 7XACT 46190-/ USER INPUT of soil data for subarea FN: CTU 300. KS8 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.691(In/Hr) for a 100.0 year storm A PP; 8 _.- User specified values are as follows: TC = 15.49 min. Rain intensity = 3.69(In/Hr) Total area = 35.32(Ac.) Total runoff = 96.19(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 1218.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1630.50(Ft.) Downstream point/station elevation = 1583.60(Ft.) Pipe length = 1650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 96.188(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 96.188(CFS) Normal flow depth in pipe = 25.64(In.) Flow top width inside pipe = 32.60(In.) Critical depth could not be calculated. Pipe flow velocity = 17.88(Ft/s) Travel time through pipe = 1.54 min. Time of concentration (TC) = 17.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ OR 35 i6 [i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1718.000 to Point/Station 1218.000 1 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2672.091(Ac.) "' 36 Process from Point/Station 312.000 to Point/Station 1218.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 35.323(Ac.) Runoff from this stream = 96.188(CFS) Time of concentration = 17.03 min. Rainfall intensity = 3.487(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1� 1 5925.861 25.77 2.720 2 39.513 17.71 3.406 3 96.188 17.03 3.487 Qmax (1) _ � 1.000 * 1.000 * 5925.861) + a/ 0.757 * 1.000 * 39.513) + 0.735 * 1.000 * 96.188) + = 6026.501 Qmax ( 2 ) _ 1.295 * 0.687 * 5925.861) + 1.000 * 1.000 * 39.513) + 0.972 * 1.000 * 96.188) + = 5409.150 Qmax (3 ) _ 1.330 * 0.661 * 5925.861) + 1.029 * 0.962 * 39.513) + 1.000 * 1.000 * 96.188) + = 5345.399 Total of 3 streams to confluence: Flow rates before confluence point: 5925.861 39.513 96.188 Maximum flow rates at confluence using above data: 6026.501 5409.150 5345.399 Area of streams before confluence: 2621.668 15.100 35.323 Effective area values after confluence: 2672.091 1852.252 1782.552 Results of confluence: Total flow rate = 6026.501(CFS) Time of concentration = 25.768 min. Effective stream area after confluence = 2672.091(Ac.) Study area average Pervious fraction(Ap) = 0.730 Study area average soil loss rate(Fm) = 0.401(In/Hr) Study area total (this main stream) = 2672.09(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1718.000 to Point/Station 1218.000 1 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2672.091(Ac.) "' 36 Runoff from this stream = 6026.501(CFS) Time of concentration = 25.77 min. Rainfall intensity = 2.720(In/Hr) Area averaged loss rate (Fm) = 0.4007(In/Hr) Area averaged Pervious ratio (Ap) = 0.7301 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1216.000 to Point/Station 1218.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user 4JJVF *;S" USER INPUT of soil data for subarea FH: CYTPRA . R -SO SCS curve number for soil (AMC 2) = 67.30 APP: "8-Jf" Pervious ratio(Ap) = 0.9600 Max loss rate(Fm)= 0.551(In/Hr) Rainfall intensity = 2.802(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 24.52 min. Rain intensity = 2.80(In/Hr) Total area = 550.21(Ac.) Total runoff = 1187.14(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1216.000 to Point/Station 1218.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: 40 In Main Stream number: 2 Stream flow area = 550.210(Ac.) Runoff from this stream = 1187.144(CFS) Time of concentration = 24.52 min. Rainfall intensity = 2.802(In/Hr) Area averaged loss rate (Fm) = 0.5508(In/Hr) Area averaged Pervious ratio (Ap) = 0.9600 Summary of stream data: 37 i�r Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6026.501 25.77 2.720 2 1187.144 24.52 2.802 Qmax (1) _ 1.000 * 1.000 * 6026.501) + 0.963 * 1.000 * 1187.144) + = 7170.296 4" Qmax ( 2 ) _ 1.035 * 0.952 * 6026.501) + 1.000 * 1.000 * 1187.144) + = 7125.142 Total of 2 main streams to confluence: Flow rates before confluence point: 6026.501 1187.144 Maximum flow rates at confluence using above data: 7170.296 7125.142 Area of streams before confluence: 2672.091 550.210 Effective area values after confluence: 37 i�r 1 3222.301 3092.929 Results of confluence: Total flow rate = 7170.296(CFS) Time of concentration = 25.768 min. Effective stream area after confluence = 3222.301(Ac.) Study area average Pervious fraction(Ap) = 0.769 Study area average soil loss rate(Fm) = 0.426(In/Hr) Study area total = 3222.30(Ac.) End of computations, total study area = 3235.40 (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) = 0.770 Area averaged SCS curve number = 68.1 m 11 M b APPENDIX "A-2": REMODELING OF BOYLE ENGINEERING'S RATIONAL TABLING FOR THE DRAINAGE AREAS TRIBUTARY TO HAWKER CRAWFORD NORTH OF COYOTE CANYON ROAD WITH CITY OF FONTANA MASTER DRANAGE PLAN LINE "A" 5 5 0 t7 D J a 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 = 531.400(Ft.) Top (of initial area) elevation = 280.210(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 280.210(Ft.) Slope = 0.52731 s(%)= 52.73 TC = k(0.730)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.217 min. Rainfall intensity = 4.738(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 10.939(CFS) Total initial stream area = 2.890(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) 0.532(In/Hr) year storm is C = 0.799 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 115.56(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 577.80(Ft.) Channel base width = 20.000(Ft.) 1 San Bernardino County Rational Hydrology Program August 1986) (Hydrology Manual Date - CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational Hydrology Study Date: 10/25/02 ------------------------------------------------------------------------ 100-YEAR EXISTING CONDTIONS HYDROLOGY 0" BOYLE ENGINEERING HYDROLOGY (AES) RECREATION W/ UPDATED BOUNDARY & LINE "A" to NODES 201 TO 212; LEVEE OPTION 1; 55 DEGREES FROM CL OF HAWKER-CRAWFORD FN:SSOIPR.RSB 3/25/02 A. TORREYSON ------------------------------------------------------------------------ CASCEngineering Group, Riverside, 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 p = 1.638(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** D J a 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 = 531.400(Ft.) Top (of initial area) elevation = 280.210(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 280.210(Ft.) Slope = 0.52731 s(%)= 52.73 TC = k(0.730)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.217 min. Rainfall intensity = 4.738(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 10.939(CFS) Total initial stream area = 2.890(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) 0.532(In/Hr) year storm is C = 0.799 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 115.56(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 577.80(Ft.) Channel base width = 20.000(Ft.) 1 '� 2 Upstream point elevation = 100.00(Ft.) ' _ .000 Slope or Z of left channel bank 5 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = 24.678(CFS) Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 24.678(CFS) Depth of flow = 0.146(Ft.), Average velocity = 8.168(Ft/s) Channel flow top width = 21.458(Ft.) Flow Velocity = 8.17(Ft/s) Travel time = 1.18 min. Time of concentration = 11.40 min. Critical depth = 0.352(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 = 4.438(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.792 Subarea runoff = 24.734 (CFS) for 7.260 (Ac. ) Total runoff = 35.673(CFS) Total area = 10.15(Ac.) Area averaged Fm value = 0.532(In/Hr) Rainfall intensity = 4.300(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** '� 2 Upstream point elevation = 100.00(Ft.) Downstream point elevation = 30.92(Ft.) Channel length thru subarea = 345.40(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 35.673(CFS) Depth of flow = 0.181(Ft.), Average velocity = 9.402(Ft/s) Channel flow top width = 21.815(Ft.) Flow Velocity = 9.40(Ft/s) Travel time = 0.61 min. Time of concentration = 12.01 min. Critical depth = 0.445(Ft.) +r+++Ytt++++ttt+tttttt+t+t+t+tt+++++t++++++++++++++++++++++++++++++... Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 12.01 min. Rainfall intensity = 4.300(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified '� 2 f7 a d"'! H-1 E rational method)(Q=KCIA) is C = 0.789 Subarea runoff = 38.322(CFS) for 11.670(Ac.) Total runoff = 73.995(CFS) Total area = 21.82(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 229.12(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 729.00(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 73.995(CFS) Depth of flow = 0.245(Ft.), Average velocity = 14.250(Ft/s) Channel flow top width = 22.447(Ft.) Flow Velocity = 14.25(Ft/s) Travel time = 0.85 min. Time of concentration = 12.86 min. Critical depth = 0.703(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 12.86 min. Rainfall intensity = 4.127(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.784 Subarea runoff = 58.223(CFS) for 19.050(Ac.) Total runoff = 132.218(CFS) Total area = 40.87(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 302.61(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 1059.20(Ft. Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 132.218(CFS) Ii Depth of flow = 0.354(Ft.), Average velocity = 17.130(Ft/s) Channel flow top width = 23.545(Ft.) Flow Velocity = 17.13(Ft/s) Travel time = 1.03 min. Time of concentration = 13.89 min. Critical depth = 1.016(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 13.89 min. Rainfall intensity = 3.940(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.778 Subarea runoff = 104.111(CFS) for 36.180(Ac.) Total runoff = 236.329(CFS) Total area = 77.05(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** IMPROVED CHANNEL TRAVEL TIME **** ...................TTTTTT'F.............tY7ttt.....................7+++ Process from Point/Station 207.000 to Point/Station 207.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 15.83 min. Rainfall intensity = 3.644(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Upstream point elevation = 197.34(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 1794.00(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 236.329(CFS) Depth of flow = 0.657(Ft.), Average velocity = 15.452(Ft/s) Channel flow top width = 26.569(Ft.) Flow Velocity = 15.45(Ft/s) Travel time = 1.94 min. Time of concentration = 15.83 min. Critical depth = 1.438(Ft.) . ...................TTTTTT'F.............tY7ttt.....................7+++ Process from Point/Station 207.000 to Point/Station 207.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 15.83 min. Rainfall intensity = 3.644(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified 5 =K IA rational method) (Q C ) is C = 0.768 Subarea runoff = 465.315(CFS) for 173.510(Ac.) Total runoff = 701.644(CFS) Total area = 250.56(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 375.69(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 3219.30(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 _ Maximum depth of channel 20.000(Ft.) Flow(q) thru subarea = 701.644(CFS) Depth of flow = 1.197(Ft.), Average velocity = 22.549(Ft/s) Channel flow top width = 31.974(Ft.) Flow Velocity = 22.55(Ft/s) Travel time = 2.38 min. Time of concentration = 18.21 min. Critical depth = 2.688(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 18.21 min. Rainfall intensity = 3.350(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 = 386.385(CFS) for 178.480(Ac.) Total runoff = 1088.029(CFS) Total area = 429.04(Ac.) Area averaged Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 18.21 min. Rainfall intensity = 3.350(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 = 4.618(CFS) for 2.010(Ac.) 5 Total runoff = 1092.647(CFS) Total area = 431.05(Ac.) Area averaged Fm value = 0.534(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** IMPROVED CHANNEL TRAVEL TIME **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 209.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 19.91 min. Rainfall intensity = 3.175(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 = 173.519(CFS) for 101.490(Ac.) Total runoff = 1266.166(CFS) Total area = 532.54(Ac.) Area averaged Fm value = 0.533(In/Hr) Upstream point elevation = 111.69(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 2030.80(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 1092.647(CFS) Depth of flow = 1.872(Ft.), Average velocity = 19.880(Ft/s) Channel flow top width = 38.720(Ft.) Flow Velocity = 19.88(Ft/s) Travel time = 1.70 min. Time of concentration = 19.91 min. Critical depth = 3.406(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 209.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 19.91 min. Rainfall intensity = 3.175(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 = 173.519(CFS) for 101.490(Ac.) Total runoff = 1266.166(CFS) Total area = 532.54(Ac.) Area averaged Fm value = 0.533(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 209.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 19.91 min. Rainfall intensity = 3.175(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.744 Subarea runoff = 74.687(CFS) for 34.900(Ac.) Total runoff = 1340.853(CFS) Total area = 567.44(Ac.) Area averaged Fm value = 0.550(In/Hr) D 00 8 F fl H ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.00(Ft.) Downstream point elevation = 50.09(Ft.) Channel length thru subarea = 1296.30(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 1340.853(CFS) Depth of flow = 2.292(Ft.), Average velocity = 18.598(Ft/s) Channel flow top width = 42.917(Ft.) Flow Velocity = 18.60(Ft/s) Travel time = 1.16 min. Time of concentration = 21.07 min. Critical depth = 3.813(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 21.07 min. Rainfall intensity = 3.069(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.740 Subarea runoff = 155.824(CFS) for 92.020(Ac.) Total runoff = 1496.677(CFS) Total area = 659.46(Ac.) Area averaged Fm value = 0.547(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 21.07 min. Rainfall intensity = 3.069(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 = 14.842(CFS) for 7.260(Ac.) Total runoff = 1511.519(CFS) Total area = 666.72(Ac.) Area averaged Fm value = 0.550(In/Hr) 7 L H ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.00(Ft.) Downstream point elevation = 50.30(Ft.) Channel length thru subarea = 1587.90(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 1511.519(CFS) Depth of flow = 2.573(Ft.), Average velocity = 17.872(Ft/s) Channel flow top width = 45.733(Ft.) Flow Velocity = 17.87(Ft/s) Travel time = 1.48 min. Time of concentration = 22.55 min. Critical depth = 4.031(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 **** SUBAREA FLOW ADDITION **** 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) The area added to the existing stream causes a a lower flow rate of Q = 1463.182(CFS) therefore the upstream flow rate of Q = 1511.519(CFS) is being used Time of concentration = 22.55 min. Rainfall intensity = 2.946(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.731 Subarea runoff = 0.000(CFS) for 13.030(Ac.) Total runoff = 1511.519(CFS) Total area = 679.75(Ac.) Area averaged Fm value = 0.555(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 **** SUBAREA FLOW ADDITION **** 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) Time of concentration = 22.55 min. Rainfall intensity = 2.946(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.731 Subarea runoff = 70.917(CFS) for 54.890(Ac.) Total runoff = 1582.436(CFS) Total area = 734.64(Ac.) Area averaged Fm value = 0.553(In/Hr) 8 hl 11 0 0 l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.00(Ft.) Downstream point elevation = 73.72(Ft.) Channel length thru subarea = 1118.10(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Manning's 'N' = 0.022 Maximum depth of channel = 20.000(Ft.) Flow(q) thru subarea = 1582.436(CFS) Depth of flow = 2.835(Ft.), Average velocity = 16.333(Ft/s) Channel flow top width = 48.350(Ft.) Flow Velocity = 16.33(Ft/s) Travel time = 1.14 min. Time of concentration = 23.69 min. Critical depth = 4.125(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 212.000 **** SUBAREA FLOW ADDITION **** 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) The area added to the existing stream causes a a lower flow rate of Q = 1542.414(CFS) therefore the upstream flow rate of Q = 1582.436(CFS) is being used Time of concentration = 23.69 min. Rainfall intensity = 2.860(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.725 Subarea runoff = 0.000(CFS) for 9.060(Ac.) Total runoff = 1582.436(CFS) Total area = 743.70(Ac.) Area averaged Fm value = 0.556(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 212.000 **** SUBAREA FLOW ADDITION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 66.70 Pervious ratio(Ap) = 0.9640 Max loss rate(Fm)= 0.562(In/Hr) Time of concentration = 23.69 min. Rainfall intensity = 2.860(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.725 Subarea runoff = 157..753(CFS) for 95.600(Ac.) Total runoff = 1740.189(CFS) Total area = 839.30(Ac.) Area averaged Fm value = 0.557(In/Hr) EA9 D ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 212.000 **** SUBAREA FLOW ADDITION **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 60.70 Pervious ratio(Ap) = 0.8660 Max loss rate(Fm)= 0.580(In/Hr) Time of concentration = 23.69 min. Rainfall intensity = 2.860(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.724 Subarea runoff = 58.695(CFS) for 28.600(Ac.) Total runoff = 1798.884(CFS) Total area = 867.90(Ac.) Area averaged Fm value = 0.558(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 212.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 867.900(Ac.) Runoff from this stream = 1798.884(CFS) Time of concentration = 23.69 min. Rainfall intensity = 2.860(In/Hr) Area averaged loss rate (Fm) = 0.5575(In/Hr) Area averaged Pervious ratio (Ap) = 0.9916 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 331.000 **** 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) = 72.46 Pervious ratio(Ap) = 0.4860 Max loss rate(Fm)= 0.240(In/Hr) Rainfall intensity = 2.795(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 24.63 min. Rain intensity = 2.79(In/Hr) Total area = 1289.07(Ac.) Total runoff = 3095.57(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 212.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.00(Ft.) Downstream point elevation = 60.22(Ft.) Channel length thru subarea = 1326.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 0.000 10 hl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 212.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 30.000(Ft.) Flow(q) thru subarea = 3095.570(CFS) Depth of flow = 8.419(Ft.), Average velocity = 36.770(Ft/s) Channel flow top width = 10.000(Ft.) Flow Velocity = 36.77(Ft/s) Travel time = 0.60 min. Time of concentration = 25.23 min. Critical depth = 14.375(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 212.000 **** CONFLUENCE OF MAIN STREAMS **** Results of confluence: Total flow rate = 4828.186(CFS) Time of concentration = 23.692 min. Effective stream area after confluence = 2078.354(Ac.) Study area average Pervious fraction(Ap) = 0.689 Study area average soil loss rate(Fm) = 0.368(In/Hr) Study area total = 2156.97(Ac.) The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1289.070(Ac.) Runoff from this stream = 3095.570(CFS) Time of concentration = 25.23 min. Rainfall intensity = 2.755(In/Hr) Area averaged loss rate (Fm) = 0.2400(In/Hr) Area averaged Pervious ratio (Ap) = 0.4860 Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) L 1 1798.884 23.69 2.860 2 3095.570 25.23 2.755 Qmax (1) _ 1.000 * 1.000 * 1798.884) + Wo 1.042 * 0.939 * 3095.570) + = 4828.186 41 iW Qmax ( 2 ) _ 0.954 * 1.000 * 1798.884) + 1.000 * 1.000 * 3095.570) + = 4811.668 W Total of 2 main streams to confluence: Flow rates before confluence point: 1798.884 3095.570 Maximum flow rates at confluence using above data: 4828.186 4811.668 Area of streams before confluence: 867.900 1289.070 Effective area values after confluence: 2078.354 2156.970 Results of confluence: Total flow rate = 4828.186(CFS) Time of concentration = 23.692 min. Effective stream area after confluence = 2078.354(Ac.) Study area average Pervious fraction(Ap) = 0.689 Study area average soil loss rate(Fm) = 0.368(In/Hr) Study area total = 2156.97(Ac.) H. End of computations, total study area = 2156.97 (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) = 0.669 Area averaged SCS curve number = 70.6 F C H 0 12 0 October 16, 2002 AEI-CASC ENGINEERING 937 S. Via Lata, Suite 500 Colton, CA 92324 Attn: Ceazar V. Aguilar, P.E., Principal COUNTY OF SAN BERNARDINO ECONOMIC DEVELOPMENT AND PUBLIC SERVICES GROUP KEN A. MILLER Director of Public Works -, _: ,"� 1 e TZ File: 108.0108 1-807/1.00 RE: ZONE 1 - COYOTE CANYON HYDROLOGY - BOYLE'S SUBAREAS 3 & 4 REVISION Dear Ceazar, Reference is made to your letter of transmittal dated August 29, 2002, with the City of Fontana _(Alternative 4jL�ZTse`1yIap-dated iViay 1999; requesting recaicuiation of Boyie Engineering's hydrology for Sub -areas 3 & 4 to reflect the City's Land Use Map. Attached, please find Boyle Engineering's revised hydrology calculations for Sub -areas 3 & 4. L Please note, San Sevaine Channel has already been designed and in many areas constructed based on the previously approved study by Boyle Engineering. Therefore, the revision has to be accommodated within Rich Basin. In other words, the outflow from Rich Basin should not L exceed 3,994 cfs. 1. If you havny questions, please call Hany Peters or me at (909) 387-8213. Sincer y, J. FOX, E., Chief Water Resources Division MJF:HP:RTS:bf ID18538 Attachments: as noted above. b DEPARTMENT OF PUBLIC WORKS FLOOD CONTROL • GIMS • REGIONAL PARKS • SURVEYOR • TRANSPORTATION • WASTE SYSTEM East Third Street San Bernardino, CA 92415-0835 (909) 387-8104 Fax (909) 387-8130 �J 0 October 16, 2002 AEI-CASC ENGINEERING 937 S. Via Lata, Suite 500 Colton, CA 92324 Attn: Ceazar V. Aguilar, P.E., Principal COUNTY OF SAN BERNARDINO ECONOMIC DEVELOPMENT AND PUBLIC SERVICES GROUP KEN A. MILLER Director of Public Works -, _: ,"� 1 e TZ File: 108.0108 1-807/1.00 RE: ZONE 1 - COYOTE CANYON HYDROLOGY - BOYLE'S SUBAREAS 3 & 4 REVISION Dear Ceazar, Reference is made to your letter of transmittal dated August 29, 2002, with the City of Fontana _(Alternative 4jL�ZTse`1yIap-dated iViay 1999; requesting recaicuiation of Boyie Engineering's hydrology for Sub -areas 3 & 4 to reflect the City's Land Use Map. Attached, please find Boyle Engineering's revised hydrology calculations for Sub -areas 3 & 4. L Please note, San Sevaine Channel has already been designed and in many areas constructed based on the previously approved study by Boyle Engineering. Therefore, the revision has to be accommodated within Rich Basin. In other words, the outflow from Rich Basin should not L exceed 3,994 cfs. 1. If you havny questions, please call Hany Peters or me at (909) 387-8213. Sincer y, J. FOX, E., Chief Water Resources Division MJF:HP:RTS:bf ID18538 Attachments: as noted above. b i **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1224 Analysis prepared by: 4 SAN BERNARDINO COUNTY TRANSPORTATION / FLOOD CONTROL DEPARTMENT WATER RESOURCES DIVISION ************************** DESCRIPTION OF STUDY ************************** * San Sevaine Channel Hydrology -Ultimate Conditions * 100 yr Return Frequency * Revised Elevations and Land Use per City's Alternative 4 Land Use ************************************************************************** FILE NAME: A:\SS03R.DAT -TIME/DATE OF STUDY: 09:01 10/15/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------- --------- -- -- - --*TIME-OF-CONCENTRATION MODEL*-- .________USE-SpECI-FSED—S'T'ORM EVk11'* (YEAR-)-=-1UU.-0U SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* UNIT-HYDROGRAPH MODEL SELECTIONS/PARAMETERS: WATERSHED LAG = 0.80 * Tc FOOTHILL S -GRAPH USED. PRECIPITATION DATA ENTERED ON SUBAREA BASIS. SIERRA MADRE DEPTH -AREA FACTORS USED. *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD* FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 844.40 ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM(FEET) = 1611.58 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.214 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.054 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp A�� SCS Tv -TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 13.70 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 313.00 = 2346.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.785 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 22.76 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 a�1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.76 SUBAREA RUNOFF(CFS) = 66.27 EFFECTIVE AREA(ACRES) = 44.37 AREA-AVERAGED Fm(INCH/HR) = 0.55 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 44.37 PEAK FLOW RATE(CFS) = 129.18 SUBAREA AREA-AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; IHR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1305.68 DOWNSTREAM(FEET) = 1240.04 CHANNEL LENGTH THRU SUBAREA(FEET) = 547.00 CHANNEL SLOPE = 0.1200 a CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 " CHANNEL FLOW THRU SUBAREA(CFS) = 129.18 FLOW VELOCITY(FEET/SEC) = 16.34 FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 314.00 = 2893.50 FEET. FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = 81 -----------------------------------------------------------------=---------- r >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------ MAINLINE Tc(MIN) = 14.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.695 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 36.22 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.22 SUBAREA RUNOFF(CFS) = 102.53 EFFECTIVE AREA(ACRES) = 80.59 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 80.59 PEAK FLOW RATE(CFS) = 228.14 r. SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): SM = 0.60; 30M = 1.23; 1HR = 1.63; 3HR = 3.43; 6HR = 5.50; 24HR =13.00 FLOW PROCESS FROM NODE 314.00 TO NODE 315.00 IS CODE = 51 --------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ------------------------ ----------------- ELEVATION DATA: UPSTREAM(FEET) = 1240.04 DOWNSTREAM(FEET) = 1063.51 r CHANNEL LENGTH THRU SUBAREA(FEET) = 1562.20 CHANNEL SLOPE = 0.1130 CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 228.14 FLOW VELOCITY(FEET/SEC) = 17.83 FLOW DEPTH(FEET) = 0.94 TRAVEL TIME (MIN. ) = 1.46 Tc(MIN.) = 15.71 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 315.00 = 4455.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 15.71 As * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE (GROUP (ACRES) ( Tl\ CH/HR ) lriEClMar.) Cl _ _ EAIR_COVER "MEADOWS" B 37.85 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 37.85 SUBAREA RUNOFF(CFS) = 100.00 EFFECTIVE AREA(ACRES) = 118.44 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 118.44 PEAK FLOW RATE(CFS) = 312.89 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.18; 1HR = 1.55; 3HR = 3.25; 6HR = 5.18; 24HR =13.00 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 309.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1063.51 DOWNSTREAM(FEET) = 801.54 CHANTNTEL LENGTH THRU SUBAREA(FEET) = 2318.30 CHANNEL SLOPE = 0.1130' CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000 - MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 312.89 FLOW VELOCITY(FEET/SEC) = 19.39 FLOW DEPTH(FEET) = 1.11 TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.71 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 309.00 = 6774.00 FEET. FLOW PROCESS FROM NODE 309.00 TO NODE 309:00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 LAND USE NATURAL FAIR COVER "MEADOWS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) B 10.98 0.55 1.00 70 12.21 LOSS RATE, Fp(INCH/HR) = 0.55 AREA FRACTION, Ap = 1.00 34.64 10.98 PEAK FLOW RATE(CFS) = 34.64 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.49 FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< im ELEVATION DATA: UPSTREAM(FEET) = 1611.58 DOWNSTREAM(FEET) = 1454.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 851.90 CHANNEL SLOPE = 0.1846 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 ---CHANNEL FLOW THRU SUBAREA(CFS) = 34.64 FLOW VELOCITY(FEET/SEC) = 15.21 FLOW DEPTH(FEET) = 0.46 TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 312.00 = 1696.30 FEET. .-+..-FLO-W PROCESS -FROM- 1VODE----312`GO-"'1O NODE .312 -OO -T'S -CODS 8 ------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 13.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.879 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 10.62 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.62 SUBAREA RUNOFF(CFS) = 31.83 EFFECTIVE AREA(ACRES) = 21.61 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.61 PEAK FLOW RATE(CFS) = 64.73 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00- FLOW 13.00 FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 51 >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1454.32 DOWNSTREAM(FEET) = 1305.68 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.20 CHANNEL SLOPE = 0.2286 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 64.73 FLOW VELOCITY(FEET/SEC) = 19.82 FLOW DEPTH(FEET) = 0.62 -TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 13.70 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 313.00 = 2346.50 FEET. FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 81 ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 13.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.785 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 22.76 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.76 SUBAREA RUNOFF(CFS) = 66.27 EFFECTIVE AREA(ACRES) = 44.37 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 44.37 PEAK FLOW RATE(CFS) = 129.18 'SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; IHR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1305.68 DOWNSTREAM(FEET) = 1240.04 CHANNEL LENGTH THRU SUBAREA(FEET) = 547.00 CHANNEL SLOPE = 0.1200 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 129.18 FLOW VELOCITY(FEET/SEC) = 16.34 FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 314.00 = 2893.50 FEET. FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = 81 --------------------------------------------------------=---------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.695 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 36.22 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.22 SUBAREA RUNOFF(CFS) = 102.53 EFFECTIVE AREA(ACRES) = 80.59 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 80.59 PEAK FLOW RATE(CFS) = 228.14 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): SM = 0.60; 30M = 1.23; 1HR = 1.63; 3HR = 3.43; 6HR = 5.50; 24HR =13.00 FLOW PROCESS FROM NODE 314.00 TO NODE 315.00 IS CODE = 51 ---------------------------------- ----------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW« <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1240.04 DOWNSTREAM(FEET) = 1063.51 CHANNEL LENGTH THRU SUBAREA(FEET) = 1562.20 CHANNEL SLOPE = 0.1130 CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000 +moi MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 228.14 FLOW VELOCITY(FEET/SEC) = 17.83 FLOW DEPTH(FEET) = 0.94 TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 15.71 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 315.00 = 4455.70 FEET. FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< A MAINLINE Tc(MIN) = 15.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USEGROUP (ACRES) (INCH/HR) (DECIMAL) CN -- NATURAL FATR-COVED "MEADOWS" B 37.85 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 37.85 SUBAREA RUNOFF(CFS) = 100.00 EFFECTIVE AREA(ACRES) = 118.44 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 118.44 PEAK FLOW RATE(CFS) = 312.89 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.18; 1HR = 1.55; 3HR = 3.25; 6HR = 5.18; 24HR =13.00 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 309.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1063.51 DOWNSTREAM(FEET) = 801.54 CHANNEL LENGTH THRU SUBAREA(FEET) = 2318.30 CHANNEL SLOPE = 0.1130* CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 312.89 FLOW VELOCITY(FEET/SEC) = 19.39 FLOW DEPTH(FEET) = 1.11 TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.71 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 309.00 = 6774.00 FEET. FLOW PROCESS FROM NODE 309.00 TO NODE 309:00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< i TOTAL NUMBER OF STREAMS = 2 **************************************************************************** A� FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 601.00 ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM(FEET) = 1759.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.963 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.326 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER _ "MEADOWS" B 4.45 0.55 1.00 70 10.96 SUBAREA AVERAGE PERVIOUS LOSS -RATE, FpiINCH�HR�F= 0:5 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.13 TOTAL AREA(ACRES) = 4.45 PEAK FLOW RATE(CFS) = 15.13 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 f FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1759.60 DOWNSTREAM(FEET) = 1604.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 583.30 CHANNEL SLOPE = 0.2667 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.13 FLOW VELOCITY(FEET/SEC) = 11.45 FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 11.81 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 1184.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 11.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.136 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DE=C C` CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.71 RAINFALL INTENSITY(INCH/HR) = 3.24 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = AREA -AVERAGED Ap = 1.00 0.55 EFFECTIVE STREAM AREA(ACRES) = 118.44 TOTAL STREAM AREA(ACRES) = 118.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 312.89 **************************************************************************** A� FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 601.00 ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM(FEET) = 1759.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.963 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.326 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER _ "MEADOWS" B 4.45 0.55 1.00 70 10.96 SUBAREA AVERAGE PERVIOUS LOSS -RATE, FpiINCH�HR�F= 0:5 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.13 TOTAL AREA(ACRES) = 4.45 PEAK FLOW RATE(CFS) = 15.13 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 f FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1759.60 DOWNSTREAM(FEET) = 1604.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 583.30 CHANNEL SLOPE = 0.2667 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.13 FLOW VELOCITY(FEET/SEC) = 11.45 FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 11.81 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 1184.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 11.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.136 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DE=C C` r-, NATURAL FAIR COVER "MEADOWS" B 6.46 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.46 SUBAREA RUNOFF(CFS) = 20.85 EFFECTIVE AREA(ACRES) = 10.91 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.91 PEAK FLOW RATE(CFS) = 35.23 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1604.03 DOWNSTREAM(FEET) = 1438.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 621.40 CHANNEL SLOPE = 0.2667 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 -`MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 35.23 FLOW VELOCITY(FEET/SEC) = 15.42 FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 12.48 LONGEST FLOWPATH.FROM NODE 301.00 TO NODE 304.00 = 1805.70 FEET. FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 12.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.001 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 10.41 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.41 SUBAREA RUNOFF(CFS) = 32.33 EFFECTIVE AREA(ACRES) = 21.32 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.32 PEAK FLOW RATE(CFS) = 66.23 SUBAREA AREA -AVERAGED RP_INF_ALL DEPTH ( INCH) : 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1438.30 DOWNSTREAM(FEET) = 1283.52 CHANNEL LENGTH THRU SUBAREA(FEET) = 1062.30 CHANNEL SLOPE = 0.1457 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 66.23 �jl_ FLOW VELOCITY(FEET/SEC) = 14.98 FLOW DEPTH(FEET) = 0.60 TRAVEL TIME(MIN. ) = 1.18 • Tc(MIN.) = 13.67 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 305.00 = 2868.00 FEET. ************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.790 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 60.62 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 60.62 SUBAREA RUNOFF(CFS) = 176.77 EFFECTIVE AREA(ACRES) = 81.94 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 i .---TOTAL AREA(ACRES) = 81.94 PEAK FLOW RATE(CFS) = 238.94 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.58; 30M = 1.18; 1HR = 1.56; 3HR = 3.38; 6HR = 5.50; 24HR =13.00 **************************************************************************** FL_O_W PROCESS FROM NODE 3�5 0 0 TO_1�T_ODE 3_0 6_. 0 0__I_$�QDE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING.ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1283.52 DOWNSTREAM(FEET) = 1183.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 1356.70 CHANNEL SLOPE = 0.0738 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 t MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 238.94 FLOW VELOCITY(FEET/SEC) = 15.84 FLOW DEPTH(FEET) = 1.00 TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 15.09 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 306.00 = 4224.70 FEET. **************************************************************************** --FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 81 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.571 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A 2.78 0.81 1.00 51 NATURAL FAIR COVER "MEADOWS" B 16.21 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)-= 0.59 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 51.00 EFFECTIVE AREA(ACRES) = 100.94 AREA -AVERAGED Fm(INCH/HR) = 0.50' AREA -AVERAGED Fp(INCH/HR) = 0.56 AREA -AVERAGED Ap = 1.00 -TOTAL AREA(ACRES) = 100.94 PEAK FLOW RATE(CFS) = 273.76 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.15; 6HR = 4.94; 24HR =13.00 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1183.40 DOWNSTREAM(FEET) = 1135.31 CHANNEL LENGTH THRU SUBAREA(FEET) = 1748.80 CHANNEL SLOPE = 0.0275 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 273.76 FLOW VELOCITY(FEET/SEC) = 11.58 FLOW DEPTH(FEET) = 1.39 TRAVEL TIME(MIN.) = 2.52 Tc(MIN.) = 17.61 !A! LONGEST FLOWPATH FROM NODE 301.00 TO NODE 307.00 = 5973.50 FEET. --FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ------------------------------------------ MAINLINE Tc(MIN).= 17.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.255 _+_ SUBAREA LOSS-RATET DATA (AMC` -I 1T :- DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A 9.30 0.81 1.00 51 NATURAL FAIR COVER "MEADOWS" B 66.59 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.58 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 75.89 SUBAREA RUNOFF(CFS) = 182.61 EFFECTIVE AREA(ACRES) = 176.83 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 176.83 PEAK FLOW RATE(CFS) = 427.70 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.13; 6HR = 4.87; 24HR =13.00 **************************************************************************** FLOWPROCESSFROMNODE307_00 TO NODE 308.00 IS CODE = 51 -- - - - ---- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< --» >>>TRAVELTIME-THRU-SUBAREA-(EXISTING-ELEMENT)<<«<---------------------- ELEVATION DATA: UPSTREAM(FEET) = 1135.31 DOWNSTREAM(FEET) = .1089.76 CHANNEL LENGTH THRU SUBAREA(FEET) = 1836.60 CHANNEL SLOPE = 0.0248 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 427.70 FLOW VELOCITY(FEET/SEC) = 20.40 FLOW DEPTH(FEET) = 2.24 TRAVEL TIME (MIN. ) = 1.50 Tc (MIN. ) = 19.11 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 308.00 = 7810.10 FEET. +.: - = ..FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 CODE 81 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc (MIN) = 19.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.099 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 28.73 0.98 0.10 32 RESIDENTIAL 112 DWELLINGS/ACRE" A 11.07 0.98 0.70 32 RESIDENTIAL 112 DWELLINGS/ACRE" B 2.92 0.75 0.70 56 NATURAL FAIR COVER "MEADOWS" A 0.54 0.81 1.00 51 NATURAL FAIR COVER "MEADOWS" B 20.46 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.70 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.53 SUBAREA AREA(ACRES) = 63.72 SUBAREA RUNOFF(CFS) = 156.52 —EFFECTIVE AREA(ACRES) = 240.55 AREA-AVERAGED Fm(INCH/HR) = 0.52 AREA-AVERAGED Fp(INCH/HR) = 0.59 AREA-AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 240.55 PEAK FLOW RATE(CFS) = 559.41 SUBAREA AREA-AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =12.84 FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = --------------------------------------------------------------------------- 51 >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1089.76 DOWNSTREAM(FEET) = 1008.06 CHANNEL LENGTH THRU SUBAREA(FEET) = 3294.20 CHANNEL SLOPE = 0.0248 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 559.41 FLOW VELOCITY(FEET/SEC) = 21.93 FLOW DEPTH(FEET) = 2.58 TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 21.61 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 309.00 = 11104.30 FEET. FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 IS CODE = 81 4m---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc (MIN) = 21.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.879 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 31.73 0.98 0.10 32 RESIDENTIAL 1'2 DWELLINGS/ACRE" A 59.60 0.:98 0.70 RESIDENTIAL 32 "2 DWELLINGS/ACRE" B 5.96 0.75 0.70 56 NATURAL FAIR COVER i6 "MEADOWS" A 0.99 0.81 1.00 �= __7 p3) NATURAL FAIR COVER "MEADOWS" B 63.62 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.73 SUBAREA -AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 161.90 SUBAREA RUNOFF(CFS) = 345.01 EFFECTIVE AREA(ACRES) = 402.45 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.64 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 402.45 PEAK FLOW RATE(CFS) = 856.64 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.09; 6HR = 4.79; 24HR =12.15 **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 IS CODE = 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.) = 21.61 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.64 AREA -AVERAGED Ap = 0.81 EFFECTIVE STREAM AREA(ACRES) = 402.45 _ TOTAL STREAM AREA(ACRES) = 402.45 PEAK FLOW RATETCFST-AT-CONFLUENCE _=85_6_.64__ ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 312.89 17.71 3.245 0.55( 0.55) 1.00 118.4 310.00 2 856.64 21.61 2.879 0.64( 0.51) 0.81 402.5 301.00 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 HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1123.21 17.71 3.245 0.61( 0.52) 0.86 448.1 310.00 2 1127.04 21.61 2.879 0.61( 0.52) 0.85 520.9 301.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1127.04 Tc(MIN.) = 21.61 EFFECTIVE AREA(ACRES) = 520.89 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 520.89 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 309.00 = 11104.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 316.00 IS CODE = 51 -- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< _->>>>>TRAVELTIME-THRU-SUBAREA-(EXISTING_ELEMENT)<<«c_______________ ELEVATION DATA: UPSTREAM(FEET) = 1008.06 DOWNSTREAM(FEET) = 969.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 1267.20 CHANNEL SLOPE = 0.0308 t CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 �j �J MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1127.04 FLOW VELOCITY(FEET/SEC) = 28.63 FLOW DEPTH(FEET) = 3.50 TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 22.35 ■a LONGEST FLOWPATH FROM NODE 301.00 TO NODE 316.00 = 12371.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 316.00 IS CODE = 81 --------------------=---------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.09; 6HR = 4.78; 24HR =11.88 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1200.56 18.44 3.166 0.62( 0.52) 0.83 504.2 310.00 2 1195.23 22.35 2.821 0.63( 0.52) 0.83 577.0 301.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE (CFS) = 1200.56 Tc(MIN.) = 18.44 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.62 AREA -AVERAGED Ap = 0.83 EFFECTIVE AREA(ACRES) = 504.20 **************************************************************************** --FLOW PROCESS FROM NODE 316.00 TO NODE 331.00 IS CODE = 51 >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< -->>>>>TRAVELTIME_THRU-SUBAREA_(EXISTING-ELEMENT)<<«<--------------------- ELEVATION DATA: UPSTREAM(FEET) = 969.03 DOWNSTREAM(FEET) = 838.41 CHANNEL LENGTH THRU SUBAREA(FEET) = 4043.90 CHANNEL SLOPE = 0.0323 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1200.56 FLOW VELOCITY(FEET/SEC) = 29.64 FLOW DEPTH(FEET) = 3.57 TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 20.72 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET. MAINLINE Tc(MIN) = 22.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.821 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 23.92 0.98 0.70 32 RESIDENTIAL "2 DWELLINGS/ACRE" B 2.59 0.75 0.70 56 COMMERCIAL B 6.77 0.75 0.10 56 -NATURAL FAIR COVER "MEADOWS" B 16.60 0.55 1.00 70 COMMERCIAL A 6.21 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR).= 0.77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.65 SUBAREA AREA (ACRES) = 56.09 SUBAREA RUNOFF ( CFS ) = 117.28 EEEECTI-VE_AREA_CAC E ) = 5 7 6 • 9 8 --AREA- U D Fm INCH HR)= 0 .5 2 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 576.98 PEAK FLOW RATE(CFS) = 1195.23 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.09; 6HR = 4.78; 24HR =11.88 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1200.56 18.44 3.166 0.62( 0.52) 0.83 504.2 310.00 2 1195.23 22.35 2.821 0.63( 0.52) 0.83 577.0 301.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE (CFS) = 1200.56 Tc(MIN.) = 18.44 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.62 AREA -AVERAGED Ap = 0.83 EFFECTIVE AREA(ACRES) = 504.20 **************************************************************************** --FLOW PROCESS FROM NODE 316.00 TO NODE 331.00 IS CODE = 51 >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< -->>>>>TRAVELTIME_THRU-SUBAREA_(EXISTING-ELEMENT)<<«<--------------------- ELEVATION DATA: UPSTREAM(FEET) = 969.03 DOWNSTREAM(FEET) = 838.41 CHANNEL LENGTH THRU SUBAREA(FEET) = 4043.90 CHANNEL SLOPE = 0.0323 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1200.56 FLOW VELOCITY(FEET/SEC) = 29.64 FLOW DEPTH(FEET) = 3.57 TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 20.72 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET. H_ - FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 10 ---------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 318.00 IS CODE = 21 --------------------------------------------------------------- ---- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 922.10 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 72.34 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.405 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.742 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 13.60 0.98 0.10 32 9.41 -SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 56.85 TOTAL AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) = 56.85 _ SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH) _ 4M0_.57; -30M 1 _17; 1H 1.55 3HR 3.08; 6HR 4.'15; 24HR =11.00 - 44 *************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 319.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< -------------- - ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 74.19 FLOW LENGTH(FEET) = 601.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.82 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.85 PIPE TRAVEL TIME (MIN. ) = 0.56 Tc (MIN. ) = 9.97 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 319.00 = 1523.80 FEET. **************************************************************************** --FLOW PROCESS FROM NODE 319.00 TO NODE 319.00 IS CODE = 81 ------------------------------------------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ==MAINLINE Tc(MIN)=_===9=97_________________________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.580 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 10.53 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)•-= 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 10.53 SUBAREA RUNOFF(CFS) = 42.48 EFFECTIVE AREA(ACRES) = 24.13 AREA -AVERAGED Fm(INCH/HR) = 0-10- AREA-AVERAGED .1GAREA-AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ab = 0.10 ii TOTAL AREA(ACRES) = 24.13 PEAK FLOW RATE(CFS) = 97.34 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 319.00 TO NODE 320.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 94.44 FLOW LENGTH(FEET) = 444.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.87 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.34 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 320.00 = 1968.70 FEET. **************************************************************************** ---FLOW- PROCESS- - ---- FROMNODE320_-- ---- 00TONODE320_-- - -- 00ISCODE=81---------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 10.54 * 100_ YEAR _ RAINFALL_ INTENSITY(INCH/HR) = 4.428 LOS.S__RATE_DATA`(AMC IT) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 10.96 0.98 0.10 32 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.19 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.15 SUBAREA AREA(ACRES) = 12.15 SUBAREA RUNOFF(CFS) = 46.83 EFFECTIVE AREA(ACRES) = 36.28 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 36.28 PEAK FLOW RATE(CFS) = 140.88 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 31 ---------------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 74.76 FLOW LENGTH(FEET) = 707.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.81 ESTIMATED -PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.88 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 11.11 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 321.00 = 2675.70 FEET. `' FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE _ L' 1 -->>>>>ADDITION-OF_SUBAREA_TO-MAINLINE_PEAK-FLOW<<«<_______________________ MAINLINE Tc(MIN) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.291 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 48.82 0.98 0.10 32 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 12.69 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 61.51 SUBAREA RUNOFF(CFS) = 226.60 EFFECTIVE AREA(ACRES) = 97.79 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 97.79 PEAK FLOW RATE(CFS) = 363.01 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< -_>>>>>USING_COMPUTER-ESTIMATED_PIPESIZE-(NON-PRESSURE_FLOW)<<«<_-__--__--- v- ELEVATION DATA: UPSTREAM'TFEET�-100.-00-D0WXSTREAX(FEET)r FLOW LENGTH(FEET) = 1303.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.92 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 363.01 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 11.98 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 322.00 = 3979.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 322.00 IS CODE = 81 ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.101 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 38.02 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 38.02 SUBAREA RUNOFF(CFS) = 120.31 EFFECTIVE AREA(ACRES) = 135.81 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 135.81 PEAK FLOW RATE(CFS) = 466.58 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 FLOW PROCESS FROM NODE 322.00 TO NODE 323.00 IS CODE _ __ ------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< -->>>>>USING-COMPUTER-ESTIMATED-PIPESIZE-(NON-PRESSURE-FLOW)<<«<----------- ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 59.87 FLOW LENGTH(FEET) = 1337.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.28 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 466.58 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 12.83 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 323.00 = 5316.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 81 ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 12.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.936 SUBAREA LOSS RATE DATA(AMC II): -DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 39.29 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 _ SUBAREA-- REKIA=SR -=-----3 9-29 SUttARE7.�-RLTi OFF (CFS ) `i1 u : 50 EFFECTIVE AREA(ACRES) = 175.10 AREA -AVERAGED Fm(INCH FRR) 0.35 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 175.10 PEAK FLOW RATE(CFS) = 564.93 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** --FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 IS CODE = 15.1 >> >>>DEFINE MEMORY BANK # 3 <<<<< PEAK FLOWRATE TABLE FILE NAME: A:\0409.pft MEMORY BANK # 3 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 910.72 16.55 0.98( 0.23) 0.24 309.2 401.00 TOTAL, AREA(ACRES) = 309.17 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 409.00 = 7359.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 IS CODE = 14.0 -- ---------------------------------------------------------------------- >> >>>MEMORY BANK # 3 COPIED ONTO MAIN -STREAM MEMORY<< <<< MAIN -STREAM MEMORY DEFINED AS FOLLOWS. Ae HEADWATER STREAM Q Tc Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 910.72 16.55 0.98( 0.23) 0.24 309.2 401.00 TOTAL AREA(ACRES) = 309.17 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 409.00 = 7359.20 FEET. **************************************************************************** !! FLOW PROCESS FROM NODE 409.00 TO NODE 323.00 IS CODE = 31 ---------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< >> >>>USING COMPUTER -ESTIMATED _PIPESIZE_(NON_PRESSURE-FLOW)<<«<---------_- ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 96.17 FLOW LENGTH(FEET) = 1236.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 126.0 INCH PIPE IS 92.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.34 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 910.72 PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 18.09 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 323.00 = 8595.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 11 ---------------------------------------------------------------------------- -_>>>>>CONFLUENCE-MEMORY-BANK-#_2_WITH_THE-MAIN-STREAM-MEMORY<<<<<-_-_--___- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 910.72 18.09 3.203 0.98( 0.23) 0.24 309.2 401.00 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 323.00 = 8595.20 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 564.93 12.83 3.936 0.98( 0.35) 0.36 175.1 317.00 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 323.00 = 5316.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1370.28 12.83 3.936 0.98( 0.29) 0.29 394.3 317.00 2 1360.05 18.09 3.203 0.98( 0.28) 0.28 484.3 401.00 TOTAL AREA(ACRES) = 484.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1370.28 Tc(MIN.) = 12.830 EFFECTIVE AREA(ACRES) = 394.34 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 484.27 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 323.00 = 8595.20 FEET. FLOW PROCESS FROM NODE 323.00 TO NODE 324.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< = —ELEVATION DATA. UPSTREAM(FEET) - 100.00 DOWNSTREAM(FEET ) 63.72 FLOW LENGTH(FEET) = 1511.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 78.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 31.24 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1370.28 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 13.64 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 324.00 = 10107.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 81 ------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 13.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.795 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 39.38 0.98 0.60 32 ---SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 39.38 SUBAREA RUNOFF(CFS) = 113.77 EFFECTIVE AREA(ACRES) = 433.72 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 523.65 PEAK FLOW RATE(CFS) = 1370.28 _4--J-NOTE-:-PEAIC-'FLOW-RA'fE-DEFA =h -TO -UP 1 V SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 325.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 85.29 FLOW LENGTH(FEET) = 1131.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 87.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.87 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1370.28 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 14.40 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 325.00 = 11238.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.674 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp- Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 74.51 0.98 0.10 32 COMMERCIAL RESIDENTIAL B 1.56 0.75 0.10 56 " "3-4 DWELLINGS/ACRE A 14.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.18 SUBAREA AREA(ACRES) = 90.77 SUBAREA RUNOFF(CFS) = 285.73 EFFECTIVE AREA(ACRES) = 524.50 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 614.42 PEAK FLOW RATE(CFS) = 1597.52 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 --------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATION(MIN.) = 14.40 RAINFALL INTENSITY(INCH/HR) = 3.67 AREA -AVERAGED Fm(INCH/HR) = 0.29 . AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.30 EFFECTIVE STREAM AREA(ACRES) = 524.50 TOTAL STREAM AREA(ACRES) = 614.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1597.52 .-_. *-*-W* iF***it*******ic*****ic is is it is *ic•icx * ic'ie it it it �c tir +`c a. x•i*°a�n--- FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE = 21 --------------------------------------------------------------------------- 4K >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW -LENGTH (FEET) = 382.60 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 88.33 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.593 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.869 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 10.19 0.98 0.10 32 6.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 52.93 TOTAL AREA(ACRES) = 10.19 PEAK FLOW RATE(CFS) = 52.93 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 328.00 IS CODE = 31 -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< q >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 86.94 FLOW LENGTH(FEET) = 553.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES 0 PIPE -FLOW VELOCITY(FEET/SEC.) = 14.07 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.93 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 7.25 LONGEST FLOWPATH FROM NODE 326.00 TO NODE 328.00 = 935.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE = 81 ------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< MAINLINE Tc(MIN) = 7.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.545 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 11.68 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 11.68 SUBAREA RUNOFF(CFS) = 57.26 EFFECTIVE AREA(ACRES) = 21.87 AREA -AVERAGED Fm(INCH/HR) = 0.10 -AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 21.87 PEAK FLOW RATE(CFS) = 107.21 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 �A FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 31 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 70.86 FLOW LENGTH(FEET) = 971.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.13 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.21 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 8.14 LONGEST FLOWPATH FROM NODE 326.00 TO NODE 329.00 = 1907.00 FEET. FLOW PROCESS FROM NODE 329.00 TO NODE 329.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 8.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.171 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 11.97 0.98 0.10 32 COMMERCIAL B 10.00 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 21.97 SUBAREA RUNOFF(CFS) = 100.53 EFFECTIVE AREA(ACRES) = 43.84 AREA -AVERAGED Fm(INCH/HR) = 0.09 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.10 TOT3_L AREA(ACRES) = 43.84 PEAK FLOW RATE(CFS) SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; IHR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 --FLOW PROCESS FROM NODE 329.00 TO NODE 330.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 91.14 �r FLOW LENGTH(FEET) = 506.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.41 �.r ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 200.40 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 326.00 TO NODE 330.00 = 2413.50 FEET. FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< to MAINLINE Tc(MIN) = 8.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.995 SUBAREA LOSS RATE DATA(AMC II): --`�DI;VELO-PMEN=YPE j -gCS-"SOTr - AREK" Fp LAND USE GROUP (ACRES) (INCH HR) (DECIMAL) CN COMMERCIAL A 0.63 0.98 0.10 32 COMMERCIAL B 19.23 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 19.86 SUBAREA RUNOFF(CFS) = 87.93 EFFECTIVE AREA(ACRES) = 63.70 AREA -AVERAGED Fm(INCH/HR) = 0.09 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) = 281.36 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 325.00 IS CODE = 31 -_ >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) 100.00 DOWNSTREAM(FEET) = 89.89 FLOW LENGTH(FEET) = 552.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.22 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 281.36 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 9.11 LONGEST FLOWPATH FROM NODE 326.00 TO NODE 325.00 = 2966.00 FEET. FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 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.) = 9.11 RAINFALL INTENSITY(INCH/HR) = 4.84 AREA -AVERAGED Fm(INCH/HR) = 0.09 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 63.70 TOTAL STREAM AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 281.36 ** CONFLUENCE DATA ** ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) NODE (ACRES) NODE ► 1 1597.52 14.40 3.674 0.97( 0.29) 0.30 524.5 317.00 1 1529.57 19.66 3.047 0.97( 0.28) 0.29 614.4 401.00 2 281.36 9.11 4.835 0.87( 0.09) 0.10 63.7 326.00 �. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 4ft ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE i 1 1638.76 9.11 4.835 0.97( 0.26) 0.27 395.5 326.00 _ 21810.04 14.40 3 :674 0-97 (-uT)-"07. aff -"58-8`2 31:7 :-0' 3 1704.97 19.66 3.047 0.97( 0.26) 0.27 678.1 401.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1810.04 Tc(MIN.) = 14.40 w EFFECTIVE AREA(ACRES) = 588.20 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 678.12 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 325.00 = 11238.80 FEET. FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 71 .:------------- --------------------------------- ------------------- >>>>>PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT-HYDROGRAPH METHOD<< <<< >> >>>USING TIME -OF -CONCENTRATION OF LONGEST FLOWPATH<<<<< 1 UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.56;30M= 1.16;1H= 1.53;3H= 3.06;6H= 4.74;24H=11.00 S -GRAPH: VALLEY(DEV.)= 45.6t;VALLEY(UNDEV.)/DESERT= 0.00i MOUNTAIN= 0.0%;FOOTHILL= 54.4%;DESERT(UNDEV.)= 0.00i Tc(HR) = 0.33; LAG(HR) = 0.26; Fm(INCH/HR) = 0.21; Ybar = 0.17 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.97; 30M = 0.97; 1HR = 0.97; 3HR = 1.00; 6HR = 1.00; 24HR= 1.00 UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 678.12 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 325.00 = 11238.80 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca/L=0.3,n=.0131; Lca/L=0.4,n=.0117; Lca/L=0.5,n=.0108;Lca/L=0.6,n=.0100 TIME OF PEAK FLOW(HR) = 16.33 RUNOFF VOLUME(AF) = 538.01 .a UNIT-HYDROGRAPH METHOD PEAK FLOW RATE(CFS) = 1837.79 RATIONAL METHOD PEAK FLOW RATE(CFS) = 1810.04 (UPSTREAM NODE PEAK FLOW RATE(CFS) = 1810.04) PEAK FLOW RATE(CFS) USED = 1837.79 H, **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 331.00 IS CODE = 31 --------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< _->>>>>USING-COMPUTER-ESTIMATED-PIPESIZE_(NON-PRESSURE-FLOW)<<«<-_---__-_-- ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 54.31 FLOW LENGTH(FEET) = 2367.5D MANNING'S N = 0.013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 87.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 31.33 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1837.79 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 20.92 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 331.00 = 13606.30 FEET. FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 81 e,t ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -MAINLINE Tc(MIN) = 20.92 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.936 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 44 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 8.54 0.98 0.10 32 COMMEI;rCra=--- SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.57;30M= 1.16;1H= 1.53;3H= 3.06;6H= 4.74;24H=11.00 S -GRAPH: VALLEY(DEV.)= 43.4%;VALLEY(UNDEV.)/DESERT= 0.001 MOUNTAIN= 0.0%;FOOTHILL= 54.4%;DESERT(UNDEV.)= 2.2% Tc(HR) = 0.35; LAG(HR) = 0.28; Fm(INCH/HR) = 0.21; Ybar = 0.17 *► USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.97; 30M = 0.97; 1HR = 0.97; ik 3HR = 1.00; 6HR = 1.00; 24HR= 1.00 UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 712.09 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 331.00 = 13606.30 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca/L=0.3,n=.0154; Lca/L=0.4,n=.0138; Lca/L=0.5,n=.0127;Lca/L=0.6,n=.0119 ! TIME OF PEAK FLOW(HR) = 16.08 RUNOFF VOLUME(AF) = 646.43 UNIT-HYDROGRAPH PEAK FLOW RATE(CFS) = 1843.08 TOTAL AREA(ACRES) = 712.09 PEAK FLOW RATE(CFS) = 1843.08 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 11 ---------------------------------------------------------------------------- -->>>>>CONFLUENCE-MEMORY_BANK-#-1_WITH-THE-MAIN-STREAM-MEMORY<<<<<___-___--_ ** MAIN STREAM CONFLUENCE DATA ** - PEAK FLOW RATE(CFS) = 1843.08 Tc(MIN.) = 20.92 AREA -AVERAGED Fm(INCH/HR) = 0.21 Ybar = 0.17 TOTAL AREA ( ACRES ) = 712.09 _-- - LONGEST FLOWPATH FROM NODE 401.00 TO NODE 331.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.57;30M= 1.17;1H= 1.55;3H= 3.12;6H= 4.87;24H=11.74 S -GRAPH: VALLEY(DEV.)= 24.0%;VALLEY(UNDEV.)/DESERT= 0.0 MOUNTAIN= 0.0%;FOOTHILL= 76.0%;DESERT(UNDEV.)= 0.006 Tc(HR) = 0.41; LAG(HR) = 0.33; Fm(INCH/HR) = 0.24; Ybar = 0.17 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; err 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1289.07 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca/L=0.3,n=.0310; Lca/L=0.4,n=.0278; Lca/L=0.5,n=.0256;Lca/L=0.6,n=.0238 -TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 1085.58 PEAK FLOW RATE(CFS) = 3095.57 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 152 -- »»> ORE -PEA, FLUvyRAT TA-Bj-.L'""1-V 1'H t 1Lri«C< PEAK FLOWRATE TABLE FILE NAME: A:\0331.pft END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1289.07 TC(MIN.) = 24.63 AREA -AVERAGED Fm(INCH/HR)= 0.24 Ybar = 0.17 PEAK FLOW RATE(CFS) = 3095.57 END OF INTEGRATED RATIONAL/UNIT-HYDROGRAPH METHOD ANALYSIS 1 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1200.56 20.72 2.953 0.62( 0.52) 0.83 504.2 310.00 2 1195.23 24.63 2.662 0.63( 0.52) 0.83 577.0 301.00 16415.40 FEET. LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: UNIT-HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.57;30M= 1.17;1H= 1.55;3H= 3.12;6H= 4.87;24H=11.74 S -GRAPH: VALLEY(DEV.)= 24.0%;VALLEY(UNDEV.)/DESERT= 0.0 MOUNTAIN= 0.0%;FOOTHILL= 76.0%;DESERT(UNDEV.)= 0.006 Tc(HR) = 0.41; LAG(HR) = 0.33; Fm(INCH/HR) = 0.24; Ybar = 0.17 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; err 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT-INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1289.07 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca/L=0.3,n=.0310; Lca/L=0.4,n=.0278; Lca/L=0.5,n=.0256;Lca/L=0.6,n=.0238 -TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 1085.58 PEAK FLOW RATE(CFS) = 3095.57 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 152 -- »»> ORE -PEA, FLUvyRAT TA-Bj-.L'""1-V 1'H t 1Lri«C< PEAK FLOWRATE TABLE FILE NAME: A:\0331.pft END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1289.07 TC(MIN.) = 24.63 AREA -AVERAGED Fm(INCH/HR)= 0.24 Ybar = 0.17 PEAK FLOW RATE(CFS) = 3095.57 END OF INTEGRATED RATIONAL/UNIT-HYDROGRAPH METHOD ANALYSIS 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE -(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1224 Analysis prepared by: SAN BERNARDINO COUNTY TRANSPORTATION / FLOOD CONTROL DEPARTMENT WATER RESOURCES DIVISION ************************** DESCRIPTION OF STUDY ************************** San Sevaine Channel Hydrology -Ultimate Conditions it * 100 yr Return Frequency * Revised Land Use per City's Alt. 4 Land Use Map FILE NAME: A:\SS04R.DAT ---TIME/DATE OF STUDY: 09:18 10/15/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------- '� --*TIME-OF-CONCENTRATION MODEL*-- -^`�JSE51>ECZF'iE15 SfiCJR1E�TENT-(EAff) = 1-00`OO.vv SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4970 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* UNIT-HYDROGRAPH MODEL SELECTIONS/PARAMETERS: WATERSHED LAG = 0.80 * Tc VALLEY(DEVELOPED) S -GRAPH USED. PRECIPITATION DATA ENTERED ON SUBAREA BASIS. SIERRA MADRE DEPTH -AREA FACTORS USED. *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ! INITIAL SUBAREA FLOW-LENGTH(FEET) = 1432.30 4 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 57.03 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.217 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.094 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FpAp SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 44 COMMERCIAL A 17.09 0.98 0.10 32 11.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 61.47 TOTAL AREA(ACRES) = 17.09 PEAK FLOW RATE(CFS) = 61.47 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.56; 30M = 1.15; 1HR = 1.52; 3HR = 3.05; 6HR = 4.75; 24HR =11.01 tom, **************************************************************************** r FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 83.68 FLOW LENGTH(FEET) = 444.60 MANNING'S N = 0.013 fm DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES 46 PIPE -FLOW VELOCITY(FEET/SEC.) = 17.34 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 low .,--PIPE-FLOW(CFS) = 61.47 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 11.64 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1876.90 FEET. FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.004 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN o' COMMERCIAL A 11.63 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 11.63 SUBAREA RUNOFF(CFS) = 40.89 EFFECTIVE AREA(ACRES) = 28.72 AREA -AVERAGED Fm(INCH/HR) = 0.10 lk AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 28.72 PEAK FLOW RATE(CFS) = 100.96 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; IHR = 1.54; 3HR = 3.07; 6HR = 4.75; 24HR =11.00 FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------------------------------------------- - ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 86.62 FLOW LENGTH(FEET) = 514.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.89 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.96 PIPE TRAVEL TIME (MIN. ) = 0.51 Tc(MIN.) = 12.15 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 404.00 -==T. FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 81 -------------------------------------------------------- Opt >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 12.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.902 SUBAREA LOSS RATE DATA (AMC -II) :- - -- - - -- DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 21.23 0.98 0.10 32 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 3.54 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.17 ++ SUBAREA AREA(ACRES). = 24.78 SUBAREA RUNOFF(CFS) = 83.29 EFFECTIVE AREA(ACRES) = 53.50 AREA -AVERAGED Fm(INCH/HR) = 0.13 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 53.50 PEAK FLOW RATE(CFS) = 181.64 ---SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.54; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 im **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- �- »»>CC�M�P Jam' `E -PrP t''��JW"1'RAV�L '1'21-'1'ritCU`SUlititCEA««< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 91.23 FLOW LENGTH(FEET) = 328.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 181.64 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 405.00 = 2720.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 12.43 A� * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.850 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 37.48 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 37.48 SUBAREA RUNOFF(CFS) = 126.58 EFFECTIVE AREA(ACRES) = 90.98 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 90.98 PEAK FLOW RATE(CFS) = 305.71 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.54; 30M = 1.10; 1HR = 1.45; 3HR = 3.00; 6HR = 4.75; 24HIR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 31 --------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -_>>>>>USING_COMPUTER-ESTIMATED-PIPESIZE-(NON-PRESSURE-FLOW)<<«<___-_------ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 76.02 FLOW LENGTH(FEET) = 781.10 MANNING'S N = 0.013 111 DEPTH OF FLOW IN 54.0 INCH -PIPE IS 40.4 INCHES tri PIPE -FLOW VELOCITY(FEET/SEC.) = 23.93 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 305.71 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 12.97 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 406.00 = 3501.30 FEET. iw FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 12.97 * 100 YEAR RAINFALL INTTENSITY(INCH/HR) = 3.752 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 29.99 0.98 0.10 32 RESIDENTIAL _-"�3=4-DWELliINLi5�1�CRE'��_`- A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp INCH HR = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.33 SUBAREA AREA(ACRES) = 54.90 SUBAREA RUNOFF(CFS) = 169.66 EFFECTIVE AREA(ACRES) = 145.88 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.20 tri TOTAL AREA(ACRES) = 145.88 PEAK FLOW RATE(CFS) = 467.37 "m SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): L 5M 0.56; 30M = 1.14; 1HR = 1.50; 3HR = 3.04; 6HR = 4.75; 24HR =11.00 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 56.78 OR FLOW LENGTH(FEET) = 1305.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 27.45 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 467.37 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 13.76 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 407.00 = 4806.90 FEET. FLOW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = 81 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 13.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.621 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 38.21 0.98 0.60 32 COMMERCIAL A 42.31 0.98 0.10 32 �1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.34 SUBAREA AREA(ACRES) = 80.52 SUBAREA RUNOFF(CFS) = 238.59 EFFECTIVE AREA(ACRES) = 226.40 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 226.40 PEAK FLOW RATE(CFS) = 688.74 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.55; 30M = 1.13; 1HR = 1.49; 3HR = 3.03; 6HR = 4.74; 24HR =11.00 iw FLOW PROCESS FROM NODE 407.00 TO NODE 408.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< im » >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 60.04 6+ FLOW LENGTH(FEET) = 1318.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 56.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 28.94 j ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 r�-r�i3Ow (CFS) = 688-.74 RPM PIPE TRAVEL TIME MIN. = 0.76 Tc MIN. = 14.52 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 408.00 = 6125.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.52 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.506 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 63.28 0.98 0.10 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 19.49 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.22 SUBAREA AREA(ACRES) = 82.77 SUBAREA RUNOFF(CFS) = 245.39 EFFECTIVE AREA(ACRES) = 309.17 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.24 TOTAL AREA(ACRES) = 309.17 PEAK FLOW RATE(CFS) = 910.72 SUBAREA AREA -AVERAGED RAINFALL DEPTH(INCH): 5M = 0.55; 30M = 1.13; 1HR = 1.50; 3HR = 3.00; 6HR = 4.66; 24HR =11.00 **************************************************************************** --FLOW- ----------------------------8.--------------------------------- - ---- PROCESSFROMNODE40800 -TO -NODE ----409_00 -IS -CODE -_--31---------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< I ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 98.15 FLOW LENGTH(FEET) = 1233.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 144.0 INCH PIPE IS 106.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.15 ESTIMATED PIPE DIAMETER(INCH) = 144.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 910.72 PIPE TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 16.55 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 409.00 = 7359.20 FEET. FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 IS CODE = 152 ---------------------------------------------------------------------------- >>>>>STORE PEAK FLOWRATE TABLE TO A FILE<< <<< -------------------------------- PEAK FLOWRATE TABLE FILE NAME: A:\0409.pft END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 309.17 TC(MIN.) = 16.55 * EFFECTIVE AREA(ACRES) = 309.17 AREA -AVERAGED FM(INCH/HR)= 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.24 PEAK FLOW RATE(CFS) = 910.72 ------------------------------------------------------------------------ �w--------------------- ------------------------- -------------------------------- iI END OF RATIONAL METHOD ANALYSIS 1 H 0 w Aae rAsc 937 South Via Lata, Suite 500 SHEET OF Colton, CA 92324 E N G I N E E R I N G (909) 783-0101 • Fax (909) 783-0108 1Aw! ENGINEER DATE JOB # CALC. BY SUBJECT CHECKED BY rs Yrl e� 33 ) S7 CES k = Zy, 60.3 4-f= 1ZSy,07 4r . y = o,17 to ,r = 0/, q /q 4- 0, 9 A (I -Fw) :' 70 ui:D ccSjZ Derv -,e "z 1voDi- -331 APPENDIX "B": HYDRAULIC CALCULATIONS FOR THE HAWKER CRAWFORD CHANNEL �1 0 H- 0 APPENDIX "B-1": WSPGN ANALYSIS FOR THE HAWKER CRAWFORD CHANNEL P• Jnr 0 0 J A 0 0 0 0 T1 T2 T3 SO TS TS R R TS JX WX R R WE TS R TS WX R WE TS R R SH CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD PTS PTS PTS PTS 4 COYOTE CANYON 52635 0 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM GOND. W/LINE A FILENAME: HCINT.WSN DATE:06/18/02 A. TORREYSON 965.87 583.00 7 605.80 1065.87 583.50 5 .035 .000 1165.87 584.00 4 .035 .000 1509.75 612.26 4 .035 .000 1589.52 618.82 4 .035 -3.516 1679.52 626.22 10 .015 -3.967 1704.47 628.27 2 3 .014 1337.00 628.27 00.0 1704.47 628.27 1 1812.49 631.50 1 .014 -6.423 1845.47 632.17 1 .014 .000 1845.47 632.17 2 .250 .000 1890.47 633.50 6 .015 .000 3507.45 681.83 6 .015 .000 3552.45 683.16 67 .014 .000 3552.45 683.16 66 4112.00 699.79 66 .014 .000 4112.00 699.79 67 .250 .000 4157.00 701.25 6 .015 .000 4386.23 708.36 6 .015 .000 4486.23 718.36 6 .015 .000 4486.23 718.36 6 727.36 1 3 1 1.00 8.00 25.00 .00 .00 .0 2 2 0 .00 8.00 25.00 .00 .00 .0 3 3 0 .00 8.00 10.00 .00 .00 .0 4 1 0 .00 12.00 12.00 2.00 2.00 .0 5 1 0 .00 62.00 12.00 2.00 2.00 .0 6 1 0 .00 12.00 12.00 1.50 1.50 .0 7 1 0 .00 20.00 112.00 3.00 3.00 .0 8 4 1 .00 9.50 .00 .00 .00 .0 9 1 0 .00 10.00 12.00 1.50 1.50 .0 10 2 0 .00 8.00 36.75 .00 .00 .0 11 1 0 .00 10.00 80.00 1.50 1.50 .0 24 4 1 .00 2.00 .00 .00 .00 .0 30 4 1 .00 2.50 .00 .00 .00 .0 36 4 1 .00 3.00 .00 .00 .00 .0 42 4 1 .00 3.50 .00 .00 .00 .0 48 4 1 .00 4.00 .00 .00 .00 .0 54 4 1 .00 4.50 .00 .00 .00 .0 60 4 1 .00 5.00 .00 .00 .00 .0 66 3 1 1.00 8.00 29.00 .00 .00 .0 67 2 0 .00 8.00 29.00 .00 .00 .0 68 5 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 6819340.11728.00347.19728.00349.15727.00351.46726.00355.20725.00 357.30724.00360.45723.00362.37722.00365.71721.00368.00720.15 378.00720.15381.72721.00384.57722.00387.28723.00389.68724.00 391.72725.00394.04726.00404.00726.00410.00729.00 5727.00 .0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .00 .00 .fts t"11all U.11 Eli sit IRS Vj Vi 9,71 Eli W S P G N - EDIT LISTING - Version 6.0 Date: 6-20-2003 Time: 8: 6:25 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 3 1 1.00 8.00 25.00 .00 .00 .00 CD 2 2 0 .00 8.00 25.00 .00 CD 3 3 0 .00 8.00 10.00 .00 .00 .00 CD 4 1 0 .00 12.00 12.00 2.00 2.00 .00 CD 5 1 0 .00 62.00 12.00 2.00 2.00 .00 CD 6 1 0 .00 12.00 12.00 1.50 1.50 .00 CD 7 1 0 .00 20.00 112.00 3.00 3.00 .00 CD 8 4 1 9.50 CD 9 1 0 .00 10.00 12.00 1.50 1.50 .00 CD 10 2 0 .00 8.00 36.75 .00 CD 11 1 0 .00 10.00 80.00 1.50 1.50 .00 CD 24 4 1 2.00 CD 30 4 1 2.50 CD 36 4 1 3.00 CD 42 4 1 3.50 CD 48 4 1 4.00 CD 54 4 1 4.50 CD 60 4 1 5.00 CD 66 3 1 1.00 8.00 29.00 .00 .00 .00 CD 67 2 0 .00 8.00 29.00 .00 CD 68 5 0 .00 W S P G N - EDIT LISTING - Version 6.0 Date: WATER SURFACE PROFILE - CROSS SECTION POINT LISTING PAGE 2 CARD SECT NO OF X(1) Y(1) X(2) Y(2) X(3) , Y(3) X(4) , Y(4) X(5) Y(5) X(6) , Y(6) X(7) , Y(7) CODE NO POINTS X(8) Y(8) X(9) Y(9) X(10) ,Y(10) X(11) ,Y(11) X(N) Y(N) X(N+1),Y(N+1) X(35) ,Y(35) PTS 68 19 340.11 728.00 347.19 728.00 349.15 727.00 351.46 726.00 355.20 725.00 357.30 724.00 360.45 723.00 PTS 362.37 722.00 365.71 721.00 368.00 720.15 378.00 720.15 381.72 721.00 384.57 722.00 387.28 723.00 PTS 389.68 724.00 391.72 725.00 394.04 726.00 404.00 726.00 410.00 729.00 i s ff"_ ) U., l t", I ".' > `� �. , a W S P G N PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - COYOTE CANYON 52635 HEADING LINE NO 2 IS - WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM GOND. W/LINE A HEADING LINE NO 3 IS - FILENAME: HCINT.WSN DATE:06/18/02 A. TORREYSON W S P G N PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 965.87 583.00 7 605.80 ELEMENT NO 2 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1065.87 583.50 5 .035 .000 .000 ELEMENT NO 3 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1165.87 584.00 4 .035 .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1509.75 612.26 4 .035 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1589.52 618.82 4 .035 1299.911 -3.516 .000 0 ELEMENT NO 6 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1679.52 626.22 10 .015 1299.879 -3.967 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1704.47 628.27 2 3 0 .014 1337.00 .00 628.27 .00 .00 .00 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A WALL EXIT U/S DATA STATION INVERT SECT 1704.47 628.27 1 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1812.49 631.50 1 .014 963.583 -6.423 .000 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1845.47 632.17 1 .014 .000 .000 .000 0 ELEMENT NO 11 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1845.47 632.17 2 .250 ELEMENT NO 12 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1890.47 633.50 6 .015 .000 .000 W S P G N PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3507.45 681.83 6 .015 .000 .000 .000 0 ELEMENT NO 14 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 3552.45 683.16 67 .014 .000 .000 ELEMENT NO 15 IS A WALL EXIT U/S DATA STATION INVERT SECT 3552.45 683.16 66 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4112.00 699.79 66 .014 .000 .000 .000 0 ELEMENT NO 17 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 4112.00 699.79 67 .250 ELEMENT NO 18 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 4157.00 701.25 6 .015 .000 .000 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4386.23 708.36 6 .015 .000 .000 .000 0 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4486.23 718.36 6 .015 .000 .000 .000 0 ELEMENT NO 21 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 4486.23 718.36 6 727.36 W S P G N- CIVILDESIGN Vers 6.0 PAGE 1 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-20-2003 Time: 8: 6:28 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:06/18/02 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev I (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR (Type Ch 965.87 I I 583.00 I I 22.800 605.800 7064.0 I 1.72 I .046 I 605.846 .00 I 4.764 I 248.80 I I I 20.00 112.00 3.00 I 0 .0 TRANS STR .00500 I I I .000389 .04 22.80 .074 .035 3.00 I_ TRAP 1065.87 583.50 I 21.965 605.465 7064.0 I 5.75 I .513 I 605.978 .00 I 12.415 I 99.86 I I I 62.00 12.00 2.00 I 0 .0 TRANS STR .00500 I I I .000775 .08 21.96 .289 .035 2.00 I_ TRAP 1165.87 584.00 I 21.511 605.511 7064.0 I 5.97 I .553 I 606.064 .00 I 12.415 I 98.04 I I I 12.00 12.00 2.00 I 0 .0 6.31 .08218 I I I .000869 .01 21.51 .303 7.710 .035 2.00 I_ TRAP 1172.18 584.52 I 20.943 605.461 7064.0 I 6.26 I .608 I 606.070 .00 I 12.415 I 95.77 I I I 12.00 12.00 2.00 I 0 .0 6.08 .08218 I i I .000987 .01 20.94 .321 7.710 .035 2.00 I_ TRAP 1178.26 -I- 585.02 -I- I 20.388 605.406 -I- 7064.0 I 6.57 I .669 I 606.076 .00 I 12.415 I 93.55 I I I 12.00 12.00 2.00 I 0 .0 5.85 .08218 I I -I- -i- -I- -I- .001121 -I- .01 -I- 20.39 -I- .341 -I- 7.710 -I- -I- .035 2.00 1- TRAP 1184.12 585.50 I I 19.846 605.346 7064.0 I 6.89 I .736 I 606.082 .00 I 12.415 I 91.39 I I I 12.00 12.00 2.00 I 0 .0 5.62 .08218 I I I .001273 .01 19.85 .362 7.710 .035 2.00 I_ TRAP 1189.74 585.96 I 19.318 605.279 7064.0 I 7.22 I .810 I 606.089 .00 I 12.415 I 89.27 I I I 12.00 12.00 2.00 I 0 .0 5.39 .08218 I I I I .001445 .01 19.32 .384 7.710 .035 2.00 I_ TRAP 1195.13 586.40 18.802 605.206 7064.0 I 7.57 I .891 I 606.097 .00 I 12.415 I 87.21 I I I 12.00 12.00 2.00 I 0 .0 1.72 .08218 I I I I .001570 .00 18.80 .408 7.710 .035 2.00 I_ TRAP 1196.85 586.55 18.636 605.182 7064.0 I 7.69 I .919 I 606.101 .00 I 12.415 I 86.54 I I I 12.00 12.00 2.00 I 0 .0 HYDRAULIC JUMP I_ W S P G N- CIVILDESIGN Vers 6.0 PAGE 2 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-20-2003 Time: 8: 6:28 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:06/18/02 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.) Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR (Type Ch 1196.85 I I 586.55 I I 7.637 594.183 7064.0 I 33.92 I 17.861 I 612.044 .00 I 12.415 I 42.55 I I I 12.00 12.00 2.00 I 0 .0 157.79 .08218 I I .089473 14.12 7.64 2.701 7.710 .035 2.00 I_ TRAP 1354.64 -I- 599.51 -I- I I 7.480 606.993 -I- -I- 7064.0 I 35.03 I 19.056 I 626.049 .00 I 12.415 I 41.92 I I I 12.00 12.00 2.00 I 0 .0 95.29 .08218 I I -I- -I- -I- .099804 -I- 9.51 -I- 7.48 -I- 2.815 -I- 7.710 -I- -I- .035 2.00 1- TRAP 1449.92 607.34 I I 7.253 614.597 7064.0 I 36.74 I 20.962 I 635.559 .00 I 12.415 I 41.01 I I I 12.00 12.00 2.00 I 0 .0 59.83 .08218 I I .113532 6.79 7.25 2.990 7.710 .035 2.00 I_ TRAP 1509.75 612.26 I I 7.033 619.293 7064.0 i 38.53 I 23.058 I 642.351 1.85 I 12.415 I 40.13 I I I 12.00 12.00 2.00 I 0 .0 43.66 .08224 I I I .128959 5.63 8.88 3.177 7.709 .035 2.00 I_ TRAP 1553.41 615.85 I 6.823 622.673 7064.0 I 40.37 I 25.308 I 647.982 1.99 I 12.415 I 39.29 I I I 12.00 12.00 2.00 I 0 .0 36.11 .08224 I I .146526 5.29 8.81 3.371 7.709 .035 2.00 I_ TRAP 1589.52 618.82 I I 6.613 625.433 7064.0 I 42.34 I 27.839 I 653.272 2.14 I 12.415 I 38.45 I I I 12.00 12.00 2.00 I 0 .0 TRANS STR .08222 I .028233 2.54 8.75 3.582 .015 2.00 I_ TRAP 1679.52 I 626.22 I I 4.782 631.002 7064.0 I 40.20 I 25.090 I 656.092 .00 I 10.469 I 36.75 I I I 8.00 36.75 .00 I 0 .0 JUNCT STR .08217 I I I .023608 .59 6.20 3.239 .014 .00 I_ RECTANG 1704.47 628.27 I 5.721 633.991 5727.0 I 40.04 I 24.893 I 658.885 1.29 I 11.768 I 25.00 I I I 8.00 25.00 .00 I 0 .0 WALL EXIT I_ 1704.47 _I_ I I 628.27 _I_ I I 5.975 634.245 _I_ 5727.0 I 39.94 I 24.767 I 659.012 I 1.23 8.000 I 25.00 I I I 8.00 25.00 .00 I 1 1.0 108.02 .02990 _I_ _I_ _I_ _I_ .033167 _I_ 3.58 _I_ 7.21 _I_ 2.939 _I_ 6.187 _I_ _I_ .014 .00 1- BOX W S P G N- CIVILDESIGN Vers 6.0 PAGE 3 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-20-2003 Time: 8: 6:28 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:06/18/02 A. TORREYSON Invert Depth Water ( Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR (Type Ch 1812.49 I I 631.50 I I 5.927 637.427 5727.0 I 40.26 I 25.168 I 662.595 .00 I 8.000 I 25.00 I I I 8.00 25.00 .00 I 1 1.0 32.98 .02032 I I I .033978 1.12 5.93 2.974 7.166 .014 .00 I_ BOX 1845.47 632.17 I 5.868 638.038 5727.0 I 40.67 I 25.678 I 663.716 .00 I 8.000 I 25.00 I I I 8.00 25.00 .00 I 1 1.0 WALL ENTRANCE I_ 1845.47 I I 632.17 I I 5.357 637.527 5727.0 I 42.76 I 28.391 I 665.918 .00 I 11.768 I 25.00 I I I 8.00 25.00 .00 I 0 .0 TRANS STR .02956 I I .030688 1.38 5.36 3.256 .015 .00 I_ RECTANG 1890.47 633.50 I I 6.326 639.826 5727.0 I 42.13 I 27.557 I 667.383 .00 I 12.141 I 30.98 I I I 12.00 12.00 1.50 I 0 .0 947.56 .02989 I I .028004 26.54 6.33 3.544 6.300 .015 1.50 I_ TRAP 2838.03 661.82 I I 6.489 668.310 5727.0 I 40.61 I 25.610 I 693.921 .00 I 12.141 I 31.47 I I I 12.00 12.00 1.50 I 0 .0 430.88 .02989 I I .024988 10.77 6.49 3.381 6.300 .015 1.50 I_ TRAP 3268.91 674.70 I I 6.705 681.406 5727.0 I 38.72 I 23.282 I 704.687 .00 I 12.141 I 32.12 I I I 12.00 12.00 1.50 I 0 .0 238.54 .02989 I .021949 5.24 6.71 3.180 6.300 .015 1.50 I_ TRAP 3507.45 I 681.83 i I 6.928 688.758 5727.0 I 36.92 I 21.165 I 709.923 .00 I 12.141 I 32.78 I I I 12.00 12.00 1.50 I 0 .0 TRANS STR .02956 I I .019962 .90 6.93 2.991 .014 1.50 I_ TRAP 3552.45 683.16 I I 5.147 688.307 5727.0 I 38.37 I 22.856 I 711.163 .00 I 10.660 I 29.00 I I I 8.00 29.00 .00 I 0 .0 WALL EXIT I_ 3552.45 _I_ I I 683.16 _I_ I I 5.342 688.502 _I_ 5727.0 I 38.29 I 22.761 I 711.264 .00 I 8.000 I 29.00 I I I 8.00 29.00 .00 I 1 1.0 559.55 .02972 _I_ _I_ _I_ _I_ .029616 _I_ 16.57 _I_ 5.34 _I_ 2.971 _I_ 5.339 _I_ _I_ .014 .00 I- BOX W S P G N- CIVILDESIGN Vers 6.0 PAGE 4 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-20-2003 Time: 8: 6:28 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM COND. W/LINE A FILENAME: HCINT.WSN DATE:06/18/02 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev(CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope) I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR (Type Ch *********I********I********I*********I*********I*******I********I*********I*******I********I********I*******I*******I*****I******* 411Z.UU 699.79 5.350 705.140 5727.0 38.23 22.696 727.836 .00 8.000 WALL ENTRANCE .015 .00 I_ RECTANG 32.25 I 12.00 _I I 4112.00 I 699.79 4.945 I I 704.735 5727.0 I 39.93 24.761 I I 729.496 .00 I I 10.660 TRANS STR I .03244 I I 1.50 I 0 .0 6.241 .025646 1.15 4.95 _I 3.164 4157.00 701.25 I 6.749 I 707.999 5727.0 I 38.36 I 22.844 I 730.843 I .00 I 12.141 53.43 I .03102 33.62 I 12.00 I 12.00 .022431 1.20 6.75 _I 3.141 4210.43 I 702.91 I 6.801 I 709.708 5727.0 I 37.93 I 22.337 I 732.045 I .00 I 12.141 175.80 i .03102 .015 1.50 I_ TRAP .020746 3.65 6.80 _I 3.096 4386.23 I 708.36 I 7.026 I 715.386 5727.0 I 36.16 I 20.306 I 735.693 I .00 I 12.141 15.75 I .10000 I I 1.50 I 0 .0 4.604 .018468 .29 7.03 _I 2.913 4401.98 709.93 I 7.207 I 717.142 5727.0 I 34.84 I 18.843 I 735.985 I .00 I 12.141 17.68 I .10000 .016468 .29 7.21 _I 2.776 4419.66 I 711.70 I 7.443 I 719.146 5727.0 I 33.21 I 17.130 I 736.276 I .00 I 12.141 15.37 I .10000 I .014471 .22 7.44 _I 2.612 4435.03 713.24 I 7.686 I 720.926 5727.0 I 31.67 I 15.573 I 736.499 I .00 I 12.141 13.37 I .10000 I I .012719 .17 7.69 _I 2.457 4448.40 714.58 7.935 I 722.512 I 5727.0 30.19 I 14.157 I 736.669 I .00 I 12.141 11.61 .10000 .011180 .13 7.94 _I 2.312 29.00 8.00 29.00 .00 1 1.0 I_ 29.00 I 8.00 I 29.00 I .00 I 0 .0 .015 .00 I_ RECTANG 32.25 I 12.00 I 12.00 I 1.50 I 0 .0 6.241 .015 1.50 I_ TRAP 32.40 I 12.00 I 12.00 I 1.50 I 0 .0 6.241 .015 1.50 I_ TRAP 33.08 I 12.00 I 12.00 I 1.50 I 0 .0 4.604 .015 1.50 I_ TRAP 33.62 I 12.00 I 12.00 I 1.50 I 0 .0 4.604 .015 1.50 I_ TRAP I 34.33 12.00 I 12.00 I 1.50 I 0 .0 4.604 .015 1.50 I_ TRAP I 35.06 12.00 I 12.00 I 1.50 I 0 .0 4.604 .015 1.50 I_ TRAP I 35.81 12.00 I 12.00 I 1.50 I 0 .0 4.604 .015 1.50 I_ TRAP I A ILAN .. i `LA �� W ' 9111 -4 9`1 � T W;- J t j B71 _1 wA IIIIIIIIIA W S P G N- CIVILDESIGN Vers 6.0 PAGE 5 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-20-2003 Time: 8: 6:28 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INTERIM GOND. W/LINE A FILENAME: HCINT.WSN DATE:06/18/02 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR (Type Ch I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 10.06 .10000 .009828 .10 8.19 2.175 4.604 .015 1.50 TRAP I I I I I I I I I i I I I 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 I_ 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 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 I_ 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 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 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I_ L..j APPENDIX "B-2": REVISED WSPGN ANALYSIS FOR TRAINING LEVEES AND INLET STRUCTURE d hl dr - H d E T1 COYOTE CANYON 73404 0 T2 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INLET T3 FILENAME: HCINLT.WSN DATE:06/18/02 A. TORREYSON SO 4000.00 696.43 66 696.43 R 4112.00 699.79 66 .014 .000 .000 0 WE 4112.00 699.79 67 .250 .000 .000 0 TS 4157.00 701.25 6 .015 .000 .000 0 R 4386.23 708.36 6 .015 .000 .000 0 R 4486.23 718.36 6 .015 .000 .000 0 TS 4506.23 719.07 69 .030 .000 .000 0 R 4538.23 720.20 68 .030 .000 .000 0 SH 4538.23 720.20 68 720.20 CD 1 3 1 .67 8.00 24.67 .00 .00 .0 CD 2 2 0 .00 8.00 24.67 .00 .00 .0 CD 3 3 0 .00 8.00 10.00 .00 .00 .0 CD 4 1 0 .00 10.00 28.67 1.00 1.00 .0 CD 5 1 0 .00 10.00 12.00 2.00 2.00 .0 CD 6 1 0 .00 12.00 12.00 1.50 1.50 .0 CD 7 1 0 .00 10.00 20.34 .75 0.75 .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 36.07 .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 66 3 1 .67 8.00 28.67 .00 .00 .0 CD 67 2 0 .00 8.00 28.67 .00 .00 .0 CD 68 5 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CD 69 1 0 .00 10.00 12.00 2.00 2.00 .0 PTS 6819340.11728.00347.19728.00349.15727.00351.46726.00355.20725.00 PTS 357.30724.00360.45723.00362.37722.00365.71721.00368.00720.15 PTS 378.00720.15381.72721.00384.57722.00387.28723.00389.68724.00 PTS 391.72725.00394.04726.00404.00726.00410.00729.00 Q 2700.00 .0 W S P G N - EDIT LISTING - Version 6.0 Date: 6-24-2003 Time: 9:12:16 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 3 1 .67 8.00 24.67 .00 .00 .00 CD 2 2 0 .00 8.00 24.67 .00 CD 3 3 0 .00 8.00 10.00 .00 .00 .00 CD 4 1 0 .00 10.00 28.67 1.00 1.00 .00 CD 5 1 0 .00 10.00 12.00 2.00 2.00 .00 CD 6 1 0 .00 12.00 12.00 1.50 1.50 .00 CD 7 1 0 .00 10.00 20.34 .75 .75 .00 CD 8 4 1 9.50 CD 9 1 0 .00 10.00 12.00 1.50 1.50 .00 CD 10 2 0 .00 8.00 36.07 .00 CD 11 1 0 .00 10.00 80.00 1.50 1.50 .00 CD 24 4 1 2.00 CD 30 4 1 2.50 CD 36 4 1 3.00 CD 42 4 1 3.50 CD 48 4 1 4.00 CD 54 4 1 4.50 CD 60 4 1 5.00 CD 66 3 1 .67 8.00 28.67 .00 .00 .00 CD 67 2 0 .00 8.00 28.67 .00 CD 68 5 0 .00 CD 69 1 0 .00 10.00 12.00 2.00 2.00 .00 W S P G N - EDIT LISTING - Version 6.0 Date: WATER SURFACE PROFILE - CROSS SECTION POINT LISTING PAGE 2 CARD SECT NO OF X(1) Y(1) X(2) Y(2) X(3) , Y(3) X(4) , Y(4) X(5) Y(5) X(6) , Y(6) X(7) , Y(7) CODE NO POINTS X(8) Y(8) X(9) Y(9) X(10) ,Y(10) X(11) ,Y(11) X(N) Y(N) X(N+1),Y(N+1) X(35) ,Y(35) PTS 68 19 340.11 728.00 347.19 728.00 349.15 727.00 351.46 726.00 355.20 725.00 357.30 724.00 360.45 723.00 PTS 362.37 722.00 365.71 721.00 368.00 720.15 378.00 720.15 381.72 721.00 384.57 722.00 387.28 723.00 PTS 389.68 724.00 391.72 725.00 394.04 726.00 404.00 726.00 410.00 729.00 W S P G N PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - COYOTE CANYON 73404 HEADING LINE NO 2 IS - WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INLET HEADING LINE NO 3 IS - FILENAME: HCINLT.WSN DATE:06/18/02 A. TORREYSON .., apt wllzl III a " I IL [ I itI all U .I UI will PAGE NO 2 W S ELEV 696.43 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 W S P G N RADIUS ANGLE ANG PT MAN H WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET .000 .000 0 RADIUS ANGLE U/S DATA STATION INVERT SECT RADIUS ANGLE ANG PT MAN H 4000.00 696.43 66 0 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 4112.00 699.79 66 .014 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 4112.00 699.79 67 .250 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N 4157.00 701.25 6 .015 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 4386.23 708.36 6 .015 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 4486.23 718.36 6 .015 ELEMENT NO 7 IS A TRANSITION U/S DATA STATION INVERT SECT N 4506.23 719.07 69 .030 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 4538.23 720.20 68 .030 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 4538.23 720.20 68 PAGE NO 2 W S ELEV 696.43 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 720.20 W S P G N- CIVILDESIGN Vers 6.0 PAGE 1 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-24-2003 Time: 9:12:18 COYOTE CANYON 73404 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INLET FILENAME: HCINLT.WSN DATE:06/18/02 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh S1opel I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR IType Ch 4000.00 I I 696.43 I I 2.952 699.382 2700.0 I 32.67 I 16.573 I 715.955 .00 I 6.611 I 28.67 I I I 8.00 28.67 .00 I 1 .7 112.00 .03000 .037187 4.16 2.95 3.391 3.134 .014 .00 I_ BOX 4112.00 I I 699.79 I I 2.876 702.666 2700.0 I 33.53 I 17.456 I 720.122 .00 I 6.611 I 28.67 I I I 8.00 28.67 .00 I 1 .7 WALL ENTRANCE 4112.00 I 699.79 2.733 702.523 2700.0 34.46 18.439 720.962 .00 6.507 28.67 8.00 28.67 .00 0 .0 -I- TRANS STR -i- .03244 -I- -I- -I- -I- -I- .033243 -I- 1.50 -I- 2.73 -i- 3.673 -I- -I- -I- .015 .00 i - RECTANG 4157.00 I I 701.25 I I 4.393 705.643 2700.0 I 33.06 I 16.973 I 722.616 .00 I 8.300 I 25.18 I I I 12.00 12.00 1.50 I 0 .0 -I- 5.64 -I- .03102 -I- -I- -I- -I- -I- .026494 -I- .15 -I- 4.39 -I- 3.235 -I- 4.213 -I- -I- .015 1.50 1- TRAP 4162.64 I I 701.42 I I 4.396 705.820 2700.0 I 33.04 I 16.947 I 722.767 .00 I 8.300 I 25.19 I I I 12.00 12.00 1.50 I 0 .0 223.59 .03102 .024829 5.55 4.40 3.232 4.213 .015 1.50 I_ TRAP 4386.23 I I 708.36 I I 4.553 712.913 2700.0 I 31.50 I 15.406 I 728.318 .00 I 8.300 I 25.66 I I I 12.00 12.00 1.50 I 0 .0 -I- 15.20 -I- .10000 -I- -I- -I- -I- -I- .021820 -I- .33 -I- 4.55 -I- 3.037 -I- 3.064 -I- -I- .015 1.50 1- TRAP 4401.43 I I 709.88 I I 4.707 714.587 2700.0 I 30.10 I 14.065 I 728.651 .00 I 8.300 I 26.12 I I I 12.00 12.00 1.50 I 0 .0 13.77 .10000 .019187 .26 4.71 2.862 3.064 .015 1.50 I_ TRAP 4415.20 I I 711.26 I i 4.873 716.129 2700.0 I 28.70 I 12.786 I 728.916 .00 I 8.300 I 26.62 I I I 12.00 12.00 1.50 I 0 .0 11.92 .10000 .016823 .20 4.87 2.690 3.064 .015 1.50 I_ TRAP 4427.12 I I 712.45 I I 5.044 717.492 2700.0 I 27.36 I 11.624 I 729.116 .00 I 8.300 I 27.13 I I I 12.00 12.00 1.50 I 0 .0 10.33 .10000 .014754 .15 5.04 2.528 3.064 .015 1.50 i_ TRAP UI IA 2 VIDE: U."i U _s1.'.1 V21 U-1 �. _ l W S P G N- CIVILDESIGN Vers 6.0 PAGE 2 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-24-2003 Time: 9:12:18 COYOTE CANYON 73404 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INLET FILENAME: HCINLT.WSN DATE:06/18/02 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wt) INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope) I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR IType Ch 4437.45 713.48 5.220 718.701 2700.0 26.09 10.567 729.269 .00 8.300 27.66 12.00 12.00 1.50 0 .0 8.96 .10000 .012942 .12 5.22 2.377 3.064 .015 1.50 TRAP 4446.41 714.38 5.400 719.778 2700.0 24.87 9.606 729.384 .00 8.300 28.20 12.00 12.00 1.50 0 .0 7.75 .10000 .011355 .09 5.40 2.234 3.064 .015 1.50 TRAP 4454.16 715.15 5.586 720.739 2700.0 23.72 8.733 729.473 .00 8.300 28.76 12.00 12.00 1.50 0 .0 6.69 .10000 .009964 .07 5.59 2.101 3.064 .015 1.50 TRAP 4460.85 715.82 5.778 721.600 2700.0 22.61 7.939 729.539 .00 8.300 29.33 12.00 12.00 1.50 0 .0 5.75 .10000 .008745 .05 5.78 1.975 3.064 .015 1.50 TRAP 4466.61 716.40 5.974 722.372 2700.0 21.56 7.217 729.590 .00 8.300 29.92 12.00 12.00 1.50 0 .0 4.92 .10000 .007677 .04 5.97 1.857 3.064 .015 1.50 TRAP 4471.52 716.89 6.177 723.066 2700.0 20.56 6.561 729.627 .00 8.300 30.53 12.00 12.00 1.50 0 .0 4.17 .10000 .006741 .03 6.18 1.746 3.064 .015 1.50 TRAP 4475.69 717.31 6.385 723.690 2700.0 19.60 5.965 729.655 .00 8.300 31.15 12.00 12.00 1.50 0 .0 3.49 .10000 .005919 .02 6.38 1.643 3.064 .015 1.50 TRAP 4479.18 717.66 6.598 724.253 2700.0 18.69 5.423 729.676 .00 8.300 31.79 12.00 12.00 1.50 0 .0 2.88 .10000 .005199 .01 6.60 1.545 3.064 .015 1.50 TRAP 4482.07 717.94 6.818 724.761 2700.0 17.82 4.930 729.691 .00 8.300 32.45 12.00 12.00 1.50 0 .0 2.33 .10000 .004567 .01 6.82 1.453 3.064 .015 1.50 TRAP W S P G N- CIVILDESIGN Vers 6.0 PAGE 3 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-24-2003 Time: 9:12:18 COYOTE CANYON 73404 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INLET FILENAME: HCINLT.WSN DATE:06/18/02 A. TORREYSON Invert Depth ( Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL jPrs/Pip L/Elem ICh Slopel ( SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR IType Ch 4484.40 718.18 7.043 725.220 2700.0 16.99 4.481 729.702 .00 8.300 33.13 12.00 12.00 1.50 0 .0 1.83 .10000 .004012 .01 7.04 1.367 3.064 .015 1.50 TRAP 4486.23 718.36 7.275 725.635 2700.0 16.20 4.074 729.709 .00 8.300 33.83 12.00 12.00 1.50 0 .0 TRANS STR .03550 .018749 .37 7.28 1.286 .030 1.50 TRAP 4506.23 719.07 6.156 725.226 2700.0 15.47 3.716 728.942 .00 7.260 53.9 68 0 .0 5.04 .03531 .020928 .105 6.16 1.514 5.206 .030 IR -OPEN 4511.27 719.25 6.214 725.462 2700.0 15.19 3.584 729.046 .00 7.260 54.1 68 0 .0 10.18 .03531 .019026 .194 6.21 1.477 5.206 .030 IR -OPEN 4521.44 719.61 6.374 725.981 2700.0 14.48 3.258 729.239 .00 7.260 54.8 68 0 .0 7.04 .03531 .016525 .116 6.37 1.384 5.206 .030 IR -OPEN 4528.48 719.86 6.538 726.394 2700.0 13.81 2.962 729.356 .00 7.260 55.5 68 0 .0 4.69 .03531 .014358 .067 6.54 1.297 5.206 .030 IR -OPEN 4533.17 720.02 6.709 726.730 2700.0 13.17 2.692 729.423 .00 7.260 56.2 68 0 .0 2.97 .03531 .012480 .037 6.71 1.215 5.206 .030 IR -OPEN 4536.14 720.13 6.886 727.012 2700.0 12.56 2.448 729.460 .00 7.260 57.0 68 0 .0 1.62 .03531 .010845 .018 6.89 1.139 5.206 .030 IR -OPEN 4537.75 720.18 7.069 727.252 2700.0 11.97 2.225 729.477 .00 7.260 57.7 68 0 .0 .48 .03531 .009419 .005 7.07 1.067 5.206 .030 IR -OPEN M-41 wa CS V11 I&A W4 WA 911 we 04 W S P G N- CIVILDESIGN Vers 6.0 PAGE 4 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-24-2003 Time: 9:12:18 COYOTE CANYON 73404 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INLET FILENAME: HCINLT.WSN DATE:06/18/02 A. TORREYSON *,r********,►******,r,r**,r,r******,r,r*,r*,r*,r**,r*************,r,r******,r*****,r**,r***********,r***,r***********************,r**,r*****,r**•*****,r* Invert ( Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR IType Ch 4538.23 --------- 720.20 I -------- I 7.260 727.460 2700.0 -------- I --------- I --------- 11.41 2.022 729.482 .00 7.260 58.5 I ------- I -------- I --------- I ------- I -------- I -------- 68 I ------- I ------- I ----- 0 .0 I------- E] a T1 COYOTE CANYON 52635 0 T2 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL GOND. W/SPLIT FLOW T3 FILENAME: HCINLI.WSN DATE:08/27/01 A. TORREYSON SO 4000.00 696.43 66 696.43 R 4112.00 699.79 66 .014 .000 .000 0 WE 4112.00 699.79 67 .250 .000 .000 0 TS 4157.00 701.25 6 .015 .000 .000 0 JX 4207.00 702.81 6 69 .015 1700.00 710.81 30.00 .000 R 4386.23 708.36 6 .015 .000 .000 0 R 4486.23 718.36 6 .015 .000 .000 0 TS 4506.23 719.07 69 .030 .000 .000 0 R 4538.23 720.20 68 .030 .000 .000 0 SH 4538.23 720.20 70 720.20 40 CD 1 3 1 .67 8.00 24.67 .00 .00 .0 CD 2 2 0 .00 8.00 24.67 .00 .00 .0 CD 3 3 0 .00 8.00 10.00 .00 .00 .0 CD 4 1 0 .00 10.00 28.67 1.00 1.00 .0 CD 5 1 0 .00 10.00 12.00 2.00 2.00 .0 CD 6 1 0 .00 12.00 12.00 1.50 1.50 .0 CD 7 1 0 .00 10.00 20.34 .75 0.75 .0 X11 CD 8 4 1 .00 9.50 .00 .00 .00 .0 4,1 CD 9 1 0 .00 10.00 12.00 1.50 1.50 .0 CD 10 2 0 .00 8.00 36.07 .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 66 3 1 .67 8.00 28.67 .00 .00 .0 CD 67 2 0 .00 8.00 28.67 .00 .00 .0 CD 68 5 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 41 CD 69 5 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CD 70 1 0 .00 10.00 12.00 2.00 2.00 .0 PTS 6819340.11728.00347.19728.00349.15727.00351.46726.00355.20725.00 PTS 357.30724.00360.45723.00362.37722.00365.71721.00368.00720.15 PTS 378.00720.15381.72721.00384.57722.00387.28723.00389.68724.00 PTS 391.72725.00394.04726.00404.00726.00410.00729.00 PTS 69 4100.00 4.00106.00 0.00156.00 0.00156.00 4.00 Q 1000.00 .0 a W S P G N- CIVILDESIGN Vers 6.0 PAGE 1 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-25-2003 Time: 1:12:48 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL GOND. W/SPLIT FLOW FILENAME: HCINLI.WSN DATE:08/27/01 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR (Type Ch 4000.00 I I 696.43 I I 3.918 700.348 2700.0 I 24.61 I 9.405 I 709.753 .00 I 6.611 I 28.67 I I I 8.00 28.67 .00 I 1 .7 17.41 .03000 .015361 .27 3.92 2.217 3.134 .014 .00 I_ BOX 4017.41 I I 696.95 I I 3.987 700.939 2700.0 I 24.18 I 9.082 I 710.022 .00 I 6.611 I 28.67 I I I 8.00 28.67 .00 I 1 .7 -I- 39.51 -I- .03000 -I- -I- -I- -I- -I- .014029 -I- .55 -I- 3.99 -I- 2.160 -I- 3.134 -I- -I- .014 .00 1- BOX 4056.92 I I 698.14 I I 4.182 702.319 2700.0 I 23.06 I 8.256 I 710.576 .00 I 6.611 i 28.67 I I I 8.00 28.67 .00 I 1 .7 -I- 30.80 -I- .03000 -I- -I- -I- -I- -I- .012256 -I- .38 -I- 4.18 -I- 2.011 -I- 3.134 -i- -I- .014 .00 1- BOX 4087.72 I I 699.06 I I 4.386 703.447 2700.0 I 21.99 I 7.506 I 710.953 .00 I 6.611 I 28.67 I I I 8.00 28.67 .00 I 1 .7 24.28 .03000 .010715 .26 4.39 1.872 3.134 .014 .00 I_ BOX 4112.00 I I 699.79 I I 4.600 704.390 2700.0 I 20.96 I 6.824 I 711.214 .00 I 6.611 I 28.67 I I I 8.00 28.67 .00 I 1 .7 WALL ENTRANCE I_ 4112.00 I I 699.79 I I 4.295 704.085 2700.0 I 21.93 I 7.466 I 711.551 .00 I 6.507 I 28.67 I I I 8.00 28.67 .00 I 0 .0 TRANS STR .03244 .006078 .27 4.29 1.865 .015 .00 I_ RECTANG 4157.00 I I 701.25 I I 8.300 709.550 2700.0 I 13.30 I 2.749 I 712.299 .00 I 8.300 I 36.90 I I I 12.00 12.00 1.50 I 0 .0 -I- JUNCT STR -I- .03120 -I- -I- -I- -I- -I- .001198 -I- .06 -I- 8.30 -I- 1.000 -I- -I- -I- .015 1.50 I- TRAP 4207.00 I I 702.81 I I 9.260 712.070 1000.0 I 4.17 I .270 I 712.340 .00 I 4.863 I 39.78 I I I 12.00 12.00 1.50 i 0 .0 -I- 8.34 -I- .03097 -I- -I- -I- -I- -I- .000206 -I- .00 -I- 9.26 -I- .299 -I- 2.441 -I- -I- .015 1.50 1- TRAP 4215.34 I I 703.07 I I 8.976 712.044 1000.0 I 4.37 I .297 I 712.342 .00 I 4.863 I 38.93 I I I 12.00 12.00 1.50 I 0 .0 8.02 .03097 .000234 .00 8.98 .318 2.441 .015 1.50 I_ TRAP a ILI I r I 61 EL -71 9-1 t l r W S P G N- CIVILDESIGN Vers 6.0 PAGE 2 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-25-2003 Time: 1:12:48 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL COND. W/SPLIT FLOW FILENAME: HCINLI.WSN DATE:08/27/01 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slopel -I- -I- I I -I- -I- I -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- -I- I "N" I I ZR I- (Type Ch 4223.36 I I 703.32 8.700 I I 712.017 1000.0 I 4.59 I .327 I 712.344 .00 I 4.863 I 38.10 I I I 12.00 12.00 1.50 I 0 .0 -I- 6.86 -I- .03097 -I- -I- -I- -I- -I- .000264 -I- .00 -I- 8.70 -I- .338 2.441 -I- -I- -i- .015 1.50 1- TRAP 4230.22 I I 703.53 8.461 I I 711.990 1000.0 I 4.79 I .356 I 712.346 .00 I 4.863 I 37.38 I I I 12.00 12.00 1.50 I 0 .0 HYDRAULIC JUMP I_ 4230.22 I I 703.53 2.370 I I 705.899 1000.0 I 27.12 i 11.425 I 717.324 .00 I 4.863 I 19.11 I I I 12.00 12.00 1.50 I 0 .0 -I- 156.01 -I- .03097 -I- -I- -I- -I- -I- .036036 -I- 5.62 -I- 2.37 -I- 3.442 2.441 -I- -I- -I- .015 1.50 1- TRAP 4386.23 I I 708.36 2.309 I I 710.669 1000.0 I 28.00 I 12.177 I 722.846 .00 I 4.863 I 18.93 I I I 12.00 12.00 1.50 I 0 .0 -I- 4.49 -I- .10000 -I- -I- -i- -I- -I- .037016 -I- .17 -I- 2.31 -I- 3.593 1.748 -I- -I- -I- .015 1.50 1- TRAP 4390.72 I I 708.81 2.333 I I 711.142 1000.0 I 27.65 I 11.872 I 723.015 .00 I 4.863 I 19.00 I I I 12.00 12.00 1.50 I 0 .0 14.96 .10000 .034009 .51 2.33 3.532 1.748 .015 1.50 I_ TRAP 4405.68 I I 710.30 2.425 I I 712.730 1000.0 I 26.36 I 10.793 I 723.524 .00 I 4.863 I 19.28 I I I 12.00 12.00 1.50 I 0 .0 12.59 .10000 .029651 .37 2.43 3.312 1.748 .015 1.50 I_ TRAP 4418.27 I I 711.56 2.521 I I 714.085 1000.0 I 25.14 I 9.812 I 723.897 .00 I 4.863 I 19.56 I I I 12.00 12.00 1.50 I 0 .0 -I- 10.70 -I- .10000 -I- -I- -I- -I- -I- .025860 -I- .28 -I- 2.52 -I- 3.106 1.748 -I- -i- -I- .015 1.50 1- TRAP 4428.97 I I 712.63 2.619 I I 715.254 1000.0 I 23.97 I 8.920 I 724.174 .00 I 4.863 I 19.86 I I I 12.00 12.00 1.50 I 0 .0 9.16 .10000 .022563 .21 2.62 2.914 1.748 .015 1.50 I_ TRAP 4438.13 I I 713.55 I 2.721 I 716.271 1000.0 I 22.85 I 8.109 I 724.380 .00 I 4.863 i 20.16 I I I 12.00 12.00 1.50 i 0 c 7.87 .10000 .019692 .15 2.72 2.734 1.748 .015 1.50 I_ TRAP W S P G N- CIVILDESIGN Vers 6.0 PAGE 3 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-25-2003 Time: 1:12:48 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL COND. W/SPLIT FLOW FILENAME: HCINLI.WSN DATE:08/27/01 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slopel I I I SF Ave) HF ISE DpthlFroude NINorm Dp I "N" I I ZR (Type Ch 4446.00 I I 714.34 2.826 I I 717.163 1000.0 I 21.79 I 7.372 I 724.535 .00 I 4.863 I 20.48 I I I 12.00 12.00 1.50 I 0 .0 6.78 .10000 .017193 .12 2.83 2.565 1.748 .015 1.50 I_ TRAP 4452.78 I I 715.02 2.935 I I 717.950 1000.0 I 20.77 I 6.702 I 724.652 .00 I 4.863 I 20.80 I I I 12.00 12.00 1.50 I 0 .0 5.85 .10000 .015016 .09 2.93 2.407 1.748 .015 1.50 i_ TRAP 4458.63 I I 715.60 3.047 I I 718.647 1000.0 I 19.81 I 6.092 I 724.740 .00 I 4.863 I 21.14 I I I 12.00 12.00 1.50 I 0 .0 5.04 .10000 .013119 .07 3.05 2.259 1.748 .015 1.50 I_ TRAP 4463.68 I I 716.11 3.162 I I 719.267 1000.0 I 18.89 I 5.539 I 724.806 .00 I 4.863 I 21.49 I I I 12.00 12.00 1.50 I 0 .0 -I- 4.34 -I- .10000 -I- -I- -I- -i- -I- .011465 -I- .05 -I- 3.16 -I- 2.120 1.748 -I- -I- -I- .015 1.50 1- TRAP 4468.02 I I 716.54 3.282 I I 719.821 1000.0 I 18.01 I 5.035 I 724.856 .00 I 4.863 I 21.84 I I I 12.00 12.00 1.50 I 0 .0 -I- 3.72 -I- .10000 -I- -I- -I- -I- -I- .010023 -I- .04 -I- 3.28 -I- 1.990 -I- 1.748 -I- -I- .015 1.50 1- TRAP 4471.74 I I 716.91 3.405 I I 720.316 1000.0 I 17.17 I 4.577 I 724.893 .00 I 4.863 I 22.21 I I I 12.00 12.00 1.50 I 0 .0 3.17 .10000 .008765 .03 3.40 1.869 1.748 .015 1.50 I_ TRAP 4474.91 I I 717.23 3.532 I I 720.760 1000.0 I 16.37 I 4.161 I 724.921 .00 I 4.863 I 22.59 I I I 12.00 12.00 1.50 I 0 .0 -I- 2.68 -I- .10000 -I- -I- -I- -I- -I- .007667 -I- .02 -I- 3.53 -I- 1.755 -I- 1.748 -I- -I- .015 1.50 1- TRAP 4477.59 I I 717.50 I 3.662 I 721.158 1000.0 I 15.61 I 3.783 I 724.941 .00 I 4.863 I 22.99 I I I 12.00 12.00 1.50 I 0 .0 2.24 .10000 .006709 .02 3.66 1.648 1.748 .015 1.50 I_ TRAP 4479.83 I I 717.72 I 3.797 I 721.517 1000.0 I 14.88 I 3.439 I 724.956 .00 I 4.863 I 23.39 I I I 12.00 12.00 1.50 I 0 .0 1.85 .10000 .005872 .01 3.80 1.547 1.748 .015 1.50 I_ TRAP OV -2 &A all 1-21 WIVI III V2 04 W S P G N- CIVILDESIGN Vers 6.0 PAGE 4 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-25-2003 Time: 1:12:48 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL COND. W/SPLIT FLOW FILENAME: HCINLI.WSN DATE:08/27/01 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-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 4481.67 717.90 3.936 721.841 1000.0 14.19 3.126 724.967 .00 4.863 23.81 12.00 12.00 1.50 0 .0 1.49 .10000 .005141 .01 3.94 1.453 1.748 .015 1.50 TRAP 4483.16 718.05 4.079 722.133 1000.0 13.53 2.842 724.975 .00 4.863 24.24 12.00 12.00 1.50 0 .0 1.16 .10000 .004502 .01 4.08 1.365 1.748 .015 1.50 TRAP 4484.32 718.17 4.227 722.396 1000.0 12.90 2.584 724.980 .00 4.863 24.68 12.00 12.00 1.50 0 .0 .86 .10000 .003944 .00 4.23 1.283 1.748 .015 1.50 TRAP 4485.19 718.26 4.379 722.634 1000.0 12.30 2.349 724.983 .00 4.863 25.14 12.00 12.00 1.50 0 .0 .59 .10000 .003455 .00 4.38 1.205 1.748 .015 1.50 TRAP 4485.78 718.31 4.535 722.850 1000.0 11.73 2.135 724.985 .00 4.863 25.61 12.00 12.00 1.50 0 .0 .34 .10000 .003028 .00 4.54 1.132 1.748 .015 1.50 TRAP 4486.12 718.35 4.696 723.045 1000.0 11.18 1.941 724.986 .00 4.863 26.09 12.00 12.00 1.50 0 .0 .11 .10000 .002653 .00 4.70 1.064 1.748 .015 1.50 TRAP 4486.23 718.36 4.863 723.223 1000.0 10.66 1.764 724.987 .00 4.863 26.59 12.00 12.00 1.50 0 .0 TRANS STR .03550 .005181 .10 4.86 1.000 .030 1.50 TRAP 4506.23 719.07 6.037 725.107 1000.0 5.95 .549 725.656 .00 4.392 53.3 68 0 .0 2.93 .03531 .003542 .010 6.04 .590 3.200 .030 IR -OPEN 4509.16 719.17 5.889 725.063 1000.0 6.24 .604 725.666 .00 4.392 52.7 68 0 .0 3.36 .03531 .003548 .012 5.89 .630 3.200 .030 IR -OPEN 2A " " &A wa I&A 1"'i WM mks 04, * "�' l 9A eel V,x; & • W S P G N- CIVILDESIGN Vers 6.0 PAGE 5 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-25-2003 Time: 1:12:48 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL COND. W/SPLIT FLOW FILENAME: HCINLI.WSN DATE:08/27/01 A. TORREYSON Invert ( Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) ( Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I I ZR IType Ch 4512.51 I I 719.29 I 5.722 I 725.014 1000.0 I 6.54 I .664 I 725.678 .00 I 4.392 I 41.8 I i I 68 I 0 .0 3.35 .03531 .003522 .012 5.72 .603 3.200 .030 IR -OPEN 4515.87 I I 719.41 I 5.549 I 724.959 1000.0 I 6.86 I .731 i 725.690 .00 I 4.392 I 40.8 i I I 68 I 0 .0 3.03 .03531 .003991 .012 5.55 .639 3.200 .030 IR -OPEN 4518.90 I I 719.52 I 5.381 I 724.898 1000.0 I 7.19 I .804 I 725.702 .00 i 4.392 I 39.7 I I I 68 I 0 .0 2.75 .03531 .004521 .012 5.38 .678 3.200 .030 IR -OPEN 4521.65 I I 719.61 I 5.216 I 724.831 1000.0 I 7.55 I .884 I 725.715 .00 I 4.392 I 38.7 I I I 68 i 0 .0 .51 .03531 .004864 .003 5.22 .719 3.200 .030 IR -OPEN 4522.16 I I 719.63 I 5.184 I 724.817 1000.0 I 7.62 I .901 I 725.718 .00 I 4.392 I 38.5 I I I 68 I 0 .0 HYDRAULIC JUMP 4522.16 I I 719.63 I 3.685 I 723.318 1000.0 I 12.65 I 2.486 I 725.804 .00 I 4.392 I 31.5 I I I 68 I 0 .0 3.23 .03531 .019608 .063 3.69 1.407 3.200 .030 IR -OPEN 4525.39 I i 719.75 I 3.738 I 723.485 1000.0 I 12.39 I 2.385 I 725.870 .00 I 4.392 I 31.8 I I I 68 I 0 .0 5.44 .03531 .017884 .097 3.74 1.370 3.200 .030 IR -OPEN 4530.83 I I 719.94 I 3.860 I 723.799 1000.0 I 11.82 I 2.168 I 725.967 .00 I 4.392 I 32.4 I I I 68 I 0 .0 3.57 .03531 .015654 .056 3.86 1.289 3.200 .030 IR -OPEN 4534.40 I I 720.06 I 3.987 I 724.052 1000.0 I 11.27 I 1.971 I 726.023 .00 I 4.392 I 32.9 I I i 68 I 0 .0 2.27 .03531 .013665 .031 3.99 1.210 3.200 .030 IR -OPEN C,. l 1U., 1 911 OVA &A W S P G N- CIVILDESIGN Vers 6.0 PAGE 6 For: CASC Engineering Group, Riverside, California - SIN 615 WATER SURFACE PROFILE LISTING Date: 6-25-2003 Time: 1:12:48 COYOTE CANYON 52635 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL COND. W/SPLIT FLOW FILENAME: HCINLI.WSN DATE:08/27/01 A. TORREYSON Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base WtI INo Wth Station I Elev l (FT) I Elev I (CFS) ( (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR (Type Ch 4536.67 I I 720.14 I I 4.117 724.262 1000.0 I 10.74 I I 1.792 726.054 .00 I 4.392 I 33.5 I I I 68 I 0 .0 1.19 .03531 I I I .011932 .014 4.12 1.135 3.200 .030 IR -OPEN 4537.86 720.19 I 4.252 724.439 1000.0 I 10.24 I I 1.629 726.068 .00 I 4.392 I 34.0 I I I 68 I 0 .0 .37 .03531 I i I .010417 .004 4.25 1.066 3.200 .030 IR -OPEN 4538.23 720.20 I 4.392 724.592 1000.0 I 9.76 I I 1.480 726.072 .00 I 4.392 I 34.6 I I I 68 I 0 .0 4538.23 _I_ I I 720.20 _I_ i I 4.622 724.822 1000.0 _I_ _I_ _I_ I 10.18 _I_ I i 1.611 726.433 .00 _I_ _I_ _I_ I 4.622 _I_ I 30.49 _I_ I I I 10.00 12.00 2.00 _I_ _I_ I 0 .0 I_ D 7 0 -- APPENDIX "C": STRUCTURAL CALCULATIONS FOR TRANSITION STRUCTURES H�l h, .._ HI 0 0 e d w 1 9 0 a Sta. to Sta. 16+34.52 16+57.02 16+57.02 16+79.52 X 12.19 15.28 15.28 18.38 Y 23.19 21.03 21.03 18.38 Height FT 11 11.5 11.5 12 Walls T1 IN 12 12 Bottom Slab T2 QNL 12 12 A Bars #6 9" #6 @ 9" Horiz. Length 14' 10 1 17' 11 17' 11 21-0 Sloe Length 16' 6 13' 8 13' 8 12-8 B Bars #8 9" #8 9" Horiz. Length 510 5' 0 5' 0 5' 0 Slope Length 5' 8 5' 6 5' 6 5' 2 C Bars #7 @ 9" #7 @ 9" Slope Len th 16' 6 1 13-8 13' 8 12' 8 D Bars #7 9" #7 9" Horiz. Length 15' 0 18' 1 18' 1 21' 2 Conc. CY/LF 2.17 2.20 2.20 2.36 Steel LBS/LF 435 438 438 458 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 16+34.52 TO 16+57.02 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 30.56 11.50 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 19. 11. 12. 2. BAR2 8. 9. 5. S. 2. BAR3 BAR4 7. 9. 12. 2. BAR5 BAR6 BART 7. 9. 20. 1. BARB BAR9 RUN W2 U-1 FA VA VIA W i t CA Ir. i f 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 16+34.52 TO 16+57.02 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 30.56 11.50 0.0 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 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 ® WALL THICKNESS 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 19. 11. 12. 2. BAR2 8. 9. S. S. 2. BAR3 BAR4 7. 9. 12. 2. BAR5 BAR6 BART 7. 9. 20. 1. BARB BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 16+34.52 TO 16+57.02 30.56' WIDE BY 11.50' 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 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 = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES ***THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 6. 9.00 19. 11.00 12. 2.00 B-2 8. 9.00 5. .00 5. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 7. 9.00 0. .00 12. 2.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 7. 9.00 20. 1.00 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 *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 16. 1.36 12. 1.00 1. 2.50 12. 1.00 16. 7.86 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 16+34.52 TO 16+57.02 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 2.09 CU YD/FT TRANSVERSE STEEL 377.0 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL TOTAL STEEL 90. BARS 437.2 LB/FT FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 11.50 0. 0. 12.00 0. 0. .0 .00 .00 10.35 588. 1387. 12.00 52. 1303. 12.6 48.06 .59 9.20 1755. 1783. 12.00 157. 3891. 16.2 61.76 .59 8.05 3019. 1883. 12.00 270. 6692. 17.1 65.25 .59 6.90 4400. 2025. 12.00 393. 9754. 18.4 70.17 .59 5.75 6030. 2268. 12.00 538. 13367. 20.6 78.58 .59 4.60 8037. 2614. 12.00 718. 17818. 23.7 90.56 .59 3.45 10541. 3059. 12.00 649. 8819. 29.1 47.61 1.64 2.30 13650. 3599. 12.00 840. 11421. 34.2 56.02 1.64 1.15 17469. 4232. 12.00 1076. 14616. 40.2 65.88 1.64 .00 22103. 4957. 12.00 1361. 18493. 47.1 77.14 1.64 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 11.50 0. 0. 12.00 0. 0. .0 .00 .00 10.35 10. 26. 12.00 1. 17. .2 .80 .80 9.20 81. 106. 12.00 6. 134. 1.0 3.18 .80 8.05 274. 238. 12.00 22. 451. 2.2 7.16 .80 6.90 649. 423. 12.00 51. 1070. 3.9 12.72 .80 5.75 1267. 661. 12.00 101. 2090. 6.1 19.88 .80 4.60 2190. 952. 12.00 174. 3612. 8.7 28.63 .80 3.45 3478. 1296. 12.00 276. 5736. 11.9 38.97 .80 2.30 5191. 1693. 12.00 412. 8562. 15.5 50.90 .80 1.15 7391. 2142. 12.00 586. 12190. 19.7 64.42 .80 .00 10139. 2645. 12.00 804. 16722. 24.3 79.53 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 16+34.52 TO 16+57.02 SLAB 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 B-1 CUTOFF AT 11.42 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.42 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET a#,.Im of `. i�. .., �.. .<. !• cn � ,,.,. j l .00 21694. 40. 12.00 1593. 20287. .4 .69 1.64 1.53 15723. 1700. 12.00 1155. 14703. 18.1 29.57 1.64 3.06 10139. 2266. 12.00 745. 9481. 24.1 39.42 1.64 4.58 5655. 2180. 12.00 598. 13989. 22.1 84.25 .59 + B-3 CUTOFF AT .00 FEET 6.11 2452. 1771. 12.00 260. 6067. 17.9 68.45 .59 7.64 407. 1260. 12.00 43. 1007. 12.8 48.71 .59 + B-2 CUTOFF AT 4.18 FEET 9.17 -743. 777. 12.00 70. 1367. 8.0 26.07 .80 10.70 -1286. 384. 12.00 121. 2368. 3.9 12.88 .80 + B-1 CUTOFF AT 19.09 FEET 12.22 -1481. 104. 12.00 139. 2726. 1.1 3.50 .80 13.75 -1519. 60. 12.00 143. 2796. .6 2.02 .80 15.28 -1518. 114. 12.00 143. 2796. 1.2 3.83 .80 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LHS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 11251. 3660. 12.00 1059. 20715. 37.5 122.83 .80 1.53 10315. 3353. 12.00 971. 18992. 34.4 112.55 .80 3.06 8164. 2653. 12.00 769. 15031. 27.2 89.04 .80 4.58 5738. 1864. 12.00 540. 10564. 19.1 62.55 .80 + B-9 CUTOFF AT .00 FEET 6.11 3556. 1155. 12.00 335. 6547. 11.8 38.75 .80 7.64 1840. 597. 12.00 173. 3387. 6.1 20.03 .80- + B-8 CUTOFF AT .00 FEET 9.17 621. 201. 12.00 58. 1143. 2.1 6.75 .80 10.70 -168. 55. 12.00 18. 415. .6 2.13 .59 + B-7 CUTOFF AT 18.72 FEET 12.22 -629. 205. 12.00 67. 1557. 2.1 7.92 .59 13.75 -862. 280. 12.00 91. 2132. 2.8 10.83 .59 15.28 -931. 303. 12.00 99. 2304. 3.1 11.70 .59 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 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 16+57.02 TO 16+79.52 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 36.75 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 21. 12. 8. BAR2 8. 9. 5. 5. 2. BAR3 BAR4 7. 9. 12. 8. BAR5 BAR6 BART 7. 9. 21. 2. BAR8 BAR9 RUN 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 16+57.02 TO 16+79.52 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 36.75 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 21. 12. 8. BAR2 8. 9. S. S. 2. BAR3 BAR4 7. 9. 12. 8. BARS BAR6 BART 7. 9. 21. 2. BARB BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 16+57.02 TO 16+79.52 36.75' WIDE BY 12.00' 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 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 = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES ***THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES ***STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 6. 9.00 21. .00 12. 8.00 B-2 8. 9.00 5. .00 5. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 7. 9.00 0. .00 12. 8.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 7. 9.00 21. 2.00 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 *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 19. 2.50 12. 7.00 1. 2.50 12. 7.00 19. 9.00 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 16+57.02 TO 16+79.52 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 2.36 CU YD/FT TRANSVERSE STEEL 392.0 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL TOTAL STEEL 98. BARS 457.5 LB/FT U.._.f al IWA fts ads °.A I UI. A " U.91 9-1 9-3 I's 0-111 U_- j Itis CIA .., � -014 FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 633. 1421. 12.00 56. 1402. 12.9 49.24 .59 9.60 1863. 1795. 12.00 166. 4130. 16.3 62.17 .59 8.40 3190. 1897. 12.00 285. 7071. 17.2 65.73 .59 7.20 4662. 2060. 12.00 416. 10334. 18.7 71.37 .59 6.00 6430. 2335. 12.00 574. 14254. 21.2 80.88 .59 4.80 8638. 2721. 12.00 771. 19150. 24.7 94.26 .59 3.60 11418. 3213. 12.00 703. 9553. 30.6 50.02 1.64 2.40 14892. 3809. 12.00 917. 12460. 36.2 59.29 1.64 1.20 19180. 4505. 12.00 1181. 16048. 42.8 70.12 1.64 .00 24397. 5299. 12.00 1502. 20412. 50.4 82.48 1.64 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 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 12. 29. 12.00 1. 19. .3 .87 .80 9.60 92. 115. 12.00 7. 152. 1.1 3.46 .80 8.40 311. 259. 12.00 25. 513. 2.4 7.79 .80 7.20 737. 461. 12.00 58. 1216. 4.2 13.86 .80 6.00 1440. 720. 12.00 114. 2375. 6.6 21.65 .80 4.80 2488. 1037. 12.00 197. 4104. 9.5 31.17 .80 3.60 3951. 1411. 12.00 313. 6517. 13.0 42.43 .80 2.40 5898. 1843. 12.00 468. 9728. 16.9 55.42 .80 1.20 8398. 2333. 12.00 666. 13851. 21.4 70.14 .80 .00 11520. 2880. 12.00 914. 18999. 26.4 86.60 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 16+57.02 TO 16+79.52 SLAB 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 B-1 CUTOFF AT 11.92 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.92 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET .00 23909. 181. 12.00 1756. 22359. 1.9 3.15 1.64 1.84 16090. 2172. 12.00 1182. 15047. 23.1 37.78 1.64 3.68 9093. 2581. 12.00 668. 8503. 27.4 44.90 1.64 5.51 4000. 2197. 12.00 423. 9894. 22.2 84.93 .59 7.35 874. 1544. 12.00 92. 2161. 15.6 59.66 .59 9.19 -691. 910. 12.00 65. 1272. 9.3 30.55 .80 11.02 -1224. 419. 12.00 115. 2253. 4.3 14.08 .80 12.86 -1197. 93. 12.00 113. 2204. .9 3.11 .80 14.70 -962. 98. 12.00 91. 1770. 1.0 3.28 .80 16.54 -741. 191. 12.00 70. 1364. 2.0 6.42 .80 18.37 -655. 219. 12.00 62. 1206. 2.2 7.33 .80 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 12653. 3918. 12.00 1191. 23296. 40.2 131.49 .80 1.84 11047. 3511. 12.00 1040. 20340. 36.0 117.84 .80 3.68 7915. 2562. 12.00 745. 14573. 26.3 85.98 .80 5.51 4793. 1580. 12.00 451. 8825. 16.2 53.02 .80 7.35 2361. 799. 12.00 222. 4347. 8.2 26.81 .80 9.19 765. 277. 12.00 72. 1409. 2.8 9.31 .80 11.02 -118. 18. 12.00 12. 292. .2 .68 .59 12.86 -508. 153. 12.00 54. 1257. 1.5 5.91 .59 14.70 -621. 196. 12.00 66. 1535. 2.0 7.58 .59 16.54 -621. 201. 12.00 66. 1537. 2.0 7.75 .59 18.37 -610. 198. 12.00 65. 1510. 2.0 7.67 .59 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 4.18 FEET B-1 CUTOFF AT 20.18 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT .00 FEET B-7 CUTOFF AT 19.80 FEET H tir- q- 0 0 0 0 Sta. to Sta. 18+45.47 18+60.47 18+60.47 18+75.47 X 12.5 10.34 10.34 8.17 Y 12.5 16.01 16.01 18.84 Height FT 12 11.33 11.33 10.67 Walls T1 IN 12 12 Bottom Slab T2 IN 12 12 A Bars #6 9" #6 @ 9" Horiz. Length 15' 2 13' 0 13' 0 10-10 Slope Length 12' 8 13' 5 13' 5 16' 1 B Bars #8 @ 9" #8 9" Horiz. Length 510 5-0 5' 0 5' 0 Slope Length 5' 2 5' 9 5' 9 7' 4 C Bars #7 9" #7 @ 9- "Slo a Length Slope 12' 8 13-5 13' 5 1 16-1 D Bars #7 9" #7 @ 9" Horiz. Length 15' 4 13' 2 13' 2 1110 Conc. CY/LF 1.93 1.82 1.82 1.83 Steel LBS/LF 392 377 377 395 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 18+45.47 TO 18+60.47 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 25.00 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 15. 2. 12. 8. BAR2 8. 9. 5. 5. 2. BAR3 BAR4 7. 9. 12. 8. BAR5 BAR6 BART 7. 9. 15. 4. BARB BAR9 RUN r -' s " - f il V1:111 91.1 IL-11 a o U. i U'l l f i l.A *A N&J ul 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 18+45.47 TO 18+60.47 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 25.00 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 15. 2. 12. 8. BAR2 8. 9. 5. 5. 2. BAR3 BAR4 7. 9. 12. 8. BAR5 BAR6 BART 7. 9. 15. 4. BAR8 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 18+45.47 TO 18+60.47 25.00' WIDE BY 12.00' 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 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 = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS B-1 6. 9.00 15. 2.00 12. 8.00 .00 B-6 0. .00 0. B-2 8. 9.00 S. .00 5. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 7. 9.00 0. .00 12. 8.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 7. 9.00 15. 4.00 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 *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 13. 4.00 12. 7.00 1. 2.50 12. 7.00 13. 10.50 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 18+45.47 TO 18+60.47 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 1.93 CU YD/FT TRANSVERSE STEEL 336.8 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL TOTAL STEEL 82. BARS 391.6 LB/FT me ul Ull 9,1-1 w s all Us �,�.` ,i UA Eta FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 633. 1421. 12.00 56. 1402. 12.9 49.24 .59 9.60 1863. 1795. 12.00 166. 4130. 16.3 62.17 .59 8.40 3190. 1897. 12.00 285. 7071. 17.2 65.73 .59 7.20 4662. 2060. 12.00 416. 10334. 18.7 71.37 .59 6.00 6430. 2335. 12.00 574. 14254. 21.2 80.88 .59 4.80 8638. 2721. 12.00 771. 19150. 24.7 94.26 .59 3.60 11418. 3213. 12.00 703. 9553. 30.6 50.02 1.64 2.40 14892. 3809. 12.00 917. 12460. 36.2 59.29 1.64 1.20 19180. 4505. 12.00 1181. 16048. 42.8 70.12 1.64 .00 24397. 5299. 12.00 1502. 20412. 50.4 82.48 1.64 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 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 12. 29. 12.00 1. 19. .3 .87 .80 9.60 92. 115. 12.00 7. 152. 1.1 3.46 .80 8.40 311. 259. 12.00 25. 513. 2.4 7.79 .80 7.20 737. 461. 12.00 58. 1216. 4.2 13.86 .80 6.00 1440. 720. 12.00 114. 2375. 6.6 21.65 .80 4.80 2488. 1037. 12.00 197. 4104. 9.5 31.17 .80 3.60 3951. 1411. 12.00 313. 6517. 13.0 42.43 .80 2.40 5898. 1843. 12.00 468. 9728. 16.9 55.42 .80 1.20 8398. 2333. 12.00 666. 13851. 21.4 70.14 .80 .00 11520. 2880. 12.00 914. 18999. 26.4 86.60 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 18+45.47 TO 18+60.47 SLAB 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 B-1 CUTOFF AT 11.92 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.92 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET .00 23909. 132. 12.00 1756. 22358. 1.4 2.30 1.64 1.25 18584. 1693. 12.00 1365. 17378. 18.0 29.45 1.64 2.50 13349. 2383. 12.00 980. 12483. 25.3 41.44 1.64 3.75 8751. 2489. 12.00 643. 8184. 26.4 43.29 1.64 + B-3 CUTOFF AT .00 FEET 5.00 5028. 2246. 12.00 532. 12438. 22.7 86.81 .59 6.25 2208. 1832. 12.00 234. 5461. 18.5 70.81 .59 + B-2 CUTOFF AT 4.18 FEET 7.50 199. 1373. 12.00 21. 493. 13.9 53.08 .59 8.75 -1142. 954. 12.00 108. 2102. 9.8 32.03 .80 + B-1 CUTOFF AT 14.34 FEET 10.00 -1969. 627. 12.00 185. 3624. 6.4 21.04 .80 11.25 -2408. 421. 12.00 227. 4434. 4.3 14.12 .80 12.50 -2545. 351. 12.00 240. 4687. 3.6 11.77 .80 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LHS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 12644. 3931. 12.00 1191. 23280. 40.3 131.95 .80 1.25 11800. 3734. 12.00 1111. 21725. 38.3 125.31 .80 2.50 9922. 3179. 12.00 934. 18268. 32.6 106.70 .80 3.75 7654. 2479. 12.00 721. 14093. 25.4 83.21 .80 + B-9 CUTOFF AT .00 FEET 5.00 5409. 1772. 12.00 509. 9960. 18.2 59.48 .80 6.25 3424. 1139. 12.00 322. 6304. 11.7 38.22 .80 + B-8 CUTOFF AT .00 FEET 7.50 1807. 618. 12.00 170. 3327. 6.3 20.73 .80 8.75 587. 222. 12.00 55. 1081. 2.3 7.44 .80 + B-7 CUTOFF AT 13.97 FEET 10.00 -250. 52. 12.00 26. 619. .5 2.00 .59 11.25 -735. 211. 12.00 78. 1819. 2.1 8.16 .59 12.50 -894. 263. 12.00 95. 2211. 2.7 10.17 .59 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 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 18+45.47 TO 187Z .47 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 20.67 11.33 0.0 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 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 U WALL THICKNESS 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 13. 12. BAR2 8. 9. S. S. 2. BAR3 BAR4 7. 9. 12. BAR5 BAR6 BART 7. 9. 13. 2. BARB BAR9 RUN 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 18+45.47 TO 18+0e"r7 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 20.67 11.33 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 13. 12. BAR2 8. 9. S. S. 2. BAR3 BAR4 7. 9. 12. BAR5 BAR6 BART 7. 9. 13. 2. BARB BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 18+45.47 TO 18+60.47 20.67' WIDE BY 11.33' 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 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 wird we wd we on fts ri fl-1 all all 9�. 3 I V1 itJ1, 1-1-1 oil UA ibm TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 6. 9.00 13. .00 12. .00 B-2 8. 9.00 5. .00 S. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 7. 9.00 0. .00 12. .00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 7. 9.00 13. 2.00 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 *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 11. 2.02 11. 10.96 1. 2.50 11. 10.96 11. 8.52 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 18+45.47 TO 18+60.47 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 1.72 CU YD/FT TRANSVERSE STEEL 310.0 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL 70. BARS TOTAL STEEL 356.8 LB/FT FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 11.33 0. 0. 12.00 0. 0. .0 .00 .00 10.20 573. 1375. 12.00 51. 1269. 12.5 47.64 .59 9.06 1719. 1778. 12.00 153. 3810. 16.1 61.60 .59 7.93 2961. 1879. 12.00 264. 6565. 17.0 65.10 .59 6.80 4313. 2014. 12.00 385. 9560. 18.3 69.79 .59 5.66 5898. 2247. 12.00 527. 13075. 20.4 77.83 .59 4.53 7841. 2579. 12.00 700. 17383. 23.4 89.36 .59 3.40 10256. 3008. 12.00 631. 8581. 28.6 46.82 1.64 2.27 13247. 3531. 12.00 816. 11084. 33.6 54.95 1.64 1.13 16917. 4143. 12.00 1042. 14154. 39.4 64.48 1.64 .00 21363. 4844. 12.00 1315. 17874. 46.1 75.39 1.64 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 11.33 0. 0. 12.00 0. 0. .0 .00 .00 10.20 10. 26. 12.00 1. 16. .2 .77 .80 9.06 78. 103. 12.00 6. 128. .9 3.09 .80 7.93 262. 231. 12.00 21. 432. 2.1 6.95 .80 6.80 621. 411. 12.00 49. 1023. 3.8 12.35 .80 5.66 1212. 642. 12.00 96. 1999. 5.9 19.30 .80 4.53 2094. 924. 12.00 166. 3454. 8.5 27.79 .80 3.40 3326. 1258. 12.00 264. 5485. 11.6 37.83 .80 2.27 4964. 1643. 12.00 394. 8188. 15.1 49.41 .80 1.13 7068. 2080. 12.00 561. 11658. 19.1 62.53 .80 .00 9696. 2567. 12.00 769. 15991. 23.6 77.20 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 18+45.47 TO 18+60.47 SLAB 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 B-1 CUTOFF AT 11.25 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.25 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET I t21A Drill Ws fto 911 UA t7l til f] I&I Rai .00 20937. 164. 12.00 1538. 19579. 1.7 2.84 1.64 1.03 16950. 1091. 12.00 1245. 15851. 11.6 18.97 1.64 2.07 12954. 1787. 12.00 951. 12114. 19.0 31.08 1.64 3.10 9264. 2076. 12.00 680. 8664. 22.1 36.11 1.64 + B-3 CUTOFF AT .00 FEET 4.13 6058. 2090. 12.00 445. 5665. 22.2 36.35 1.64 5.17 3409. 1938. 12.00 361. 8432. 19.6 74.91 .59 + B-2 CUTOFF AT 4.18 FEET 6.20 1324. 1708. 12.00 140. 3276. 17.3 66.04 .59 7.23 -225. 1468. 12.00 21. 415. 15.0 49.26 .80 + B-1 CUTOFF AT 12.18 FEET 8.27 -1286. 1264. 12.00 121. 2368. 13.0 42.43 .80 9.30 -1901. 1130. 12.00 179. 3501. 11.6 37.92 .80 10.33 -2103. 1083. 12.00 198. 3872. 11.1 36.35 .80 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 10764. 3583. 12.00 1014. 19819. 36.7 120.24 .80 1.03 10312. 3405. 12.00 971. 18986. 34.9 114.27 .80 2.07 9126. 2995. 12.00 859. 16803. 30.7 100.52 .80 3.10 7569. 2471. 12.00 713. 13936. 25.3 82.93 .80 + B-9 CUTOFF AT .00 FEET 4.13 5906. 1918. 12.00 556. 10874. 19.7 64.36 .80 5.17 4319. 1393. 12.00 407. 7951. 14.3 46.76 .80 + B-8 CUTOFF AT .00 FEET 6.20 2926. 935. 12.00 276. 5387. 9.6 31.39 .80 7.23 1799. 566. 12.00 169. 3313. 5.8 18.99 .80 + B-7 CUTOFF AT 11.80 FEET 8.27 977. 297. 12.00 92. 1799. 3.0 9.97 .80 9.30 479. 134. 12.00 45. 882. 1.4 4.51 .80 10.33 312. 80. 12.00 29. 575. .8 2.68 .80 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 H- 0 7 0 Sta. to Sta. 35+22.45 35+37.45 35+37.45 35+52.45 X 8.84 11.67 11.67 14.5 Y 19.51 17.34 17.34 14.5 Height FT 10.67 11.33 11.33 12 Walls T1 IN 12 12 Bottom Slab T2 (INL 12 12 A Bars #69" #6 @ 9" Horiz. Length 11' 6 f 14' 4 14' 4 17-2 Slope Length 16' 1 13' 5 13' 5 12-8 B Bars #8 a 9" #8 a 9" Horiz. Length 5' 0 5' 0 5' 0 5' 0 Slope Length 7' 4 5' 9 5' 9 5' 2 C Bars #7 9" #7 9- "Slo a Length Slope 16' 1 13' 5 13' 5 12-8 D Bars #7 b 9" #7 9" Horiz. Length 11'8 14' 6 14' 6 17' 4 Conc. CY/LF 1.88 1.91 1.91 2.07 Steel LBS/LF 402 392 392 415 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 35+22.45 TO 35+37.45 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 23.33 11.33 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 14. 4. 12. BAR2 8. 9. 5. 5. 2. BAR3 BAR4 7. 9. 12. BARS BAR6 BAR7 7. 9. 14. 6. BARB BAR9 RUN Irl va is� .. °� Wil OVA WA #I W# 1 RA WA WA W WA 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 35+22.45 TO 35+37.45 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 23.33 11.33 0.0 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 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 Q WALL THICKNESS 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 14. 4. 12. BAR2 8. 9. 5. 5. 2. BAR3 BAR4 7. 9. 12. BAR5 BAR6 BART 7. 9. 14. 6. BARB BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 35+22.45 TO 35+37.45 23.33' WIDE BY 11.33' 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 m :,.s lki an *A -- " 0 . � l w l WV :# 1. _ l w" A � .� l N = 8.0 BAR STEEL AREA > .00 SQ INS/FT BOND < 500. PSI DESIGNATION LONG SPACING < 18. INCHES K = 295. INS. TRANSVERSE STEEL 322.6 LB/FT STEEL COVER LOADINGS 9.00 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 = 1.50 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** QUANTITIES *** BAR BAR BAR 1.81 CU YD/FT DESIGNATION SIZE SPACING INS. TRANSVERSE STEEL 322.6 LB/FT B-1 6. 9.00 STEEL NO. 4. AT 16. IN B-2 8. 9.00 B-3 0. .00 STEEL 74. BARS 0 B-4 7. 9.00 HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 14. 4.00 12. .00 S. .00 5. 2.00 0. .00 0. .00 0. .00 12. .00 *** MAXIMUM LENGTHS *** *** HORIZONTAL VERTICAL CONCRETE LENGTH LENGTH FT. INS. FT. INS. 12. 5.98 11. 10.96 LONGIT. LONGIT. + FACE 1. 2.50 11. 10.96 TOTAL STEEL 372.1 LB/FT MOMENT SHEAR THICKNESS CONCRETE STEEL B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 PSI PSI PSI PSI SQ INS B-7 7. 9.00 14. 6.00 0. .00 + .00 10.20 573. 1375. 12.00 13. .48 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 17.0 65.10 + + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 35+22.45 TO 35+37.45 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB 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 11.33 0. 0. 12.00 0. 0. .0 .00 .00 10.20 573. 1375. 12.00 51. 1269. 12.5 47.64 .59 9.06 1719. 1778. 12.00 153. 3810. 16.1 61.60 .59 7.93 2961. 1879. 12.00 264. 6565. 17.0 65.10 .59 + B-1 CUTOFF AT 11.25 FEET 6.80 4313. 2014. 12.00 385. 9560. 18.3 69.79 .59 5.66 5898. 2247. 12.00 527. 13075. 20.4 77.83 .59 + B-2 CUTOFF AT 4.42 FEET 4.53 7841. 2579. 12.00 700. 17383. 23.4 89.36 .59 3.40 10256. 3008. 12.00 631. 8581. 28.6 46.82 1.64 Wfis no *A,"° ' �.1 i `' t Wl U..,.1. V-A lam. I B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.25 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET 2.27 13247. 3531. 12.00 816. 11084. 33.6 54.95 1.64 1.13 16917. 4143. 12.00 1042. 14154. 39.4 64.48 1.64 .00 21363. 4844. 12.00 1315. 17874. 46.1 75.39 1.64 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 11.33 0. 0. 12.00 0. 0. .0 .00 .00 10.20 10. 26. 12.00 1. 16. .2 .77 .80 9.06 78. 103. 12.00 6. 128. .9 3.09 .80 7.93 262. 231. 12.00 21. 432. 2.1 6.95 .80 6.80 621. 411. 12.00 49. 1023. 3.8 12.35 .80 5.66 1212. 642. 12.00 96. 1999. 5.9 19.30 .80 4.53 2094. 924. 12.00 166. 3454. 8.5 27.79 .80 3.40 3326. 1258. 12.00 264. 5485. 11.6 37.83 .80 2.27 4964. 1643. 12.00 394. 8188. 15.1 49.41 .80 1.13 7068. 2080. 12.00 561. 11658. 19.1 62.53 .80 .00 9696. 2567. 12.00 769. 15991. 23.6 77.20 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 35+22.45 TO 35+37.45 SLAB 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 .00 20964. 89. 12.00 1540. 19605. .9 1.55 1.64 1.17 16509. 1262. 12.00 1212. 15438. 13.4 21.94 1.64 B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.25 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET 2.33 12120. 1927. 12.00 890. 11334. 20.5 33.52 1.64 3.50 8201. 2115. 12.00 602. 7669. 22.5 36.78 1.64 + B-3 CUTOFF AT .00 FEET 4.67 4941. 2000. 12.00 523. 12224. 20.2 77.29 .59 5.83 2386. 1720. 12.00 252. 5902. 17.4 66.50 .59 + B-2 CUTOFF AT 4.18 FEET 7.00 488. 1381. 12.00 52. 1207. 14.0 53.39 .59 8.17 -841. 1056. 12.00 79. 1548. 10.8 35.44 .80 + B-1 CUTOFF AT 13.51 FEET 9.33 -1701. 794. 12.00 160. 3132. 8.1 26.63 .80 10.50 -2179. 625. 12.00 205. 4012. 6.4 20.99 .80 11.67 -2331. 568. 12.00 220. 4293. 5.8 19.05 .80 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 10782. 3587. 12.00 1015. 19852. 36.8 120.39 .80 1.17 10241. 3378. 12.00 964. 18855. 34.6 113.36 .80 2.33 8833. 2895. 12.00 832. 16264. 29.7 97.17 .80 3.50 7043. 2296. 12.00 663. 12967. 23.5 77.05 .80 + B-9 CUTOFF AT .00 FEET 4.67 5197. 1684. 12.00 489. 9569. 17.3 56.53 .80 5.83 3502. 1127. 12.00 330. 6447. 11.6 37.82 .80 + B-8 CUTOFF AT .00 FEET 7.00 2069. 658. 12.00 195. 3810. 6.7 22.08 .80 8.17 950. 293. 12.00 89. 1750. 3.0 9.83 .80 + B-7 CUTOFF AT 13.14 FEET 9.33 159. 35. 12.00 15. 292. .4 1.19 .80 10.50 -311. 117. 12.00 33. 769. 1.2 4.52 .59 11.67 -466. 167. 12.00 49. 1153. 1.7 6.47 .59 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 I' I IkA KIA .A U I r-11-1 &A &-.I U I a I t I t I ia I ILA &% 1 16.4 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 35+37.45 TO 35+52.45 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 29.00 12.00 0.0 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 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 Q CL SLAB @ WALL THICKNESS 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 17. 2. 12. 8. BAR2 8. 9. 5. 5. 2. BAR3 BAR4 7. 9. 12. 8. BAR5 BAR6 BAR7 7. 9. 17. 4. BARS BAR9 RUN V-1 t W:.i sts 9-1 1 rz.,A IFA " " ILA 9- # a I & a I I I U j_j 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 35+37.45 TO 35+52.45 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 29.00 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 17. 2. 12. 8. BAR2 8. 9. S. S. 2. BAR3 BAR4 7. 9. 12. 8. BAR5 BARE BART 7. 9. 17. 4. BARB BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 35+37.45 TO 35+52.45 29.00' WIDE BY 12.00' 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 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 = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 6. 9.00 17. 2.00 12. 8.00 B-2 8. 9.00 S. .00 5. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 7. 9.00 0. .00 12. 8.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 7. 9.00 17. 4.00 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 *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 15. 4.00 12. 7.00 1. 2.50 12. 7.00 15. 10.50 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 35+37.45 TO 35+52.45 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 2.07 CU YD/FT TRANSVERSE STEEL 355.7 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL TOTAL STEEL 88. BARS 414.5 LB/FT 1.'1 is J all lw i f " I It 11 It It l I Us WA FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 633. 1421. 12.00 56. 1402. 12.9 49.24 .59 9.60 1863. 1795. 12.00 166. 4130. 16.3 62.17 .59 8.40 3190. 1897. 12.00 285. 7071. 17.2 65.73 .59 7.20 4662. 2060. 12.00 416. 10334. 18.7 71.37 .59 6.00 6430. 2335. 12.00 574. 14254. 21.2 80.88 .59 4.80 8638. 2721. 12.00 771. 19150. 24.7 94.26 .59 3.60 11418. 3213. 12.00 703. 9553. 30.6 50.02 1.64 2.40 14892. 3809. 12.00 917. 12460. 36.2 59.29 1.64 1.20 19180. 4505. 12.00 1181. 16048. 42.8 70.12 1.64 .00 24397. 5299. 12.00 1502. 20412. 50.4 82.48 1.64 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 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 12. 29. 12.00 1. 19. .3 .87 .80 9.60 92. 115. 12.00 7. 152. 1.1 3.46 .80 8.40 311. 259. 12.00 25. 513. 2.4 7.79 .80 7.20 737. 461. 12.00 58. 1216. 4.2 13.86 .80 6.00 1440. 720. 12.00 114. 2375. 6.6 21.65 .80 4.80 2488. 1037. 12.00 197. 4104. 9.5 31.17 .80 3.60 3951. 1411. 12.00 313. 6517. 13.0 42.43 .80 2.40 5898. 1843. 12.00 468. 9728. 16.9 55.42 .80 1.20 8398. 2333. 12.00 666. 13851. 21.4 70.14 .80 .00 11520. 2880. 12.00 914. 18999. 26.4 86.60 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 35+37.45 TO 35+52.45 SLAB 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 B-1 CUTOFF AT 11.92 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.92 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET .00 23915. 180. 12.00 1756. 22364. 1.9 3.13 1.64 1.45 17750. 1904. 12.00 1304. 16599. 20.2 33.13 1.64 2.90 11866. 2524. 12.00 871. 11097. 26.8 43.90 1.64 4.35 6999. 2464. 12.00 741. 17314. 24.9 95.26 .59 + B-3 CUTOFF AT .00 FEET 5.80 3377. 2052. 12.00 357. 8355. 20.8 79.31 .59 7.25 929. 1511. 12.00 98. 2297. 15.3 58.39 .59 + B-2 CUTOFF AT 4.18 FEET 8.70 -571. 980. 12.00 54. 1051. 10.0 32.88 .80 10.15 -1390. 534. 12.00 131. 2559. 5.5 17.93 .80 + B-1 CUTOFF AT 16.34 FEET 11.60 -1778. 208. 12.00 167. 3273. 2.1 7.00 .80 13.05 -1930. 13. 12.00 182. 3553. .1 .42 .80 14.50 -1967. 52. 12.00 185. 3621. .5 1.76 .80 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 12654. 3924. 12.00 1191. 23297. 40.2 131.69 .80 1.45 11585. 3668. 12.00 1091. 21329. 37.6 123.12 .80 2.90 9293. 2986. 12.00 875. 17110. 30.6 100.23 .80 4.35 6690. 2178. 12.00 630. 12317. 22.3 73.10 .80 + B-9 CUTOFF AT .00 FEET 5.80 4296. 1419. 12.00 405. 7910. 14.6 47.64 .80 7.25 2353. 794. 12.00 222. 4333. 8.1 26.66 .80 + B-8 CUTOFF AT .00 FEET 8.70 916. 326. 12.00 86. 1687. 3.3 10.96 .80 10.15 -61. 5. 12.00 6. 150. .0 .18 .59 + B-7 CUTOFF AT 15.97 FEET 11.60 -666. 197. 12.00 70. 1648. 2.0 7.61 .59 13.05 -987. 305. 12.00 105. 2443. 3.1 11.79 .59 14.50 -1087. 339. 12.00 115. 2690. 3.4 13.09 .59 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 Sta. to Sta. 41+12.00 41+27.00 41+27.00 41+42.00 X 14.5 11.67 11.67 8.84 Y 14.5 17.67 17.67 20.84 Height FT 12 12 12 12 Walls T1 IN 12 12 Bottom Slab T2 IN 12 12 A Bars #6 @ 9" #6 a 9" Horiz. Length 17' 2 14-4 14' 4 1 11'6 Slope Length 12' 8 14-2 14' 2 17' 11 B Bars #8 9" #8 a 9" Horiz. Length 5' 0 5' 0 5' 0 5' 0 Slope Lenth 5'2 5'9 5'9 7'4 C Bars #7 @ 9" #7 9- "Slo a Length Slope 12' 8 1 14-2 14' 2 17' 11 D Bars #7 9" #7 9" Horiz. Length 17' 4 14' 5 14' 5 11'8 Conc. CY/LF 2.07 1.97 1.97 2.02 Steel LBS/LF 415 402 402 425 9 ID m COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 41+12.00 TO 41+27.00 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 29.00 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 17. 2. 12. 8. BAR2 8. 9. S. 5. 2. BARS BAR4 7. 9. 12. 8. BAR5 BAR6 BART 7. 9. 17. 4. BARB BAR9 RUN 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 41+12.00 TO 41+27.00 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 29.00 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 17. 2. 12. 8. BAR2 8. 9. S. 5. 2. BAR3 BAR4 7. 9. 12. 8. BARS BAR6 BART 7. 9. 17. 4. BAR8 BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 41+12.00 TO 41+27.00 29.00' WIDE BY 12.00' 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 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 = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES ***THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 6. 9.00 17. 2.00 12. 8.00 B-2 8. 9.00 5. .00 S. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 7. 9.00 0. .00 12. 8.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 7. 9.00 17. 4.00 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 *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 15. 4.00 12. 7.00 1. 2.50 12. 7.00 15. 10.50 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 41+12.00 TO 41+27.00 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 2.07 CU YD/FT TRANSVERSE STEEL 355.7 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL TOTAL STEEL 88. BARS 414.5 LB/FT A -4 W4 a.:. FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 633. 1421. 12.00 56. 1402. 12.9 49.24 .59 9.60 1863. 1795. 12.00 166. 4130. 16.3 62.17 .59 8.40 3190. 1897. 12.00 285. 7071. 17.2 65.73 .59 7.20 4662. 2060. 12.00 416. 10334. 18.7 71.37 .59 6.00 6430. 2335. 12.00 574. 14254. 21.2 80.88 .59 4.80 8638. 2721. 12.00 771. 19150. 24.7 94.26 .59 3.60 11418. 3213. 12.00 703. 9553. 30.6 50.02 1.64 2.40 14892. 3809. 12.00 917. 12460. 36.2 59.29 1.64 1.20 19180. 4505. 12.00 1181. 16048. 42.8 70.12 1.64 .00 24397. 5299. 12.00 1502. 20412. 50.4 82.48 1.64 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 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 12. 29. 12.00 1. 19. .3 .87 .80 9.60 92. 115. 12.00 7. 152. 1.1 3.46 .80 8.40 311. 259. 12.00 25. 513. 2.4 7.79 .80 7.20 737. 461. 12.00 58. 1216. 4.2 13.86 .80 6.00 1440. 720. 12.00 114. 2375. 6.6 21.65 .80 4.80 2488. 1037. 12.00 197. 4104. 9.5 31.17 .80 3.60 3951. 1411. 12.00 313. 6517. 13.0 42.43 .80 2.40 5898. 1843. 12.00 468. 9728. 16.9 55.42 .80 1.20 8398. 2333. 12.00 666. 13851. 21.4 70.14 .80 .00 11520. 2880. 12.00 914. 18999. 26.4 86.60 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 41+12.00 TO 41+27.00 SLAB 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 B-1 CUTOFF AT 11.92 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.92 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET I r wl &A a I wl Wl WA &A Wl &I"- 641 t�!# WA &A 041 .00 23915. 180. 12.00 1756. 22364. 1.9 3.13 1.64 1.45 17750. 1904. 12.00 1304. 16599. 20.2 33.13 1.64 2.90 11866. 2524. 12.00 871. 11097. 26.8 43.90 1.64 4.35 6999. 2464. 12.00 741. 17314. 24.9 95.26 .59 + B-3 CUTOFF AT .00 FEET 5.80 3377. 2052. 12.00 357. 8355. 20.8 79.31 .59 7.25 929. 1511. 12.00 98. 2297. 15.3 58.39 .59 + B-2 CUTOFF AT 4.18 FEET 8.70 -571. 980. 12.00 54. 1051. 10.0 32.88 .80 10.15 -1390. 534. 12.00 131. 2559. 5.5 17.93 .80 + B-1 CUTOFF AT 16.34 FEET 11.60 -1778. 208. 12.00 167. 3273. 2.1 7.00 .80 13.05 -1930. 13. 12.00 182. 3553. .1 .42 .80 14.50 -1967. 52. 12.00 185. 3621. .5 1.76 .80 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 12654. 3924. 12.00 1191. 23297. 40.2 131.69 .80 1.45 11585. 3668. 12.00 1091. 21329. 37.6 123.12 .80 2.90 9293. 2986. 12.00 875. 17110. 30.6 100.23 .80 4.35 6690. 2178. 12.00 630. 12317. 22.3 73.10 .80 + B-9 CUTOFF AT .00 FEET 5.80 4296. 1419. 12.00 405. 7910. 14:6 47.64 .80 7.25 2353. 794. 12.00 222. 4333. 8.1 26.66 .80 + B-8 CUTOFF AT .00 FEET 8.70 916. 326. 12.00 86. 1687. 3.3 10.96 .80 10.15 -61. 5. 12.00 6. 150. .0 .18 .59 + B-7 CUTOFF AT 15.97 FEET 11.60 -666. 197. 12.00 70. 1648. 2.0 7.61 .59 13.05 -987. 305. 12.00 105. 2443. 3.1 11.79 .59 14.50 -1087. 339. 12.00 115. 2690. 3.4 13.09 .59 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 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 41+27.00 TO 41+42.00 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 23.33 12.00 0.0 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 OUTWARD INWARD INWARDDISTANCE 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 14. 4. 12. 8. BAR2 8. 9. 5. S. 2. BAR3 BAR4 7. 9. 12. 8. BAR5 BAR6 BART 7. 9. 14. 5. BARB BAR9 RUN 1 COMMENT OCRCD CHECK PHASE FORM TITLE CHANNEL TRANSITION 41+27.00 TO 41+42.00 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 23.33 12.00 0.0 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 14. 4. 12. 8. BAR2 8. 9. S. S. 2. BAR3 BAR4 7. 9. 12. 8. BAR5 BAR6 BART 7. 9. 14. 5. BARB BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 41+27.00 TO 41+42.00 23.33' WIDE BY 12.00' 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 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 a I I wig wl IkDj %I lks WA s 161 0 1 fal W4 W# * WAs _8 - TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS. B-1 6. 9.00 14. 4.00 12. 8.00 B-2 8. 9.00 5. .00 5. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 7. 9.00 0. .00 12. 8.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 7. 9.00 14. 5.00 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 *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 12. 5.98 12. 7.00 1. 2.50 12. 7.00 13. .48 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 41+27.00 TO 41+42.00 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 1.86 CU YD/FT TRANSVERSE STEEL 328.5 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL 78. BARS TOTAL STEEL 380.6 LB/FT FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 633. 1421. 12.00 56. 1402. 12.9 49.24 .59 9.60 1863. 1795. 12.00 166. 4130. 16.3 62.17 .59 8.40 3190. 1897. 12.00 285. 7071. 17.2 65.73 .59 7.20 4662. 2060. 12.00 416. 10334. 18.7 71.37 .59 6.00 6430. 2335. 12.00 574. 14254. 21.2 80.88 .59 4.80 8638. 2721. 12.00 771. 19150. 24.7 94.26 .59 3.60 11418. 3213. 12.00 703. 9553. 30.6 50.02 1.64 2.40 14892. 3809. 12.00 917. 12460. 36.2 59.29 1.64 1.20 19180. 4505. 12.00 1181. 16048. 42.8 70.12 1.64 .00 24397. 5299. 12.00 1502. 20412. 50.4 82.48 1.64 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 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 12. 29. 12.00 1. 19. .3 .87 .80 9.60 92. 115. 12.00 7. 152. 1.1 3.46 .80 8.40 311. 259. 12.00 25. 513. 2.4 7.79 .80 7.20 737. 461. 12.00 58. 1216. 4.2 13.86 .80 6.00 1440. 720. 12.00 114. 2375. 6.6 21.65 .80 4.80 2488. 1037. 12.00 197. 4104. 9.5 31.17 .80 3.60 3951. 1411. 12.00 313. 6517. 13.0 42.43 .80 2.40 5898. 1843. 12.00 468. 9728. 16.9 55.42 .80 1.20 8398. 2333. 12.00 666. 13851. 21.4 70.14 .80 .00 11520. 2880. 12.00 914. 18999. 26.4 86.60 .80 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING CHANNEL TRANSITION 41+27.00 TO 41+42.00 SLAB 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 B-1 CUTOFF AT 11.92 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.92 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET I t:. SIL 4 A Kki 0-1 & 0 CA .00 23898. 92. 12.00 1755. 22348. 1.0 1.61 1.64 1.17 18913. 1584. 12.00 1389. 17686. 16.8 27.55 1.64 2.33 13955. 2298. 12.00 1025. 13050. 24.4 39.98 1.64 3.50 9499. 2475. 12.00 698. 8883. 26.3 43.05 1.64 + B-3 CUTOFF AT .00 FEET 4.67 5775. 2314. 12.00 611. 14285. 23.4 89.46 .59 5.83 2841. 1974. 12.00 301. 7028. 20.0 76.31 .59 + B-2 CUTOFF AT 4.18 FEET 7.00 653. 1572. 12.00 69. 1616. 15.9 60.75 .59 8.17 -885. 1190. 12.00 83. 1629. 12.2 39.95 .80 + B-1 CUTOFF AT 13.51 FEET 9.33 -1884. 885. 12.00 177. 3469. 9.1 29.69 .80 10.50 -2441. 689. 12.00 230. 4494. 7.1 23.14 .80 11.67 -2619. 622. 12.00 247. 4821. 6.4 20.89 .80 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 12635. 3933. 12.00 1190. 23264. 40.3 132.00 .80 1.17 11871. 3755. 12.00 1118. 21856. 38.5 126.03 .80 2.33 10158. 3251. 12.00 956. 18703. 33.3 109.11 .80 3.50 8043. 2600. 12.00 757. 14808. 26.7 87.27 .80 + B-9 CUTOFF AT .00 FEET 4.67 5892. 1925. 12.00 555. 10849. 19.7 64.61 .80 5.83 3934. 1302. 12.00 370. 7243. 13.4 43.71 .80 + B-8 CUTOFF AT .00 FEET 7.00 2289. 775. 12.00 216. 4215. 7.9 26.01 .80 8.17 1011. 362. 12.00 95. 1861. 3.7 12.15 .80 + B-7 CUTOFF AT 13.05 FEET 9.33 109. 69. 12.00 10. 200. .7 2.33 .80 10.50 -425. 104. 12.00 45. 1050. 1.1 4.04 .59 11.67 -601. 162. 12.00 64. 1486. 1.6 6.26 .59 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 a 9 n Width FT 36.75 Height FT 12 Walls T1 IN 12 Bottom Slab T2 IN 12 Heel Z IN 6 A Bars #6 @ 9" Horiz. Length 21' 0 Vert. Length 12' 8 B Bars #8 @ 9" Horiz. Length 5' 0 Vert. Length 5' 2 C Bars #4 @ 9" Horiz. Length V 3 Vert. Length 12' 8 D Bars #5 @ 9" Horiz. Length V 3 Vert. Length 3' 7 E Bars #6 @ 9" Horiz. Length 7' 0 F Bars #4 @ 9" Horiz. Length 20' 7 Longitudinal Bars #4 @ 16" Conc. CY/LF 2.36 Steel LBS/LF 376 COMMENT OCRCD CHECK PHASE FORM TITLE RECTANGULAR CHANNEL 16+79.52 TO 17+04.47 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 36.75 12.00 0.50 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 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 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 21. 12. 8. BAR2 8. 9. 5. S. 2. BAR3 BAR4 4. 9. 1. 3. 12. 8. BARS S. 9. 1. 3. 3. 7. BAR6 BART 6. 9. 7. BARB 4. 9. 20. 7. BAR9 RUN 1 COMMENT OCRCD CHECK PHASE FORM TITLE RECTANGULAR CHANNEL 16+79.52 TO 17+04.47 COMMENT WIDTH(FT) HEIGHT(FT)HEEL WIDTH DIMENSION 36.75 12.00 0.50 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 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 ® WALL THICKNESS 12.00 12.00 12.00 12.00 COMMENT BAR SIZE SPACING HORIZ.FT. HORIZ.IN. VERT.FT. VERT.IN. BAR1 6. 9. 21. 12. S. BAR2 8. 9. 5. 5. 2. BAR3 BAR4 4. 9. 1. 3. 12. 8. BARS 5. 9. 1. 3. 3. 7. BAR6 BART 6. 9. 7. BAR8 4. 9. 20. 7. BAR9 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING RECTANGULAR CHANNEL 16+79.52 TO 17+04.47 36.75' WIDE BY 12.00' 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 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 = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES *** THICKNESSES *** TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES *** STEEL LAYOUT *** BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH INS. FT. INS. FT. INS B-1 6. 9.00 21. .00 12. 8.00 7.00 B-6 0. .00 0. B-2 8. 9.00 S. .00 5. 2.00 B-3 0. .00 0. .00 0. .00 0 B-4 4. 9.00 1. 3.00 12. 8.00 B-5 5. 9.00 1. 3.00 3. 7.00 B-6 0. .00 0. .00 0. .00 0 B-7 6. 9.00 7. .00 0. .00 B-8 4. 9.00 20. 7.00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA *** MAXIMUM LENGTHS *** HORIZONTAL VERTICAL LENGTH LENGTH FT. INS. FT. INS. 19. 2.50 12. 7.00 1. 2.50 12. 7.00 19. 9.00 0. .00 + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING RECTANGULAR CHANNEL 16+79.52 TO 17+04.47 *** CHANNEL TENTH POINT DATA *** DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF *** QUANTITIES *** CONCRETE 2.36 CU YD/FT TRANSVERSE STEEL 310.4 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL TOTAL STEEL 98. BARS 375.9 LB/FT CIA W's a„ l IL's 10.1 W4 ) VVI to FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 633. 1421. 12.00 56. 1402. 12.9 49.24 .59 9.60 1863. 1795. 12.00 166. 4130. 16.3 62.17 .59 8.40 3190. 1897. 12.00 285. 7071. 17.2 65.73 .59 7.20 4662. 2060. 12.00 416. 10334. 18.7 71.37 .59 6.00 6430. 2335. 12.00 574. 14254. 21.2 80.88 .59 4.80 8638. 2721. 12.00 771. 19150. 24.7 94.26 .59 3.60 11418. 3213. 12.00 703. 9553. 30.6 50.02 1.64 2.40 14892. 3809. 12.00 917. 12460. 36.2 59.29 1.64 1.20 19180. 4505. 12.00 1181. 16048. 42.8 70.12 1.64 .00 24397. 5299. 12.00 1502. 20412. 50.4 82.48 1.64 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 12.00 0. 0. 12.00 0. 0. .0 .00 .00 10.80 12. 29. 12.00 1. 56. .3 1.46 .26 9.60 92. 115. 12.00 11. 448. 1.0 5.83 .26 8.40 311. 259. 12.00 39. 1511. 2.3 13.12 .26 7.20 737. 461. 12.00 92. 3581. 4.1 23.32 .26 6.00 1440. 720. 12.00 179. 6995. 6.4 36.44 .26 4.80 2488. 1037. 12.00 310. 12087. 9.2 52.48 .26 3.60 3951. 1411. 12.00 492. 19193. 12.5 71.43 .26 2.40 5898. 1843. 12.00 501. 11540. 16.8 42.79 .67 1.20 8398. 2333. 12.00 713. 16431. 21.3 54.15 .67 .00 11520. 2880. 12.00 978. 22539. 26.3 66.86 .67 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: AEI-CASC ENGINEERING RECTANGULAR CHANNEL 16+79.52 TO 17+04.47 SLAB 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 B-1 CUTOFF AT 11.92 FEET B-2 CUTOFF AT 4.42 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 11.92 FEET B-5 CUTOFF AT 2.83 FEET B-6 CUTOFF AT .00 FEET .00 23909. 181. 12.00 1756. 22359. 1.9 3.15 1.64 1.84 16090. 2172. 12.00 1182. 15047. 23.1 37.78 1.64 3.68 9093. 2581. 12.00 668. 8503. 27.4 44.90 1.64 5.51 4000. 2197. 12.00 423. 9894. 22.2 84.93 .59 7.35 874. 1544. 12.00 92. 2161. 15.6 59.66 .59 9.19 -691. 910. 12.00 102. 3742. 9.0 51.34 .26 11.02 -1224. 419. 12.00 180. 6627. 4.1 23.66 .26 12.86 -1197. 93. 12.00 176. 6483.. .9 5.22 .26 14.70 -962. 98. 12.00 141. 5207. 1.0 5.51 .26 16.54 -741. 191. 12.00 109. 4012. 1.9 10.78 .26 18.37 -655. 219. 12.00 96. 3546. 2.2 12.33 .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 12653. 3918. 12.00 1165. 22010. 40.3 92.29 .85 1.84 11047. 3511. 12.00 1018. 19218. 36.1 82.71 .85 3.68 7915. 2562. 12.00 729. 13769. 26.3 60.34 .85 5.51 4793. 1580. 12.00 442. 8339. 16.2 37.21 .85 7.35 2361. 799. 12.00 347. 12785. 7.9 45.06 .26 9.19 765. 277. 12.00 113. 4143. 2.7 15.64 .26 11.02 -118. 18. 12.00 12. 292. .2 .68 .59 12.86 -508. 153. 12.00 54. 1257. 1.5 5.91 .59 14.70 -621. 196. 12.00 66. 1535. 2.0 7.58 .59 16.54 -621. 201. 12.00 66. 1537. 2.0 7.75 .59 18.37 -610. 198. 12.00 65. 1510. 2.0 7.67 .59 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 4.18 FEET B-1 CUTOFF AT 20.18 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT 19.22 FEET B-7 CUTOFF AT 5.64 FEET A 6 EXHIBIT "A": MASTER DRAINAGE PLAN FOR THE COYOTE CANYON SPECIFIC PLAN: HYDROLOGY MAP BASED ON THE COYOTE CANYON PROJECT IN PLACE (SCALE:1 "=3001) d 0