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HomeMy WebLinkAboutDrainage ReportDRAINAGE/DETENTION REPORT For The Home Depot The Gateway Subdivision State Highway 6 Bypass and University Drive College Station, Texas .. Prepared by Bury+Partners -SA, Inc. 10000 San Pedro, Suite 100 San Antonio, Texas 78216 August 2002 DRAINAGE/DETENTION REPORT for The Home Depot The Gateway Subdivision State Highway 6 Bypass and University Drive College Station, Texas Prepared by Bury+Partners -SA, Inc. 10000 San Pedro, Suite 100 San Antonio, Texas 78216 "I hereby certify that this report for the drainage design of The Gateway Subdivision was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Registered Professional Engineer August 2002 l :\Drainage Reports\Home Depot\229--002\flysheet.doc. vrc ~---------------BURY+PARTNERS ---------------~ TABLE OF CONTENTS Introduction .......................................................................................................................... 1 Pre-Developed Conditions ................................................................................................... 1 East Drainage West Drainage TxDot Drainage Post Development Drainage ................................................................................................ 2 Overall Drainage Plan Public Storm Drainage On-site Storm Drainage System Western Private Storm Sewer Eastern Private Storm Sewer Table 1 TxDOT Drainage Detention Design ............................................................................................................. 3-4 Table 2 -Detention Volume Summary Table 3 -Inflow/Outflow Summary Methodology for Detention Design Results Maintenance Pre-vs-Post Developed Runoff ........................................................................................ 5-6 Table 4 -Computation of Lag Times Table 5 -Peak Flow Summary Study Point 1 Study Point 2 Study Point 3 Conclusion ........................................................................................................................... 6 APPENDIX Appendix 1 Existing Drainage Area Map Proposed Drainage Area Map On-Site Drainage Master Plan Existing FEMA Flood Insurance Rate Map Appendix 2 Public Storm Sewer Storm Cad 10-year and 100-year Analysis '--------------------BURY+PARTNERS ----------------~ APPENDIX (cont'd) Appendix 3 Private Storm Sewer Storm Cad -10-Year and 100-Year Analysis Inlet Calculations Appendix 4 Detention Basin Hydro graph Tail Water Condition No Tail Water Condition Appendix 5 HEC-1 Analysis Existing 2-100 Year Proposed 2-100 Year Appendix 6 TxDOT Storm Sewer Storm Cad -10-Y ear and 100-Y ear Analysis Proposed 2-100 Year Appendix 7 Detention Pond Plan Private Storm Sewer Plan L-----------------BURY+PARTNERS ----------------~ INTRODUCTION The proposed improvements consi.st of a Home Depot, future commercial retail pad site, associated parking, public utility extensions, public drainage improvements and a private detention facility. ±32.87 acres is proposed to be developed out of the 43.507 acres. The remaining ±10.94 acres will consist of floodplain, existing wetlands and a detention facility for the proposed development. The proposed development is located at the Northwest comer of the intersection of University Drive and S.H. 6 By-pass. The purpose of this report is to analyze the effects of the proposed improvements on the surrounding drainage system. A CLO MR and LOMR will be submitted in conjunction with this report by Mitchell & Morgan, LLP. In accordance with City of College Station Ordinance # 1728, the following narratives, calculations and maps are submitted for your review and approval for the proposed development's drainage plan. PRE-DEVELOPED CONDITIONS The existing topography shows the project site is split into four drainage areas, all of which terminate at Burton Creek south drainage. Drainage area DA-lE consisting of 37.5 acres located south of the proposed development that drains into an existing storm drainage system. This system accepts drainage runoff from Glenhaven Subdivision, Scott & White Clinic Complex, University Drive, three restaurants and a gas station. The storm drainage system releases into an open channel that flows northwest through DA-2E until it reaches the flood plain and Burton Creek. East Drainage DA-2E consists of 38.1 acres containing the eastern portion of the site, a portion of State Highway 6 right-of-way and a portion of property located northwest of the site. DA-2E accepts runoff from DA- lE/P and the two drainage areas drain northwest to study point 1 and into Burton Creek. West Drainage DA-3E consists of 9 .6 acres containing the western portion of the site and a small portion of property located to the west of the site. DA-3E drains northwest to point 2 where it enters a Tributary to Burton Creek. The tributary flows northeast until conv_erges with the flow from DA- lE & 2E downstream from point 1. TxDot Drainage DA-4E consists of 5 acres located along State Highway 6 Bypass. The 5 acres generally drain east toward a 24" storm drainage pipe that crosses the access road. This area collects with other drainage areas within TxDOT r.o!w. and drains northeast into Burton Creek at a point east of State Highway 6. When DA-4E receives a significant storm event (±5 year storm), DA-4E cannot be delineated from DA-2E because of flooding. 1 :. '------------------BURY+PARTNERS --------------------" POST DEVELOPMENT DRAINAGE Overall Drainage Plan The developed Gateway subdivision will provide a detention facility within Lot 9 that will collect the runoff from DA-2P (32.5 Acres). This drainage area includes Lot 7 which is planned to be developed by Wings & More. The site was designed by Mitchell & Morgan. Onsite detention was waived for this site at the time of platting and plan submittal provided detention was provided in the future by the developer of Lot IA. A storm drainage structure will be constructed to convey storm drainage runoff from DA-IE/P to a point north of DA-2P. The detention facility has been sized to account for the future development of Lot 2R and Lot IO. Public Storm Drainage The rational formula was used to calculate the runoff for DA-IP (See Table I). A proposed 60-inch public storm sewer will be constructed within Lots I I and 2R to intercept the flow from DA-IP and convey the flow for the 2-lOOyr storms though the site. A 6'x6' junction box will connect the proposed 60" storm sewer to existing 48", 30", and I8" storm sewer pipes. The 60" storm sewer will collect storm drain runoff from three additional points. StormCAD was used to model the proposed storm drainage system. Due to elevation constraints the storm drainage pipe was placed at the preferred frictional slope. (See Appendix 2 for StormCAD Pipe Report). On-Site Storm Drainage System The on-site post-development drainage areas were calculated using the rational method (See Table I). The On-site Drainage Master Plan consists of I 8 separate drainage areas and two separate drainage systems that convey the on-site drainage to the private detention pond (See Exhibit 3). Western Private Storm Sewer Only a portion of the western drainage system will presently be constructed with the development of Lot 11. The western system was designed for I 0-yr ultimate development and analyzed using StormCAD (See Appendix 3). The system will stub out into Lot IA with area inlets. The remainder of the western system will be built when Lot lA is developed. The future storm system will collect the remainder of the storm water flow from Lot IA and a portion of the 60' private access easement located along the western property line of Lot IA. Inlets are sized by drainage area collected at each inlet based on Table 1 and inlet calculations (Appendix 3). Eastern Private Storm Sewer The eastern storm drainage system will be constructed within Lot I I. This eastern system was designed for the 10-yr ultimate development and analyzed using StormCAD (See Appendix 3). 2 ~----------------BURY+PARTNERS -------------------' TABLE 1: Rational Formula Drainage Area Calculations <( ci ci ~ ~ ~ > > <( w <( <( w a:: 0 0 g~ a:: :z: a:: a:: <( I-...J ...J ~ ~ w I-w <( <( rn u.. u.. u.. -0 0 ~ w ::> z c c c (.) ...J ...J ~ (!) w w z o w z ~~ (!) a:: 0 u.. u z z u.. u.. >-rn w 0 <( <( 5 <( :z: <( <( u1 a:: :z: a:: ~ ::!:: ...J ::!:: u I-...J u.. -...J I-...J ...J > w I-w (.) 0 z <( a:: 0 tl: a:: (!) a:: ...J a:: . ~ (!) ~o a:: ~ a:: 0 <.:i I-~ I-w zw Wz w ...J W(!) 00 0 ...J ...J w 0 0.. ::> z ::> u1 0 It"> 0 0 0 0 ::!:: ::> 0 >w > <( >> (!) ~ I-...J I-w <( rn N It"> 0 ...... It"> N 0 It"> 0 ...... c I-a:: u 0 ...J 0 u.. 0 <( (!) > rn u.. rn > u ::> £::! 0 !!? 0 :!: 0 £::! 0 It"> 0 ...... 0 No. Ac. % ft. ft. ft. ft/s ft. ft/s min min In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 1E 37.5 65.0 0.60 335 1.0 2.0 1700 2.8 300 6.0 14.0 14.0 5.4 121 .1 6.6 148.4 7.4 167.3 8.5 191.4 9.6 216.8 10.1 226.2 2E 39.6 0.0 0.55 420 37.0 4.3 0 0 0 0 1.6 10.0 6.3 137.8 7.7 167.5 8.6 188.1 9.9 214.8 11 .1 242.8 11 .6 253.5 2P 32.5 90.0 0.90 325 2.0 1.0 400.0 4.8 1850 6.0 12.0 12.0 5.8 170.3 7.1 207.9 8.0 233.9 9.1 267.4 10.3 302.5 10.8 315.7 4E 5 8 0.55 750 3 2 0 0 0 0 6.3 10.0 6.3 17.4 7.7 21 .2 8.6 23.7 9.9 27.1 11 .1 30.7 11 .6 32.0 5P 2.3 10 0.55 600 3 2 0 0 150 6 5.4 10.0 6.3 8.0 7.7 9.7 8.6 10.9 9.9 12.5 11.1 14.1 11 .6 14.7 Storm Drainage Area Calculations . I •• ,1 1 11 .0 90 0.90 350 4 5 510 3 1750 6 8.9 10.0 6.3 62.7 7.7 76.2 8.6 85.6 9.9 97.7 11 .1 110.5 11 .6 115.3 2 6.09 90 0.90 300 14 13 360 13 0 0 0.8 10.0 6.3 34.7 7.7 42.2 8.6 47.3 9.9 54.1 11 .1 61 .1 11.6 63.8 3 0.45 100 0.90 120 1.5 4 0 0 0 0 0.5 10.0 6.3 2.6 7.7 3.1 8.6 3.5 9.9 4.0 11 .1 4.5 11 .6 4.7 4 3.13 90 0.90 50 1 2 600 8 0 0 1.7 10.0 6.3 17.8 7.7 21.7 8.6 24.3 9.9 27.8 11 .1 31.4 11 .6 32.8 5 1.87 90 0.90 300 5 6 0 0 0 0 0.8 10.0 6.3 10.6 7.7 12.9 8.6 14.5 9.9 16.6 11.1 18.8 11 .6 19.6 6 1.05 90 0.90 150 3 6 0 0 0 0 0.4 10.0 6.3 6.0 7.7 7.3 8.6 8.2 9.9 9.3 11 .1 10.5 11 .6 11.0 7 2.5 85 0.85 300 4 6 0 0 0 0 0.8 10.0 6.3 13.4 7.7 16.3 8.6 18.3 9.9 21 .0 11.1 23.7 11 .6 24.7 8 0.75 90 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 4.3 7.7 5.2 8.6 5.8 9.9 6.7 11.1 7.5 11 .6 7.9 9 1.44 90 0.90 140 2 6 0 0 0 0 0.4 10.0 6.3 8.2 7.7 10.0 8.6 11 .2 9.9 12.8 11 .1 14.4 11 .6 15.1 10 1.05 90 0.90 360 3.5 6 0 0 0 0 1.0 10.0 6.3 6.0 7.7 7.3 8.6 8.2 9.9 9.3 11.1 10.5 11 .6 11 .0 11 0.49 90 0.90 175 3 6 0 0 0 0 0.5 10.0 6.3 2.8 7.7 3.4 8.6 3.8 9.9 4.3 11.1 4.9 11 .6 5.1 12 0.76 100 0.90 200 1.5 6 0 0 0 0 0.6 10.0 6.3 4.3 7.7 5.3 8.6 5.9 9.9 6.7 11 .1 7.6 11 .6 8.0 13 1.78 90 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 10.1 7.7 12.3 8.6 13.8 9.9 15.8 11 .1 17.9 11 .6 18.6 14 0.29 90 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 1.7 7.7 2.0 8.6 2.3 9.9 2.6 11 .1 2.9 11 .6 3.0 15 0.3 100 0.90 180 2 6 0 0 0 0 0.5 10.0 6.3 1.7 7.7 2.1 8.6 2.3 9.9 2.7 11 .1 3.0 11 .6 3.1 16 0.09 100 0.90 80 1.5 6 0 0 0 0 0.2 10.0 6.3 0.5 7.7 0.6 8.6 0.7 9.9 0.8 11.1 0.9 11 .6 0.9 17 1.18 100 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 6.7 7.7 8.2 8.6 9.2 9.9 10.5 11 .1 11 .8 11 .6 12.4 The TxDOT drainage area has been reduced by 54% (5 acres to 2.3 acres). No additional impervious cover has been added (less driveways) to the drainage area. An 18" pipe culvert has been added under the southernmost proposed driveway. An 18" storm drain pipe has been added under the middle proposed driveway which transfers storm drainage along TxDOT R.O.W. to a proposed 2.5' x 2.5' grate inlet and a 3' x 3' junction box. This junction box will release into the existing 24" storm drain system under the Highway 6 access road. DETENTION DESIGN Due to the size of the DA-2P (32.5 acres) the rational method was used to calculate the runoff leaving the site for the pre-and post-development conditions. The detention pond has been oversized to encompass an existing wetlands area and to maintain an embankment elevation above the 1 OOyr Flood Plain. The detention pond has also been oversized for future offsite development not accounted for within this report. The detention pond will have low flow pipes placed at the water surface elevation of the existing wetlands allowing most of the existing wetlands to be preserved within the proposed detention pond. The embankment slope will be built at a 4: 1 maximum slope with a 6-foot top width. Because the detention pond is being constructed within the 100-year flood plain, it is designed using a tail water outflow condition, and a spillway elevation set above the 100-year water surface elevation. The tail water condition/water surface elevation was determined by Mitchell & Morgan, LLP, in an analysis of Burton Creek for the sequence of design storms are as follows (See CLOMR submitted by Mitchell & Morgan, LLP): lOyr -266.20', 25yr -267.25', 50yr -268.05', and lOOyr -268.79'. Because the HEC-2 analysis of Burton Creek does not analyze the 5yr storm, water surface elevation of265.15' was estimated. The two-36" low-flow pipes for the out flow structure will be placed at an elevation of261.00' and the 50' weir spillway will be placed at elevation 269.00'. Because the tail water elevation is greater than the pool water surface elevation within the detention basin, 0 cfs out flow will result until the Burton Creek water shed water surface elevation rescinds (See Appendix 4). The detention pond can totally contain the 100-year flood event without outfall for the 2 through 100-year storm events (See Table 2). 3 '------------------BURY+PARTNERS ------------------' = Table 2: DETENTION VOLUME SUMMARY (With Tailwater) Contour Elevation Area (ft2) Volume (ft3) Freq./W.S. Elev./ Volume 261.00 29,600 0 262.00 60,436 45,018 263.00 74,068 112,270 264.00 87,700 193,154 5yr I W.S. -264.33 / 224,200 ftj 265.00 100,638 287,323 lOyr I W.S. -264.631252,215 ftj 25yr I W.S. -265.011288,322 ft 3 50yr I W.S. -265 .361326,226 ft3 266.00 113,575 394,430 lOOyr I W.S. -265.50 / 340,462 ft3 267.00 119,120 510,777 268.00 124,665 632,670 269.00 125,964 757,984 Spillway Elevation 269.001757,984 ft3 270.00 127,262 884,597 Top of Earthen Berm Because the tail water condition is not permanent and varies with time, we have provided the detention pond hydrograph routing without a tail water condition (See Appendix 4). Table 3 depicts a summary of the resultant flow from the pond without a tail water condition. TABLE 3: JNFLOW/OUTFLOW SUMMARY (No Tailwater) STORM VOLUME JNFLOW OUTFLOW W.S.ELEV. (ft3) (cfs) (cfs) 5YR 179,604 208 32 263.83 lOYR 202,834 234 43 264.10 25YR 227,680 267 53 264.37 50YR 253,306 302 70 264.64 lOOYR 263,053 315 74 264.75 Methodology For Detention Design The software Hydraflow Hydrograph (HH) was used for the detention design. The rational formula with City of College Station (Texas State Highway Dept. (TSDHPT)) IDF curves, the time of concentration, and runoff coefficients were used to generate the hydrographs. The Hydrographs were constructed according to the Triangular Approximation method. The hydrographs are combined by adding flow rates at corresponding time intervals and routed by the modified Art-Kin method. Results The following table identifies the key results of the detention model. All supporting computer simulated inflow/outflow output can be examined in Appendix 4. The following points are proven by the above narrative and calculations: 1. Discharge rates for the design storms are maintained below the pre-developed conditions. 4 L__..---------------BURY+PARTNERS ------------------' 2. More storage is available tpan required with a 3.50-foot freeboard above the lOOyr frequency storm water surface elevation. The detention pond has been over designed for additional future development. The pond will have the capacity to accept and detain an additional 354,865 cubic feet of volume with a 0.5' freeboard. Maintenance The southern portion of the pond adjacent to the proposed development and top of the pond will be landscaped with grass and mowed regularly as part of regular maintenance. The disturbed portion of the pond bottom and sides will be re-vegetated with similar wetland vegetation. A separate wetlands mitigation plan will be prepared by others to mitigate disturbed wetlands and is submitted with the site plan permit. Trash and debris Will be removed when the on-site landscape maintenance is performed or more frequently if needed. PRE -vs. -POST-DEVELOPED RUNOFF The pre-and post-development runoff was computed and analyzed at points 1, 2 and 3 using the SCS method within the HEC-1 program (See Appendix 5). This analysis does not take into account the Burton Creek watershed flood plain water surface elevation. TABLE 4: COMPUTATION OF LAG TIMES DA # AREA AREA HYD. VERT. SLOPE LAG CURVE VEL. IMP. ACRES SQ.MI. LENGTH DROP IT/Ff HRS. # ITIS COVER IT. IT. % 1E+2E 75.6 0.1181 2670 53 0.020 0.19 77 2.34 30 3E 9.6 0.015 1130 28 0.025 0.19 77 1.00 0 IP 42.5 0.0664 1870 45 0.024 0.14 77 2.25 65 2P 32.5 0.0508 2575 40 0.016 0.12 94 3.58 90 3P 1.2 0.0019 1130 28 0.025 0.19 77 1.00 0 4P 12.1 0.0189 1500 9 0.006 0.10 77 2.50 0 5 L...----------------BURY+PARTNERS ---------------------' TABLE 5: PEAK FLOW SUMMARY Study lOOYR 50YR 25YR lOYR 5YR 2YR point (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) PreDev@ 619 541 475 384 306 198 PTl PostDev 504 448 402 336 279 199 ~PTl PreDev@ 67 58 50 40 31 19 PT2 PostDev 9 8 7 5 4 3 (a), PT2 PreDev@ 32 31 27 24 21 17 PT3 PostDev@ 15 14 13 11 10 8 PT3 Study Point 1 The comparison of flows in Table 5 display a significant decrease in flow. The decrease is due to the over design of the detention pond. Study Point 2 The comparison of flows in Table 5 display a significant decrease in flow. The decrease in flow is due to the routing of most of this area to the detention pond. The detention pond will act as a serni- regional detention pond and will provide detention for the proposed Home Depot as well as the future development within the Gateway Subdivision. Study Point 3 The comparison of flows in Table 1 (DA-4E and DA-5P) display a significant decrease in flow. The decrease in flow is due to the Diversion of 54% of the existing area to Study Point 1. CONCLUSION The detention design limits the runoff rate, it provides more than the required storage volume, and does not exceed (reduces) the downstream conveyance for the design storms. Therefore this detention design satisfies the requirements of the City of College Station Drainage Ordinance. 6 ~---------------BURY+PA RTNERS ---------------~ APPENDIX 1 EXISTING DRAINAGE AREA MAP PROPOSED DRAINAGE AREA MAP ON-SITE DRAINAGE MASTER PLAN EXISTING FEMA FLOOD INSURANCE RA TE MAP APPENDIX2 PUBLIC STORM SEWER STORM CAD • 10 YEAR ANALYSIS) • 100 YEAR ANALYSIS Label Upstream Upstream Inlet Inlet Area CA (acres) (acres) P-1 37.50 22.50 P-2 2.50 2.12 P-5 0.49 0.44 P-6 1.78 1.60 P-4 0.29 0.26 Title: HD-College Station j:\048\030\public drain.stm 09/03/02 09:27:06 AM Scenario: Base Pipe Report Upstream Calculated System Total Length Constructed Section Manning~ Full Upstream System CA Intensity System (ft) Slope Size n Capacity Invert (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (cfs) (ft) 22.50 7.44 168.66 166.80 0.005036 60inch 0.014 171 .61 265.29 24.63 7.36 182.72 501.00 0.004990 60inch 0.014 170.83 264.45 25.07 7.16 180.84 127.72 0.005011 60 inch 0.014 171 .18 261 .95 26.67 7.11 191 .05 200.30 0.004993 60 inch 0.014 170.87 261 .31 26.93 7.04 190.98 28.00 0.005000 60inch 0.014 171 .00 260.31 / 0 '/fl.. S 7o (VV\ Bury & Partners © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Invert Elevation (ft) 264.45 261.95 261 .31 260.31 260.17 Hydraulic Grade Line Out (ft) 268.98 266.47 265.86 264.52 264.12 Hydraulic Grade Line In (ft) 269.62 268.98 266.47 265.86 264.52 Project Engineer: BPI User StormCAD v4.1.1 (4.2014] Page 1 of 1 - Label Upstream Upstream Inlet Inlet Area CA (acres) (acres) P-1 37.50 22.50 P-2 2.50 2.12 P-5 0.49 0.44 P-6 1.78 1.60 P-4 0.29 0.26 Title: HD-College Station j:\048\030\public drain.stm 09/03/02 09:30:55 AM Scenario: Base Pipe Report Upstream Calculated System Total Length Constructed Section Mannings Full Upstream System CA Intensity System (ft) Slope Size n Capacity Invert (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (cfs) (ft) 22.50 10.05 228.01 166.80 0.005036 60 inch 0.014 171.61 265.29 24.63 9.97 247.58 501 .00 0.004990 60 inch 0.014 170.83 264.45 25.07 9.76 246.67 127.72 0.005011 60inch 0.014 171 .18 261.95 26.67 9.71 261.03 200.30 0.004993 60 inch 0.014 170.87 261 .31 26.93 9.63 261 .51 28.00 0.005000 60 inch 0.014 171.00 260.31 Bury & Partners © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 264.45 274.18 261.95 268.93 261 .31 267.60 260.31 265.26 260.17 264.66 Hydraulic Grade Line In (ft) 275.66 274.18 268.93 267.60 265.26 Project Engineer: BPI User StormCAD v4.1.1 [4.2014] Page 1 of 1 APPENDIX3 PRIVATE STORM SEWER STORM CAD 10-YEAR ANALYSIS 100-YEAR ANALYSIS INLET CALCULATIONS ~ GRATE INLET CALCULATIONS ; Q = 4.82 Ag YA0.5 Area Grate Grate (Ag) y Q Size (Sq.Ft.) (Ft.) (cfs) 2'x2' 2 0.75 8.3 2.5'x2.5' 3.13 0.75 13.1 3'x3' 4.5 0.75 18.8 4'x4' 8 0.75 33.4 5'x5' 12.5 0.75 52.2 6'x6' 18 0.75 75.1 CURB INLET CALCUATIONS Q = 3.0 L YA1.5 CURB INLET y Q LENGTH (Ft.) (cfs) 5 0.75 9.7 10 0.75 19.5 15 0.75 29.2 20 0.75 39.0 25 0.75 48.7 30 0.75 58.5 35 0.75 68.2 40 0.75 77.9 45 0.75 87.7 50 0.75 97.4 ~ ~ Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Manning~ Full Upstream Inlet Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Area CA (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (acres) (acres) (cfs) (ft) P-5 3.46 3.11 3.11 11 .64 36.53 189.00 0.004180 30inch 0.014 24.62 268.00 P-7 0.79 0.71 0.71 11 .64 8.34 184.00 0.005978 30inch 0.014 29.45 267.53 P-24 2.05 1.84 4.96 11.44 57.20-194.00 0.004021 36 inch 0.014 39.27 266.71 P-10 1.16 1.04 6.71 11 .26 76.23 134.00 0.005000 48inch 0.014 94.31 264.93 P-23 0.90 0.81 7.52 11.12 84.31 194.00 0.003969 48inch 0.014 84.03 264.16 P-14 1.13 1.02 8.54 10.92 93.99 194.00 0.004021 48 inch 0.014 84.57 263.29 P-20 0.26 0.23 8.78 10.75 95.04 159.00 0.004025 48 inch 0.014 84.62 262.41 P-19 0.00 0.00 8.78 10.61 93.86 98.00 0.003980 48 inch 0.014 84.14 261 .77 P-22 1.18 1.06 9.84 10.53 104.41 100.00 0.002800 48 inch 0.014 70.58 261 .28 Bury & Partners Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestation2.stm 08/23/02 04:40:58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 267.21 270.31 266.43 268.19 265.93 268.66 264.26 268.19 263.39 267.42 262.51 266.45 261.77 265.65 261 .38 265.16 261 .00 264.55 Hydraulic Grade Line In (ft) 272.05 268.44 270.31 268.19 268.19 267.42 266.45 265.65 265.16 Project Engineer: BILL FEY StormCAD v4.1.1 [4.2014] Page 1 of 1 ;-·---·--·-·--··-----: --·····-···-·-·- ····-----· -·-·-·-·-. .... ... . ... ··············-··· .. ······-•••-! -····-·-··· Profile Scenario: Base Label: P-7 ... . ...... --·······-•• ... label: 1-7 Rim: 273.SO ft ---Su~p:_~§?:~~-~-. 27 4. 00 l:J13: ·Invert; ' !. ·---- --· 273. 00 Ori. Invert: 266.43 fb -----L-1-84:HEHt:------------.. ___ ; -----: --------~ 272.00 Size: 30 inch S~·fl-OCJS-978--fl:lft · ·---______ , __ ---··············· ·· ·· ···· ---· 271.00 ------------270.00 ...... ''" -·-·-· ....... __ ......................................................... . 269.00 Elevation (ft) ······-··-·········---........ _ ····· ........ --........ . ._, 268.00 -267.00 ................................... ···•·· ......... -..... ·•··· ·--··········-·············--··· .. ··-..................................... -I --------266. 00 8+60 8+80 9+00 Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestation2.stm 08123102 04:42: 10 PM 9+20 9+40 265.00 -·· 264.00 9+6&ati§rt~R> 10+00 10+20 10+40 10+60 10+80 Bury & Partners © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: BILL FEY StormCAD v4.1.1 [4.2014] Page 1 of 1 L1bet+.1& Libett.12 ...... .Ra ;.ll2-.oo..lt----·-- S1111p 211 28 I Rift 272..5011 ···--·-&lft'tPAO!-f·1·HI--·-···· 0•00 l•b•t0-2 Rft:21S1.00f1 Su111p·211 00. labttP-22 -··up;-.i·vnt·2e;12a11 On. h1oert 261DO!t L: 100DO I Size:48 inch S;O 002800 Uf\ Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestation2.stm 08/23/02 04:46:57 PM Libtl.P-20 --.Up;·'1'1rt26·>!-41 On. '1wrt21517l L:159.00I Siu:48i'lch s-0.004025 riu L1btl.P-S Up '1w1t 2680011 Dn_hwl116?211t L 189001 Siu 30 inch . s·o 0041901\H 12•00 L1be I. ~4 RW11'.272 .'00"lf SUmp:2H 00 - 27'00 27200 !27000 26800 26600 i 26400 :215200 26000 14•00 B1v1lion fl) Project Engineer: BILL FEY StormCAD v4.1.1 [4.2014) Page 1 of 1 Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Manning~ Full Upstream Inlet Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Area CA (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (acres) (acres) (cfs) (ft) P-5 3.46 3.11 3.11 8.63 27.10 189.00 0.004180 30inch 0.014 24.62 268.00 P-7 0.79 0.71 0.71 8.63 6.19 184.00 0.005978 30inch 0.014 29.45 267.53 P-24 2.05 1.84 4.96 8.45 42.22 194.00 0.004021 36 inch 0.014 39.27 266.71 P-10 1.16 1.04 6.71 8.28 56.04 134.00 0.005000 48 inch 0.014 94.31 264.93 P-23 0.90 0.81 7.52 8.18 62.07 194.00 0.003969 48 inch 0.014 84.03 264.16 P-14 1.13 " 1.02 8.54 8.04 69.26 194.00 0.004021 48inch 0.014 84.57 263.29 P-20 0.26 0.23 8.78 7.92 70.03 159.00 0.004025 48 inch 0.014 84.62 262.41 P-19 0.00 0.00 8.78 7.81 69.12 98.00 0.003980 48 inch 0.014 84.14 261 .77 P-22 1.18 1.06 9.84 7.75 76.80 100.00 0.002800 48 inch 0.014 70.58 261 .28 Io 'fr s -ro rm Bury & Partners Title: HD-COLLEGESTA TION j:\048\030\stormcad\hd-collegestation2.stm 08/23/02 04:47:48 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 267.21 269.39 266.43 267.21 265.93 268.49 264.26 266.72 263.39 266.04 262.51 265.26 261 .77 264.66 261 .38 264.66 261 .00 264.33 Hydraulic Grade Line In (ft) 270.35 268.31 269.39 267.15 266.72 266.04 265.19 264.66 264.66 Project Engineer: BILL FEY StormCAD v4.1.1 [4.2014) Page 1 of 1 .'·---Ia&TRf--. --------· ____ BitjJ;__~Q_Q_fL ______ , Sur:np: 264.93 ft ····--······-·· -···-----····-··--··· ·---···-·-. .. ·-·-·····-- '·-··---------·-··-·· -r ---·-· -·-· ·-···-··-··---·-··--·-····· Profile Scenario: Base -·····--... ··------· -·-· label: 1-7 Rim: 273.50 ft --.Sump:_2fiZ .. 5_3~ 274.00 ---·---; 273.00 272.00 271.00 ;~~~~·~~····••11======:~;~~=~~~~~--·~···-J.-+~---··~··· ··=··········:·········-~·-·-:---~·-····~-] 270.00 ------. -~~ ------. 269.00 tt==:==~=:-===~=~~~;:=======33------· 268.00 ········---------· ······················-taoor:R~7------·-------267.oo }d_p · .1-DY~)!~ __ ?§L:.~?_f! _____ ··· 266 oo Dn. Invert: 266.43 ft · · ....... ---------fL.;.18.4,_Qp ft __ ---·-----· 265 oo Size: 3011nch · :s:_o._0059z_a fttft 8+60 8+80 9+00 9+20 9+40 9+6!kti8i\°~RJ Title: HD-COLLEGESTATION j:\048\030lstormcad\hd-collegestation2.stm 08123102 04:47:29 PM Bury & Partners Elevation (ft) " © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: BILL FEY StormCAO v4.1.1 [4.2014J Page 1of1 APPENDIX4 DETENTION BASIN HYDROGRAPH • TAIL WATER CONDITION • NO TAIL WATER CONDITION Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 5 yrs = 32.5 ac = 7.10 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 17.30 34.60 51 .90 69.20 86.50 103.80 121 .10 138.40 155.69 172.99 190.29 207.59 « 198.94 190.29 181.64 172.99 164.34 155.69 147.05 138.40 129.75 121 .10 112.45 103.80 95 .15 86.50 77.85 69.20 60.55 51.90 43.25 34.60 Time --Outflow (min cfs) 33 25.95 34 17.30 35 8.65 ... End Page 1 English Peak discharge = 207.59 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc) = 12 min Reced . limb factor = 2 Total Volume= 224,200 cuft Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 5 yrs Inflow hyd. No. = 2 Max. Elevation = 264.33 ft Storage Indication method used. Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max. Storage = 0.00 cfs = 1 min =POND Page 1 English = 224,200 cuft Total Volume= 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 17.30 ... End ft 261 .00 0.00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 « 0.00 « ~Hydrograph Summary Report Page 1 Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) Rational 226.53 10 203,874 10 Pre Developed Cond Rational 233.53 12 252,215 10 Post Developed Con Reservoir 0.00 0 0 10 2 264.63 252,215 roj. file : Reg-det.gpw IDF file: Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 10 yrs = 32.5 ac = 7.98 in = Brazos.IDF Hydrograph Discharge T~ble Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 19.46 38.92 58.38 77.84 97.31 116.77 136.23 155.69 175.15 194.61 214.07 233.53 « 223.80 214.07 204.34 194.61 184.88 175.15 165.42 155.69 145.96 136.23 126.50 116.77 107.04 97.31 87.57 77.84 68.11 58.38 48.65 38.92 Time --Outflow (min cfs) 33 29.19 34 19.46 35 9.73 ... End Page 1 English Peak discharge = 233.53 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc)= 12 min Reced. limb factor= 2 Total Volume= 252,215 cuft Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd . No. = 2 Max. Elevation = 264.63 ft Storage Indication method used. Hydrograph Discharge Table ! -: ' - Peak discharge Time interval Reservoir name Max. Storage Page 1 English = 0.00 cfs = 1 min =POND = 252,215 cuft Total Volume = 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 19.46 ... End ft 261 .00 0.00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 « 0.00 « ydrograph Summary Report ~ Page 1 yd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) Rational 258.72 10 232,845 25 Pre Developed Cond Rational 266.96 12 288,322 25 Post Developed Con Reservoir 0.00 0 0 25 2 265.01 288,322 Proj. file: Reg-det.gpw IDF file: Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 25 yrs = 32.5 ac = 9.13 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 22.25 44.49 66.74 88.99 111 .24 133.48 155.73 177.98 200.22 222.47 244.72 266.96 « 255.84 244.72 233.59 222.47 211.35 200.22 189.10 177.98 166.85 155.73 144.61 133.48 122.36 111 .24 100.11 88 .99 77.86 66.74 55.62 44.49 Time --Outflow (min cfs) 33 33 .37 34 22.25 35 11.12 ... End Page 1 English Peak discharge = 266.96 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc)= 12 min Reced. limb factor = 2 Total Volume= 288,322 cuft Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 25 yrs Inflow hyd. No. = 2 Max. Elevation = 265.01 ft Storage Indication method used. Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max. Storage = 0.00 cfs = 1 min =POND Page 1 English = 288,322 cuft Total Volume= 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 22.25 ... End ft 261 .00 0.00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 « 0.00 « Hydrograph Summary Report n Page 1 .. Hyd. Hydrograph Peak Time Time to Volume Return Inflow '·Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) -~elevation storage description I (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 292.46 1 10 263,213 50 ----------------Pre Developed Cond t Rational 302.06 1 12 326,226 50 ----------------Post Developed Con 3 Reservoir 0.00 1 0 0 50 2 265.36 326,226 I I I I I I I I I I I I = I I Proj. file : Reg -det.gpw IDF file: Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 50 yrs = 32 .5 ac = 10.33 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 25.17 50.34 75.52 100.69 125.86 151 .03 176.20 201 .37 226.55 251 .72 276.89 302.06 « 289.48 276.89 264.30 251 .72 239 .13 226 .55 213.96 201 .37 188.79 176.20 163.62 151 .03 138.44 125.86 113.27 100.69 88.10 75.52 62.93 50.34 Time --Outflow (min cfs) 33 37.76 34 25.17 35 12.59 ... End Page 1 ! English Peak discharge = 302 .06 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc) = 12 min Reced. limb factor= 2 Total Volume = 326,226 cuft Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 50 yrs Inflow hyd . No. = 2 Max. Elevation = 265.36 ft Storage Indication method used. Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max. Storage = 0.00 cfs = 1 min =POND Page 1 English = 326,226 cuft Total Volume = 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 25.17 ... End ft 261 .00 0.00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 « 0.00 « Hydrograph Summary Report n Page 1 ~yd. -: Hydrograph Peak TimEi. Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description I (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 305.35 1 10 274,818 100 ----------------Pre Developed Cond ~ Rational 315.24 1 12 340,462 100 ----------------Post Developed Con 3 Reservoir 0.00 1 0 0 100 2 265.50 340,462 I I I I I I - I I I :1 II II = II 11 Proj . file : Reg-det.gpw IDF file : Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 100 yrs = 32 .5 ac = 10.78 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 26 .27 52 .54 78.81 105.08 131 .35 157.62 183.89 210.16 236.43 262.70 288.97 315.24 « 302.11 288.97 275.84 262.70 249.57 236.43 223.30 210.16 197.03 183.89 170.76 157.62 144.49 131 .35 118.22 105.08 91 .95 78.81 65.68 52.54 Time --Outflow (min cfs) 33 39.41 34 26.27 35 13.14 ... End Page 1 English Peak discharge = 315.24 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc) = 12 min Reced. limb factor= 2 Total Volume= 340.462 cuft = Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 2 Max. Elevation = 265.50 ft Storage Indication method used. Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max. Storage = 0.00 cfs = 1 min =POND Page 1 ~ English = 340,462 cuft Total Volume= 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 26.27 .. .End ft 261 .00 0.00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 « 0.00 « Hydrograph Summary Report ~ Page 1 -:: yd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograp h type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) Rational 201.82 10 181 ,638 5 Pre Developed Cond Rational 207.59 12 224,200 5 Post Developed Con Reservoir 35.71 32 223,486 5 2 263.83 179,604 = Proj. file: Reg-det.gpw IDF file: Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 5 yrs = 32 .5 ac = 7.10 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 17.30 34.60 51 .90 69.20 86.50 103.80 121 .10 138.40 155.69 172.99 190.29 207.59 « 198.94 190.29 181 .64 172.99 164.34 155.69 147.05 138.40 129.75 121 .10 112.45 103.80 95.15 86.50 77.85 69.20 60.55 51 .90 43.25 34.60 Time --Outflow (min cfs) 33 25.95 34 17.30 35 8.65 ... End Page 1 English Peak discharge = 207.59 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc)= 12 min Reced. limb factor= 2 Total Volume = 224,200 cuft Hydrograph ~eport Hyd. No. 3 Hydrog raph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 5 yrs = 2 = 263.83 ft Storage Indication method used. Hydrograph Discha~ge Table Time Inflow Elevation ClvA (min) cfs ft cfs 4 69.20 261 .18 0.27 5 86.50 261 .29 0.60 6 103.80 261.41 1.21 7 121.10 261.56 1.92 8 138.40 261 .72 2.93 9 155.69 261.91 4.33 10 172.99 262.08 5.78 11 190.29 262.23 6.72 12 207.59 « 262.39 8.30 13 198.94 262.56 9.64 14 190.29 262.71 10.94 15 181.64 262.86 12.03 16 172.99 262.99 13.05 17 164.34 263.10 13.93 18 155.69 263.20 14.67 19 147.05 263.29 15.29 20 138.40 263.37 15.81 21 129.75 263.45 16.23 22 121 .10 263.51 16.58 23 112.45 263.58 16.86 24 103.80 263.63 17.12 25 95.15 263.68 17.37 26 86.50 263.72 17.54 27 77.85 263.76 17.65 28 69.20 263.78 17.74 29 60.55 263.81 17.80 30 51 .90 263.82 17.83 31 43.25 263.83 17.85 32 34.60 263.83 « 17.85 33 25.95 263.83 17.85 34 17.30 263.82 17.83 35 8.65 263.80 17.80 36 0.00 263.78 17.72 37 0.00 263.75 17.64 38 0.00 263.73 17.55 39 0.00 263.70 17.47 = Clv B ClvC Clv D cfs cfs cfs 0.27 0.60 1.21 1.92 2.93 4.33 5.78 6.72 8.30 9.64 10.94 12.03 13.05 13.93 14.67 15.29 15.81 16.23 16.58 16.86 17.12 17.37 17.54 17.65 17.74 17.80 17.83 17.85 17.85 17.85 17.83 17.80 17.72 17.64 17.55 17.47 Peak discharge Time interval Reservoir name Max. Storage Page 1 English = 35.71 cfs = 1 min =POND = 179,604 cuft Total Volume = 223,486 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 0.54 1.20 2.42 3.83 5.87 8.66 11 .56 13.43 16.59 19.28 21 .87 24.05 26 .09 27 .86 29 .34 30 .59 31 .62 32.47 33.17 33.72 34.24 34.73 35.07 35.30 35.48 35.61 35.66 35.70 35.71 « 35.69 35.65 35.59 35.44 35.27 35 .10 34 .94 Continues on next page ... ! Page 2 Hydrograph Discharge Table ~ Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 40 0.00 263.67 17.34 17.34 34.67 41 0.00 263.65 17.21 17.21 34.41 42 0.00 263.62 17.08 17.08 34.16 43 0.00 263.60 16.95 16.95 33 .91 44 0.00 263.57 16.84 16.84 33 .68 45 0.00 263.55 16.73 16.73 33.46 46 0.00 263.52 16.62 16.62 33 .24 47 0.00 263.50 16.51 16.51 33 .02 48 0.00 263.47 16.38 16.38 32 .77 49 0.00 263.45 16.25 16.25 32.51 50 0.00 263.43 16.13 16.13 -----32.26 51 0.00 263.40 16.00 16.00 32 .00 52 0.00 263.38 15.86 15.86 31.72 53 0.00 263.35 15.72 15.72 31.43 54 0.00 263.33 15.57 15.57 31 .15 55 0.00 263.31 15.43 15.43 30.87 56 0.00 263.29 15.28 15.28 30.57 57 0.00 263.26 15.13 15.13 30.26 58 0.00 263.24 14.97 14.97 29.95 59 0.00 263.22 14.82 14.82 29.64 60 0.00 263.20 14.67 14.67 29.34 61 0.00 263.18 14.50 14.50 29.01 62 0.00 263.15 14.34 14.34 28.68 63 0.00 263.13 14.18 14.18 28.36 64 0.00 263.11 14.02 14.02 28.04 65 0.00 263.09 13.86 13.86 27.71 66 0.00 263.07 13.69 13.69 27.37 67 0.00 263.05 13.52 13.52 27.04 68 0.00 263.03 13.36 13.36 26.71 69 0.00 263.01 13.19 13.19 26.39 70 0.00 262.99 13.01 13.01 26.02 71 0.00 262.97 12.81 12.81 25.62 72 0.00 262.94 12.61 12.61 25.22 73 0.00 262.92 12.41 12.41 24.82 74 0.00 262.90 12.22 12.22 24.44 75 0.00 262.88 12.12 12.12 24.24 76 0.00 262.86 12.02 12.02 24.04 77 0.00 262.84 11 .92 11 .92 23.85 78 0.00 262.81 11 .83 11 .83 23.65 79 0.00 262.79 11 .70 11 .70 23.39 80 0.00 262.77 11 .50 11 .50 23.00 81 0.00 262.75 11 .31 11 .31 22.62 82 0.00 262.73 11 .12 11 .12 22.24 83 0.00 262.71 10.93 10.93 21 .87 84 0.00 262.69 10.75 10.75 21 .50 85 0.00 262.67 10.56 10.56 21 .13 86 0.00 262.66 10.38 10.38 20.77 87 0.00 262.64 10.21 10.21 20.41 88 0.00 262.62 10.03 10.03 20.06 Continues on next page ... ~ Page 3 Hydrograph Discharge Table ~ ' . Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 89 0.00 262.60 9.86 9.86 -·--------·---------·-----------·-19.72 90 0.00 262.58 9.77 9.77 --·-----------------·-----------19.54 91 0.00 262.57 9.68 9.68 -----------------·-----------·-·-19.37 92 0.00 262.55 9.60 9.60 --·-·---------·--·----·-·--·-------·-·-19.20 93 0.00 262.53 9.52 9.52 ---------------------------·--·-19.03 94 0.00 262.52 9.43 9.43 --------------·-------------·--·-18.87 95 0.00 262.50 9.34 9.34 ---------------------------·---18.68 96 0.00 262.48 9.18 9.18 ------------·--·----------------18.36 97 0.00 262.47 9.02 9.02 -----------·-·------------- -----18.04 98 0.00 262.45 8.86 8.86 -----------·-·------------------17.73 99 0.00 262.43 8.71 8.71 ------------------------------17.42 100 0.00 262.42 8.56 8.56 ------------------------------17.12 101 0.00 262.40 8.41 8.41 -------·-----------------------16.82 102 0.00 262.39 8.26 8.26 ----·--------------------------16.53 103 0.00 262.37 8.12 8.12 ---------- --------------- -----16.24 104 0.00 262.36 7.98 7.98 ------------------------------15.96 105 0.00 262.35 7.84 7.84 ------------------------------15.69 106 0.00 262.33 7.71 7.71 ------------------------------15.42 107 0.00 262.32 7.58 7.58 ----------------------·-----·---15.15 108 0.00 262.30 7.45 7.45 -------·------------- ----------14.89 109 0.00 262.29 7.32 7.32 -------·-----------------------14.64 110 0.00 262.28 7.20 7.20 -----------·-------------------14.39 111 0.00 262.27 7.08 7.08 ----------------------·--------14.15 112 0.00 262.25 6.96 6.96 -------·----·-------------------13.91 113 0.00 262.24 6.84 6.84 ------------------------------13.68 114 0.00 262.23 6.72 6.72 ------------------------------13.45 115 0.00 262.22 6.61 6.61 --------------- ---------------13.22 116 0.00 262.21 6.50 6.50 ----------------------·--------13.00 117 0.00 262.19 6.42 6.42 ------------------------------12.84 118 0.00 262.18 6.37 6.37 ------------------------------12.74 119 0.00 262.17 6.32 6.32 --------·-----·-----------------12.63 120 0.00 262.16 6.26 6.26 --------·----------------------12.53 121 0.00 262.15 6.21 6.21 ----------------------·--------12.42 122 0.00 262.14 6.16 6.16 --------------- ---------------12.32 123 0.00 262.13 6.11 6.11 ---·-·--·--·----------------------12.22 124 0.00 262.12 6.06 6.06 ------------·-·-----------------12.12 125 0.00 262.10 6.01 6.01 ----·--------------------------12.02 126 0.00 262.09 5.94 5.94 ------------------------- -----11.87 127 0.00 262.08 5.84 5.84 ---·-·---------·-----------------11.68 128 0.00 262.07 5.75 5.75 ---------- --------------------11.50 129 0.00 262.06 5.66 5.66 ------------------------------11.32 130 0.00 262.05 5.57 5.57 ------------------------------11.14 131 0.00 262.04 5.48 5.48 ---------·---------------------10.96 132 0.00 262.03 5.39 5.39 --·-·-·--------·------------------10.79 133 0.00 262.02 5.31 5.31 ------------------------------10.62 134 0.00 262.01 5.22 5.22 ----·---------·-----------------10.45 135 0.00 262.01 5.14 5.14 ---·-·-----·---------------------10.28 136 0.00 261.99 5.05 5.05 ------------------------------10.09 137 0.00 261.98 4.94 4.94 ---·---------------------------9.87 Continues on next page ... = Page 4 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 138 0.00 261.97 4.83 4.83 ---·--------------------------·-9.65 139 0.00 261.96 4.72 4.72 --·-·------------ ---------------9.44 140 0.00 261.94 4.61 4.61 ------------------------------9.23 141 0.00 261.93 4.51 4.51 -·-·----------------------------9.02 142 0.00 261.92 4.41 4.41 --------·----------·---------·---8.82 143 0.00 261.91 4.31 4.31 ------------·------------------8.63 144 0.00 261.90 4.22 4.22 -----------------------·---·---·-8.44 145 0.00 261.88 4.13 4.13 -------------·------·-----------8.27 146 0.00 261.87 4.05 4.05 -----------·-·-------·----------·-8.10 147 0.00 261.86 3.97 3.97 -------------------·----------·-7.93 148 0.00 261.85 3.89 3.89 ---------- --------------------7.77 149 0.00 261.84 3.81 3.81 ----·-------·-·------·-----------·-7.61 150 0.00 261.83 3.73 3.73 ------------------·------------7.46 151 0.00 261.82 3.65 3.65 ------------------------------7.30 152 0.00 261.81 3.58 3.58 -----------·--------·-----------7.15 153 0.00 261.80 3.50 3.50 -----------------·------------7.01 154 0.00 261.79 3.44 3.44 --------------·--·------------·--6.87 155 0.00 261.79 3.37 3.37 ------------------------------6.74 156 0.00 261.78 3.31 3.31 ----------------·-----·---------6.62 157 0.00 261.77 3.25 3.25 ------------------------------6.50 158 0.00 261.76 3.19 3.19 --------------·---·-------------6.38 159 0.00 261.75 3.13 3.13 ------------------------------6.26 160 0.00 261.74 3.07 3.07 --------------·---·-------------6.14 161 0.00 261.73 3.01 3.01 ------------------------------6.03 162 0.00 261.73 2.96 2.96 --------------·----------------5.92 163 0.00 261.72 2.90 2.90 ------------------------------5.81 164 0.00 261.71 2.85 2.85 -----------------·-------------5.70 165 0.00 261.70 2.80 2.80 --------------·----------------5.59 166 0.00 261.70 2.75 2.75 ---------·---------------------5.49 167 0.00 261.69 2.70 2.70 ------------------------------5.40 168 0.00 261.68 2.66 2.66 ---------·-----·- -·------------·--5.31 169 0.00 261.67 2.61 2.61 ---------------------·---------5.23 170 0.00 261.67 2.57 2.57 ------------------------------5.14 171 0.00 261.66 2.53 2.53 -----------·-------------------5.06 172 0.00 261.65 2.49 2.49 -----------------·-------------4.97 173 0.00 261.65 2.45 2.45 -----------·-------------------4.89 174 0.00 261.64 2.41 2.41 ---·----------------·-----------4.81 175 0.00 261.63 2.37 2.37 --------------·----------------4.73 176 0.00 261.63 2.33 2.33 -------------·---------------·--4.65 177 0.00 261.62 2.29 2.29 -----------·-------------------4.58 178 0.00 261.62 2.25 2.25 -----------·-------------------4.50 179 0.00 261.61 2.21 2.21 -----------·-----·--------------4.43 180 0.00 261.60 2.18 2.18 -----------·-----·--------------4.35 181 0.00 261.60 2.14 2.14 ------------------------------4.28 182 0.00 261.59 2.11 2.11 ------------------------------4.22 183 0.00 261.59 2.08 2.08 --·----------·-----·-------------4.16 184 0.00 261.58 2.05 2.05 ---·------------------·---------4.10 185 0.00 261.58 2.02 2.02 ------------------------------4.05 186 0.00 261.57 1.99 1.99 ---·---------------------------3.99 Continues on next page ... ~ Page 5 Hydrograph Disc~arge Table . Time Inflow Elev·ation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 187 0.00 261.57 1.97 1.97 ------------·-------·-----------3.93 188 0.00 261.56 1.94 1.94 --·----------------------------3.88 189 0.00 261.56 1.91 1.91 -·-·---------------·----·-------·-·-3.82 190 0.00 261.55 1.88 1.88 ------------------------------3.77 191 0.00 261.55 1.86 1.86 --·---------·--·----------------·-3.71 192 0.00 261.54 1.83 1.83 ----------------·--------------3.66 193 0.00 261.54 1.80 1.80 -·-----------------------------3.61 194 0.00 261.53 1.78 1.78 ------------------------------3.56 195 0.00 261.53 1.75 1.75 ------------------------------3.51 196 0.00 261.52 1.73 1.73 ---------------------------·---3.46 197 0.00 261.52 1.70 1.70 --------------------------·-·---3.41 198 0.00 261.51 1.68 1.68 ------------·------------------3.36 199 0.00 261.51 1.65 1.65 ------------------------------3.31 200 0.00 261.50 1.63 1.63 --·----------·--------------·--·--3.26 201 0.00 261.50 1.61 1.61 -·-·----------·-·-----------------3.22 202 0.00 261.50 1.59 1.59 -·----------·-------------------3.18 203 0.00 261.49 1.57 1.57 -------------------·-----------3.14 204 0.00 261.49 1.55 1.55 -----------·-----------·--------3.10 205 0.00 261.48 1.53 1.53 -----------·--·------·----------·-3.07 206 0.00 261.48 1.51 1.51 -----------·------------------·-3.03 207 0.00 261.47 1.50 1.50 -----------·--·-----·-·-----------2.99 208 0.00 261.47 1.48 1.48 -----------------------·-------2.96 209 0.00 261.47 1.46 1.46 --------------·----------------2.92 210 0.00 261.46 1.44 1.44 ------------------------------2.89 211 0.00 261.46 1.43 1.43 --------------·----------------2.85 212 0.00 261.46 1.41 1.41 -----------------------------·-2.82 213 0.00 261.45 1.39 1.39 --------------- ---------------2.79 214 0.00 261.45 1.38 1.38 ----- -------------------------2.75 215 0.00 261.44 1.36 1.36 -----------·-·-----------------2.72 216 0.00 261.44 1.34 1.34 ------------------------------2.69 217 0.00 261.44 1.33 1.33 ------------------·--------·-·-·--2.65 218 0.00 261.43 1.31 1.31 -·-----------------------------2.62 219 0.00 261.43 1.30 1.30 -·-----------·-·-----·------------2.59 220 0.00 261.43 1.28 1.28 --·----------------·-·-----------2.56 221 0.00 261.42 1.26 1.26 -·----------·-------------------2.53 222 0.00 261.42 1.25 1.25 --------------------------·----2.50 223 0.00 261.42 1.23 1.23 -----------·-·----------------·--2.47 224 0.00 261.41 1.22 1.22 -·-----------------------------2.44 225 0.00 261.41 1.21 1.21 --------------------------·-·-·--2.41 226 0.00 261.41 1.19 1.19 --·-------------------------·---2.38 227 0.00 261.40 1.18 1.18 ---------------------------·---2.35 228 0.00 261.40 1.16 1.16 ------------------------------2.33 229 0.00 261.40 1.15 1.15 ---------------------·---------2.29 230 0.00 261.39 1.13 1.13 ----·-------------·-------------2.26 231 0.00 261.39 1.12 1.12 ----- -------------------------2.23 232 0.00 261.39 1.10 1.10 ------------------------------2.20 233 0.00 261.39 1.09 1.09 ---·-·---·-·----------------------2.17 234 0.00 26-1.38 1.07 1.07 -----------------·--·-----------2.14 235 0.00 26.1.38 1.06 1.06 --------·---------------------·-2.11 Continues on next page ... = :: Page 6 Hydrograph Discharge Table -: Time Inflow Elevation ClvA ClvB Clv C Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 236 0.00 261.38 1.04 1.04 ----·--------------------------2.08 237 0.00 261.37 1.03 1.03 ------------·-----·-------------2.06 238 0.00 261.37 1.01 1.01 ------------------------------2.03 239 0.00 261.37 1.00 1.00 ---------------------·---------2.00 240 0.00 261.37 0.99 0.99 ------------------------------1.97 241 0.00 261.36 0.97 0.97 -·----------------·------------·-1.95 242 0.00 261.36 0.96 0.96 -·----------------------·------·-1.92 243 0.00 261.36 0.95 0.95 -----------------------------·-1.89 244 0.00 261.36 0.93 0.93 -------------------·-----------1.87 245 0.00 261.35 0.92 0.92 ------------------------------1.84 246 0.00 261.35 0.91 0.91 --------------------------·-·--·-1.82 247 0.00 261.35 0.90 0.90 ------------------------------1.79 248 0.00 261.35 0.88 0.88 --·----------------------------1.77 249 0.00 261.34 0.87 0.87 ---------------------------·---1.74 250 0.00 261.34 0.86 0.86 -------------------- ----------1.72 251 0.00 261.34 0.85 0.85 --·--·-------·-----------------·--1.70 252 0.00 261.34 0.84 0.84 ------------------------------1.67 253 0.00 261.33 0.83 0.83 ---·-------------------------·--1.65 254 0.00 261.33 0.81 0.81 -------------------·---·--------1.63 255 0.00 261.33 0.80 0.80 ------------------------------1.61 256 0.00 261.33 0.79 0.79 -----------·---------------·----1.58 257 0.00 261.33 0.78 0.78 ------------------------------1.56 258 0.00 261.32 0.77 0.77 ---·---------------------------1.54 259 0.00 261.32 0.76 0.76 ------------------------------1.52 260 0.00 261.32 0.75 0.75 ------------------------------1.50 261 0.00 261.32 0.74 0.74 ------·--------·-------------·---1.48 262 0.00 261.32 0.73 0.73 ------------------------------1.46 263 0.00 261.31 0.72 0.72 -----------·----------------·-·--1.44 264 0.00 261.31 0.71 0.71 --------·----------------- -----1.42 265 0.00 261.31 0.70 0.70 -----------------------·----·---1.40 266 0.00 261.31 0.69 0.69 ---·-----·-----------·-------·--·--1.38 267 0.00 261.31 0.68 0.68 --------------------------·----1.36 268 0.00 261.31 0.67 0.67 ---·------------ ---------------1.34 269 0.00 261.30 0.66 0.66 ----------------------------·--1.32 270 0.00 261.30 0.65 0.65 --------------------------·----1.31 271 0.00 261.30 0.64 0.64 ---------------------·--·-------1.29 272 0.00 261.30 0.64 0.64 ----·-----------------·---------1.28 273 0.00 261.30 0.63 0.63 ---------·-------------------·--1.27 274 0.00 261.29 0.63 0.63 ---·-·--------------·------------1.26 275 0.00 261.29 0.62 0.62 --·-·------·---·------------------1.24 276 0.00 261.29 0.62 0.62 ---·-------------·--·------------1.23 277 0.00 261.29 0.61 0.61 --·------------------------·----1.22 278 0.00 261.29 0.61 0.61 -·------·------------·-----------1.21 279 0.00 261.29 0.60 0.60 ------------------------------1.20 280 0.00 261.28 0.59 0.59 -------------·------------ -----1.19 281 0.00 261.28 0.59 0.59 -·----------------------------·-1.18 282 0.00 261.28 0.58 0.58 -------------------·-----------1.17 283 0.00 261.28 0.58 0.58 -·------------·-----------------1.16 284 0.00 261.28 0.57 0.57 -·---------. --------------------1.15 Continues on next page ... = Page 7 Hydrograph Discharge Table -: Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 285 0.00 261 .28 0.57 0.57 1.14 286 0.00 261 .28 0.56 0.56 1.13 287 0.00 261 .27 0.56 0.56 1.12 288 0.00 261 .27 0.55 0.55 1.11 289 0.00 261 .27 0.55 0.55 1.10 290 0.00 261 .27 0.54 0.54 1.09 291 0.00 261.27 0.54 0.54 1.08 292 0.00 261 .27 0.53 0.53 1.07 293 0.00 261 .27 0.53 0.53 1.06 294 0.00 261 .26 0.52 0.52 1.05 295 0.00 261.26 0.52 0.52 1.04 296 0.00 261 .26 0.51 0.51 1.03 297 0.00 261 .26 0.51 0.51 1.02 298 0.00 261 .26 0.51 0.51 1.01 299 0.00 261 .26 0.50 0.50 1.00 300 0.00 261 .26 0.50 0.50 0.99 301 0.00 261 .25 0.49 0.49 0.98 302 0.00 261 .25 0.49 0.49 0.98 303 0.00 261 .25 0.48 0.48 0.97 304 0.00 261.25 0.48 0.48 0.96 305 0.00 261 .25 0.47 0.47 0.95 306 0.00 261 .25 0.47 0.47 0.94 307 0.00 261 .25 0.47 0.47 0.93 308 0.00 261 .25 0.46 0.46 0.92 309 0.00 261.24 0.46 0.46 0.92 310 0.00 261.24 0.45 0.45 0.91 311 0.00 261 .24 0.45 0.45 0.90 312 0.00 261.24 0.45 0.45 0.89 313 0.00 261 .24 0.44 0.44 0.88 314 0.00 261 .24 0.44 0.44 0.88 315 0.00 261 .24 0.43 0.43 0.87 316 0.00 261 .24 0.43 0.43 0.86 317 0.00 261 .24 0.43 0.43 0.85 318 0.00 261 .23 0.42 0.42 0.85 319 0.00 261 .23 0.42 0.42 0.84 320 0.00 261 .23 0.42 0.42 0.83 321 0.00 261 .23 0.41 0.41 0.82 322 0.00 261 .23 0.41 0.41 0.82 323 0.00 261.23 0.40 0.40 0.81 324 0.00 261.23 0.40 0.40 0.80 325 0.00 261 .23 0.40 0.40 0.79 326 0.00 261 .23 0.39 0.39 0.79 327 0.00 261 .22 0.39 0.39 0.78 328 0.00 261 .22 0.39 0.39 0.77 329 0.00 261 .22 0.38 0.38 0.77 330 0.00 261 .22 0.38 0.38 0.76 331 0.00 261 .22 0.38 0.38 0.75 332 0.00 261.22 0.37 0.37 0.75 333 0.00 261.22 0.37 0.37 0.74 Continues on next page ... ~ Page 8 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 334 0.00 261.22 0.37 0.37 ------------------------------0.73 335 0.00 261.22 0.36 0.36 -----------·---------------·---·-0.73 336 0.00 261.22 0.36 0.36 --------------·--·----------·---·-0.72 337 0.00 261.21 0.36 0.36 ------------------------------0.71 338 0.00 261.21 0.35 0.35 -------------------·-----------0.71 339 0.00 261.21 0.35 0.35 -·------------------·---------·-·-0.70 340 0.00 261.21 0.35 0.35 -------------------·-----------0.69 341 0.00 261.21 0.34 0.34 ----------------·--------- -----0.69 342 0.00 261.21 0.34 0.34 -·---------------·------------·--0.68 343 0.00 261.21 0.34 0.34 --·----------------------------0.67 344 0.00 261.21 0.33 0.33 ------------------------------0.67 345 0.00 261.21 0.33 0.33 ----------------·---·---------·--0.66 346 0.00 261.21 0.33 0.33 ----------------------------·--0.66 347 0.00 261.21 0.33 0.33 ----------------·-·-------------0.65 348 0.00 261.20 0.32 0.32 --·---------------------·-------0.65 349 0.00 261.20 0.32 0.32 ------------------------------0.64 350 0.00 261.20 0.32 0.32 ----------------------------·-·-0.63 351 0.00 261.20 0.31 0.31 ------------·------------------0.63 352 0.00 261.20 0.31 0.31 ------------------------------0.62 353 0.00 261.20 0.31 0.31 -----------------·-------------0.62 354 0.00 261.20 0.31 0.31 ------------------------------0.61 355 0.00 261.20 0.30 0.30 --·----------------------- -----0.61 356 0.00 261.20 0.30 0.30 --·--------------·--------------0.61 357 0.00 261.20 0.30 0.30 ---------------------------·---0.60 358 0.00 261.20 0.30 0.30 ----------------------------·-·-0.60 359 0.00 261.20 0.30 0.30 --·--------------·--------------0.59 360 0.00 261.19 0.30 0.30 --·--------------·--------------0.59 361 0.00 261.19 0.29 0.29 ----------------------·--------0.59 362 0.00 261.19 0.29 0.29 ---------------------------·---0.58 363 0.00 261.19 0.29 0.29 ---------------------------·---0.58 364 0.00 261.19 0.29 0.29 ---------------------------·---0.58 365 0.00 261.19 0.29 0.29 ---------------------------·---0.57 366 0.00 261.19 0.28 0.28 --·----------------------------0.57 367 0.00 261.19 0.28 0.28 --·----------------------------0.57 368 0.00 261.19 0.28 0.28 -·-----------·------·------------0.56 369 0.00 261.19 0.28 0.28 ------------------·------------0.56 370 0.00 261.19 0.28 0.28 --------·------------------·----0.56 371 0.00 261.19 0.28 0.28 -·-·-----------·------------ -----0.55 372 0.00 261.19 0.27 0.27 --------·----------·------------0.55 373 0.00 261.18 0.27 0.27 --·-------- -------·-----------·--0.55 374 0.00 261.18 0.27 0.27 --------·---------·-------------0.54 375 0.00 261.18 0.27 0.27 ----·--------------------------0.54 376 0.00 261.18 0.27 0.27 --------·--------·------------·-·-0.54 377 0.00 261.18 0.27 0.27 ----------------·--------------0.53 378 0.00 261.18 0.26 0.26 ------------------------- -----0.53 379 0.00 261.18 0.26 0.26 --------------------------·----0.53 380 0.00 261.18 0.26 0.26 -------------------- ------·----0.52 381 0.00 261.18 0.26 0.26 ----- -------------------------0.52 382 0.00 261.18 0.26 0.26 ------------------------------0.52 Continues on next page ... Page 9 Hydrograph Dis:charge Table -Time Inflow Elevation Clv A ClvB ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 383 0.00 261.18 0.26 0.26 -----------·-------------------0.51 384 0.00 261.18 0.26 0.26 -----------·----------·---------0.51 385 0.00 261.18 0.25 0.25 --------·---·---·---------------·-0.51 386 0.00 261.18 0.25 0.25 -----------·----------------·---0.50 387 0.00 261.17 0.25 0.25 --·----------·---------·---------0.50 388 0.00 261.17 0.25 0.25 --·---------·-·--·-------------·--·-0.50 389 0.00 261.17 0.25 0.25 --·-------------------------·---0.50 390 0.00 261.17 0.25 0.25 --·-------------------·-----·-·---0.49 391 0.00 261.17 0.24 0.24 --------------·----·-·--·---------0.49 392 0.00 261.17 0.24 0.24 -----------·-------------------0.49 393 0.00 261.17 0.24 0.24 --·--------------·---·-----------0.48 394 0.00 261.17 0.24 0.24 --·----------------·------------0.48 395 0.00 261.17 0.24 0.24 --·----------------------------0.48 396 0.00 261.17 0.24 0.24 --·------------- ---------------0.47 397 0.00 261.17 0.24 0.24 --·------------·----------------0.47 398 0.00 261.17 0.23 0.23 ------------------------------0.47 399 0.00 261.17 0.23 0.23 --·---------·---·-------------·---0.47 400 0.00 261.17 0.23 0.23 -----------·-------------------0.46 401 0.00 261.17 0.23 0.23 -·-------------·----------------0.46 402 0.00 261.17 0.23 0.23 --·---------·-------------------0.46 403 0.00 261.16 0.23 0.23 --------·---·-------------------0.45 404 0.00 261.16 0.23 0.23 ------------------------------0.45 405 0.00 261.16 0.22 0.22 -----------·-------------------0.45 406 0.00 261.16 0.22 0.22 ------------------------------0.45 407 0.00 261.16 0.22 0.22 ------------------------------0.44 408 0.00 261.16 0.22 0.22 ------------------------------0.44 409 0.00 261.16 0.22 0.22 ---------·------------·-----·--·-·-0.44 410 0.00 261.16 0.22 0.22 ------------------------------0.44 411 0.00 261.16 0.22 0.22 ------·---·-----------------·--·--0.43 412 0.00 261.16 0.22 0.22 -----------------------------·-0.43 413 0.00 261.16 0.21 0.21 ----------------------------·--0.43 414 0.00 261.16 0.21 0.21 ---------·-------------------·--0.43 415 0.00 261.16 0.21 0.21 ---------·---------·-·-----------0.42 416 0.00 261.16 0.21 0.21 ---·---------------·-·-----------0.42 417 0.00 261.16 0.21 0.21 ------------------·---·-----·----0.42 418 0.00 261.16 0.21 0.21 -----------------·-·-·-----------0.42 419 0.00 261.16 0.21 0.21 -----------------------------0.41 420 0.00 261.15 0.21 0.21 ---·---------·------·--------·--·-·-0.41 421 0.00 261.15 0.20 0.20 -----------------·-------------0.41 422 0.00 261.15 0.20 0.20 ------------------------------0.41 423 0.00 261.15 0.20 0.20 --------------------------·-·--·-0.40 424 0.00 261.15 0.20 0.20 -----------------·---------·----0.40 425 0.00 261.15 0.20 0.20 -----------------·-·-----------·-0.40 426 0.00 261.15 0.20 0.20 ---------------·-·-·-----------·-0.40 427 0.00 261.15 0.20 0.20 -·-----------·---------------·---0.39 428 0.00 261.15 0.20 0.20 -·-·------------·----------------0.39 429 0.00 261.15 0.19 0.19 -·-·------·----------------------0.39 430 0.00 261.15 0.19 0.19 ------------------------- -----0.39 431 0.00 261.15 0.19 0.19 --·--·--------------------- -----0.38 Continues on next page ... = ~ Page 10 Hydrograph Discharge Table -: ' -Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cf s cfs cfs cfs cfs 432 0.00 261.15 0.19 0.19 ---·-·----------- ----- ----------0.38 433 0.00 261.15 0.19 0.19 ---·------- --------------------0.38 434 0.00 261.15 0.19 0.19 -------------·-·----------- -----0.38 435 0.00 261.15 0.19 0.19 --·----------·-·-----·---·---------0.37 436 0.00 261.15 0.19 0.19 ------------------------------0.37 437 0.00 261.15 0.18 0.18 ----·------ ---------·-----------0.37 438 0.00 261.15 0.18 0.18 ---·-------------·--------------0.37 439 0.00 261.15 0.18 0.18 ----- ---------- ----- --------·--0.37 440 0.00 261.14 0.18 0.18 ------------·------·-·-----------0.36 441 0.00 261.14 0.18 0.18 -·-·----------------------------0.36 -442 0.00 261.14 0.18 0.18 ----------------·-------------·-0.36 ... End ~ Hydrograph Summary Report -Page 1 yd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum 'Hydrograph type flow interval peak period hyd(s) elevation storage <lescription (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) Rational 233.53 12 252,215 10 Post Developed Con Reservoir 43.03 32 251 ,485 10 264.10 202,834 Proj . file: Reg-det.gpw IDF file: Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 10 yrs = 32 .5 ac = 7.98 in = Brazos. I OF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.03 0.05 0.07 0.08 0.10 0.12 0.13 0.15 0.17 0.18 0.20 0.22 0.23 0.25 0.27 0.28 0.30 0.32 0.33 0.35 0.37 0.38 0.40 0.42 0.43 0.45 0.47 0.48 0.50 0.52 0.53 19.46 38.92 58.38 77.84 97.31 116.77 136.23 155.69 175.15 194.61 214.07 233.53 « 223.80 214.07 204.34 194.61 184.88 175.15 165.42 155.69 145.96 136.23 126.50 116.77 107.04 97.31 87.57 77 .84 68.11 58.38 48.65 38.92 Time --Outflow (hrs cfs) 0.55 29.19 0.57 19.46 0.58 9.73 ... End Page 1 English Peak discharge = 233.53 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc)= 12 min Reced . limb factor = 2 Total Volume= 252,215 cuft Hydrograph Report Hyd. No. 2 ~ Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 1 Max. Elevation = 264 .10 ft Storage Indication method used. Hydrograph ~ischarge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 0.07 77.84 261.21 0.33 0.08 97.31 261 .32 0.76 0.10 116.77 261.46 1.44 0.12 136.23 261.63 2.31 0.13 155.69 261 .81 3.57 0.15 175.15 262.01 5.22 0.17 194.61 262.17 6.31 0.18 214.07 262.34 7.78 0.20 233.53 « 262.52 9.47 0.22 223.80 262 .71 10.90 0.23 214.07 262.88 12.14 0.25 204.34 263.04 13.43 0.27 194.61 263.17 14.44 0.28 184.88 263.29 15.28 0.30 175.15 263.40 15.96 0.32 165.42 263.50 16.51 0.33 155.69 263.59 16.93 0.35 145.96 263.68 17.36 0.37 136.23 263.76 17.65 0.38 126.50 263.83 17.84 0.40 116.77 263.89 17.96 0.42 107.04 263.84 17.86 0.43 97.31 263.78 17.74 0.45 87.57 264.03 18.97 0.47 77.84 264.06 20.00 0.48 68.11 264.08 20.76 0.50 58.38 264.10 21 .26 0.52 48.65 264.10 21 .50 0.53 38.92 264.10 « 21.52 0.55 29.19 264.10 21 .32 0.57 19.46 264 .09 20.90 0.58 9.73 264.07 20.28 0.60 0.00 264.05 19.46 0.62 0.00 264.02 18.56 0.63 0.00 263.78 17.74 0.65 0.00 263.80 17.80 Clv B ClvC Clv D cfs cfs cfs 0.33 0.76 1.44 2.31 3.57 5.22 6.31 7.78 9.47 10.90 12.14 13.43 14.44 15.28 15.96 16.51 16.93 17.36 17.65 17.84 17.96 17.86 17.74 18.97 20.00 20.76 21 .26 21 .50 21.52 21.32 20.90 20.28 19.46 18.56 17.74 17.80 Peak discharge Time interval Reservoir name Max. Storage Page 1 English = 43.03 cfs = 1 min =POND = 202,834 cuft Total Volume = 251,485 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 0.66 1.52 2.88 4.61 7.14 10.43 12.61 15.55 18.94 21 .79 24.29 26.85 28.87 30.56 31 .93 33.02 33.85 34.72 35.31 35.69 35.92 35.72 35.48 37 .95 40.00 41 .52 42.52 43.00 43.03 « 42.65 41 .81 40.55 38.91 37.12 35.47 35.60 Continues on next page ... Page 2 Hydrograph Discharge Table -: ' Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.67 0.00 263 .84 17.86 17.86 35.73 0.68 0.00 263.87 17.93 17.93 35.86 0.70 0.00 263 .89 17.96 17.96 35 .93 0.72 0.00 263 .87 17.92 17.92 35 .83 0.73 0.00 263 .84 17.87 17.87 35 .73 0.75 0.00 263 .81 17.82 17.82 35 .64 0.77 0.00 263 .79 17.75 17.75 35 .50 0.78 0.00 263 .76 17.67 17.67 35.33 0.80 0.00 263 .73 17.58 17.58 35 .16 0.82 0.00 263 .71 17.50 17.50 34.99 0.83 0.00 263 .68 17.38 17.38 34.76 0.85 0.00 263 .66 17.25 17.25 34 .50 0.87 0.00 263 .63 17.12 17.12 34.25 0.88 0.00 263 .61 17.00 17.00 33 .99 0.90 0.00 263 .58 16.88 16.88 33.76 0.92 0.00 263.56 16.77 16.77 33 .54 0.93 0.00 263 .53 16.66 16.66 33.32 0.95 0.00 263 .51 16.55 16.55 33.10 0.97 0.00 263.48 16.43 16.43 32 .85 0.98 0.00 263.46 16.30 16.30 32.60 1.00 0.00 263.43 16.17 16.17 32 .34 1.02 0.00 263.41 16.05 16.05 32.09 1.03 0.00 263 .39 15.91 15.91 31 .82 1.05 0.00 263.36 15.77 15.77 31 .53 1.07 0.00 263.34 15.62 15.62 31 .25 1.08 0.00 263.32 15.48 15.48 30.96 1.10 0.00 263.29 15.34 15.34 30.68 1.12 0.00 263.27 15.18 15.18 30.36 1.13 0.00 263 .25 15.03 15.03 30.05 1.15 0.00 263 .23 14.87 14.87 29.75 1.17 0.00 263 .20 14.72 14.72 29.45 1.18 0.00 263 .18 14.56 14.56 29.12 1.20 0.00 263 .16 14.40 14.40 28.79 1.22 0.00 263 .14 14.23 14.23 28.47 1.23 0.00 263 .12 14.07 14.07 28.15 1.25 0.00 263 .10 13.92 13.92 27.83 1.27 0.00 263 .08 13.75 13.75 27.49 1.28 0.00 263 .06 13.58 13.58 27.16 1.30 0.00 263 .04 13.41 13.41 26.82 1.32 0.00 263.02 13.25 13.25 26.50 1.33 0.00 263.00 13.08 13.08 26.17 1.35 0.00 262.97 12.88 12.88 25.76 1.37 0.00 262.95 12.68 12.68 25.35 1.38 0.00 262.93 12.48 12.48 24.96 1.40 0.00 262.91 12.28 12.28 24.57 1.42 0.00 262.89 12.15 12.15 24 .31 1.43 0.00 262.86 12.05 12.05 24 .11 1.45 0.00 262.84 11 .96 11 .96 23 .91 1.47 0.00 262.82 11 .86 11.86 23.72 Continues on next page ... ~ Page 3 Hydrograph Discharge Table -: Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.48 0.00 262.80 11.76 11.76 -·----------------------------·-23.53 1.50 0.00 262.78 11.57 11.57 -·--·-----------·---------------·-23.13 1.52 0.00 262.76 11.37 11.37 ------------------------------22.75 1.53 0.00 262.74 11.18 11.18 -·--·-·-------·------·-------------22.37 1.55 0.00 262.72 11.00 11.00 ---·--------------·-------------21.99 1.57 0.00 262.70 10.81 10.81 -·-·-·---------------------------21.63 1.58 0.00 262.68 10.63 10.63 ------------------------------21.26 1.60 0.00 262.66 10.45 10.45 --·----------------------------20.89 1.62 0.00 262.64 10.27 10.27 ------------------------------20.53 1.63 0.00 262.62 10.09 10.09 ------------------------------20.18 1.65 0.00 262.61 9.92 9.92 --·-----------------·-----------19.84 1.67 0.00 262.59 9.80 9.80 ------------------------------19.59 1.68 0.00 262.57 9.71 9.71 --------------------------·----19.42 1.70 0.00 262.55 9.63 9.63 ------------------------------19.26 1.72 0.00 262.54 9.54 9.54 ------------------------------19.09 1.73 0.00 262.52 9.46 9.46 ---------·-----------------·----18.92 1.75 0.00 262.50 9.38 9.38 -------------------·--------·---18.76 1.77 0.00 262.49 9.23 9.23 ---------- -----------------·---18.47 1.78 0.00 262.47 9.07 9.07 -----------------------·-----·--18.15 1.80 0.00 262.46 8.92 8.92 ------------------------------17.83 1.82 0.00 262.44 8.76 8.76 -------------·---------------·--17.52 1.83 0.00 262.42 8.61 8.61 ------------------------------17.22 1.85 0.00 262.41 8.46 8.46 ---·----------------·-------·-·-·--16.92 1.87 0.00 262.39 8.31 8.31 --------------- ------·------·-·--16.63 1.88 0.00 262.38 8.17 8.17 -·--------·----------·--·-·----·----16.34 1.90 0.00 262.36 8.03 8.03 ---·----------·--------------·-·--16.06 1.92 0.00 262.35 7.89 7.89 ---------------------------·---15.78 1.93 0.00 262.34 7.76 7.76 -------------------·----·----·---15.51 1.95 0.00 262.32 7.62 7.62 ---------·-------------------·--15.24 1.97 0.00 262.31 7.49 7.49 --------------------------·----14.98 1.98 0.00 262.30 7.36 7.36 -------·-----------------------14.72 2.00 0.00 262.28 7.24 7.24 -----------------------·-------14.48 2.02 0.00 262.27 7.12 7.12 -------------------·-------·-·---14.23 2.03 0.00 262.26 7.00 7.00 -------------------·-------·-·---13.99 2.05 0.00 262.24 6.88 6.88 -------------------·-----------13.76 2.07 0.00 262.23 6.76 6.76 ------------------------------13.53 2.08 0.00 262.22 6.65 6.65 -----------------·-------------13.30 2.10 0.00 262.21 6.54 6.54 -----------·-·-----------------·-13.07 2.12 0.00 262.20 6.44 6.44 -----------------------------·-12.88 2.13 0.00 262.19 6.39 6.39 -----------·-------·-----------·-12.77 2.15 0.00 262.17 6.33 6.33 --·---------·------·------------·-12.67 2.17 0.00 262.16 6.28 6.28 --·---------·-------------------12.56 2.18 0.00 262.15 6.23 6.23 --·--·--------------·------------12.46 2.20 0.00 262.14 6.18 6.18 ------------------------------12.36 2.22 0.00 262.13 6.13 6.13 -·-------------·--·--·---------·-·--12.26 2.23 0.00 262.12 6.08 6.08 -·--------------------------·---12.15 2.25 0.00 262.11 6.03 6.03 ---·-----------------------·----12.05 2.27 0.00 262.10 5.97 5.97 ---·---------------------------11.94 2.28 0.00 262.09 5.87 5.87 ---·-----·----------------------11.75 Continues on next page ... ~ Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.30 0.00 262.08 5.78 5.78 -----------------------------·-11.56 2.32 0.00 262.07 5.69 5.69 -·---·----------·---------------·-11.38 2.33 0.00 262.06 5.60 5.60 ----·--------------------------11.20 2.35 0.00 262.05 5.51 5.51 --------------·----------------11.02 2.37 0.00 262.04 5.42 5.42 ------------------------------10.85 2.38 0.00 262.03 5.34 5.34 -·---·--------------------------10.67 2.40 0.00 262.02 5.25 5.25 ----·-----·-----·------------·-·---10.51 2.42 0.00 262.01 5.17 5.17 -·----------------------·---·----10.34 2.43 0.00 262.00 5.09 5.09 --------------- ---------------10.17 2.45 0.00 261.99 4.97 4.97 ---------------------·------·---9.95 2.47 0.00 261.97 4.86 4.86 --------------------------·-·---9.73 2.48 0.00 261.96 4.76 4.76 ------------------------------9.51 2.50 0.00 261.95 4.65 4.65 ------------------------------9.30 2.52 0.00 261.93 4.55 4.55 ------------------------------9.09 2.53 0.00 261.92 4.45 4.45 ---------------------·------·--·-8.89 2.55 0.00 261.91 4.35 4.35 ---------------------·---------8.69 2.57 0.00 261.90 4.25 4.25 ------------------·------------8.50 2.58 0.00 261.89 4.16 4.16 --------------------------·----8.33 2.60 0.00 261.88 4.08 4.08 ------------------·-----------8.16 2.62 0.00 261.87 4.00 4.00 -----------------·-·---------·---7.99 2.63 0.00 261.86 3.91 3.91 ------------------------------7.83 2.65 0.00 261.85 3.83 3.83 --------------------------·----7.67 2.67 0.00 261.84 3.75 3.75 ---------------------·---------7.51 2.68 0.00 261.83 3.68 3.68 -----------·----------------·---7.36 2.70 0.00 261.82 3.60 3.60 ---------------------------·---7.20 2.72 0.00 261.81 3.53 3.53 ------------------------------7.06 2.73 0.00 261.80 3.46 3.46 -----------------------·-------6.92 2.75 0.00 261.79 3.39 3.39 ----------------·------------·--6.79 2.77 0.00 261.78 3.33 3.33 ------------------------------6.66 2.78 0.00 261.77 3.27 3.27 ----------------------------·--6.54 2.80 0.00 261.76 3.21 3.21 ----------------·--------------6.42 2.82 0.00 261.75 3.15 3.15 ------------------------------6.30 2.83 0.00 261.75 3.09 3.09 ----------------·-------·-------6.18 2.85 0.00 261.74 3.03 3.03 ------------------------------6.07 2.87 0.00 261.73 2.98 2.98 ---------·---------------------5.95 2.88 0.00 261.72 2.92 2.92 ---------------------------·---5.84 2.90 0.00 261.71 2.87 2.87 -·---·-----·-----------------·----5.73 2.92 0.00 261.71 2.81 2.81 -·-----------------------------5.63 2.93 0.00 261.70 2.76 2.76 -·---·-----·------------------·---5.53 2.95 0.00 261.69 2.72 2.72 ---·-·----·------------ ------·-·---5.43 2.97 0.00 261.68 2.67 2.67 -·-----------------------------5.35 2.98 0.00 261.68 2.63 2.63 --·---------·----------------·---5.26 3.00 0.00 261.67 2.59 2.59 --·-----------·--------------·--·-5.17 3.02 0.00 261.66 2.54 2.54 --·----------·------------------5.09 3.03 0.00 261.66 2.50 2.50 --·---------·-·----------------·--5.00 3.05 0.00 261.65 2.46 2.46 ------------------------------4.92 3.07 0.00 261.64 2.42 2.42 -------------·-·-------·---------4.84 3.08 0.00 261.64 2.38 2.38 ------------------·-·-----------4.76 3.10 0.00 261.63 2.34 2.34 -------------------- ------·----4.68 Continues on next page ... ! Page 5 Hydrograp~ Discharge Table . Time Inflow· Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.12 0.00 261.62 2.30 2.30 --------------------------·--·--4.60 3.13 0.00 261.62 2.26 2.26 -------------------·-------·---·-4.53 3.15 0.00 261.61 2.23 2.23 --·--·------------------·--------4.45 3.17 0.00 261.61 2.19 2.19 --·--·---------·----------·-------4.38 3.18 0.00 261.60 2.15 2.15 ---------------------------·---4.31 3.20 0.00 261.59 2.12 2.12 -------------------- ----------4.24 3.22 0.00 261.59 2.09 2.09 ------------------------------4.18 3.23 0.00 261.58 2.06 2.06 ------------------------------4.12 3.25 0.00 261.58 2.03 2.03 ------------------------------4.07 3.27 0.00 261.57 2.00 2.00 ------------------------------4.01 3.28 0.00 261.57 1.98 1.98 ------------------------------3.95 3.30 0.00 261.56 1.95 1.95 --------------- ---------------3.89 3.32 0.00 261.56 1.92 1.92 ------------------------------3.84 3.33 0.00 261.55 1.89 1.89 ------------------------------3.78 3.35 0.00 261.55 1.87 1.87 ------------------------------3.73 3.37 0.00 261.54 1.84 1.84 ---------·---------------------3.68 3.38 0.00 261.54 1.81 1.81 -·---·-----·---------------------3.62 3.40 0.00 261.53 1.79 1.79 -·-----------------------------3.57 3.42 0.00 261.53 1.76 1.76 ------------------------------3.52 3.43 0.00 261.52 1.74 1.74 ----------------·----------·----3.47 3.45 0.00 261.52 1. 71 1.71 --------------·----------------3.42 3.47 0.00 261.51 1.69 1.69 -·-----------------------------3.37 3.48 0.00 261.51 1.66 1.66 ---·-·--------------------------3.33 3.50 0.00 261.51 1.64 1.64 ------------------------------3.28 3.52 0.00 261.50 1.62 1.62 ------------------------------3.23 3.53 0.00 261.50 1.60 1.60 ------------------------------3.19 3.55 0.00 261.49 1.58 1.58 ------------------------- -----3.15 3.57 0.00 261.49 1.56 1.56 --------·----------------------3.12 3.58 0.00 261.48 1.54 1.54 ------------------------------3.08 3.60 0.00 261.48 1.52 1.52 -·--·------------ ---------------3.04 3.62 0.00 261.48 1.50 1.50 -·-----------------------------3.01 3.63 0.00 261.47 1.48 1.48 ------------------------------2.97 3.65 0.00 261.47 1.47 1.47 -·-------·----------------------2.93 3.67 0.00 261.46 1.45 1.45 -------------------- ----------2.90 3.68 0.00 261.46 1.43 1.43 -·--------- ---------- ----------2.86 3.70 0.00 261.46 1.42 1.42 -----------·-------------------2.83 3.72 0.00 261.45 1.40 1.40 -----------·----------·---------2.80 3.73 0.00 261.45 1.38 1.38 ------------·-----------------·-2.76 3.75 0.00 261.45 1.37 1.37 -----------·------------------2.73 3.77 0.00 261.44 1.35 1.35 -------------------·-----------2.70 3.78 0.00 261.44 1.33 1.33 -·----------·--·-----·----------·--2.67 3.80 0.00 261.43 1.32 1.32 ------------·--------------·--·--2.63 3.82 0.00 261.43 1.30 1.30 ------------------·-·-----------2.60 3.83 0.00 261.43 1.29 1.29 ---------- ------------------·--2.57 3.85 0.00 261.42 1.27 1.27 ----------------------------·--2.54 3.87 0.00 261.42 1.25 1.25 --·----------------------------2.51 3.88 0.00 261.42 1.24 1.24 --·----------------------------2.48 3.90 0.00 261.41 1.23 1.23 ---------- --------------------2.45 3.92 0.00 . 261.41 1.21 1.21 ------------------------------2.42 Continues on next page ... = ! Page 6 Hydrograph Discharge Table -:: Time Inflow Elevation ClvA ClvB Clv C-Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.93 0.00 261.41 1.20 1.20 -·---------------------------·--2.39 3.95 0.00 261.40 1.18 1.18 -·-------------- ---------------2.36 3.97 0.00 261.40 1.17 1.17 -·----------------·-------------2.34 3.98 0.00 261.40 1.15 1.15 ------------------------------2.31 4.00 0.00 261.40 1.14 1.14 -·--·--------------------·-------2.27 4.02 0.00 261.39 1.12 1.12 --------------- -----------·--·--2.24 4.03 0.00 261.39 1.11 1.11 ------------------------------2.21 4.05 0.00 261.39 1.09 1.09 ---·----------------- ------·----2.18 4.07 0.00 261.38 1.08 1.08 --·-·--------------------·-------2.15 4.08 0.00 261.38 1.06 1.06 -·-·----------------·-·-----------2.12 4.10 0.00 261.38 1.05 1.05 ---·------------------·---------2.09 4.12 0.00 261.38 1.03 1.03 --------------- ---------------2.07 4.13 0.00 261.37 1.02 1.02 --·-·-------------·----------·----2.04 4.15 0.00 261.37 1.00 1.00 -------------------- ----------2.01 4.17 0.00 261.37 0.99 0.99 ------------------------------1.98 4.18 0.00 261.36 0.98 0.98 -----------·-------------------1.95 4.20 0.00 261.36 0.96 0.96 -----------·-------·-·-----------1.93 4.22 0.00 261.36 0.95 0.95 ----------------·--------------1.90 4.23 0.00 261.36 0.94 0.94 -----------·-------------------1.88 4.25 0.00 261.35 0.93 0.93 -----------·-------------------1.85 4.27 0.00 261.35 0.91 0.91 ------------------------------1.83 4.28 0.00 261.35 0.90 0.90 --------------------------·----1.80 4.30 0.00 261.35 0.89 0.89 --------------------------·----1.78 4.32 0.00 261.34 0.88 0.88 ------------------------------1.75 4.33 0.00 261.34 0.86 0.86 -----------------·-------------1.73 4.35 0.00 261.34 0.85 0.85 ------------------------------1.70 4.37 0.00 261.34 0.84 0.84 --------------- ---------------1.68 4.38 0.00 261.34 0.83 0.83 ----------------------------·-·-1.66 4.40 0.00 261.33 0.82 0.82 -----------------------------·-1.64 4.42 0.00 261.33 0.81 0.81 ------------------------------1.61 4.43 0.00 261.33 0.80 0.80 -----------------------------·-1.59 4.45 0.00 261.33 0.78 0.78 -------------------- ----------1.57 4.47 0.00 261.32 0.77 0.77 ------------------------------1.55 4.48 0.00 261.32 0.76 0.76 -------------·------- ----------1.53 4.50 0.00 261.32 0.75 0.75 ------------------·------------1.51 4.52 0.00 261.32 0.74 0.74 ----·--------------------------1.49 4.53 0.00 261.32 0.73 0.73 ------------·----·------·--------1.46 4.55 0.00 261.31 0.72 0.72 -----------·------------·-------1.44 4.57 0.00 261.31 0.71 0.71 ----- ------·------------·-------1.43 4.58 0.00 261.31 0.70 0.70 ----------------------------·--1.41 4.60 0.00 261.31 0.69 0.69 ------------------------------1.39 4.62 0.00 261.31 0.68 0.68 -----------------------------·-1.37 4.63 0.00 261.31 0.67 0.67 -·-----------------·-·--------·---1.35 4.65 0.00 261.30 0.67 0.67 ------------------------------1.33 4.67 0.00 261.30 0.66 0.66 ----·--------------·--------·----1.31 4.68 0.00 261.30 0.65 0.65 ------------·--- ---·----·--------1.29 4.70 0.00 261.30 0.64 0.64 ---·-------------·--------------1.28 4.72 0.00 261.30 0.64 0.64 ------------------------------1.27 4.73 0.00 261.30 0.63 0.63 ---------- -------------------·-1.26 Continues on next page ... ~ Page 7 Hydrograph Discharge Table ~ Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cf s 4.75 0.00 261.29 0.62 0.62 ------------------------------1.25 4.77 0.00 261.29 0.62 0.62 -----------·-------------------1.24 4.78 0.00 261.29 0.61 0.61 -·---·--------------·-----------·-1.23 4.80 0.00 261.29 0.61 0.61 ----·-------·-------·------------1.21 4.82 0.00 261.29 0.60 0.60 ----·--------·------------------1.20 4.83 0.00 261.29 0.60 0.60 ----·-------------------------·-1.19 4.85 0.00 261.28 0.59 0.59 ----·--------·--------------·---·-1.18 4.87 0.00 261.28 0.59 0.59 ------------·------·-·---·--------1.17 4.88 0.00 261.28 0.58 0.58 -----------·-------------------1.16 4.90 0.00 261.28 0.58 0.58 ----- -------------------------1.15 4.92 0.00 261.28 0.57 0.57 --------·--------·--------·------1.14 4.93 0.00 261.28 0.57 0.57 ----------------------------·--1.13 4.95 0.00 261.27 0.56 0.56 ------------------------------1.12 4.97 0.00 261.27 0.55 0.55 -----------------------------·-1.11 4.98 0.00 261.27 0.55 0.55 ----·------ --------------------1.10 5.00 0.00 261.27 0.55 0.55 ----·-----------------·---------1.09 5.02 0.00 261.27 0.54 0.54 ------------------------------1.08 5.03 0.00 261.27 0.54 0.54 ----------------·-------------·-1.07 5.05 0.00 261.27 0.53 0.53 --------------- --------------·-1.06 5.07 0.00 261.26 0.53 0.53 ----------------·-------------·-1.05 5.08 0.00 261.26 0.52 0.52 --------------- ------·--------·-1.04 5.10 0.00 261.26 0.52 0.52 ---------------------·---------1.03 5.12 0.00 261.26 0.51 0.51 -------·----------------------·-1.02 5.13 0.00 261.26 0.51 0.51 ---·------·---------------------1.01 5.15 0.00 261.26 0.50 0.50 ----·--------------------------1.01 5.17 0.00 261.26 0.50 0.50 ----·---------·---------------·--1.00 5.18 0.00 261.26 0.49 0.49 -------------·-------------·--·--0.99 5.20 0.00 261.25 0.49 0.49 ---·---------------------------0.98 5.22 0.00 261.25 0.49 0.49 -------------·-------------·--·--0.97 5.23 0.00 261.25 0.48 0.48 --·----------------------------0.96 5.25 0.00 261.25 0.48 0.48 -----------·---------------·----0.95 5.27 0.00 261.25 0.47 0.47 --------------- -----------·---·-0.94 5.28 0.00 261.25 0.47 0.47 -----------·-------------------0.94 5.30 0.00 261.25 0.46 0.46 ------------·------------------0.93 5.32 0.00 261.24 0.46 0.46 ---------- --------------------0.92 5.33 0.00 261.24 0.46 0.46 -----------------------------0.91 5.35 0.00 261.24 0.45 0.45 ------------------------------0.90 5.37 0.00 261.24 0.45 0.45 ----·----------·-----·---------·--0.89 5.38 0.00 261.24 0.44 0.44 -------·------------·--------·-·--0.89 5.40 0.00 261.24 0.44 0.44 -----------------------------0.88 5.42 0.00 261.24 0.44 0.44 ---·-·---------·-------------·----0.87 5.43 0.00 261.24 0.43 0.43 ------------------------------0.86 5.45 0.00 261.24 0.43 0.43 --------------------------·----0.86 5.47 0.00 261.23 0.42 0.42 ------------·----·-------------·-0.85 5.48 0.00 261.23 0.42 0.42 ------------·------------------0.84 5.50 0.00 261.23 0.42 0.42 ------------------------------0.83 5.52 0.00 261.23 0.41 0.41 --------------·----------------0.83 5.53 0.00 261.23 0.41 0.41 ------------------------------0.82 5.55 0.00 261.23 0.41 0.41 ------------------·--------·----0.81 Continues on next page ... = Page 8 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.57 0.00 261 .23 0.40 0.40 0.80 5.58 0.00 261 .23 0.40 0.40 0.80 5.60 0.00 261 .23 0.39 0.39 0.79 5.62 0.00 261 .22 0.39 0.39 0.78 5.63 0.00 261 .22 0.39 0.39 0.77 5.65 0.00 261 .22 0.38 0.38 0.77 5.67 0.00 261 .22 0.38 0.38 0.76 5.68 0.00 261 .22 0.38 0.38 0.75 5.70 0.00 261 .22 0.37 0.37 0.75 5.72 0.00 261 .22 0.37 0.37 0.74 5.73 0.00 261 .22 0.37 0.37 0.73 5.75 0.00 261 .22 0.36 0.36 0.73 5.77 0.00 261 .22 0.36 0.36 0.72 5.78 0.00 261 .21 0.36 0.36 0.71 5.80 0.00 261.21 0.35 0.35 0.71 5.82 0.00 261 .21 0.35 0.35 0.70 5.83 0.00 261 .21 0.35 0.35 0.70 5.85 0.00 261 .21 0.34 0.34 0.69 5.87 0.00 261 .21 0.34 0.34 0.68 5.88 0.00 261 .21 0.34 0.34 0.68 5.90 0.00 261.21 0.34 0.34 0.67 5.92 0.00 261 .21 0.33 0.33 0.66 5.93 0.00 261 .21 0.33 0.33 0.66 5.95 0.00 261 .21 0.33 0.33 0.65 5.97 0.00 261 .20 0.32 0.32 0.65 5.98 0.00 261 .20 0.32 0.32 0.64 6.00 0.00 261 .20 0.32 0.32 0.64 6.02 0.00 261 .20 0.32 0.32 0.63 6.03 0.00 261.20 0.31 0.31 0.62 6.05 0.00 261 .20 0.31 0.31 0.62 6.07 0.00 261.20 0.31 0.31 0.61 6.08 0.00 261.20 0.31 0.31 0.61 6.10 0.00 261 .20 0.30 0.30 0.61 6.12 0.00 261.20 0.30 0.30 0.60 6.13 0.00 261 .20 0.30 0.30 0.60 6.15 0.00 261 .20 0.30 0.30 0.60 6.17 0.00 261 .19 0.30 0.30 0.59 6.18 0.00 261 .19 0.29 0.29 0.59 6.20 0.00 261 .19 0.29 0.29 0.59 6.22 0.00 261 .19 0.29 0.29 0.58 6.23 0.00 261 .19 0.29 0.29 0.58 6.25 0.00 261 .19 0.29 0.29 0.57 6.27 0.00 261 .19 0.29 0.29 0.57 6.28 0.00 261 .19 0.28 0.28 0.57 6.30 0.00 261 .19 0.28 0.28 0.56 6.32 0.00 261 .19 0.28 0.28 0.56 6.33 0.00 261 .19 0.28 0.28 0.56 6.35 0.00 261 .19 0.28 0.28 0.55 6.37 0.00 261.19 0.28 0.28 0.55 Continues on next page ... ~ Page 9 Hydrogra,>h Discharge Table . Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 6.38 0.00 261.18 0.27 0.27 --·------------------------·----0.55 6.40 0.00 261.18 0.27 0.27 ------------·------------------0.54 6.42 0.00 261.18 0.27 0.27 -----------------------------·-0.54 6.43 0.00 261.18 0.27 0.27 --·--·----------- ------·-----·---·-0.54 6.45 0.00 261.18 0.27 0.27 ---·------------------·-----·----0.53 6.47 0.00 261.18 0.27 0.27 ----·--------·--·------------·----0.53 6.48 0.00 261.18 0.26 0.26 ----·--------·-----·----·-------·--0.53 6.50 0.00 261.18 0.26 0.26 --·----------------------------0.52 6.52 0.00 261.18 0.26 0.26 ------------------------------0.52 6.53 0.00 261.18 0.26 0.26 ----·--------------------------0.52 6.55 0.00 261.18 0.26 0.26 -----------------------------·-0.51 6.57 0.00 261.18 0.26 0.26 ---------------------------·---0.51 6.58 0.00 261.18 0.25 0.25 ----·-----------------------·--·-0.51 6.60 0.00 261.18 0.25 0.25 --·-------------------------·--·-0.51 6.62 0.00 261.18 0.25 0.25 ------------------------------0.50 6.63 0.00 261.17 0.25 0.25 ----------------·-----------·---0.50 6.65 0.00 261.17 0.25 0.25 ----- -------------------------0.50 6.67 0.00 261.17 0.25 0.25 --·---------------------·-------0.49 6.68 0.00 261.17 0.25 0.25 ------------------·-·---·-----·---0.49 6.70 0.00 261.17 0.24 0.24 ------------------------------0.49 6.72 0.00 261.17 0.24 0.24 ------------------------------0.48 6.73 0.00 261.17 0.24 0.24 -------------------·---------·--0.48 6.75 0.00 261.17 0.24 0.24 ---------------------·-------·--0.48 6.77 0.00 261.17 0.24 0.24 ------------------------------0.48 6.78 0.00 261.17 0.24 0.24 -------------------- --------·--0.47 6.80 0.00 261.17 0.23 0.23 ---------------------·-------·--0.47 6.82 0.00 261.17 0.23 0.23 ------------------------------0.47 6.83 0.00 261.17 0.23 0.23 -----------·------·---------·----0.46 6.85 0.00 261.17 0.23 0.23 -----------------·-------------0.46 6.87 0.00 261.17 0.23 0.23 -----------------·-------------0.46 6.88 0.00 261.16 0.23 0.23 ---------·-----------------·-·---0.46 6.90 0.00 261.16 0.23 0.23 ---------------------------·---0.45 6.92 0.00 261.16 0.23 0.23 ----·------ --------------------0.45 6.93 0.00 261.16 0.22 0.22 -·-·-·------------ ------·---------0.45 6.95 0.00 261.16 0.22 0.22 -·--·------------ ---------------0.44 6.97 0.00 261.16 0.22 0.22 ------------------------------0.44 6.98 0.00 261.16 0.22 0.22 -------------------- --------·--0.44 7.00 0.00 261.16 0.22 0.22 ----------------------------·--0.44 7.02 0.00 261.16 0.22 0.22 --------------·--------------·--0.43 7.03 0.00 261.16 0.22 0.22 ------------·---------------·---0.43 .. .End = Hydrograph Summary Report ! Page 1 I Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph Hyd. No. type flow interval peak period hyd(s) elevation storage description I (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) I~ Rational 266.96 1 12 288,322 25 ----------------Post Developed Con Reservoir 58.08 1 31 287,579 25 1 264.37 227,680 'I 11 - I :I 11 II II II 11 II II II : II I Proj. file: Reg-det.gpw IDF file: Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 25 yrs = 32.5 ac = 9.13 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.03 0.05 0.07 0.08 0.10 0.12 0.13 0.15 0.17 0.18 0.20 0.22 0.23 0.25 0.27 0.28 0.30 0.32 0.33 0.35 0.37 0.38 0.40 0.42 0.43 0.45 0.47 0.48 0.50 0.52 0.53 22.25 44.49 66.74 88.99 111 .24 133.48 155.73 177.98 200.22 222.47 244.72 266.96 « 255.84 244.72 233.59 222.47 211 .35 200 .22 189.10 177.98 166.85 155.73 144.61 133.48 122.36 111 .24 100.11 88 .99 77.86 66.74 55.62 44.49 Time --Outflow (hrs cfs) 0.55 33.37 0.57 22.25 0.58 11 .12 .. .End ' Page 1 -: English ' - Peak discharge = 266.96 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc) = 12 min Reced. limb factor = 2 Total Volume= 288,322 cuft Hydrograph Report Hyd. No. 2 Hydrograph type = Reservoir Storm frequency = 25 yrs Inflow hyd . No. = 1 Max. Elevation = 264.37 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 0.07 88.99 261 .24 0.43 0.08 111 .24 261 .37 0.99 0.10 133.48 261 .53 1.76 0.12 155.73 261 .71 2.87 0.13 177.98 261 .93 4.47 0.15 200.22 262.11 6.03 0.17 222.47 262.29 7.28 0.18 244.72 262.48 9.17 0.20 266.96 « 262.69 10.73 0.22 255.84 262.90 12.25 0.23 244.72 263.09 13.81 0.25 233.59 263.24 14.98 0.27 222.47 263.39 15.92 0.28 211 .35 263.53 16.63 0.30 200.22 263.65 17.23 0.32 189.10 263.77 17.70 0.33 177.98 263.88 17.94 0.35 166.85 263.80 17.78 0.37 155.73 264.06 20.08 0.38 144.61 264.13 22.43 0.40 133.48 264.19 24.28 0.42 122.36 264.24 25.70 0.43 111 .24 264.28 26.84 0.45 100.11 264.31 27.71 0.47 88.99 264.34 28.33 0.48 77.86 264.36 28.75 0.50 66.74 264.36 28.99 0.52 55.62 264.37 « 29.04 0.53 44.49 264.36 28.91 0.55 33 .37 264.35 28.61 0.57 22.25 264.33 28.15 0.58 11.12 264.31 27.52 0.60 0.00 264.28 26.67 0.62 0.00 264.24 25.74 0.63 0.00 264.21 24.85 0.65 0.00 264.18 23.90 Clv B ClvC Clv D cfs cfs cfs 0.43 0.99 1.76 2.87 4.47 6.03 7.28 9.17 10.73 12.25 13.81 14.98 15.92 16.63 17.23 17.70 17.94 17.78 20.08 22.43 24.28 25.70 26 .84 27 .71 28.33 28.75 28.99 29.04 28.91 28.61 28.15 27.52 26.67 25.74 24.85 23.90 Peak discharge Time interval Reservoir name Max. Storage Page 1 English = 58 .08 cfs = 1 min =POND = 227,680 cuft Total Volume= 287,579 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 0.86 1.99 3.51 5.74 8.95 12.07 14.55 18.33 21.46 24.50 27.63 29.96 31 .84 33.26 34.46 35.40 35.88 35.55 40.15 44.87 48.57 51.40 53 .68 55.42 56.66 57.51 57.98 58.08 « 57.82 57.23 56.29 55.04 53.35 51.49 49.69 47.81 Continues on next page ... ~ Page 2 Hydrograph Discharge Table . Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.67 0.00 264.15 22.97 22.97 ------------------------------45.93 0.68 0.00 264.12 22.06 22.06 ---------------------·---------44.13 0.70 0.00 264.09 21.16 21.16 ------------------------------42.32 0.72 0.00 264.07 20.19 20.19 ---·---------------------------40.37 0.73 0.00 264.04 19.26 19.26 ------------------------------38.51 0.75 0.00 264.02 18.37 18.37 ---·-------------------·--------36.74 0.77 0.00 263.79 17.75 17.75 ---·---------·-----·----------·---35.50 0.78 0.00 263.81 17.81 17.81 ---·--------------·-----------·--35.63 0.80 0.00 263.85 17.88 17.88 ------------------------------35.76 0.82 0.00 263.88 17.94 17.94 -------·-----------------------35.89 0.83 0.00 263.89 17.95 17.95 ------------------------------35.91 0.85 0.00 263.86 17.90 17.90 --·-·-------------·---·-------·----35.81 0.87 0.00 263.83 17.86 17.86 --·----------------------------35.71 0.88 0.00 263.81 17.81 17.81 ------------------------------35.61 0.90 0.00 263.78 17.73 17.73 --·-·--------·-----------·--------35.46 0.92 0.00 263.76 17.65 17.65 -·-·--------------·--·---------·-·--35.29 0.93 0.00 263.73 17.56 17.56 ------------------------------35.12 0.95 0.00 263.70 17.48 17.48 -----------·-------·--------·----34.96 0.97 0.00 263.68 17.35 17.35 -·-·-·--------·-------·--------·-·---34.71 0.98 0.00 263.65 17.22 17.22 -·-·--------------------·--------34.45 1.00 0.00 263.63 17.09 17.09 --·--------------------·--------34.19 1.02 0.00 263.60 16.97 16.97 --·-·--------·----------------·---33.93 1.03 0.00 263.58 16.86 16.86 -------·------·---------·-----·---33.71 1.05 0.00 263.55 16.74 16.74 ------·-----------------------33.49 1.07 0.00 263.53 16.63 16.63 ---·---------------------------33.27 1.08 0.00 263.50 16.53 16.53 -----------------·-------------33.05 1.10 0.00 263.48 16.40 16.40 ---·--------------·-------------32.80 1.12 0.00 263.45 16.27 16.27 -----------·-------------------32.54 1.13 0.00 263.43 16.14 16.14 ------------------------------32.29 1.15 0.00 263.40 16.02 16.02 ------------·------------------32.03 1.17 0.00 263.38 15.88 15.88 ---·----·--------------·---------31.75 1.18 0.00 263.36 15.73 15.73 ------------------------------31.47 1.20 0.00 263.33 15.59 15.59 -----------------------------·-31.18 1.22 0.00 263.31 15.45 15.45 ------------------·------------30.90 1.23 0.00 263.29 15.30 15.30 ------------------·-·-----------30.61 1.25 0.00 263.27 15.15 15.15 ----·----------------------·----30.29 1.27 0.00 263.24 14.99 14.99 ----·----------------------·----29.99 1.28 0.00 263.22 14.84 14.84 ---------·-------·------------·--29.68 1.30 0.00 263.20 14.69 14.69 --------------·-------------·-·--29.38 1.32 0.00 263.18 14.52 14.52 -·--------·---------·---------·---29.05 1.33 0.00 263.16 14.36 14.36 ----------------·--------------28.72 1.35 0.00 263.14 14.20 14.20 ------------------------------28.40 1.37 0.00 263.11 14.04 14.04 -·-·-·---------------------------28.08 1.38 0.00 263.09 13.88 13.88 ---·---------------------------27.75 1.40 0.00 263.07 13.71 13.71 ------------------------------27.42 1.42 0.00 263.05 13.54 13.54 ------------------------------27.08 1.43 0.00 263.03 13.38 13.38 ----·----·-----------·---·----·-·---26.75 1.45 0.00 263.01 13.21 13.21 ----·---------------·-------·---·-26.42 1.47 0.00 262.99 13.04 13.04 ---------------------------·-·--26.07 Continues on next page ... ~ ~ Page 3 Hydrograph Discharge Table ~ ' Time Inflow Elevation Clv A ClvB ·c1vc Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.48 0.00 262.97 12.83 12.83 25.67 1.50 0.00 262.95 12.63 12.63 25.27 1.52 0.00 262.92 12.44 12.44 24.87 1.53 0.00 262.90 12.24 12.24 24.48 1.55 0.00 262.88 12.13 12.13 24.26 1.57 0.00 262.86 12.03 12.03 24.07 1.58 0.00 262.84 11 .93 11 .93 23.87 1.60 0.00 262.82 11.84 11 .84 23.68 1.62 0.00 262.80 11 .72 11 .72 23.44 1.63 0.00 262.77 11 .52 11.52 23.05 1.65 0.00 262.75 11 .33 11.33 22.66 1.67 0.00 262.73 11 .14 11 .14 22.28 1.68 0.00 262.71 10.96 10.96 21 .91 1.70 0.00 262.70 10.77 10.77 21 .54 1.72 0.00 262.68 10.59 10.59 21 .17 1.73 0.00 262.66 10.41 10.41 20.81 1.75 0.00 262.64 10.23 10.23 20.45 1.77 0.00 262.62 10.05 10.05 20.10 1.78 0.00 262.60 9.88 9.88 19.76 1.80 0.00 262.59 9.78 9.78 19.56 1.82 0.00 262.57 9.69 9.69 19.39 1.83 0.00 262.55 9.61 9.61 19.22 1.85 0.00 262.53 9.53 9.53 19.05 1.87 0.00 262.52 9.44 9.44 18.88 1.88 0.00 262.50 9.36 9.36 18.72 1.90 0.00 262.48 9.20 9.20 18.40 1.92 0.00 262.47 9.04 9.04 18.08 1.93 0.00 262.45 8.88 8.88 17.76 1.95 0.00 262.44 8.73 8.73 17.46 1.97 0.00 262.42 8.58 8.58 17.15 1.98 0.00 262.41 8.43 8.43 16.85 2.00 0.00 262.39 8.28 8.28 16.56 2.02 0.00 262.38 8.14 8.14 16.28 2.03 0.00 262.36 8.00 8.00 16.00 2.05 0.00 262.35 7.86 7.86 15.72 2.07 0.00 262.33 7.73 7.73 15.45 2.08 0.00 262.32 7.59 7.59 15.18 2.10 0.00 262.31 7.46 7.46 14.92 2.12 0.00 262.29 7.33 7.33 14.67 2.13 0.00 262.28 7.21 7.21 14.42 2.15 0.00 262.27 7.09 7.09 14.18 2.17 0.00 262.25 6.97 6.97 13 .94 2.18 0.00 262.24 6.85 6.85 13 .71 2.20 0.00 262.23 6.74 6.74 13.47 2.22 0.00 262.22 6.62 6.62 13.25 2.23 0.00 262.21 6.51 6.51 13.02 2.25 0.00 262.19 6.43 6.43 12.85 2.27 0.00 262.18 6.37 6.37 12.75 2.28 0.00 262.17 6.32 6.32 12.64 Continues on next page ... = { Page 4 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.30 0.00 262.16 6.27 6.27 ------------------------------12.54 2.32 0.00 262.15 6.22 6.22 ------------------·-----------12.44 2.33 0.00 262.14 6.17 6.17 ------------------------------12.33 2.35 0.00 262.13 6.12 6.12 ---------------------------·---12.23 2.37 0.00 262.12 6.07 6.07 -·--·--------·-----------------·--12.13 2.38 0.00 262.11 6.02 6.02 ---·---------------------- -----12.03 2.40 0.00 262.10 5.95 5.95 ---·------·--·-----------------·--11.89 2.42 0.00 262.08 5.85 5.85 -----------·--------- ----------11.71 2.43 0.00 262.07 5.76 5.76 ------------·----------·--------11.52 2.45 0.00 262.06 5.67 5.67 ---------·--------·-------------11.34 2.47 0.00 262.05 5.58 5.58 ----·-------·-·------------------11.16 2.48 0.00 262.04 5.49 5.49 -----------------·-----·--------10.98 2.50 0.00 262.03 5.40 5.40 ------------------------------10.81 2.52 0.00 262.03 5.32 5.32 ----·--------------------- -----10.64 2.53 0.00 262.02 5.23 5.23 ------------------·------------10.47 2.55 0.00 262.01 5.15 5.15 --·-------- --------------------10.30 2.57 0.00 262.00 5.06 5.06 -·--------- -------·-·------------10.12 2.58 0.00 261.98 4.95 4.95 ------------------·------------9.90 2.60 0.00 261.97 4.84 4.84 ------------------·------------9.68 2.62 0.00 261.96 4.73 4.73 -·-----------------·-----------·-9.46 2.63 0.00 261.94 4.63 4.63 --------------·---------------·-9.25 2.65 0.00 261.93 4.52 4.52 ------------------·------------9.05 2.67 0.00 261.92 4.42 4.42 -·----------------------------·-8.85 2.68 0.00 261.91 4.33 4.33 -·---------------·--·-----------·-8.65 2.70 0.00 261.90 4.23 4.23 --·------------------ ----------8.46 2.72 0.00 261.89 4.15 4.15 -·---------------·--·------------8.29 2.73 0.00 261.88 4.06 4.06 -·-----------------------------8.12 2.75 0.00 261.86 3.98 3.98 -·-----------------------------7.95 2.77 0.00 261.85 3.90 3.90 -·-·--------------·--·----·-------·-7.79 2.78 0.00 261.84 3.82 3.82 --·----------------------------7.63 2.80 0.00 261.83 3.74 3.74 --------------·----------------7.48 2.82 0.00 261.82 3.66 3.66 --·----------------------------7.32 2.83 0.00 261.81 3.59 3.59 -·-----------------------------7.17 2.85 0.00 261.80 3.51 3.51 -----------------·-------------7.03 2.87 0.00 261.80 3.44 3.44 ------------------------------6.89 2.88 0.00 261.79 3.38 3.38 ---·-----·---·-·-----------------6.76 2.90 0.00 261.78 3.32 3.32 --·----------------------------6.63 2.92 0.00 261.77 3.26 3.26 ----- -------------------------6.51 2.93 0.00 261.76 3.20 3.20 ---------------------------·---6.39 2.95 0.00 261.75 3.14 3.14 --------------------------·----6.27 2.97 0.00 261.74 3.08 3.08 ----·------------------------·--6.15 2.98 0.00 261.74 3.02 3.02 -------------------·-----------6.04 3.00 0.00 261.73 2.96 2.96 ---·---------------------------5.93 3.02 0.00 261.72 2.91 2.91 --------·----------------------5.82 3.03 0.00 261.71 2.86 2.86 -----------·-------------------5.71 3.05 0.00 261.70 2.80 2.80 ------·-·-----------·----------·--5.60 3.07 0.00 261.70 2.75 2.75 -----------------·-------------5.51 3.08 0.00 261.69 2.71 2.71 -·---------------·-·-------------5.41 3.10 0.00 261.68 2.66 2.66 -·------·----------·-------------5.33 Continues on next page ... ~ Page 5 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.12 0.00 261.68 2.62 2.62 --------------------------·--·--5.24 3.13 0.00 261.67 2.58 2.58 --·----------·----------------·--5.15 3.15 0.00 261.66 2.53 2.53 --·-------------------------·---5.07 3.17 0.00 261.65 2.49 2.49 ----------------·--------------4.98 3.18 0.00 261.65 2.45 2.45 ------------------------------4.90 3.20 0.00 261.64 2.41 2.41 ------------------------------4.82 3.22 0.00 261.64 2.37 2.37 ------------------------------4.74 3.23 0.00 261.63 2.33 2.33 ------------------------------4.66 3.25 0.00 261.62 2.29 2.29 ------------------·------------4.59 3.27 0.00 261.62 2.26 2.26 -------------·-----------------4.51 3.28 0.00 261.61 2.22 2.22 ------------------------------4.44 3.30 0.00 261.61 2.18 2.18 ------------------------------4.36 3.32 0.00 261.60 2.15 2.15 ------------------·------------4.29 3.33 0.00 261.59 2.12 2.12 --------·-------------·-------·--4.23 3.35 0.00 261.59 2.09 2.09 --·-·---------·-------·-----------4.17 3.37 0.00 261.58 2.06 2.06 --------·----------------------4.11 3.38 0.00 261.58 2.03 2.03 ------------------------------4.05 3.40 0.00 261.57 2.00 2.00 ------------------------------4.00 3.42 0.00 261.57 1.97 1.97 ------------------------------3.94 3.43 0.00 261.56 1.94 1.94 --·-·----------------·--·-----·--·--3.88 3.45 0.00 261.56 1.91 1.91 --·-·---------------·-·--·-----·----3.83 3.47 0.00 261.55 1.89 1.89 ---·-------------------------·--3.77 3.48 0.00 261.55 1.86 1.86 -----------·-------·---·---------3.72 3.50 0.00 261.54 1.83 1.83 ------------------------------3.67 3.52 0.00 261.54 1.81 1.81 -·-·------------------------·----3.61 3.53 0.00 261.53 1.78 1.78 -·-·----------------------------3.56 3.55 0.00 261.53 1.76 1.76 ------------·------·---·-----·----3.51 3.57 0.00 261.52 1.73 1.73 -·------------------·-----------3.46 3.58 0.00 261.52 1.71 1.71 --·----------------·----------·--3.41 3.60 0.00 261.51 1.68 1.68 ------------------------------3.36 3.62 0.00 261.51 1.66 1.66 -----------·-----------------·--3.32 3.63 0.00 261.50 1.63 1.63 ------------------------------3.27 3.65 0.00 261.50 1.61 1.61 --·--------------------------·--3.22 3.67 0.00 261.50 1.59 1.59 --·----------------------------3.18 3.68 0.00 261.49 1.57 1.57 ---·-------------------------·--3.15 3.70 0.00 261.49 1.55 1.55 ---·---------------------------3.11 3.72 0.00 261.48 1.54 1.54 ------------------------------3.07 3.73 0.00 261.48 1.52 1.52 ---·---------·--·----------------3.03 3.75 0.00 261.48 1.50 1.50 ------------·-·-·----------------3.00 3.77 0.00 261.47 1.48 1.48 ------------·-·-----------------2.96 3.78 0.00 261.47 1.46 1.46 -----------------------------·-2.93 3.80 0.00 261.46 1.45 1.45 -·-----------------------------2.89 3.82 0.00 261.46 1.43 1.43 ------------------------------2.86 3.83 0.00 261.46 1.41 1.41 ------------·-·-·----------------2.82 3.85 0.00 261.45 1.39 1.39 -------------·------·--------·---2.79 3.87 0.00 261.45 1.38 1.38 --------·-·---------------------2.76 3.88 0.00 261.44 1.36 1.36 ---------------------------·---2.72 3.90 0.00 261.44 1.35 1.35 ------------------------------2.69 3.92 0.00 261.44 1.33 1.33 ------------------------------2.66 Continues on next page ... ~ Page 6 Hyd~ograph Discharge Table . Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cf s cfs cfs cfs cfs cfs cfs 3.93 0.00 261.43 1.31 1.31 ---·------------------------·---2.63 3.95 0.00 261.43 1.30 1.30 ---------------------------·--·-2.60 3.97 0.00 261.43 1.28 1.28 ---·-------------·--------------2.56 3.98 0.00 261.42 1.27 1.27 ---·---------------------------2.53 4.00 0.00 261.42 1.25 1.25 -·-----------------------------2.50 4.02 0.00 261.42 1.24 1.24 ---·----------·---------------·--2.47 4.03 0.00 261.41 1.22 1.22 --------------- -------·----·---·-2.44 4.05 0.00 261.41 1.21 1.21 ---·---------------------- -----2.41 4.07 0.00 261.41 1.19 1.19 --------------------------·--·--2.39 4.08 0.00 261.40 1.18 1.18 --------------- -----------·--·--2.36 4.10 . 0.00 261.40 1.16 1.16 ----------------------------·--2.33 4.12 0.00 261.40 1.15 1.15 ------------------------------2.30 4.13 0.00 261.39 1.13 1.13 -----------------·-----·--------2.27 4.15 0.00 261.39 1.12 1.12 --------------- -------------·--2.24 4.17 0.00 261.39 1.10 1.10 -------------·-----------------2.21 4.18 0.00 261.39 1.09 1.09 ----------------·----------·-·---2.18 4.20 0.00 261.38 1.07 1.07 ------------------------------2.15 4.22 0.00 261.38 1.06 1.06 ----------------------------·--2.12 4.23 0.00 261.38 1.04 1.04 ----------------·------------·--2.09 4.25 0.00 261.37 1.03 1.03 --------------------------·--·--2.06 4.27 0.00 261.37 1.02 1.02 --------------------------·--·-·-2.03 4.28 0.00 261.37 1.00 1.00 ---------------------------·---2.00 4.30 0.00 261.37 0.99 0.99 ---------------------------·---1.98 4.32 0.00 261.36 0.97 0.97 ---·----------·-----·---------·---1.95 4.33 0.00 261.36 0.96 0.96 --------------- ---------------1.92 4.35 0.00 261.36 0.95 0.95 -·--·--------------------------1.90 4.37 0.00 261.36 0.94 0.94 --·-·-·----------·----------------1.87 4.38 0.00 261.35 0.92 0.92 ---·---------------------------1.84 4.40 0.00 261.35 0.91 0.91 --·-------·- -·-----------------·--1.82 4.42 0.00 261.35 0.90 0.90 ------------------------------1.79 4.43 0.00 261.35 0.89 0.89 --------·---·-------------------1.77 4.45 0.00 261.34 0.87 0.87 --·------------·---·---------·----1.75 4.47 0.00 261.34 0.86 0.86 -----------·------·---------·---·-1.72 4.48 0.00 261.34 0.85 0.85 ---------------------------·---1.70 4.50 0.00 261.34 0.84 0.84 ---------------------------·---1.68 4.52 0.00 261.34 0.83 0.83 ------------------------- -----1.65 4.53 0.00 261.33 0.82 0.82 ----------------·--------------1.63 4.55 0.00 261.33 0.80 0.80 ------------------------------1.61 4.57 0.00 261.33 0.79 0.79 ------------·----·-----------·---1.59 4.58 0.00 261.33 0.78 0.78 -------------·-----------------1.56 4.60 0.00 261.32 0.77 0.77 ---------- -------·-------------1.54 4.62 0.00 261.32 0.76 0.76 -·--·------·---------------------1.52 4.63 0.00 261.32 0.75 0.75 -·-·---------·-----------------·--1.50 4.65 0.00 261.32 0.74 0.74 ----- -----------------------·--1.48 4.67 0.00 261.32 0.73 0.73 ---------------------------·--·-1.46 4.68 0.00 261.31 0.72 0.72 ------------------------------1.44 4.70 0.00 261.31 0.71 0.71 --------------- ---------------1.42 4.72 -0.00 261.31 0.70 0.70 ------------------·------------1.40 4.73. 0.00 261.31 0.69 0.69 -------------·-----------------1.38 Continues on next page ... :: Page 7 Hydrograph Discharge Table ~ ' Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cf s cfs cfs cfs cfs cfs cfs 4.75 0.00 261 .31 0.68 0.68 1.36 4.77 0.00 261 .31 0.67 0.67 1.34 4.78 0.00 261 .30 0.66 0.66 1.33 4.80 0.00 261 .30 0.65 0.65 1.31 4.82 0.00 261 .30 0.65 0.65 1.29 4.83 0.00 261 .30 0.64 0.64 1.28 4.85 0.00 261 .30 0.63 0.63 1.27 4.87 0.00 261 .29 0.63 0.63 1.26 4.88 0.00 261 .29 0.62 0.62 1.25 4.90 0.00 261 .29 0.62 0.62 1.23 4.92 0.00 261.29 0.61 0.61 -1.22 4.93 0.00 261 .29 0.61 0.61 1.21 4.95 0.00 261 .29 0.60 0.60 1.20 4.97 0.00 261 .29 0.60 0.60 1.19 4.98 0.00 261 .28 0.59 0.59 1.18 5.00 0.00 261 .28 0.58 0.58 1.17 5.02 0.00 261.28 0.58 0.58 1.16 5.03 0.00 261 .28 0.57 0.57 1.15 5.05 0.00 261 .28 0.57 0.57 1.14 5.07 0.00 261 .28 0.56 0.56 1.13 5.08 0.00 261 .27 0.56 0.56 1.12 5.10 0.00 261 .27 0.55 0.55 1.11 5.12 0.00 261 .27 0.55 0.55 1.10 5.13 0.00 261 .27 0.54 0.54 1.09 5.15 0.00 261 .27 0.54 0.54 1.08 5.17 0.00 261 .27 0.53 0.53 1.07 5.18 0.00 261 .27 0.53 0.53 1.06 5.20 0.00 261 .26 0.52 0.52 1.05 5.22 0.00 261 .26 0.52 0.52 1.04 5.23 0.00 261 .26 0.52 0.52 1.03 5.25 0.00 261 .26 0.51 0.51 1.02 5.27 0.00 261 .26 0.51 0.51 1.01 5.28 0.00 261.26 0.50 0.50 1.00 5.30 0.00 261 .26 0.50 0.50 0.99 5.32 0.00 261 .25 0.49 0.49 0.99 5.33 0.00 261 .25 0.49 0.49 0.98 5.35 0.00 261 .25 0.48 0.48 0.97 5.37 0.00 261 .25 0.48 0.48 0.96 5.38 0.00 261 .25 0.48 0.48 0.95 5.40 0.00 261.25 0.47 0.47 0.94 5.42 0.00 261 .25 0.47 0.47 0.93 5.43 0.00 261.25 0.46 0.46 0.93 5.45 0.00 261 .24 0.46 0.46 0.92 5.47 0.00 261 .24 0.45 0.45 0.91 5.48 0.00 261.24 0.45 0.45 0.90 5.50 0.00 261 .24 0.45 0.45 0.89 5.52 0.00 261.24 0.44 0.44 0.88 5.53 0.00 261 .24 0.44 0.44-0.88 5.55 0.00 261 .24 0.43 0.43. 0.87 Continues on next page ... ! Page 8 Hydrograph Discharge Table -:: ' Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cf s cfs cfs cfs cfs cfs cfs 5.57 0.00 261 .24 0.43 0.43 0.86 5.58 0.00 261 .24 0.43 0.43 0.85 5.60 0.00 261 .23 0.42 0.42 0.85 5.62 0.00 261 .23 0.42 0.42 0.84 5.63 0.00 261.23 0.42 0.42 0.83 5.65 0.00 261 .23 0.41 0.41 0.82 5.67 0.00 261 .23 0.41 0.41 0.82 5.68 0.00 261 .23 0.40 0.40 0.81 5.70 0.00 261 .23 0.40 0.40 0.80 5.72 0.00 261 .23 0.40 0.40 0.79 5.73 0.00 261 .23 0.39 0.39 0.79 5.75 0.00 261.22 0.39 0.39 0.78 5.77 0.00 261 .22 0.39 0.39 0.77 5.78 0.00 261 .22 0.38 0.38 0.77 5.80 0.00 261 .22 0.38 0.38 0.76 5.82 0.00 261.22 0.38 0.38 0.75 5.83 0.00 261 .22 0.37 0.37 0.75 5.85 0.00 261 .22 0.37 0.37 0.74 5.87 0.00 261.22 0.37 0.37 0.73 5.88 0.00 261 .22 0.36 0.36 0.73 5.90 0.00 261 .22 0.36 0.36 0.72 5.92 0.00 261.21 0.36 0.36 0.71 5.93 0.00 261 .21 0.35 0.35 0.71 5.95 0.00 261.21 0.35 0.35 0.70 5.97 0.00 261 .21 0.35 0.35 0.69 5.98 0.00 261 .21 0.34 0.34 0.69 6.00 0.00 261 .21 0.34 0.34 0.68 6.02 0.00 261 .21 0.34 0.34 0.68 6.03 0.00 261 .21 0.33 0.33 0.67 6.05 0.00 261 .21 0.33 0.33 0.66 6.07 0.00 261 .21 0.33 0.33 0.66 6.08 0.00 261 .21 0.33 0.33 0.65 6.10 0.00 261 .20 0.32 0.32 0.65 6.12 0.00 261 .20 0.32 0.32 0.64 6.13 0.00 261 .20 0.32 0.32 0.63 6.15 0.00 261 .20 0.31 0.31 0.63 6.17 0.00 261 .20 0.31 0.31 0.62 6.18 0.00 261 .20 0.31 0.31 0.62 6.20 0.00 261 .20 0.31 0.31 0.61 6.22 0.00 261 .20 0.30 0.30 0.61 6.23 0.00 261 .20 0.30 0.30 0.61 6.25 0.00 261 .20 0.30 0.30 0.60 6.27 0 00 261 .20 0.30 0.30 0.60 6.28 0.00 261.20 0.30 0.30 0.60 6.30 0.00 261 .19 0.30 0.30 0.59 6.32 0.00 261 .19 0.29 0.29 0.59 6.33 0.00 261 .19 0.29 0.29 0.58 .. .End Hydrograph Summary Report n Page 1 .,Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description I (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 302.06 1 12 326,226 50 ----------------Post Developed Con t Reservoir 70.35 1 30 325,474 50 1 264.64 253,306 I I I I I I I I !I II II II II 11 Proj. file: Reg -det.gpw IDF file: Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 50 yrs = 32 .5 ac = 10.33 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.03 0.05 0.07 0.08 0.10 0.12 0.13 0.15 0.17 0.18 0.20 0.22 0.23 0.25 0.27 0.28 0.30 0.32 0.33 0.35 0.37 0.38 0.40 0.42 0.43 0.45 0.47 0.48 0.50 0.52 0.53 25.17 50.34 75.52 100.69 125.86 151 .03 176.20 201 .37 226.55 251 .72 276.89 302.06 « 289.48 276 .89 264 .30 251 .72 239.13 226.55 213.96 201 .37 188.79 176.20 163.62 151.03 138.44 125.86 113.27 100.69 88.10 75.52 62.93 50.34 Time --Outflow (hrs cfs) 0.55 37.76 0.57 25.17 0.58 12.59 ... End Page 1 English Peak discharge = 302.06 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc) = 12 min Reced . limb factor = 2 Total Volume= 326,226 cuft Hydrograph Report Hyd. No. 2 Hydrograph type = Reservo ir Storm frequency = 50 yrs Inflow hyd. No. = 1 Max. Elevation = 264.64 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 0.07 100.69 261 .27 0.53 0.08 125.86 261.42 1.23 0.10 151 .03 261 .60 2.13 0.12 176.20 261 .81 3.52 0.13 201 .37 262.03 5.37 0.15 226.55 262.21 6.56 0.17 251 .72 262.41 8.48 0.18 276.89 262.63 10.14 0.20 302.06 « 262.87 12.08 0.22 289.48 263.09 13.85 0.23 276.89 263.28 15.24 0.25 264.30 263.46 16.29 0.27 251.72 263.62 17.08 0.28 239.13 263.78 17.73 0.30 226.55 263.87 17.91 0.32 213.96 264.05 19.68 0.33 201 .37 264.16 23.24 0.35 188.79 264.25 25.98 0.37 176.20 264.33 28.17 0.38 163.62 264.40 29.97 0.40 151 .03 264.46 31 .39 0.42 138.44 264.52 32 .56 0.43 125.86 264.56 33.48 0.45 113.27 264.59 34.20 0.47 100.69 264.62 34.70 0.48 88.10 264.63 35 .02 0.50 75.52 264.64 « 35 .17 0.52 62.93 264.64 35.16 0.53 50.34 264.63 34.98 0.55 37.76 264.61 34.65 0.57 25.17 264.59 34.15 0.58 12.59 264.56 33.48 0.60 0.00 264.52 32.65 0.62 0.00 264.48 31 .73 0.63 0.00 264.44 30.80 0.65 0.00 264.40 29 .90 ClvB ClvC Clv D cfs cfs cfs 0.53 1.23 2.13 3.52 5.37 6.56 8.48 10.14 12.08 13.85 15.24 16.29 17.08 17.73 17.91 19.68 23.24 25.98 28.17 29.97 31.39 32.56 33.48 34.20 34.70 35.02 35 .17 35 .16 34.98 34.65 34.15 33.48 32.65 31.73 30.80 29.90 Peak discharge Time interval Reservoir name Max. Storage Page 1 English = 70 .35 cfs = 1 min =POND = 253,306 cuft Total Volume= 325,474 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 1.07 2.46 4.25 7.05 10.74 13.11 16.97 20.28 24.15 27.71 30.48 32 .58 34.16 35.45 35.83 39.36 46.48 51 .96 56.35 59.93 62.78 65 .13 66.96 68.39 69.41 70 .05 70.35 « 70.32 69.97 69.30 68.30 66.96 65.30 63.45 61.60 59.80 Continues on next page ... ~ Page 2 Hydrograph Discharge Table c: Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.67 0.00 264.36 28.95 28.95 57.90 0.68 0.00 264.33 28.03 28.03 56.07 0.70 0.00 264.29 27.12 27.12 54.25 0.72 0.00 264.26 26.18 26.18 52 .36 0.73 0.00 264.22 25.27 25.27 50.53 0.75 0.00 264.19 24.36 24.36 48.72 0.77 0.00 264.16 23.40 23.40 46.81 0.78 0.00 264.13 22.49 22.49 44.97 0.80 0.00 264.11 21 .60 21.60 43.20 0.82 0.00 264.08 20.64 20.64 41 .28 0.83 0.00 264.05 19.69 19.69 -----39 .38 0.85 0.00 264.03 18.78 18.78 37.57 0.87 0.00 263.87 17.92 17.92 35.84 0.88 0.00 263.80 17.78 17.78 35 .57 0.90 0.00 263.83 17.85 17.85 35 .70 0.92 0.00 263.87 17.91 17.91 35 .83 0.93 0.00 263.90 17.98 17.98 35 .95 0.95 0.00 263.87 17.93 17.93 35.86 0.97 0.00 263.85 17.88 17.88 35.76 0.98 0.00 263.82 17.83 17.83 35 .66 1.00 0.00 263.79 17.77 17.77 35 .54 1.02 0.00 263.77 17.69 17.69 35 .37 1.03 0.00 263.74 17.60 17.60 35 .20 1.05 0.00 263.72 17.52 17.52 35 .04 1.07 0.00 263.69 17.41 17.41 34 .83 1.08 0.00 263.66 17.28 17.28 34 .57 1.10 0.00 263.64 17.16 17.16 34.31 1.12 0.00 263.61 17.03 17.03 34.05 1.13 0.00 263.59 16.91 16.91 33 .81 1.15 0.00 263.56 16.80 16.80 33 .59 1.17 0.00 263.54 16.69 16.69 33 .37 1.18 0.00 263.51 16.58 16.58 33 .15 1.20 0.00 263.49 16.46 16.46 32 .92 1.22 0.00 263.46 16.33 16.33 32 .66 1.23 0.00 263.44 16.20 16.20 32.41 1.25 0.00 263.42 16.08 16.08 32 .15 1.27 0.00 263.39 15.94 15.94 31 .89 1.28 0.00 263.37 15.80 15.80 31 .60 1.30 0.00 263.35 15.66 15.66 31 .32 1.32 0.00 263.32 15.52 15.52 31.03 1.33 0.00 263.30 15.38 15.38 30 .75 1.35 0.00 263.28 15.22 15.22 30.44 1.37 0.00 263.25 15.07 15.07 30.13 1.38 0.00 263.23 14.91 14.91 29.82 1.40 0.00 263.21 14.76 14.76 29.52 1.42 0.00 263.19 14.60 14.60 29.20 1.43 0.00 263.17 14.44 14.44 28.87 1.45 0.00 263.15 14.27 14.27 28.55 1.47 0.00 263.12 14.11 14.11 28.23 Continues on next page ... ~ Page 3 ! Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.48 0.00 263.10 13.96 13.96 27.91 1.50 0.00 263.08 13.79 13.79 27.57 1.52 0.00 263.06 13.62 13.62 27.24 1.53 0.00 263.04 13.45 13.45 26.91 1.55 0.00 263.02 13.29 13.29 26.58 1.57 0.00 263.00 13.13 13.13 26.25 1.58 0.00 262.98 12.93 12.93 25.86 1.60 0.00 262.96 12.73 12.73 25.45 1.62 0.00 262.93 12.53 12.53 25.06 1.63 0.00 262.91 12.33 12.33 24.67 1.65 0.00 262.89 12.18 12.18 24.36 1.67 0.00 262.87 12.08 12.08 24.16 1.68 0.00 262.85 11 .98 11 .98 23.96 1.70 0.00 262.83 11 .88 11.88 23.77 1.72 0.00 262.81 11 .79 11 .79 23.57 1.73 0.00 262.78 11 .62 11 .62 23.23 1.75 0.00 262.76 11.42 11.42 22.84 1.77 0.00 262.74 11 .23 11 .23 22.46 1.78 0.00 262.72 11 .04 11.04 22.09 1.80 0.00 262.70 10.86 10.86 21 .72 1.82 0.00 262.69 10.67 10.67 21.35 1.83 0.00 262.67 10.49 10.49 20.98 1.85 0.00 262.65 10.31 10.31 20.62 1.87 0.00 262.63 10.13 10.13 20.27 1.88 0.00 262.61 9.96 9.96 19.92 1.90 0.00 262.59 9.82 9.82 19.64 1.92 0.00 262.58 9.73 9.73 19.47 1.93 0.00 262.56 9.65 9.65 19.30 1.95 0.00 262.54 9.56 9.56 19.13 1.97 0.00 262.53 9.48 9.48 18.96 1.98 0.00 262.51 9.40 9.40 18.80 2.00 0.00 262.49 9.28 9.28 18.55 2.02 0.00 262.48 9.11 9.11 18.23 2.03 0.00 262.46 8.96 8.96 17.91 2.05 0.00 262.44 8.80 8.80 17.60 2.07 0.00 262.43 8.65 8.65 17.29 2.08 0.00 262.41 8.50 8.50 16.99 2.10 0.00 262.40 8.35 8.35 16.70 2.12 0.00 262.38 8.21 8.21 16.41 2.13 0.00 262 .37 8.06 8.06 16.13 2.15 0.00 262.35 7.93 7.93 15.85 2.17 0.00 262.34 7.79 7.79 15.58 2.18 0.00 262.33 7.65 7.65 15.31 2.20 0.00 262.31 7.52 7.52 15.05 2.22 0.00 262.30 7.39 7.39 14.79 2.23 0.00 262.29 7.27 7.27 14.54 2.25 0.00 262.27 7.15 7.15 14.29 2.27 0.00 262.26 7.03 7.03 14.05 2.28 0.00 262.25 6.91 6.91 13.82 Continues on next page ... ~ ~ Page 4 :Hydrograph Discharge Table -Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.30 0.00 262.24 6.79 6.79 -·-----------------------------13.58 2.32 0.00 262.22 6.68 6.68 ------------------------------13.35 2.33 0.00 262.21 6.56 6.56 ------------------------------13.13 2.35 0.00 262.20 6.45 6.45 -------·-----------------------12.91 2.37 0.00 262.19 6.40 6.40 ------------------------------12.80 2.38 0.00 262.18 6.35 6.35 ----·--------------------------12.69 2.40 0.00 262.17 6.29 6.29 ---·----------------·-------·----12.59 2.42 0.00 262.16 6.24 6.24 -------------------·-----------12.49 2.43 0.00 262.14 6.19 6.19 ----------------------------·--12.38 2.45 0.00 262.13 6.14 6.14 --·----------------·------------12.28 2.47 0.00 262.12 6.09 6.09 ------------------------------12.18 2.48 0.00 262.11 6.04 6.04 ------------------------------12.08 2.50 0.00 262.10 5.99 5.99 -----------·----------·--·-------11.98 2.52 0.00 262.09 5.90 5.90 ----·--------------------------11.79 2.53 0.00 262.08 5.80 5.80 ----·-----------------·---------11.61 2.55 0.00 262.07 5.71 5.71 ----·---·------·-·--------·--------11.42 2.57 0.00 262.06 5.62 5.62 -----------------------------·-11.24 2.58 0.00 262.05 5.53 5.53 ------------------------------11.07 2.60 0.00 262.04 5.44 5.44 ----- ---------------------·----10.89 2.62 0.00 262.03 5.36 5.36 ------------------------------10.72 2.63 0.00 262.02 5.27 5.27 ------------------------------10.55 2.65 0.00 262.01 5.19 5.19 --------------------------·---·-10.38 2.67 0.00 262.00 5.11 5.11 ---------------------------·--·-10.22 2.68 0.00 261.99 5.00 5.00 --·-------------------------·---10.00 2.70 0.00 261.98 4.89 4.89 --·-----------------·-----------9.78 2.72 0.00 261.96 4.78 4.78 --·----------------·------------9.56 2.73 0.00 261.95 4.68 4.68 --·----------·------------------9.35 2.75 0.00 261.94 4.57 4.57 -------------------·-----------9.14 2.77 0.00 261.93 4.47 4.47 -------------------·----------·-8.94 2.78 0.00 261.91 4.37 4.37 --·----------------------------8.74 2.80 0.00 261.90 4.28 4.28 ---------·--------------------·-8.55 2.82 0.00 261.89 4.19 4.19 ------------------------------8.37 2.83 0.00 261.88 4.10 4.10 ------------------------------8.20 2.85 0.00 261.87 4.02 4.02 -·---------------·-------------·-8.03 2.87 0.00 261.86 3.93 3.93 -------------------·-----------7.87 2.88 0.00 261.85 3.85 3.85 --·----------------------------7.71 2.90 0.00 261.84 3.77 3.77 -·----------------·-------------7.55 2.92 0.00 261.83 3.70 3.70 --·---------------·-------------7.39 2.93 0.00 261.82 3.62 3.62 -------------------·-----------7.24 2.95 0.00 261.81 3.55 3.55 --·-------- --------------------7.09 2.97 0.00 261.80 3.47 3.47 ------------------------------6.95 2.98 0.00 261.79 3.41 3.41 ------------------------------6.82 3.00 0.00 261.78 3.35 3.35 -----------------------------·-6.69 3.02 0.00 261.77 3.28 3.28 ---------·--------------------·-6.57 3.03 0.00 261.76 3.22 3.22 --------------------------·----6.45 3.05 0.00 261.76 3.16 3.16 -·-----------------------------6.33 3.07 0.00 261.75 3.10 3.10 --------------------------·----6.21 -3.08 0.00 261.74 3.05 3.05 -·-----------------------------6.09 3.10 0.00 261.73 2.99 2.99 ------------------------------5.98 Continues on next page ... = ~ Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A. Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.12 0.00 261.72 2.94 2.94 --------------------------·-·---5.87 3.13 0.00 261.72 2.88 2.88 ------------------------------5.76 3.15 0.00 261.71 2.83 2.83 ------------------------------5.65 3.17 0.00 261.70 2.77 2.77 -----------·--------- ----------5.55 3.18 0.00 261.69 2.73 2.73 ----------------------------·--5.46 3.20 0.00 261.69 2.68 2.68 -------------------- ----------5.37 3.22 0.00 261.68 2.64 2.64 -·----------------·-----------·--5.28 3.23 0.00 261.67 2.60 2.60 -·----------------·------------·-5.19 3.25 0.00 261.66 2.55 2.55 --------------- ---------------5.11 3.27 0.00 261.66 2.51 2.51 -------·----------·-------------5.02 3.28 0.00 261.65 2.47 -2.47 --·---------------------------·-4.94 3.30 0.00 261.64 2.43 2.43 ------------------------------4.86 3.32 0.00 261.64 2.39 2.39 --·-----·--·--------------------·-4.78 3.33 0.00 261.63 2.35 2.35 --·------------------------·----4.70 3.35 0.00 261.63 2.31 2.31 -------·----------------------·-4.62 3.37 0.00 261.62 2.27 2.27 ------------------·-----·---·----4.55 3.38 0.00 261.61 2.24 2.24 ------------------·------------4.47 3.40 0.00 261.61 2.20 2.20 ------------------------------4.40 3.42 0.00 261.60 2.16 2.16 ------------------·------------4.32 3.43 0.00 261.60 2.13 2.13 ---·---------·------------------4.26 3.45 0.00 261.59 2.10 2.10 ------------------------------4.20 3.47 0.00 261.59 2.07 2.07 ---·---------------·---------·---4.14 3.48 0.00 261.58 2.04 2.04 ----·--------------·------------4.08 3.50 0.00 261.57 2.01 2.01 -------------------- ----------4.02 3.52 0.00 261.57 1.98 1.98 ---------------------------·---3.97 3.53 0.00 261.56 1.95 1.95 ---·------------------·---------3.91 3.55 0.00 261.56 1.93 1.93 ---·---------------·------------3.85 3.57 0.00 261.55 1.90 1.90 --------------------------·-·--·-3.80 3.58 0.00 261.55 1.87 1.87 ---------------------·------·---3.74 3.60 0.00 261.54 1.85 1.85 ------------------------------3.69 3.62 0.00 261.54 1.82 1.82 --------------------------·----3.64 3.63 0.00 261.53 1.79 1.79 ----·----------------------·-·---3.59 3.65 0.00 261.53 1.77 1.77 -------------------- ----------3.54 3.67 0.00 261.52 1.74 1.74 ------------------------------3.48 3.68 0.00 261.52 1.72 1.72 -----------------·-------------3.44 3.70 0.00 261.52 1.69 1.69 ---------- --------------------3.39 3.72 0.00 261.51 1.67 1.67 --·--·-------------·-------------3.34 3.73 0.00 261.51 1.65 1.65 --·--------------·--------------3.29 3.75 0.00 261.50 1.62 1.62 --·----------------------------3.24 3.77 0.00 261.50 1.60 1.60 --·----------------------------3.20 3.78 0.00 261.49 1.58 1.58 --·------------·----------------3.16 3.80 0.00 261.49 1.56 1.56 ------------------------------3.13 3.82 0.00 261.49 1.54 1.54 --·-----------------·-----------3.09 3.83 0.00 261.48 1.53 1.53 -·-----------------------------3.05 3.85 0.00 261.48 1.51 1.51 -·-----------------------------3.01 3.87 0.00 261.47 1.49 1.49 ------------------------------2.98 3.88 0.00 261.47 1.47 1.47 -----------·----------------·---2.94 3.90 0.00 261.47 1.45 . 1.45 ----- ---------------------·-·---2.91 3.92 0.00 261.46 1.44 1.44 -----------------------------·-2.87 Continues on next page ... ~ Page 6 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cf s cfs cfs cfs cfs cfs 3.93 0.00 261.46 1.42 1.42 2.84 3.95 0.00 261.45 1.40 1.40 2.81 3.97 0.00 261.45 1.39 1.39 2.77 3.98 0.00 261.45 1.37 1.37 2.74 4.00 0.00 261.44 1.35 1.35 2.71 4.02 0.00 261.44 1.34 1.34 2.67 4.03 0.00 261.44 1.32 1.32 2.64 4.05 0.00 261.43 1.30 1.30 2.61 4.07 0.00 261.43 1.29 1.29 2.58 4.08 0.00 261.43 1.27 1.27 2.55 4.10 0.00 261.42 1.26 1.26 2.52 4.12 0.00 261.42 1.24 1.24 2.49 4.13 0.00 261.42 1.23 1.23 2.46 4.15 0.00 261.41 1.21 1.21 2.43 4.17 0.00 261.41 1.20 1.20 2.40 4.18 0.00 261.41 1.19 1.19 2.37 4.20 0.00 261.40 1.17 1.17 2.34 4.22 0.00 261.40 1.16 1.16 2.31 4.23 0.00 261.40 1.14 1.14 2.28 4.25 0.00 261.39 1.13 1.13 2.25 4.27 0.00 261 .39 1.11 1.11 2.22 4.28 0.00 261 .39 1.09 1.09 2.19 4.30 0.00 261 .38 1.08 1.08 2.16 4.32 0.00 261 .38 1.07 1.07 2.13 4.33 0.00 261 .38 1.05 1.05 2.10 4.35 0.00 261 .38 1.04 1.04 2.07 4.37 0.00 261.37 1.02 1.02 2.04 4.38 0.00 261 .37 1.01 1.01 2.02 4.40 0.00 261 .37 0.99 0.99 1.99 4.42 0.00 261 .37 0.98 0.98 1.96 4.43 0.00 261.36 0.97 0.97 1.93 4.45 0.00 261 .36 0.95 0.95 1.91 4.47 0.00 261.36 0.94 0.94 1.88 4.48 0.00 261.35 0.93 0.93 1.86 4.50 0.00 261 .35 0.92 0.92 1.83 4.52 0.00 261 .35 0.90 0.90 1.81 4.53 0.00 261.35 0.89 0.89 1.78 4.55 0.00 261 .35 0.88 0.88 1.76 4.57 0.00 261 .34 0.87 0.87 1.73 4.58 0.00 261 .34 0.85 0.85 1. 71 4.60 0.00 261 .34 0.84 0.84 1.69 4.62 0.00 261 .34 0.83 0.83 1.66 4.63 0.00 261 .33 0.82 0.82 1.64 4.65 0.00 261 .33 0.81 0.81 1.62 4.67 0.00 261 .33 0.80 0.80 1.60 4.68 0.00 261 .33 0.79 0.79 1.57 4.70 0.00 261 .33 0.78 0.78 1.55 4.72 0.00 261 .32 0.77 0.77 1.53 4.73 0.00 261 .32 0.76 0.76 1.51 Continues on next page ... Page 7 ! Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.75 0.00 261.32 0.75 0.75 --------------------------·----1.49 4.77 0.00 261.32 0.74 0.74 ------------------·--------·--·--1.47 4.78 0.00 261.32 0.73 0.73 ------------------------------1.45 4.80 0.00 261.31 0.72 0.72 ------------------------------1.43 4.82 0.00 261.31 0.71 0.71 ------------------------------1.41 4.83 0.00 261.31 0.70 0.70 ------------------------------1.39 4.85 0.00 261.31 0.69 0.69 ------------------------------1.37 4.87 0.00 261.31 0.68 0.68 ------------------------------1.35 4.88 0.00 261.30 0.67 0.67 ------------------------------1.34 4.90 0.00 261.30 0.66 0.66 --·-·------------------·---------1.32 4.92 0.00 261.30 0.65 0.65 ---·---------------------------1.30 4.93 0.00 261.30 0.64 0.64 ------------------------------1.28 4.95 0.00 261.30 0.64 0.64 -·------------------·------ -----1.27 4.97 0.00 261.30 0.63 0.63 ------------------------------1.26 4.98 0.00 261.29 0.63 0.63 ------------------------------1.25 5.00 0.00 261.29 0.62 0.62 -----------·-----·-----------·---1.24 5.02 0.00 261.29 0.61 0.61 ------------·-----------------1.23 5.03 0.00 261.29 0.61 0.61 --------------------------·---·-1.22 5.05 0.00 261.29 0.60 0.60 -----------·----------------·--1.21 5.07 0.00 261.29 0.60 0.60 -----------·-----------------·-·-1.20 5.08 0.00 261.28 0.59 0.59 ------------------------------1.18 5.10 0.00 261.28 0.59 0.59 ------------·------·-·-----------1.17 5.12 0.00 261.28 0.58 0.58 ------------·-------·-----------1.16 5.13 0.00 261.28 0.58 0.58 ------------------------------1.15 5.15 0.00 261.28 0.57 0.57 ------------------------------1.14 5.17 0.00 261.28 0.57 0.57 ----------------------------·--1.13 5.18 0.00 261.28 0.56 0.56 ------------------------------1.12 5.20 0.00 261.27 0.56 0.56 ---------·---------------------1.11 5.22 0.00 261.27 0.55 0.55 ----------------·---·-----------1.10 5.23 0.00 261.27 0.55 0.55 --------------------------·----1.09 5.25 0.00 261.27 0.54 0.54 -------------·--------------·---1.08 5.27 0.00 261.27 0.54 0.54 ---------·-----·--·-------------·-1.07 5.28 0.00 261.27 0.53 0.53 ------------------------------1.06 5.30 0.00 261.26 0.53 0.53 ----------------·--------------1.05 5.32 0.00 261.26 0.52 0.52 ----------------·-·-------------1.04 5.33 0.00 261.26 0.52 0.52 -----------------·-------------1.04 5.35 0.00 261.26 0.51 0.51 ------------------------------1.03 5.37 0.00 261.26 0.51 0.51 ----------------·----------·---1.02 5.38 0.00 261.26 0.50 0.50 ------------------------------1.01 5.40 0.00 261.26 0.50 0.50 ------------------------------1.00 5.42 0.00 261.26 0.49 0.49 ---·-·----------- ---------------0.99 5.43 0.00 261.25 0.49 0.49 ------------------------------0.98 5.45 0.00 261.25 0.49 0.49 ------------------------------0.97 5.47 0.00 261.25 0.48 0.48 ----·--------------·------------0.96 5.48 0.00 261.25 0.48 0.48 --------------- -------------·--0.95 5.50 0.00 261.25 0.47 0.47 ------------------------------0.95 5.52 0.00 261.25 0.47 0.47 -------------·-----------------0.94 5.53 0.00 261.25 0.46 0.46 -----------·-------------------0.93 5.55 0.00 261.25 0.46 0.46 ------------------------------0.92 Continues on next page ... ~ ~ Page 8 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.57 0.00 261.24 0.46 0.46 -----------·-·------·------------0.91 5.58 0.00 261.24 0.45 0.45 ------------------·------------0.90 5.60 0.00 261.24 0.45 0.45 ------------------------------0.90 5.62 0.00 261.24 0.44 0.44 -----------------·-·-·--------·---0.89 5.63 0.00 261.24 0.44 0.44 -·---------------·-----------·---0.88 5.65 0.00 261.24 0.44 0.44 -·-----------------------------0.87 5.67 0.00 261.24 0.43 0.43 -·---------------·-·-·------------0.86 5.68 0.00 261.24 0.43 0.43 -------------------·-------·-·---0.86 5.70 0.00 261.23 0.42 0.42 -·-----------------------------0.85 5.72 0.00 261.23 0.42 0.42 ------------------------------0.84 5.73 0.00 261.23 0.42 0.42 --------------------------·----0.83 5.75 0.00 261.23 0.41 0.41 --·-·-----------------------·----0.83 5.77 0.00 261.23 0.41 0.41 --·----------------------------0.82 5.78 0.00 261.23 0.41 0.41 ------------------------------0.81 5.80 0.00 261.23 0.40 0.40 ---------------------------·---0.80 5.82 0.00 261.23 0.40 0.40 --------·------------------·----0.80 5.83 0.00 261.23 0.40 0.40 ------------------------------0.79 5.85 0.00 261.22 0.39 0.39 ------------------------------0.78 5.87 0.00 261.22 0.39 0.39 -·-·------------------ ----------0.78 5.88 0.00 261.22 0.38 0.38 -------·-·------------ ----------0.77 5.90 0.00 261.22 0.38 0.38 --·-·-----------------------·----0.76 5.92 0.00 261.22 0.38 0.38 ---·---------------------------0.76 5.93 0.00 261.22 0.37 0.37 ---------------------------·---0.75 5.95 0.00 261.22 0.37 0.37 ---------------------------·---0.74 5.97 0.00 261.22 0.37 0.37 ------------------------------0.74 5.98 0.00 261.22 0.36 0.36 ---------------------------·---0.73 6.00 0.00 261.22 0.36 0.36 -·-·---------·-----------·------·-0.72 6.02 0.00 261.21 0.36 0.36 ---·----------·-----------------0.72 6.03 0.00 261.21 0.35 0.35 --·---------------------------·-0.71 ... End ~ n ydrograph Summary ~Report Page 1 ~yd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak '.'" period hyd(s) elevation storage description I (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 315.24 1 12 340,462 100 ----------------Post Developed Con ~ Reservoir 74.49 1 30 339,706 100 1 264.74 263,053 I I I I I I I I I I I I = I I Proj. file : Reg-det.gpw IDF file : Brazos.IDF Run date: 08-26-2002 Hydrograph Report Hyd. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 100 yrs = 32.5 ac = 10.78 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow Time --Outflow (hrs cfs) (hrs cfs) 0.02 26.27 0.55 39.41 0.03 52.54 0.57 26.27 0.05 78 .81 0.58 13.14 0.07 105.08 0.08 131 .35 0.10 157.62 ... End 0.12 183.89 0.13 210.16 0.15 236.43 0.17 262.70 0.18 288.97 0.20 315.24 « 0.22 302.11 0.23 288.97 0.25 275.84 0.27 262.70 0.28 249.57 0.30 236.43 0.32 223.30 0.33 210.16 0.35 197.03 0.37 183.89 0.38 170.76 0.40 157.62 0.42 144.49 0.43 131 .35 0.45 118.22 0.47 105.08 0.48 91 .95 0.50 78.81 0.52 65.68 0.53 52 .54 Page 1 English Peak discharge = 315.24 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc) = 12 min Reced. limb factor = 2 Total Volume= 340,462 cuft = Hydrograph Report Hyd . No. 2 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 1 Max . Elevation = 264.74 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 0.07 105.08 261.28 0.57 0.08 131.35 261 .43 1.31 0.10 157.62 261.62 2.28 0.12 183.89 261 .84 3.79 0.13 21 0.16 262.06 5.64 0.15 236.43 262.25 6.92 0.17 262.70 262.46 8.94 0.18 288.97 262.69 10.68 0.20 31 5.24 « 262.93 12.53 0.22 302.11 263.15 14.35 0.23 288.97 263.35 15.70 0.25 275.84 263.54 16.69 0.27 262.70 263.71 17.51 0.28 249.57 263.88 17.93 0.30 236.43 264.02 18.64 0.32 223.30 264.14 22.83 0.33 21 0.16 264.25 26.00 0.35 197.03 264.35 28.53 0.37 183.89 264.43 30.58 0.38 170.76 264.50 32.28 0.40 157.62 264.57 33.64 0.42 144.49 264.62 34 .76 0.43 131.35 264.66 35.64 0.45 118.22 264.70 36.32 0.47 105.08 264.72 36.80 0.48 91 .95 264.74 37.1 1 0.50 78.81 264.74 « 37.24 0.52 65.68 264.74 37.22 0.53 52.54 264.73 37.03 0.55 39.41 264.71 36.69 0.57 26.27 264.69 36.18 0.58 13.14 264.65 35.50 0.60 0.00 264.61 34.68 0.62 0.00 264.57 33.75 0.63 0.00 264.53 32.83 0.65 0.00 264.49 31 .91 Clv B Clv C Clv D cfs cfs cfs 0.57 1.31 2.28 3.79 5.64 6.92 8.94 10.68 12.53 14.35 15.70 16.69 17.51 17.93 18.64 22.83 26.00 28.53 30.58 32.28 33.64 34.76 35.64 36.32 36.80 37 .1 1 37.24 37.22 37.03 36.69 36.18 35.50 34.68 33.75 32.83 31.91 Peak discharge Time interval Reservoir name Max. Storage Page 1 English = 74 .49 cfs = 1 min =POND = 263,053 cuft Total Volume= 339,706 cuft WrA WrB Wr C WrD Outflow cfs cfs cfs cfs cfs 1.15 2.62 4.57 7.59 11.28 13.83 17.88 21 .36 25 .05 28 .69 31 .39 33.37 35.01 35.86 37.28 45.65 52.01 57.06 61 .17 64.56 67.28 69.52 71 .27 72 .65 73.61 74.21 74.49 « 74.43 74.06 73.37 72.36 71 .01 69.35 67.50 65.65 63.82 Continues on next page ... ! Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.67 0.00 264.45 30.98 30.98 61 .96 0.68 0.00 264.41 30.07 30.07 60.14 0.70 0.00 264.37 29.14 29.14 58.27 0.72 0.00 264.33 28.21 28.21 56.42 0.73 0.00 264.30 27.31 27.31 54.63 0.75 0.00 264.26 26.36 26.36 52 .72 0.77 0.00 264.23 25.44 25.44 50.89 0.78 0.00 264.20 24.55 24.55 49.11 0.80 0.00 264.17 23.59 23.59 47.18 0.82 0.00 264.14 22.66 22.66 45.33 0.83 0.00 264.11 21 .77 21 .77 43.55 0.85 0.00 264.08 20.83 20.83 41 .66 0.87 0.00 264.06 19.87 19.87 39.75 0.88 0.00 264.03 18.96 18.96 37 .92 0.90 0.00 264.01 18.09 18.09 36.18 0.92 0.00 263.79 17.77 17.77 35.54 0.93 0.00 263.82 17.84 17.84 35.67 0.95 0.00 263.86 17.90 17.90 35.80 0.97 0.00 263.89 17.96 17.96 35.93 0.98 0.00 263.88 17.94 17.94 35.87 1.00 0.00 263.85 17.89 17.89 35.78 1.02 0.00 263.83 17.84 17.84 35.68 1.03 0.00 263.80 17.79 17.79 35.58 1.05 0.00 263.77 17.70 17.70 35.41 1.07 0.00 263.75 17.62 17.62 35.24 1.08 0.00 263.72 17.53 17.53 35.07 1.10 0.00 263.69 17.44 17.44 34.88 1.12 0.00 263.67 17.31 17.31 34.62 1.13 0.00 263.64 17.18 17.18 34.36 1.15 0.00 263.62 17.05 17.05 34.10 1.17 0.00 263.59 16.93 16.93 33.86 1.18 0.00 263.57 16.82 16.82 33.64 1.20 0.00 263.54 16.71 16.71 33.42 1.22 0.00 263.52 16.60 16.60 33.20 1.23 0.00 263.49 16.48 16.48 32.97 1.25 0.00 263.47 16.36 16.36 32.71 1.27 0.00 263.44 16.23 16.23 32.46 1.28 0.00 263.42 16.10 16.10 32.20 1.30 0.00 263.40 15.97 15.97 31 .95 1.32 0.00 263.37 15.83 15.83 31 .66 1.33 0.00 263.35 15.69 15.69 31 .37 1.35 0.00 263.33 15.54 15.54 31 .09 1.37 0.00 263.30 15.40 15.40 30.81 1.38 0.00 263.28 15.25 15.25 30.50 1.40 0.00 263.26 15.10 15.10 30.19 1.42 0.00 263.24 14.94 14.94 29.88 1.43 0.00 263.21 14.79 14.79 29.58 1.45 0.00 263.19 14.63 14.63 29.27 1.47 0.00 263.17 14.47 14.47 28.94 Continues on next page ... { Page 3 Hydrograph Discharge Taple -Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cf s cfs cfs cfs 1.48 0.00 263.15 14.31 14.31 -------------------- ----------28.61 1.50 0.00 263.13 14.15 14.15 ------·------·------------------28.29 1.52 0.00 263.11 13.99 13.99 -·-·----------------------------27.97 1.53 0.00 263.09 13.82 13.82 ---·-- --·-----·------------------27.64 1.55 0.00 263.07 13.65 13.65 ---·---------------------- -----27.30 1.57 0.00 263.05 13.49 13.49 ------------------------------26.97 1.58 0.00 263.03 13.32 13.32 ----·----------- ---------------26.64 1.60 0.00 263.01 13.16 13.16 --·-·------------ ---------------26.32 1.62 0.00 262.98 12.97 12.97 -·--·---------·-------- ----------25.94 1.63 0.00 262.96 12.77 12.77 ----·--------------------- -----25.53 1.65 0.00 262.94 t2.57 12.57 --·-·---------------------------25.13 1.67 0.00 262.92 12.37 12.37 --------------- ---------------24.74 1.68 0.00 262.90 12.20 12.20 ----·--------------------------24.40 1.70 0.00 262.87 12.10 12.10 -----------·-------------------24.20 1.72 0.00 262.85 12.00 12.00 ------------------------------24.00 1.73 0.00 262.83 11.90 11.90 -----------------·----·---------23.80 1.75 0.00 262.81 11.81 11.81 ------------------------------23.61 1.77 0.00 262.79 11.65 11.65 ------------------------------23.31 1.78 0.00 262.77 11.46 11.46 ------------------------------22.92 1.80 0.00 262.75 11.27 11.27 -------·-----------------------22.54 1.82 0.00 262.73 11.08 11.08 ------------------------------22.16 1.83 0.00 262.71 10.89 10.89 -------·-----------------------21.79 1.85 0.00 262.69 10.71 10.71 -------·-·----------------------21.42 1.87 0.00 262.67 10.53 10.53 ------------------------------21.05 1.88 0.00 262.65 10.35 10.35 ------------------------------20.69 1.90 0.00 262.63 10.17 10.17 -------·-----------------------20.34 1.92 0.00 262.62 9.99 9.99 --·---------------------------·-19.99 1.93 0.00 262.60 9.84 9.84 --·-------------------------·---19.67 1.95 0.00 262.58 9.75 9.75 -----------------------------·-19.50 1.97 0.00 262.56 9.67 9.67 --·----------------------------19.33 1.98 0.00 262.55 9.58 9.58 ----------------------------·--19.16 2.00 0.00 262.53 9.50 9.50 ---------------------------·---19.00 2.02 0.00 262.51 9.42 9.42 -·--·------·----------·-------·--·--18.83 2.03 0.00 262.49 9.31 9.31 -·--·---------·------------------18.61 2.05 0.00 262.48 9.15 9.15 ------------------------------18.29 2.07 0.00 262.46 8.99 8.99 ------------------·------------17.97 2.08 0.00 262.45 8.83 8.83 ------------------------------17.66 2.10 0.00 262.43 8.68 8.68 -------------·------·-----------17.35 2.12 0.00 262.42 8.53 8.53 -----------------·-----·--------17.05 2.13 0.00 262.40 8.38 8.38 ----------------·--------------16.76 2.15 0.00 262.39 8.23 8.23 ------------------------------16.47 2.17 0.00 262.37 8.09 8.09 ------------------------------16.18 2.18 0.00 262.36 7.95 7.95 ------------------------------15.91 2.20 0.00 262.34 7.82 7.82 ----·---·-----------------------15.63 2.22 0.00 262.33 7.68 7.68 --·-·-·--------·------·-·--·--------·-15.36 2.23 0.00 262.32 7.55 7.55 ----------------------------·-·-15.10 2.25 0.00 262.30 7.42 7.42 --·----------·------------------14.84 2.27 0.00 262.29 7-.29 7.29 -·-----------------------------14.59 2.28 0.00 262.28 7.17 7.17 ------------------------------14.34 Continues on next page ... = Page 4 Hyd rograph Discharge Table -:: ~ Time Inflow Elevation Clv A Clv B ClvC Clv D WrA ·wrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.30 0.00 262.26 7.05 7.05 14.10 2.32 0.00 262.25 6.93 6.93 13.86 2.33 0.00 262.24 6.81 6.81 13.63 2.35 0.00 262.23 6.70 6.70 13.40 2.37 0.00 262.21 6.59 6.59 13.17 2.38 0.00 262.20 6.48 6.48 12.95 2.40 0.00 262.19 6.41 6.41 12.82 2.42 0.00 262.18 6.36 6.36 12.71 2.43 0.00 262.17 6.30 6.30 12.61 2.45 0.00 262.16 6.25 6.25 12.51 2.47 0.00 262.15 6.20 6.20 -----12.40 2.48 0.00 262.14 6.15 6.15 12.30 2.50 0.00 262.12 6.10 6.10 12.20 2.52 0.00 262.11 6.05 6.05 12.10 2.53 0.00 262.10 6.00 6.00 12.00 2.55 0.00 262.09 5.92 5.92 11 .83 2.57 0.00 262.08 5.82 5.82 11.64 2.58 0.00 262.07 5.73 5.73 11 .46 2.60 0.00 262.06 5.64 5.64 11 .28 2.62 0.00 262.05 5.55 5.55 11 .10 2.63 0.00 262.04 5.46 5.46 10.92 2.65 0.00 262.03 5.38 5.38 10.75 2.67 0.00 262.02 5.29 5.29 10.58 2.68 0.00 262.01 5.21 5.21 10.41 2.70 0.00 262.00 5.12 5.12 10.25 2.72 0.00 261 .99 5.02 5.02 10.05 2.73 0.00 261 .98 4.91 4.91 9.82 2.75 0.00 261 .97 4.80 4.80 9.61 2.77 0.00 261 .95 4.70 4.70 9.39 2.78 0.00 261 .94 4.59 4.59 9.18 2.80 0.00 261 .93 4.49 4.49 8.98 2.82 0.00 261 .92 4.39 4.39 8.78 2.83 0.00 261.90 4.29 4.29 8.59 2.85 0.00 261 .89 4.20 4.20 8.41 2.87 0.00 261 .88 4.12 4.12 8.23 2.88 0.00 261 .87 4.03 4.03 8.06 2.90 0.00 261.86 3.95 3.95 7.90 2.92 0.00 261 .85 3.87 3.87 7.74 2.93 0.00 261 .84 3.79 3.79 7.58 2.95 0.00 261.83 3.71 3.71 7.42 2.97 0.00 261 .82 3.64 3.64 7.27 2.98 0.00 261 .81 3.56 3.56 7.12 3.00 0.00 261 .80 3.49 3.49 6.98 3.02 0.00 261 .79 3.42 3.42 6.85 3.03 0.00 261.78 3.36 3.36 6.72 3.05 0.00 261 .77 3.30 3.30 6.59 3.07 0.00 261 .77 3.24 3.24 6.47 3.08 0.00 261 .76 3.18 3.18 6.35 3.10 0.00 261 .75 3.12 3.12 6.23 Continues on next page ... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cf s cfs cfs cfs cfs cfs cfs 3.12 0.00 261.74 3.06 3.06 ------------------------------6.12 3.13 0.00 261.73 3.00 3.00 ------------------------------6.00 3.15 0.00 261.72 2.95 2.95 ---------- --------------------5.89 3.17 0.00 261.72 2.89 2.89 ------------------------------5.78 3.18 0.00 261.71 2.84 2.84 ---------- ------------·--------5.67 3.20 0.00 261.70 2.78 2.78 ------------------------------5.57 3.22 0.00 261.69 2.74 2.74 ------------------------------5.48 3.23 0.00 261.69 2.69 2.69 -·---·--------------------------5.38 3.25 0.00 261.68 2.65 2.65 --------------- ---------------5.30 3.27 0.00 261.67 2.60 2.60 -·-·--------------·-·-------- -----5.21 3.28 0.00 261.67 2.56 2.56 ----------------·-·-------------5.12 3.30 0.00 261.66 2.52 2.52 ----- -------------------------5.04 3.32 0.00 261.65 2.48 2.48 ------------------------------4.96 3.33 0.00 261.65 2.44 2.44 -·---------------------·-------·-4.87 3.35 0.00 261.64 2.40 2.40 -·--------------------·--------·-4.79 3.37 0.00 261.63 2.36 2.36 ------------------------------4.71 3.38 0.00 261.63 2.32 2.32 ------------------------- -----4.64 3.40 0.00 261.62 2.28 2.28 -·--·---------------------------4.56 3.42 0.00 261.61 2.24 2.24 --------------·----------------4.49 3.43 0.00 261.61 2.21 2.21 -·----------------·-·------- -----4.41 3.45 0.00 261.60 2.17 2.17 -·-·-----------------·---·--------4.34 3.47 0.00 261.60 2.14 2.14 -·-·-·----------------·-----------4.27 3.48 0.00 261.59 2.11 2.11 --·-·---------------------------4.21 3.50 0.00 261.59 2.08 2.08 ------------------------------4.15 3.52 0.00 261.58 2.05 2.05 ------------------------------4.09 3.53 0.00 261.58 2.02 2.02 ----- -----------------------·--4.03 3.55 0.00 261.57 1.99 1.99 ----·--------·--------------·-·---3.98 3.57 0.00 261.56 1.96 1.96 ---------------------------·---3.92 3.58 0.00 261.56 1.93 1.93 ------------------------------3.86 3.60 0.00 261.55 1.90 1.90 ------------------------------3.81 3.62 0.00 261.55 1.88 1.88 ------------------------------3.75 3.63 0.00 261.54 1.85 1.85 --------·----------------------3.70 3.65 0.00 261.54 1.82 1.82 ------------------------------3.65 3.67 0.00 261.53 1.80 1.80 ------------------·-----------3.60 3.68 0.00 261.53 1.77 1.77 ---------·---------------------3.55 3.70 0.00 261.53 1.75 1.75 ------------------------- -----3.49 3.72 0.00 261.52 1.72 1.72 ---·---------------------------3.44 3.73 0.00 261.52 1.70 1.70 ----·------------------------·--3.40 3.75 0.00 261.51 1.67 1.67 --·-·--------------------------·-3.35 3.77 0.00 261.51 1.65 1.65 --------------------------·----3.30 3.78 0.00 261.50 1.63 1.63 --·--·-------·-·--------------·----3.25 3.80 0.00 261.50 1.60 1.60 ----·--------------------------3.21 3.82 0.00 261.49 1.59 1.59 ------------------------------3.17 3.83 0.00 261.49 1.57 1.57 ----------------·-·-------------3.13 3.85 0.00 261.49 1.55 1.55 ------------------·------------3.10 3.87 0.00 261.48 1.53 1.53 ----------------------·--------3.06 3.88 0.00 261.48 1.51 1.51 ----------------------·--------3.02 3.90 0.00 261.47 1.49 1.49 ---·---------------------------2.99 3.92 0.00 261.47 1.48 1.48 ----·----------- ---------------2.95 Continues on next page ... ~ Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cf s cfs cfs cfs 3.93 0.00 261.47 1.46 1.46 ---·-·--------------------------2.91 3.95 0.00 261.46 1.44 1.44 ------------------------------2.88 3.97 0.00 261.46 1.42 1.42 -·--·-·----·---------------·------·-2.85 3.98 0.00 261.45 1.41 1.41 ---·-------------------·--------2.81 4.00 0.00 261.45 1.39 1.39 ---------------------------·---2.78 4.02 0.00 261.45 1.37 1.37 ------------------------------2.74 4.03 0.00 261.44 1.36 1.36 ------------·------------------2.71 4.05 0.00 261.44 1.34 1.34 ------------·-----·-·------------2.68 4.07 0.00 261.44 1.32 1.32 -------------------- ------·----2.65 4.08 0.00 261.43 1.31 1.31 ------------------------------2.62 4.10 0.00 261.43 1.29 1.29 ------------------·----------·--2.58 4.12 0.00 261.43 1.28 1.28 --·----------------·------------2.55 4.13 0.00 261.42 1.26 1.26 --------------------------·----2.52 4.15 0.00 261.42 1.25 1.25 ------------------------------2.49 4.17 0.00 261.42 1.23 1.23 --·-----------------·-------·----2.46 4.18 0.00 261.41 1.22 1.22 ------------------·--------·----2.43 4.20 0.00 261.41 1.20 1.20 -----------------------------·-2.40 4.22 0.00 261.41 1.19 1.19 -------------------·-----------2.38 4.23 0.00 261.40 1.17 1.17 -----------·---------------·---·-2.35 4.25 0.00 261.40 1.16 1.16 -·---·------------·-------------·-2.32 4.27 0.00 261.40 1.14 1.14 ------------------------------2.29 4.28 0.00 261.39 1.13 1.13 ----·--------------------------2.26 4.30 0.00 261.39 1.11 1.11 ----·---------------·-----------2.23 4.32 0.00 261.39 1.10 1.10 -----------------------------·-2.20 4.33 0.00 261.38 1.08 1.08 ------------------------------2.17 4.35 0.00 261.38 1.07 1.07 ------------------------------2.14 4.37 0.00 261.38 1.05 1.05 ------------------------------2.11 4.38 0.00 261.38 1.04 1.04 --------------------------·----2.08 4.40 0.00 261.37 1.02 1.02 -·-----------------------------2.05 4.42 0.00 261.37 1.01 1.01 ------------------------------2.02 4.43 0.00 261.37 1.00 1.00 -·-------------------------·----1.99 4.45 0.00 261.37 0.98 0.98 ----- ---------------------·--·--1.97 4.47 0.00 261.36 0.97 0.97 -----------·-------------------1.94 4.48 0.00 261.36 0.96 0.96 ------------------------------1.91 4.50 0.00 261.36 0.94 0.94 --------------------------·----1.89 4.52 0.00 261.36 0.93 0.93 ------------------·-·----------·-1.86 4.53 0.00 261.35 0.92 0.92 -----------------·-------------1.84 4.55 0.00 261.35 0.91 0.91 --------------------------·----1.81 4.57 0.00 261.35 0.89 0.89 ------------------------------1.79 4.58 0.00 261.35 0.88 0.88 ------------·------·------------1.76 4.60 0.00 261.34 0.87 0.87 ------------------------------1.74 4.62 0.00 261.34 0.86 0.86 -----------------·------------·-1.71 4.63 0.00 261.34 0.85 0.85 ------------------------------1.69 4.65 0.00 261.34 0.83 0.83 -----------------------------·-1.67 4.67 0.00 261.33 0.82 0.82 -----------------------------·-1.65 4.68 0.00 261.33 0.81 0.81 -·-----------------------------1.62 4.70 0.00 261.33 0.80 0.80 ---------------------------·---1.60 4.72 0.00 261.33 0.79 0.79 ------------------------------1.58 4.73 0.00 261.33 0.78 0.78 -------------·-----------------1.56 Continues on next page ... ~ Page 7 Hydrograph Discharge !able Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.75 0.00 261.32 0.77 0.77 ---------·------ ---------------1.54 4.77 0.00 261.32 0.76 0.76 -·----------------·-------------1.52 4.78 0.00 261.32 0.75 0.75 --·----------------------------1.49 4.80 0.00 261.32 0.74 0.74 ------------------------------1.47 4.82 0.00 261.32 0.73 0.73 ----------------------·--------1.45 4.83 0.00 261.31 0.72 0.72 ------------------------------1.43 4.85 0.00 261.31 0.71 0.71 -----------·-------------------1.41 4.87 0.00 261.31 0.70 0.70 ---·--------·-----------·--------1.40 4.88 0.00 261.31 0.69 0.69 -·--·-·--------·----·-------------·-1.38 4.90 0.00 261.31 0.68 0.68 ----------------·--------------1.36 4.92 0.00 261.30 0.67 0.67 ---·---------------------------1.34 4.93 0.00 261.30 0.66 0.66 ------------------------------1.32 4.95 0.00 261.30 0.65 0.65 ---------·---------------------1.30 4.97 0.00 261.30 0.64 0.64 -·-·----------------·------------1.29 4.98 0.00 261.30 0.64 0.64 -·-·----------------·------------1.28 5.00 0.00 261.30 0.63 0.63 --·-------·---------------------1.26 5.02 0.00 261.29 0.63 0.63 ------------------------------1.25 5.03 0.00 261.29 0.62 0.62 ----------------------------·--1.24 5.05 0.00 261.29 0.62 0.62 --------------------------·--·--1.23 5.07 0.00 261.29 0.61 0.61 --------·------- -------------·--1.22 5.08 0.00 261.29 0.60 0.60 ---------·-----·----------------1.21 5.10 0.00 261.29 0.60 0.60 ----·--------------------------1.20 5.12 0.00 261.28 0.59 0.59 --------------·----------------1.19 5.13 0.00 261.28 0.59 0.59 ----·--------------------------1.18 5.15 0.00 261.28 0.58 0.58 ---------------------------·---1.17 5.17 0.00 261.28 0.58 0.58 -----------·----------------·---1.16 5.18 0.00 261.28 0.57 0.57 -----------·--·-----------------1.14 5.20 0.00 261.28 0.57 0.57 ------------·------------------1.13 5.22 0.00 261.28 0.56 0.56 ----·--------·-·-·----------------1.12 5.23 0.00 261.27 0.56 0.56 ------------------------------1.11 5.25 0.00 261.27 0.55 0.55 ------------------------------1.10 5.27 0.00 261.27 0.55 0.55 ------------·------·---------·---1.09 5.28 0.00 261.27 0.54 0.54 -·--·-------------·--------------1.08 5.30 0.00 261.27 0.54 0.54 ------------------------------1.08 5.32 0.00 261.27 0.53 0.53 -·---------------·-------------·-1.07 5.33 0.00 261.27 0.53 0.53 ------------------------------1.06 5.35 0.00 261.26 0.52 0.52 -----------------------------·-1.05 5.37 0.00 261.26 0.52 0.52 -·--·---------------------------1.04 5.38 0.00 261.26 0.51 0.51 ---------------------·---------1.03 5.40 0.00 261.26 0.51 0.51 -·---·------------·-----------·---1.02 5.42 0.00 261.26 0.50 0.50 -----------------·-------------1.01 5.43 0.00 261.26 0.50 0.50 ---·--------------·-------------1.00 5.45 0.00 261.26 0.50 0.50 ------------------------------0.99 5.47 0.00 261.25 0.49 0.49 -·------------------·-----------0.98 5.48 0.00 261.25 0.49 0.49 -·-----------------------------0.97 5.50 0.00 261.25 0.48 0.48 ---·--------------·-------------0.97 5.52 0.00 261.25 0.48 0.48 -·-----------------------------0.96 5.53 0.00 261.25 0.47 0.47 -·-----------------------------0.95 5.55 0.00 261.25 0.47 0.47 ------------------------------0.94 Continues on next page ... ~ Page B Hydrograph Discharge Table -:: Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.57 0.00 261.25 0.47 0.47 -----------·--·---·--------------0.93 5.58 0.00 261.25 0.46 0.46 ------------------------- -----0.92 5.60 0.00 261.24 0.46 0.46 ---------- --------------------0.91 5.62 0.00 261.24 0.45 0.45 --·--·------ ----- ------·-----·--·-·-0.91 5.63 0.00 261.24 0.45 0.45 ------------------------------0.90 5.65 0.00 261.24 0.45 0.45 ----- ------·-·------------------0.89 5.67 0.00 261.24 0.44 0.44 ---------- --------------- -----0.88 5.68 0.00 261.24 0.44 0.44 ---------- -------·-------------0.87 5.70 0.00 261.24 0.43 0.43 --·--·----------- ---------- -----0.87 5.72 0.00 261.24 0.43 0.43 ----- -------------------------0.86 5.73 0.00 261.23 0.43 0.43 ----- ----------------------·---0.85 5.75 0.00 261.23 0.42 0.42 ----- ------·--------·-----------0.84 5.77 0.00 261.23 0.42 0.42 ------------------------------0.84 5.78 0.00 261.23 0.41 0.41 ------------------------------0.83 5.80 0.00 261.23 0.41 0.41 --·----------------------------0.82 5.82 0.00 261.23 0.41 0.41 ---------------------·--------·-0.81 5.83 0.00 261.23 0.40 0.40 -----------·-------------------0.81 5.85 0.00 261.23 0.40 0.40 -------------·-----------------0.80 5.87 0.00 261.23 0.40 0.40 ------------------------- -----0.79 5.88 0.00 261.23 0.39 0.39 ---·-·------ -----------·-------·--0.78 5.90 0.00 261.22 0.39 0.39 -----------------------------·-0.78 5.92 0.00 261.22 0.39 0.39 ------------------------------0.77 5.93 0.00 261.22 0.38 0.38 ------------------------------0.76 5.95 0.00 261.22 0.38 0.38 ---·---------------------- -----0.76 5.97 0.00 261.22 0.38 0.38 -·-------------- ----- -------·---0.75 .. .End APPENDIXS HEC - 1 ANALYSIS EXISTING 2-100 YEAR PROPOSED 2-100 YEAR HECl S/N: 1343001909 HMVersion : 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 .0 .lE RUN DATE 08/23/2002 TIME 16:59 :40 Data File: C:\WINNT\-vbh0B79 .TMP x x xxxxxxx xxxxx x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x xxxxxxx xxxxx xxx : :::::;:::::: .................. ···········. : :::::::::::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . :::::::::::::::::::::::::: ·:··:·····' :::::::::::: :::::: :::::::::::: U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1 666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS I S THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS :WRI TE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATI ON KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM LINE 4 5 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 HEC-1 INPUT ID ....... 1 ....... 2 ...... 3 ....... 4 ....... 5 ....... 6 . ID Year Existing Conditions IT 1 1441 IO 5 KK DA3 KM 2 Year Existing Conditions KO 22 BA 0 .0150 PB 4 .5 IN PC PC PC PC PC LS UD 30 .0053 .0712 .2042 .8676 .9588 0 0.19 KK DA3xx .0108 .0797 .2351 .8801 . 9653 77 .0164 .0887 .2833 . 8914 .9717 0 .0223 . 0984 .6632 . 9019 . 9777 KM 2 Year Existing Conditions KO BA PB IN PC PC PC PC PC LS UD . 0001 4.5 30 .0053 . 0712 .2042 . 8676 .9588 0 0.19 KK PT2 KM .0108 . 0797 .2351 .8801 .9653 77 . 0164 .0887 .2833 .8914 . 9717 .0223 . 0984 . 6632 . 9019 .9777 . 0284 .1089 .7351 .9115 .9836 22 . 0284 .1089 . 7351 .9115 .9836 KO 22 HC KK DA1+2 KM 2 Year Existing Conditions . 0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 .. 7. . 0414 .1328 .7989 .9291 .9947 . 0414 .1328 .7989 . 9291 . 9947 .8 ....... 9 ...... 10 . 0483 .1467 . 8197 .9371 1. 00 .04.83 .1467 . 8197 .9371 1. 00 = .0555 . 1625 .8380 .9446 .0555 .1625 .8380 . 944 6 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 PAGE 36 KO 22 37 BA 0.1181 3B PB 4.5 39 IN 30 40 PC .0053 . OlOB . 0164 .0223 . 02B4 .0347 .0414 .04B3 .0555 .0632 41 PC . 0712 .0797 .OBB7 .09B4 .10B9 .1203 .132B .14 67 .1625 .!BOB 42 PC .2042 . 2351 .2B33 .6632 . 7351 . 7724 .79B9 .Bl97 .B3BO .B53B 43 PC .B676 . BBOl . B914 . 9019 . 9115 .9206 . 9291 . 9371 .9446 .9519 44 PC .95BB .9653 . 9717 .9777 .9B36 .9B92 .9947 1. 00 45 LS 0 77 30 46 UD 0 .19 HEC-1 INPUT PAGE LINE ID ....... ! ....... 2 ....... 3 . ...... 4 .. ..... 5 .... ... 6 ....... 7 ....... B ....... 9 ...... 10 47 KK DA1+2x 4B KM 2 Year Existing Conditions 49 KO 50 BA 0 . 0001 51 PB 4 .5 52 IN 30 53 PC .0053 .OlOB . 0164 54 PC . 0712 .0797 . 08B7 55 PC .2042 . 2351 .2833 56 PC . B676 . 8801 . B914 57 PC .95B8 . 9653 .9717 58 LS 77 30 59 UD 0 .19 60 KK PT! 61 KM Existing Inlet 62 KO 63 HC 64 zz HMVersion: 6. 33 Data File: C: \WINNT\-vbh0B7 9. TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 . 0. lE RUN DATE 08/23/2002 TIME 16: 59: 40 • 2 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES . 0223 .09B4 .6632 .9019 .9777 IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL 22 . 02B4 .10B9 . 7351 . 9115 .9836 22 QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .0347 .1203 . 7724 .9206 .9892 NMIN MINUTES IN COMPUTATION INTERVAL 4 KK 6 KO !DATE STARTING DATE I TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL 0 . 02 HOURS TOTAL TIME BASE 24 .00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECI PI TAT ION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA3 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL 0 PLOT CONTROL I PLOT QSCAL 0. HYDROGRAPH PLOT SCALE . 0414 .0483 .132B . 14 67 .79B9 . Bl 97 .9291 . 9371 .9947 1. 00 .0555 .0632 .1625 .1808 .8380 .8538 .9446 . 9519 HECl S/N: 1343001909 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 IPNCH IOUT ISAVl ISAV2 TIM INT PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 14 41 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK DA3xx 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** *** *** *** .... *** *** ••• *** *** *** *** **"" *** *** *** *** * .. * *** *** *** *** ""** *** *** **" *** ••• *** *** ••• ~··· *"-* 30 KK 32 KO 34 KK 36 KO 47 KK 49 KO PT2 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVI 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0. 017 TIME INTERVAL IN HOURS DA1+2 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TIMINT DA1+2x OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** **-* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 60 KK PTl 62 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMI NT 0. 017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA3 19. 11. 57 3. 1. 1. 0. 01 HYDROGRAPH AT DA3xx 0. 11.55 0. 0. 0 . 0. 00 2 COMBINED AT PT2 19. 11. 57 3. 1. 1. 0. 02 HYDROGRAPH AT DA1+2 179. 11.55 28 . 9 . 9. 0 .12 HYDROGRAPH AT DA1+2x 0 . 11 .53 0. 0 . 0. 0. 00 3 COMBINED AT PTl 198 . 11 .55 31 . 10 . 10. 0 .13 *** NORMAL END OF HEC-1 *** HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17:04:18 Data File: C:\WINNT \-vbh1A09.TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx . :::::::::::::::::::::: ::::: :::::;:::::: :: ::::::::::::::::::::::::: :::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . .... :::::::::::::::::::::::: ::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CAL IFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN?? VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM LINE 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 HEC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 . ID Year Existing Conditions IT 1 1441 IO KK DA3 KM 5 Year Existing Conditions KO BA 0 .0150 PB 6.2 IN 30 PC PC PC PC PC LS UD .0053 . 0712 .2042 . 8676 .9588 0.19 KK DA3xx KM .0108 .0797 .2351 .8801 . 9653 77 . 0164 .0887 .2833 .8914 . 9717 0 .0223 .0984 . 6632 .9019 .9777 22 .0284 .1089 . 7351 .9115 .9836 KO 22 BA 0.0001 PB 4.5 IN PC PC PC PC PC LS UD 30 .0053 .0712 .2042 . 8676 . 9588 0 . 19 KK PT2 KM . 0108 . 0797 .2351 .8801 .9653 77 . 0164 . 0887 .2833 .8914 . 9717 0 .0223 .0984 .6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 KO 22 HC KK DA1+2 KM 5 Year Existing Conditions .6 ..... 7 ....... 8 ....... 9 ...... 10 .0347 .1203 . 7724 .9206 . 9892 . 0347 .1203 . 7724 .9206 . 9892 . 0414 .1328 .7989 .9291 .9947 .0483 .14 67 .8197 .9371 1.00 .0414 •. 0483 .1328 .1467 .7989 .8197 .9291 .9371 . 9947 1. 00 .0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 .0632 .1808 .8538 .9519 .0632 .1808 .8538 . 9519 PAGE 36 KO 22 37 BA O.llBl 3B PB 6. 2 39 IN 30 40 PC . 0053 . OlOB . 0164 .0223 .02B4 . 0347 . 0414 .04B3 .0555 . 0632 41 PC .0712 . 0797 .OBB7 .09B4 .10B9 .1203 .132B .1467 .1625 .!BOB 42 PC .2042 . 2351 .2B33 .6632 . 7351 . 7724 .79B9 .Bl97 .B3BO .B53B 43 PC . B676 . BBOl . B9 14 .9019 . 9115 . 9206 .9291 . 9371 .944 6 .9519 44 PC .95BB . 9653 . 9717 .9777 .9B36 .9B92 .9947 1. 00 45 LS 77 30 46 UD 0 .19 HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 .... ... 3 ....... 4 ....... 5 . ...... 6 ....... 7 ....... B ....... 9 ...... 10 47 KK DA1+2x 4B KM 49 KO 50 BA 0. 0001 51 PB 4.5 52 IN 30 53 PC .0053 . O!OB .0164 54 PC . 0712 .0797 .OBB7 55 PC .2042 . 2351 .2B33 56 PC . B676 .BBOl . B914 57 PC .95BB .9653 . 9717 SB LS 0 77 63 59 UD 0.19 60 KK PT! 61 KM Existing Inlet 62 KO 63 HC 64 zz HMVersion: 6. 33 Data File: C:\WINNT\-vbhlA09.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.lE RUN DATE OB/23/2002 TIME 17:04 :1B • 5 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES . 0223 .09B4 .6632 .9019 .9777 IPRNT 5 PRINT CONTROL 0 PLOT CONTROL 22 . 02B4 .10B9 . 7351 . 9115 .9B36 22 !PLOT QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .0347 .1203 . 7724 .9206 . 9892 NMIN MINUTES IN COMPUTATION INTERVAL 4 KK 6 KO !DATE 0 STARTING DATE !TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH NDDATE 0 ENDING DATE NDTIME 0000 ENDING TIME !CENT 19 CENTURY MARK COMPUTATION INTERVAL 0. 02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE DA3 SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT 5 0 PRINT CONTROL PLOT CONTROL ORDINATES I PLOT QSCAL 0. HYDROGRAPH PLOT SCALE .0414 .04B3 .132B .1467 .79B9 . Bl97 . 9291 .9371 .9947 1. 00 .0555 . 0632 .1625 .!BOB .B3BO .B53B .9446 .9519 HECl S/N: 1343001909 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 = 17 KK 19 KO 30 KK 32 KO 34 KK 36 KO 47 KK 49 KO DA3xx IPNCH !OUT ISAVl ISAV2 TIMI NT OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT PT2 OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT DA1+2 OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT DA1+2x OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL o. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** ··~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 60 KK 62 KO PTl OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT VARIABLES 5 0 0. 0 22 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK FLOW TIME OF PEAK AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION 6-HOUR 24-HOUR HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT HYDROGRAPH AT 3 COMBINED AT STATION 72-HOUR *** NORMAL END OF HEC-1 *** DA3 DA3xx PT2 DA1+2 DA1+2x PTl 31. 11. 57 5. 0. 11 . 55 0. 31. 11. 57 5. 275. 11 .55 43. 0. 11. 52 0 . 306. 11 .55 47 . BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE 1. 1. 0. 01 0. 0 . 0.00 1. 1. 0. 02 14. 14 . 0.12 0. 0 . 0. 00 16. 16. 0 .13 HECl S/N: 1343001909 HMVersion : 6. 33 FLOOD HYDROGRAPH PACKAGE IHEC-1) MAY 1991 VERSION 4 . 0 . lE RUN DATE 08/23/2002 TIME 17 :03:59 ' Data File: C:\WINNT\-vbh2402.TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x -x x x xxxxxxx xxxxx xxx :::::::::::::::::::: ::::::::::::::::::::::: ... :::::::::: ::::: ::::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc. ::::::::::::::::::::::::::::::::::;:::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road • Waterbury, Connecticut 06708 ~ (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ..... .. 6 ....... 7 ....... 8 ....... 9 ...... 10 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO HC 10 Year Existing 1 5 DA3 10 Year Existing 0. 0150 7 .4 30 . 0053 . 0108 .0712 .0797 . 2042 . 2351 . 8676 . 8801 .9588 . 9653 0 77 0.19 DA3xx 0. 0001 7. 4 30 . 0053 .0108 .0712 .0797 . 2042 .2351 . 8676 .8801 .9588 .9653 77 0.19 PT2 Conditions 1441 Conditions 22 . 0164 .0223 .0284 . 0347 . 0414 .0483 .0555 . 0632 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 .2833 .6632 .7351 . 7724 .7989 . 8197 .8380 .8538 .8914 .9019 .9115 .9206 . 9291 . 9371 .9446 .9519 . 9717 .9777 .9836 .9892 . 9947 1.00 22 . 0164 .0223 .0284 .0347 .04i4 .0483 .0555 .0632 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 .2833 . 6632 .7351 . 7724 .7989 . 8197 .8380 .8538 .8914 .9019 . 9115 .9206 . 9291 . 9371 .9446 .9519 . 9717 .9777 .9836 . 9892 . 99'1.7 l. 00 22 PAGE 34 KK DA1+2 35 KM 10 Year Existing Conditions 36 KO 22 37 BA 0.1181 38 PB 7.4 39 IN 30 40 PC .0053 .0108 . 0164 . 0223 . 0284 .0347 . 0414 .0483 .0555 .0632 41 PC . 0712 . 0797 .0887 . 0984 .1089 .1203 .1328 .1467 .1625 .1808 42 PC .2042 .2351 .2833 .6632 .7351 . 7724 .7989 . 8197 .8380 .8538 43 PC . 8676 .8801 .8914 . 9019 . 9115 .9206 . 9291 .9371 .9446 .9519 44 PC .9588 .9653 . 9717 .9777 .9836 . 9892 . 99q? 1.00 45 LS 77 30 46 UD 0.19 HEC-1 INPUT PAGE LINE ID ....... 1. . . . . . . 2. . .. 3 ... .... 4 ....... 5 . ...... 6 ....... 7 ....... 8 ....... 9 ...... 10 47 KK DA1+2x 48 KM 49 KO 22 50 BA 0.0001 51 PB 7.4 52 IN 30 53 PC . 0053 .0108 . 0164 .0223 . 0284 . 0347 . 0414 54 PC . 0712 .0797 .0887 .0984 .1089 . 1203 .1328 55 PC .2042 . 2351 .2833 . 6632 . 7351 . 7724 .7989 56 PC . 8676 .8801 . 8914 . 9019 .9115 . 9206 . 9291 57 PC .9588 .9653 . 9717 . 9777 .9836 .9892 .9947 58 LS 0 77 63 59 UD 0 .19 60 KK PTl 61 KM Existing Inlet 62 KO 22 63 HC 64 zz HECl S/N: 1343001909 HMVersion: 6.33 Data File: C:\WINNT\-vbh2402.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. IE RUN DATE 08/23/2002 TIME 17 : 03: 59 • 10 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN I MINUTES IN COMPUTATION INTERVAL !DATE 0 I TIME 0000 NQ 1441 NDDATE 0 NDTJME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL T !ME BASE ENGLISH UNITS STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY MARK 0 . 02 HOURS 24 .00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ORDINATES .0483 . 1467 . 8197 . 9371 1. 00 .0555 . 0632 .1625 .1808 .8380 .8538 .9446 .9519 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 -: *** *** *** *** *** *** *** *** *** *** *** *** *** ....... **'" *** *** **"'" ....... "** *** ••• *** *** **"' *** *** *** *** *** *** *"'* ++.:; 4 KK DA3 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK 19 KO DA3xx OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 017 T !ME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ""** *** *** *** *** *** *** 30 KK 32 KO PT2 OUTPUT CONTROL VARIABLES IPRNT PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 017 TIME INTERVAL IN HOURS *** *** *** *** ••• **l *** *** *** *** *** *** *** *** **"" *** *** *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** 34 KK 36 KO DA1+2 OUTPUT CONTROL VARIABLES. IPRNT 5 PRI NT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 47 KK 49 KO DA1+2x OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH !OUT ISAVl 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 TIM INT 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *•* *** *** *** *** *** *** *** *** *** *** •••••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 60 KK PTl 62 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA3 40 . 11 .55 6. 2. 2 . 0. 01 HYDROGRAPH AT DA3xx 0. 11.55 0. 0. 0 . 0. 00 2 COMBINED AT PT2 40. 11 .55 6. 2. 2. 0. 02 HYDROGRAPH AT DA1+2 344 . 11. 55 53 . 18. 18 . 0 .12 HYDROGRAPH AT DA1+2x 0. 11 .53 0 . 0. 0. 0 . 00 3 COMBINED AT PTl 384. 11 .55 60 . 19. 19. 0 .13 *** NORMAL END OF HEC-1 *** HECl S/N: 1343001909 HMVers ion: 6. 33 FLOOD HYDROGRAPH PACKAGE IHEC-1) MAY 1991 VERSION 4 . 0. lE RUN DATE 08/23/2002 TIME 17 :05 :07 ' Data File: C:\WINNT\-vbh2AOC.TMP: x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ::::::::::::::::::::::::::::::::::::::::::: .::::::::::::::::··:::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ::::::::::::::::::::::::::::: ::::: ::::::: :: ::::::::::::::::::::::::::::::::::::::::: :· U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALI FORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY , DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 HEC-1 INPUT ID ....... 1 .. . . 2 •....•. 3 ....... 4 ....... 5. ID 25 Year Existing Conditions IT 1 1441 IO 5 KK DA3 KM 25 Year Existing Conditions KO BA PB IN PC PC PC PC PC LS UD . 0150 8 .8 30 .0053 . 0712 . 2042 .8676 .9588 0 0 .19 KK DA3xx KM .0108 .0797 .2351 .8801 . 9653 77 . 0164 .0887 .2833 .8914 . 9717 .0223 .0984 . 6632 .9019 .9777 22 .0284 . 1089 .7351 .9115 .9836 KO 22 BA 0 .0001 PB 4. 5 IN PC PC PC PC PC LS 30 .0053 . 0712 . 2042 .8676 .9588 UD 0.19 KK PT2 KM KO HC .0108 . 0797 . 2351 .8801 .9653 77 . 0164 .0887 .2833 .8914 . 9717 . 0223 . 0984 .6632 .9019 . 9777 . 0284 .1089 .7351 .9115 .9836 22 ... 6 ....... 7 ....... 8 ....... 9 ...... 10 . 0347 .1203 . 7724 . 9206 . 9892 . 0414 .1328 .7989 . 9291 .9947 .0347 .0414 .1203 .1328 . 7724 . 7989 . 9206 . 9291 . 9892 ~ 9947 . 0483 . 1467 .8197 . 9371 1. 00 .0483 .1467 . 8197 .9371 1.00 .0555 .1625 .8380 . 944 6 . 0555 .1625 .8380 .9446 . 0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 PAGE 34 KK DA1+2 35 KM 25 Year Existing Conditions 36 KO 22 37 BA o .11a1 3a PB a .a 39 IN 30 40 PC .0053 . 01oa . 0164 .0223 .02a4 .0347 . 0414 .o4a3 .0555 .0632 41 PC .0712 . 0797 .08a7 .09a4 .1oa9 .1203 .132a .1467 .1625 .1aoa 42 PC .2042 . 2351 .2a33 .6632 . 7351 . 7724 .79a9 . a197 .a3ao .8538 43 PC . a676 .aao1 . a914 .9019 . 9115 . 9206 .9291 .9371 .9446 .9519 44 PC .95aa .9653 . 9717 .9777 .9a36 .9a92 .9947 1. 00 45 LS 0 77 30 46 UD 0.19 HEC-1 INPUT PAGE LINE ID .... . . . 1. ... . . . 2 . . . . . . . 3 .... ... 4 .. ..... 5 ....... 6 ....... 7 .... . . . 8 ....... 9 ...... 10 47 KK DA1+2x 48 KM 49 KO 50 BA 0 . 0001 51 PB 4.5 52 IN 30 53 PC .0053 .01oa .0164 54 PC .0712 .0797 .oaa7 55 PC .2042 .2351 .2833 56 PC . 8676 .aao1 . 8914 57 PC .9588 . 9653 . 9717 5a LS 77 63 59 UD 0. 19 60 KK PT! 61 KM Existing Inlet 62 KO 63 HC 64 zz HMVersion: 6. 33 Data File: C:\WINNT\-vbh2AOC . TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 . 0 . lE RUN DATE Oa/23/2002 TIME 17:05:07 25 Year Existing 3 IO OUTPUT CONTROL VARIABLES Conditions .0223 .09a4 .6632 . 9019 . 9777 IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL 22 .02a4 . 0347 .1oa9 .1203 . 7351 .7724 .9115 . 9206 .9a36 .9a92 22 QSCAL 0 . HYDROGRAPH PLOT SCALE IT 4 KK 6 KO HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL !DATE 0 STARTING DATE !TIME 0000 STARTING TIME NQ 14 41 NUMBER OF HYDROGRAPH NDDATE 0 ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 24 .00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH , ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE DA3 SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL ORDINATES . 0414 .04a3 .1328 .1467 . 79a9 . al 97 . 9291 . 9371 . 9947 1. 00 .0555 .0632 . 1625 .1ao0 .8380 .a53a .9446 .9519 HECl S/N: 1343001909 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS ........... *** ••• *** *** *** *** ........ *** *** ............. *** .......... *** ................ *** .......... *** ••• *** ..... *** 17 KK 19 KO 30 KK 32 KO ********"***** DA3xx • *"' * •· •••• * •••• OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM!NT PT2 5 0 0 . 22 1 1441 0. 017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl ISAV2 TIMINT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 0 l 7 TIME INTERVAL IN HOURS *** .... *** *** ••• *** *** *** *** *** ••• *** ............. *** *** *** ••• *** *** ••I-"* .. *** ............... **' *** **" *** *** ..................... 34 KK DA1+2 ................ 36 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 22 1441 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS **"'" *** *** *** ........ *** *** *** *** .... *** ••• *** *** *"* *** *** ••• *** *** ..... '** *** *** *** .... •*" *** *** *** *** *** 47 KK 49 KO DA1+2x OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 0 0 . 0 22 1441 0 .017 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS ************** 60 KK PTl ************** 62 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT *** *** ••• *** *** ++• *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** **Ir VARIABLES 5 0 0 . 0 22 1 1441 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS , AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA3 50 . 11.55 B. 2. 2. 0. 01 HYDROGRAPH AT DA3xx 0. 11 . 55 0. 0. 0 . 0. 00 2 COMBINED AT PT2 50. 11 .55 8 . 2. 2 . 0. 02 HYDROGRAPH AT DA1+2 425 . 11. 55 66. 22 . 22 . 0.12 HYDROGRAPH AT DA1+2x 0 . 11 . 52 0. 0. 0 . 0.00 3 COMBINED AT PTl 4 75 . 11. 55 74 . 24 . 24. 0.13 ***NORMAL END OF HEC-1 *** HECl S/N: 1343001909 HMVersion: 6 . 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSI ON 4.0 .lE RUN DATE 08/23/2002 TIME 17:05:54 Data file : C: \WINNT\-vbh3C24 ~TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx :;::: ::::::::::::::::::: ::::::::::::::::::: :::::::::::::::: ::::::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ::::::::::: ::::: :::::::: ::::::::::::::::::: ::::: :::::::::::::::::::::::::::::::::::::: U.S . ARMY CORPS Of ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS Of HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS Of VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION Of -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM LINE 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 HEC-1 ID ... .. .. 1 ....... 2. . . ... . 3 ....... 4 .. ID 50 Year Existing Conditions IT 1 1441 IO 5 KK DA3 KM 50 Year Existing Conditions KO BA 0. 0150 PB 9.8 IN 30 PC .0053 .0108 . 0164 . 0223 PC .0712 . 0797 .0887 .0984 PC .2042 . 2351 .2833 . 6632 PC .8676 .8801 .8914 . 9019 PC .9588 .9653 . 9717 .9777 LS 77 0 UD 0 .19 KK DA3xx KM KO BA 0 . 0001 PB 4.5 IN 30 PC . 0053 .0108 . 01 64 .0223 PC . 0712 . 0797 .0887 .0984 PC .2042 . 2351 .2833 . 6632 PC . 8676 .8801 .8914 .9019 PC . 9588 .9653 . 9717 . 9777 LS 77 0 UD 0 .19 Kl< PT2 KM KO HC KK DA1+2 KM 50 Year Existing Conditions I NPUT ..... 5 . .. .. 6 ....... 7. ...... 8 . ..9 ...... 10 22 .0284 .0347 . 0414 .0483 .0555 . 0632 .1089 .1203 .1328 .14 67 .1625 .1808 .7351 . 7724 .7989 .8197 .8380 .8538 . 9115 . 9206 . 9291 .9371 . 944 6 .9519 .9836 .9892 .9947 1. 00 22 .0284 .0341 .0414 .0483 .0555 . 0632 .1089 .1203 .1328 .1467 .1625 .1808 . 7351 . 7724 .7989 .8197 .8380 . 8538 .9115 .9206 . 9291 . 9371 .9446 .9519 .9836 .9892 . 9947 1. 00 ~ 22 PAGE 36 KO 22 37 BA 0 .1181 38 PB 9 . 8 39 IN 30 40 PC .0053 . 0108 . 0164 .0223 . 0284 .0347 41 PC .0712 .0797 .0887 .0984 .1089 .1203 42 PC . 2042 . 2351 .2833 . 6632 . 7351 . 7724 43 PC . 867 6 .8801 .8914 .9019 . 9115 . 9206 44 PC .9588 . 9653 . 9717 . 9777 .9836 .9892 45 LS 0 77 30 46 UD 0.19 HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3 .. ..... 4 ....... 5 ....... 6. 47 KK DA1+2x 48 KM 49 KO 50 BA 0. 0001 51 PB 4 .5 52 IN 30 53 PC .0053 .0108 . 0164 54 PC . 0712 .0797 .0887 55 PC .2042 .2351 .2833 56 PC . 8676 .8801 . 8914 57 PC .9588 .9653 . 9717 58 LS 0 77 63 59 UD 0.19 60 KK PTl 61 KM Existing Inlet 62 KO 63 HC 64 zz l-01Version: 6. 33 Data File: C: \WINNT\ •vbh3C24 .TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17: 05: 54 50 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES . 0223 .0984 .6632 . 9019 .9777 IPRNT 5 PRINT CONTROL 22 . 0284 .1089 . 7351 .9115 .9836 22 I PLOT QSCAL 0 0 . PLOT CONTROL HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .0347 .1203 . 7724 . 9206 . 9892 NMIN MINUTES IN COMPUTATION INTERVAL IDATE I TIME 0000 NQ 1441 NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY MARK 0 .02 HOURS 24 .00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUB! C FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ORDINATES .0414 .0483 .0555 .0632 .1328 .1467 .1625 .1808 .7989 . 8197 .8380 .8538 .9291 .9371 . 944 6 . 9519 .9947 l. 00 ...... 7 ....... 8 ....... 9 ...... 10 .0414 .0483 .1328 . 1467 .7989 .8197 .9291 . 9371 .9947 l. 00 .0555 .0632 .1625 .1808 .8380 . 8538 . 944 6 . 9519 HECl S/N: 1343001909 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 .... **"' *** *** **• *** *** *** *""* ...... *'** *** *** *** *** *** *** ••• **' *** *** *** *** *** *** *** ••• *** *** *** 4 KK 6 KO DA3 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE = IPNCH !OUT ISAVl ISAV2 TIM INT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS lrlr .. *** *** *** *** *** .... *** *** *** *** *** *** *** *** *** *** *** "'** *** *** *** *** *"'* *** *** *.j,* *** *** *** •••••• *** 17 KK DA3xx 19 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT ************"* 30 KK PT2 ********"""*** 32 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT VARIABLES 5 0 0. 0 22 1441 0. 017 VARIABLES 5 0. 0 22 1441 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** Ir++ *** *** *** *** *** *** *** *** *** ........ *** *** *** *** **"' *** *** ••• *** *** *** *** "** *** *** *** *** *** *** 34 KK DA1+2 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** .... *** ••• *"'* •••••• *** *** ••• *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** ......... *** .... *** ""** *** ************** 47 KK DA1+2x ............... 49 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 0 22 1441 0. 017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** ;._·* * * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 60 KK 62 KO PTl OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK FLOW TIME OF PEAK AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION 6-HOUR 24-HOUR HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT HYDROGRAPH AT 3 COMBINED AT STATION 72-HOUR *** NORMAL END OF HEC-1 *** DA3 DA3xx PT2 DA1+2 DA1+2x PTl 58. 11.55 9 . 0. 11. 55 0 . 58. 11. 55 9. 483. 11.55 75. 0 . 11. 52 0. 541. 11 .55 84 . BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE 3. 3 . 0. 01 0. o. 0.00 3 . 3 . 0. 02 25 . 25. 0 .12 0 . 0. 0 . 00 28 . 28 . 0 .13 HECI S/N: 1343001909 HMVersion: 6 .33 FLOOD HYDROGRAPH PACKAGE (HEC·IJ MAY 1991 VERSION 4. 0. IE RUN DATE 08/23/2002 TIME 17 : 07 : 10 Data File: C:\WINNT\•vbhf2!2 .TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x -x x x x xxxxxxx xxxxx xxx ::::::::::::;:::;:::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ::::::::::::::::::::::::::: :::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road • Waterbury, Connecticut 06708 • (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI (JAN 73), HECIGS, HECIDB, AND HECIKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS : WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 ID. ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO HC HEC-1 INPUT ...... ! ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ... 100 Year Existing Conditions 1 1441 5 DA3 100 Year Existing Conditions 22 0. 0150 11 30 . 0053 .0108 .0164 .0223 . 0284 .0347 .0712 .0797 .0887 . 0984 .1089 .1203 .2042 .2351 .2833 . 6632 . 7351 . 7724 .8676 .8801 .8914 . 9019 .9115 . 9206 .9588 .9653 . 9717 . 9777 .9836 .9892 0 77 0 0 .19 DA3xx 22 0. 0001 4.5 30 . 0053 .0108 .0164 . 0223 . 0284 . 0347 . 0712 . 0797 .0887 . 0984 .1089 .1203 .2042 .2351 .2833 . 6632 . 7351 . 7724 .8676 .8801 .8914 .9019 . 9115 . 9206 .9588 .9653 . 9717 .9777 .9836 ..9892 0 77 0 0 .19 PT2 22 . ... 7 ....... 8 ....... 9 ...... IO .0414 .0483 . 0555 .0632 .1328 .14 67 .1625 .1808 .7989 . 8197 .8380 .8538 . 9291 . 9371 . 94 46 .9519 .9947 I. 00 .0414 .0483 . 0555 .0632 .1328 .1467 .1625 .1808 .7989 . 8197 .8380 .8538 . 9291 . 9371 .9446 . 9519 .9947 1. 00 PAGE 34 KK DA1+2 35 KM 100 Year Existing Conditions 36 KO 22 37 BA 0 .1181 38 PB II 39 IN 30 40 PC .0053 .0108 . 0164 .0223 .0284 .0347 . 0414 .0483 .0555 .0632 41 PC . 0712 .0797 .0887 .0984 .1089 .1203 .1328 .14 67 .1625 .1808 42 PC . 2042 .2351 .2833 .6632 . 7351 . 7724 .7989 .8197 .8380 .8538 43 PC . 8676 .8801 .8914 .9019 . 9115 .9206 .9291 . 9371 . 944 6 .9519 44 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 I. 00 45 LS 77 30 46 UD 0.19 HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... JO 47 KK DAl+2x 48 KM 49 KO 22 50 BA 0. 0001 51 PB 4. 5 52 IN 30 53 PC . 0053 .0108 . 0164 .0223 .0284 .0347 . 0414 54 PC . 0712 . 0797 .0887 .0984 .1089 .1203 .1328 55 PC .2042 .2351 .2833 .6632 .7351 . 7724 .7989 56 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 57 PC .9588 .9653 . 9717 .9777 .9836 . 9892 .9947 58 LS 0 77 63 59 UD 0. 19 60 KK PT! 61 KM Existing Inlet 62 KO 22 63 HC 64 zz HECl S/N: 1343001909 HMVersion: 6.33 Data File : C: \WINNT\-vbhl212 . TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. IE RUN DATE 08/23/2002 TIME 17: 07: JO 100 Year Existing Conditions 3 IO IT OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT QSCAL HYDROGRAPH TIME DATA 0 0. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NMIN MINUTES IN COMPUTATION INTERVAL 4 KK !DATE 0 STARTING DATE I TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH NDDATE 0 ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 24 .00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE DA3 SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES .0483 .1467 .8197 . 9371 I. 00 .0555 .0632 .1625 .1808 .8380 .8538 .9446 .9519 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 6 KO 17 KK 19 KO 30 KK 32 KO 34 KK 36 KO 47 KK 49 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL DA3xx I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT PT2 OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT DA1+2 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS VARIABLES PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT DA1+2x OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 TIM INT 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ********.***** 60 KK PT! ************** 62 KO OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OPERATION STATION 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT HYDROGRAPH AT 3 COMBINED AT *** NORMAL END OF HEC-1 *** 5 0 o. 0 22 1 1441 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK DA3 67 . 11 .55 10. DA3xx 0. 11. 55 0. PT2 67. 11 .55 10. DA1+2 552. 11 . 55 86. DA1+2x 0. 11 .52 0 . PT! 619. 11. 55 97 . BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE 3 . 3. 0. 01 0 . 0. 0.00 3. 3. 0. 02 28 . 28. 0 .12 0. 0. 0. 00 32 . 32. 0.13 HECl S/N: 1343001909 HMVersion: 6. 33 Data File: C:\WINNT\-vbh066E.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17 :12:42 ' = THIS THE THE x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx :::::::::::::::::;:::::::::::::;:::;::::::: ::::::::::::::::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ::::::::::::::::::::::::::::::::::::;:::::: ::::::::::::::::::::::::::::::::::::::::::: 37 Brookside Road * Waterbury, Connecticut 06708 • (203) 755-1666 PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-l KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP Bl. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS : WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC-l INPUT PAGE LINE ID ....... l ....... 2 ....... 3 ....... 4 ... . . . . 5 .... ... 6 ....•.. 7 ....... 8 ....... 9 ...... 10 l ID Year Proposed Conditions 2 IT l 1441 3 IO 5 KK DA2 KM 2 Year Proposed Conditions KO 22 BA 0. 0508 PB 4. s 9 IN 30 10 PC .0053 .0108 . 0164 .0223 . 0284 .0347 .0414 .0483 .0555 . 0632 11 PC .0712 . 0797 . 0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 12 PC .2042 .2351 .2833 . 6632 .7351 . 7724 .7989 . 8197 .8380 .8538 13 PC .8676 .8801 . 8914 .9019 . 9115 . 9206 . 9291 . 9371 .9446 .9519 14 PC . 9588 .9653 . 9717 .9777 .9836 . 9892 .9947 l. 00 15 LS 0 94 90 16 UD 0 .12 17 KK Pond 18 KM Detention Pond 19 KO 22 20 RS STOR 21 SA . 6795 l . 387 4 2 .0133 2 . 607 3 2 .8619 . 9215 22 SE 261 262 264 266 268 270 23 SL 262. s 7.065 0.6 .5 24 SS 269 so 1 .5 25 KK DA! 26 KM 2 Year Proposed Conditions 27 KO 22 28 BA 0. 0664 29 PB 4.5 30 IN 30 31 PC . 0053 . 0108 . 0164 .0223 .0284 .0347 . 0414 .0483 . 0555 . 0632 32 PC .0712 . 0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 33 PC .2042 .2351 .2833 . 6632 . 7351 . 7724 . 7989 .8197 .8380 .8538 34 PC . 8676 .8801 .8914 . 9019 . 9115 .9206 .9291 .9371 .9446 . 9519 35 PC .9588 . 9653 . 9717 . 9777 .9836 .9892 . 9947 l. 00 36 LS 0 77 65 HEC-1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .14 KK 60" P KM Public Storm Sewer KO RK 1030 DA3 . 005 . 014 KK KM KO BA PB IN PC PC PC 2 Year Proposed Conditions 0 .0019 4.5 30 .0053 . 0712 .2042 . 0108 .0797 . 2351 .0164 . 0887 .2833 . 0223 .0984 . 6632 PAGE 22 CIRC 22 . 0284 .1089 .7351 2 .0347 .1203 . 7724 .0414 .1328 .7989 .0483 .1467 . 8197 .0555 .1625 .8380 .0632 .1808 . 8538 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 BO 81 82 83 84 BS B6 B7 BB B9 HMVersion: 6. 33 PC PC LS . B676 .95B8 UD 0 .19 KK DA3x KM .8801 . 9653 77 . 8914 . 9717 0 .9019 . 9777 .9115 .9836 KO 22 BA 0.0001 PB 4.5 IN 30 PC PC PC PC PC LS UD .0053 .0712 .2042 . 8676 .95BB 0 0.19 KK PT2 KM .0108 .0797 . 2351 .8801 .9653 77 . 0164 .0887 .2833 . 8914 . 9717 . 0223 .0984 . 6632 .9019 .9777 .0284 .1089 . 7351 .9115 .9836 KO 22 HC KK DA4 KM 2 Year Proposed Conditions KO BA 0.0189 PB 4. 5 IN 30 PC PC PC PC PC LS UD .0053 . 0712 .2042 . 8676 .9588 0 0 .10 KK PTl .0108 . 0797 .2351 .8801 .9653 77 KM Existing Inlet . 0164 .0887 . 2833 .8914 . 9717 0 . 0223 . 0984 .6632 .9019 .9777 22 .0284 .1089 . 7351 . 9115 .9836 KO 22 HC zz Data File: C:\WINNT\-vbh066E.TMP .9206 .9892 .0347 .1203 . 7724 .9206 .9892 .0347 .1203 . 7724 .9206 .9892 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. IE RUN DATE 08/23/2002 TIME 17: 12 : 42 3 IO IT 2 Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA = NMIN !DATE !TIME NQ NDDATE NDTIME !CENT MINUTES IN COMPUTAT I ON INTERVAL STARTING DATE 0000 STARTING TIME 1441 NUMBER OF HYDROGRAPH ORDINATES ENDING DATE 0000 ENDING TIME 19 CENTURY MARK .9291 .9947 .0414 .1328 .7989 . 9291 . 9947 . 0414 .1328 .7989 . 9291 .9947 . 9371 1. 00 .0483 .14 67 . 8197 . 9371 1.00 .0483 .1467 . 8197 . 9371 1.00 . 944 6 .0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 .9519 . 0632 .1808 .8538 . 9519 . 0632 .1808 .8538 .9519 HECl S/N: 1343001909 U. S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS , CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO 17 KK 19 KO 25 KK 27 KO COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS 0.02 HOURS 24 .00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA2 OUTPUT CONTROL VARIABLES IPRNT 5 !PLOT 0 QSCAL 0 . IPNCH 0 IOUT 22 ISAVl ISAV2 1441 TIM INT 0 . 017 Pond OUTPUT CONTROL VARIABLES IPRNT 5 DA! I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMI NT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 0 . 0 22 1441 0.017 VARIABLES 5 0 0. 0 22 1 1441 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** ....... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** ••• *** *** *** ..... *** *** *** *** *** ••• 38 KK 40 KO 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** ..... *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** .... *** **"' *** *** *** *** *** *** *** *** *** *** *** *** ***• * **** ... +*Irr ... 42 KK DA3 * * ** * * .... * * * * * * 44 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 55 KK DA3x 57 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT ************** 68 KK PT2 * *****Irr .... Irr*.* Irr 70 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1 1441 0. 017 VARIABLES 5 0 0. 0 22 1441 0. 017 VARIABLES 5 0 0. 0 22 1 1441 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS Ir +• *** *** *** ....... *** ..... *** *** ..................... lrrldt *** *** *** .............. *** *** *** *** ...... *** *** *** *** ·Ir•• ............. *** ... ... 72 KK OM 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS ···~·· *** *** *** *** *** ••• *** ••• *** ••• *** *** *** *** *** '** *'* *** *** *** '** ••• *** •••••• *** *** *** *** ••• *** 85 KK PT! 87 KO OUTPUT CONTROL VARIABLES IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OPERATION STATION 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT ISTAQ ELEMENT 60"P MANE *** NORMAL END OF HEC-1 "'** 5 0 0 . 0 22 1441 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAX IMUM PERIOD FLOW PEAK DA2 112. 11 .50 17. Pond 47. 11 .68 17. 264.44 11.68 DAl 126 . 11. 52 19. 60"P 126 . 11.53 19. DA3 2 . 11. 57 0. DA3x 0 . 11 . 55 0. PT2 3. 11 .57 0. DA4 26. 11 . 52 4. PTl 199. 11. 53 40. BASIN AREA 6 . 5 . 7 . 7 . 0. 0. o. 1. 13 . SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING I FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL DT PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) 0. 62 125.53 691 . 94 3. 70 l. 00 125. 51 692. 00 MAXIMUM TIME OF STAGE MAX STAGE 6. 0.05 5. 0.05 7. 0.07 7. 0.07 o. 0.00 0. 0 .00 0. 0.00 1. 0.02 13. 0 .14 VOLUME (IN) 3. 70 HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1 ) MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17:18:08 * Data File: C: \WINNT\-vbh362E. TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road • Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ID Year Proposed Conditions IT 1 1441 IO KK DA2 KM 5 Year Proposed Conditions KO 22 BA 0 .0508 PB 6. 2 IN PC PC PC PC PC LS UD 30 .0053 . 0712 .2042 .8676 .9588 0 0.12 KK Pond .0108 . 0797 . 2351 .8801 . 9653 94 KM Detention Pond . 0164 .0887 .2833 . 8914 . 9717 90 . 0223 .0984 .6632 . 9019 .9777 .0284 .1089 .7351 . 9115 .9836 KO 22 RS STOR .0347 .1203 . 7724 . 9206 .9892 SA .6795 1.3874 2.0133 2.6073 2.8619 2.9215 SE 261 262 264 266 268 270 SL 262.5 7 .065 0.6. .5 SS 269 50 1.5 KK DAl KM 5 Year Proposed Conditions KO BA 0.0664 PB 6.2 IN 30 PC PC PC PC PC LS .0053 . 0712 .2042 . 8676 .9588 0 . 0108 . 0797 .2351 .8801 . 9653 77 = .0164 .0887 .2833 .8914 . 9717 65 .0223 .0984 . 6632 .9019 . 9777 22 .0284 .1089 .7351 . 9115 .9836 .0347 .1203 . 7724 .9206 . 9892 .0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0483 .1467 . 8197 . 9371 1. 00 .0483 .1467 . 8197 .9371 1.00 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 PAGE HEC-1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .14 KK 60"P KM Publ ic Storm Sewer KO 22 RK 1030 .005 . 014 CIRC KK DA3 KM 5 Year Proposed Conditions KO 22 BA 0 .0019 PB 6. 2 IN PC PC PC 30 .0053 .0712 .2042 .0108 . 0797 . 2351 . 0164 .0887 .2833 .0223 .0284 .0984 .1089 . 6632 . 7351 PAGE 2 . 0347 .1203 .7724 . 04 14 .1328 .7989 .0483 . 1467 .8197 .0555 .1625 .8380 .0632 .1808 .8538 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 HMVersion : 6. 33 PC PC LS UD . 8676 .9588 0 0 .19 KK DA3xx .8801 .9653 77 . 8914 . 9717 .9019 .9777 KM 5 Year Proposed Conditions KO BA 0. 0001 PB 6. 2 IN 30 PC PC PC PC PC LS .0053 .0712 .2042 . 8676 .9588 0 UD 0 .19 KK PT2 KM .0108 .0797 .2351 .8801 .9653 77 . 0164 . 0887 .2833 . 8914 .9717 .0223 .0984 . 6632 .9019 .9777 . 9115 .9836 22 .0284 .1089 .7351 . 9115 .9836 KO 22 HC KK DA4 KM 5 Year Proposed Conditions KO BA 0.0189 PB IN PC PC PC PC PC LS 6. 2 30 .0053 .0712 .2042 . 8676 .9588 0 UD 0 .10 KK PTl .0108 .0797 . 2351 .8801 .9653 77 KM Existing Inlet . 0164 . 0887 . 2833 . 8914 . 9717 0 . 0223 . 0984 . 6632 . 9019 . 9777 22 .0284 .1089 .7351 .9115 .9836 KO 22 HC zz Data File: C:\WINNT\-vbh362E .TMP . 9206 .9892 . 0347 .1203 . 7724 .9206 . 9892 . 0347 .1203 . 7724 .9206 .9892 FLOOD HYDROGRAPH PACKAGE (HEC-1) HAY 1991 VERSION 4. 0. lE RUN DATE 08/23/2002 TIME 17:18:08 • 3 IO IT Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN IDATE ITIME NQ NDDATE NDTIME I CENT 1 MINUTES IN COMPUTATION INTERVAL 0 STARTING DATE 0000 STARTING TIME 1441 NUMBER OF HYDROGRAPH ORDINATES 0 ENDING DATE 0000 ENDING TIME 19 CENTURY HARK . 9291 .9947 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 . 9291 .9947 . 9371 1.00 .0483 .1467 . 8197 .9371 1. 00 . 0483 .1467 . 8197 .9371 1.00 . 94 46 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .9519 . 0632 .1808 .8538 . 9519 .0632 .1808 .8538 .9519 HECl S/N: 1343001909 U. S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO 17 KK 19 KO 25 KK 27 KO 38 KK 40 KO COMPUTATION INTERVAL TOTAL TIME BASE ENGL ISH UNITS 0. 02 HOURS 24 . 00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA2 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE !PNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT !SAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS Pond OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS DAl OUTPUT CONTROL VARIABLES !PRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TI MINT 0. 017 TIME INTERVAL IN HOURS 60 "P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 42 KK DA3 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT !SAY! FIRST ORDINATE PUNCHED OR SAVED !SAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 55 KK 57 KO 68 KK 70 KO 72 KK 74 KO DA3xx OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED !SAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS PT2 OUTPUT CONTROL VARIABLES DA4 IPRNT 5 PRINT CONTROL I PLOT QSCAL IP NCH IOUT ISAVl ISAV2 TIM INT PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS 85 KK PTl 87 KO OUTPUT CONTROL VARI ABLES IPRNT 5 I PLOT QSCAL 0 . IPNCH 0 !OUT 22 ISAVl ISAV2 1441 TIMI NT 0 . 017 PEAK OPERATION STATION FLOW 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT ISTAQ ELEMENT DT (MIN) PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES TIME OF AVERAGE FLOW FOR MAX !MUM PERIOD BASIN PEAK AREA DA2 154 . 11 .50 24. 8 . Pond 55. 11 . 72 24. 7. 265. 17 11. 72 DAl 181 . 11 .52 28 . 9 . 60"P 181. 11 .53 28 . 9 . DA3 4. 11. 57 1. 0. DA3xx 0. 11. 55 0 . 0. PT2 4. 11. 57 1 . 0 . DM 43. 11. 52 6 . 2 . PTl 279 . 11. 53 58. 19. SUMMARY OF KINEMATIC WAVE -MUSKJNGUM-CUNGE ROUTING PEAK (FLOW I S DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (CFS) (MIN) (IN) (MIN) (CFS) (MINI 60"P MANE 0 . 56 180.98 691. 61 5 . 31 1. 00 180.91 692. 00 *** NORMAL END OF HEC-1 *** MAXIMUM TIME OF STAGE MAX STAGE 8 . 0.05 7 . 0.05 9 . 0. 07 9 . 0 . 07 0 . 0 .00 0 . 0 . DO 0 . 0 . 00 2 . 0 . 02 19. 0 . 14 VOLUME IINI 5 .31 HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 . 0. lE RUN DATE 06/23/2002 TIME 17: 19: 51 Data File: C: \WINNT\•vbh3657. TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxx :::::::::::::::::::::::: ::::::::::::::::::::::: :::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ::::::::::::::::::::::::::::::::::::::::::: :::::::::::::::::::::::::::::::::::::::: .. * •• :-••• ** **. "*** **** * *** * ** .... * •• ** * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road • Waterbury, Connecticut 06706 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 26 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID ..... . . 1. . . . . . . 2 . . . . . . . 3 ... .... 4. ...... 5 ..... .. 6 ....... 7 ....... 6 ....... 9 ...... 10 ID 10 Year Proposed Conditions IT 1 1441 IO 5 0 KK DA2 KM 10 Year Proposed Conditions KO 22 BA 0 . 0506 6 PB 7 .4 9 IN 30 10 PC .0053 .0106 . 0164 .0223 .0264 .0347 . 0414 .0463 .0555 . 0632 11 PC . 0712 .0797 .0687 .0964 .1069 .1203 .1326 .1467 . 1625 .1806 12 PC .2042 .2351 .2633 .6632 .7351 . 7724 . 7969 .6197 .6360 .6536 13 PC . 6676 .8601 .6914 .9019 .9115 . 9206 . 9291 . 9371 .9446 . 9519 14 PC .9566 . 9653 . 9717 . 9777 .9636 . 9692 . 9947 1. 00 15 LS 94 90 16 UD 0.12 17 KK Pond 16 KM Detention Pond 19 KO 22 20 RS STOR 21 SA .6795 1 .3674 2 .0133 2 . 607 3 .6619 .9215 22 SE 261 262 264 266 266 270 23 SL 262. 5 7.065 0 .6 .5 24 SS 269 50 3 1 .5 25 KK DAl 26 KM 10 Year Proposed Conditions 27 KO 22 26 BA 0 . 0664 = 29 PB 7 .4 30 IN 30 31 PC .0053 .0106 . 0164 .0223 .0264 . 0347 .0414 .0463 . 0555 . 0632 32 PC . 0712 . 0797 .0687 .0964 .1069 .1203 .1326 .1467 .1625 .1606 33 PC .2042 .2351 .2833 .6632 .7351 . 7724 .7969 .6197 .6360 .8536 34 PC . 6676 .8801 .6914 .9019 .9115 .9206 .9291 . 9371 .9446 .9519 35 PC .9566 .9653 .9717 . 9777 .9636 .9692 . 9947 1. 00 36 LS 77 65 HEC-1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .14 KK 60"P KM Public Storm Sewer KO 22 RK 1030 . 005 . 014 KK DA3 KM 10 Year Proposed Conditions KO BA 0.0019 PB 7 . 4 IN PC PC PC 30 . 0053 .0712 .2042 . 0108 .0797 . 2351 . 0164 . 0887 .2833 .0223 .0984 . 6632 PAGE CIRC 22 .0284 .1089 .7351 2 .0347 .1203 . 7724 .0414 . 1328 .7989 .0483 .1467 . 8197 .0555 .1625 .8380 . 0632 .1808 . 8538 LINE ID ....... 1 ....... 2 ..... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 .... 10 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 PC PC LS UD .8676 . 9588 0.19 KK DA3x KM KO BA 0.0001 PB 7 . 4 IN 30 PC PC PC PC PC LS UD .0053 .0712 . 2042 .8676 .9588 0 0.19 KK PT2 KM KO HC KK DA4 . 8801 . 9653 77 .0108 . 0797 .2351 .8801 . 9653 77 . 8914 .9717 0 . 0164 . 0887 .2833 . 8914 . 9717 0 .9019 . 9777 .0223 .0984 . 6632 .9019 .9777 KM 10 Year Proposed Conditions KO BA 0.0189 PB 7 . 4 IN 30 PC . 0053 PC . 0712 PC . 2042 PC .8676 PC . 9588 LS 0 UD 0 .10 KK PTl . 0108 .0797 .2351 .8801 . 9653 77 KM Existing Inlet . 0164 .0887 .2833 . 8914 . 9717 0 . 0223 .0984 .6632 .9019 .9777 . 9115 .9836 22 . 0284 .1089 .7351 . 9115 .9836 22 22 .0284 .1089 .7351 .9115 .9836 85 86 87 88 89 KO 22 HMVersion: 6. 33 HC zz Data File: C:\WINNT\-vbh3857.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.lE RUN DATE 08/23/2002 TIME 17:19:51 ' l 0 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .9206 . 9892 .0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 NMIN MINUTES IN COMPUTATION INTERVAL !DATE I TIME NQ NDDATE NDTIME I CENT 0 STARTING DATE 0000 STARTING TIME 1441 NUMBER OF HYDROGRAPH ORDINATES 0 END ING DATE 0000 ENDING TIME 19 CENTURY MARK .9291 .9947 . 0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 .9291 .9947 . 9371 1.00 .0483 .14 67 . 8197 . 9371 1. 00 .0483 .1467 . 8197 . 9371 1. 00 . 944 6 .0555 .1625 .8380 . 9446 .0555 .1625 .8380 .94 46 .9519 .0632 .1808 .8538 .9519 .0632 .1808 . 8538 .9519 HECl S/N: 1343001909 **** *** * ** ****** ****** ** * * *********** ** U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO 17 KK 19 KO COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 24 .00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE DA2 SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0. 017 TIME INTERVAL IN HOURS Pond OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ••• *** •. ,. *** ......... *** *** *** *** ••• *** '"** •••••• *** *** *** *** *** *** *** *** *** *** *** ...... **I< *** *** *** *** *** 25 KK DAl 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS ••• *** *** *** *** ""*"' *** *** *** ..... *** *** *** ....... *** *** *** *** *** *** *** *** *** *** **"' *** Ir+• *** Ir++ ..... *** *** 38 KK 40 KO 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FI~ST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TillE INTERVAL IN HOURS *** Ir** *** *** *** *** *** *** ••• *** *** Ir** *** ••• *** *** *** ••• *** *** *** "'** *** *** *** ........ *** *** *** *** *** *** 42 KK 44 KO 55 KK 57 KO 68 KK 70 KO 72 KK 74 KO DA3 OUTPUT CONTROL VARIABLES DA3x IPRNT 5 !PLOT 0 QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 0. 0 22 1441 0. 017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES PT2 IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL DA4 I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PONCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS *** •••••• *** *** *** *** *** *** *** *** .... *** ••• *** *** *** *** *** *** *** *** *** *'I* *** *** *** *** *** *** *** *** *** 85 KK PTl 87 KO OUTPUT CONTROL VARIABLES IPRNT !PLOT QSCAL !PNCH !OUT ISAVl ISAV2 TIM INT OPERATION STATION 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT ISTAQ ELEMENT 60"P MANE * * * NORMAL END OF HEC-1 ... 5 0 . 0 22 l 1441 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED T !ME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK DA2 184 . 11. 50 29. Pond 60 . 11. 73 28 . 265.67 11. 73 DA! 221. 11.52 34. 60"P 220 . 11 .53 34 . DA3 5 . 11. 55 1. DA3x 0 . 11. 55 0. PT2 5 . 11 . 55 1. DA4 54 . 11 .52 8. PT! 336. 11.53 70. BASIN AREA 10. 9. 12. 12. 0. 0 . 0 . 2 . 23 . SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL OT PEAK TIME TO VOLUME OT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MINI (IN) (MIN) (CFS) (MIN) 0 . 52 220 .48 691 .54 6. 46 1. 00 220.38 692. 00 MAXIMUM TIME OF STAGE MAX STAGE 10. 0. 05 9. 0. 05 12. 0. 07 12. 0. 07 0 . 0. 00 0 . 0. 00 0 . 0 . 00 2 . 0 . 02 23. 0 .14 VOLUME (IN) 6.46 HECl S/N: 1343001909 HMVersion: 6.33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 08/23/2002 TIME 17 :21 :40' Data File: C:\WINNT\-vbhOF48.TMP x x xxxxxxx xxxxx x x x x x xx x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx ::::::::::::::::::::::::::::::::::::::::::: .... ·:::::::::::::··::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ..... :::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::· U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road • Waterbury, Connecticut 06708 • (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEC!DB, AND HEC!KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 .. .4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ID 25 Year Proposed Conditions IT 1 1441 IO 5 KK DA2 KM 25 Year Proposed Conditions KO BA 0. 0508 PB IN PC PC PC PC PC LS UD 8.8 30 . 0053 . 0712 . 2042 . 8676 .9588 0 0.12 KK Pond . 0108 . 0797 . 2351 .8801 . 9653 94 KM Detention Pond KO . 0164 .0887 .2833 . 8914 . 9717 90 .0223 . 0984 .6632 .9019 . 9777 22 .0284 .1089 .7351 .9115 .9836 22 . 0347 .1203 . 7724 . 9206 .9892 RS STOR SA . 6795 1. 3874 SE 261 262 SL 262.5 7.065 SS 269 50 .0133 2.6073 2 .8619 2 .9215 264 266 268 270 0 .6 .5 3 1. 5 KK DA! KM 25 Year Proposed Conditions KO BA 0 .0664 PB IN PC PC PC PC PC LS 8 .8 30 .0053 . 0712 .2042 . 8676 .9588 o . 0108 . 0797 . 2351 . 8801 . 9653 77 . 0164 .0887 .2833 . 8914 . 9717 65 .0223 . 0984 . 6632 .9019 .9777 22 . 0284 .1089 . 7351 . 9115 .9836 . 0347 .1203 . 7724 . 9206 . 9892 . 0414 .1328 . 7989 . 9291 . 9947 .0414 .1328 .7989 . 9291 .9947 .0483 .1467 . 8197 . 9371 1. 00 .0483 .1467 .8197 .9371 1. 00 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 PAGE HEC-1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .14 KK 60"P KM Publ ic Storm Sewer KO RK 1030 KK DA3 . 005 .014 22 CIRC KM 25 Year Proposed Conditions KO 22 BA 0 .0019 PB 8.8 IN PC PC PC 30 . 0053 . 0712 .2042 . 0108 . 0797 .2351 .0164 . 0887 .2833 .0223 .0284 .0984 .1089 . 6632 . 7351 PAGE 2 . 0347 .1203 . 7724 . 0414 .1328 .7989 .0483 .14 67 . 8197 . 0555 .1625 .8380 . 0632 .1808 .8538 LINE ID ....... 1 ....... 2 ..... 3 ....... 4 ....... 5 ....... 6 ..... 7 ..... 8 ....... 9 ...... 10 51 52 53 54 PC PC LS . 8676 .9588 UD 0.19 KK DA3x KM .8801 . 9653 77 . 8914 . 9717 0 . 9019 . 9777 .9115 .9836 55 56 57 58 59 60 61 62 63 64 65 66 67 KO 22 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 BS 86 87 88 89 HMVersion: 6.33 BA 0.0001 PB 8. 8 IN 30 PC .0053 PC . 0712 PC . 2042 PC . 8676 PC . 9588 LS UD 0 .19 KK PT2 KM KO HC KK DA4 .0108 . 0797 . 2351 .8801 .9653 77 . 0164 .0887 .2833 . 8914 . 9717 .0223 .0984 .6632 . 9019 .9777 KM 25 Year Proposed Conditions KO BA 0 .0189 PB 8 . 8 IN PC PC PC PC PC LS 30 . 0053 .0712 .2042 . 8676 .9588 0 UD 0.10 KK PT! . 0108 .0797 .2351 . 8801 .9653 77 KM Existing Inlet KO HC zz . 0164 .0887 .2833 .8914 . 9717 0 Data File: C:\WINNT\-vbhOF48.TMP .0223 .0984 . 6632 .9019 . 9777 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17:21 :40 ' 25 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL PLOT CONTROL .0284 .1089 .7351 . 9115 .9836 22 22 .0284 .1089 .7351 .9115 .9836 22 I PLOT QSCAL 0 . HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .9206 .9892 . 0347 .1203 . 7724 .9206 .9892 . 0347 .1203 . 7724 .9206 . 9892 NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 0 STARTING DATE ITIME NQ NDDATE NDTIME I CENT 0000 STARTING TIME 1441 NUMBER OF HYDROGRAPH ORDINATES 0 ENDING DATE 0000 ENDING TIME 19 CENTURY MARK . 9291 .9947 . 0414 .1328 .7989 .9291 . 9947 . 0414 .1328 .7989 . 9291 .9947 . 9371 1. 00 .0483 .1467 . 8197 . 9371 1. 00 .0483 .1467 . 8197 . 9371 1.00 . 944 6 .0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 .9519 . 0632 .1808 .8538 .9519 . 0632 .1808 .8538 . 9519 HECl S/N: 1343001909 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 -: COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE '· 24 . 00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEI T *** *** *** *** *** *** *** *** *** *** *** *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **********""*** 4 KK DA2 ************** 6 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 22 1 1441 0 . 017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *"'* *** 17 KK 19 KO 25 KK 27 KO 38 KK 40 KO Pond OUTPUT CONTROL VARIABLES DAl IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl !SAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL 0. IPNCH 0 !OUT 22 ISAVl 1 !SAV2 1441 TIMINT 0.017 60"P OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT QSCAL IPNCH 0 0. 0 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH !OUT ISAVl ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 42 KK 44 KO 55 KK 57 KO 68 KK 70 KO 72 KK 74 KO DA3 OUTPUT CONTROL VARIABLES IPRNT PRINT CONTROL PLOT CONTROL DA3x I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT PT2 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL OM I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS 85 KK 87 KO 6-HOUR ** ** *. * * •• '* •• PTl • * * .... * ... * * .. * *. ~ OUTPUT CONTROL VARIABLES IPRNT !PLOT QSCAL IPNCH !OUT I SAVl ISAV2 TIMINT OPERATION STATION 24-HOUR 72-HOUR HYDROGRAPH AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT I STAQ ELEMENT 60"P MANE 5 0 0 . 0 22 1 1441 0 . 017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK DA2 219 . 11. 50 34 . Pond 66. 11 . 75 34 . 266.24 11. 75 DAl 267. 11. 52 41. 60"P 267. 11 .52 41. DA3 6. 11.55 1. DA3x 0 . 11.55 0 . PT2 7 . 11.55 1 . DA4 68 . 11. 50 10 . PTl 402 . 11.52 85 . BASIN AREA 12 . 11. 14 . 14 . 0. 0 . 0 . 3 . 28. SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING I FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL OT PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) 0 . 50 266 .66 691 . 54 7 .83 1. 00 266.51 691 .00 MAXIMUM TIME OF STAGE MAX STAGE 12. 0.05 11. 0.05 14 . 0 .07 14. 0 . 07 0 . 0 .00 0 . 0 . 00 0 . 0 . 00 3 . 0 .02 28. 0 .14 VOLUME (IN) 7.83 CONTINUITY SUMMARY (AC-FT) -INFLOW-0 . 2771E+02 EXCESS-0 . OOOOE+OO OUTFLOW:O. 2771E+02 BASIN STORAGE-0. 3794E-03 PERCENT ERROR: 0 . 0 *** NORMAL END OF HEC-1 ....... = HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE {HEC-1) MAY 1991 VERSION 4 . 0. lE RUN DATE 08/23/2002 TIME 17: 23: 17 Data File: C:\WINNT\-vbhl542.TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ::::::::::::::: ....... ::::::::;:::::: ..... . ::::::::::::::::::::::::::;:::::::::::::::: Full Microcomputer Implementati on by Haestad Methods, Inc . ...... ::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::··::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road ~ Waterbury, Connecticut 06708 ~ (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl {JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3 .. .. .. . 4 ... .... 5 .... . .. 6 ....... 7 ....... 8 ....... 9 . . . . . . 10 ID 50 Year Proposed Conditions 2 IT l 1441 IO 5 KK DA2 KM 50 Year Proposed Conditions KO 22 BA 0 .0508 PB 9.8 9 IN 30 10 PC .0053 .0108 . 0164 .0223 . 0284 .0347 . 0414 .0483 . 0555 . 0632 11 PC . 0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 12 PC .2042 .2351 .2833 . 6632 .7351 . 7724 .7989 . 8197 .8380 .8538 13 PC .8676 . 8801 . 8914 .9019 .9115 .9206 . 9291 . 9371 . 9446 .9519 14 PC .9588 .9653 . 9717 .9777 .9836 . 9892 .9947 1.00 15 LS 0 94 90 16 UD 0 .12 17 KK Pond 18 KM Detention Pond 19 KO 22 20 RS STOR 21 SA . 6795 l. 3874 2. 0133 2 . 6073 .8619 2 .9215 22 SE 261 262 264 266 268 270 23 SL 262. 5 7.065 0.6 . 5 24 SS 269 50 3 l. 5 25 KK DAl 26 KM 50 Year Proposed Conditions 27 KO 22 28 BA 0. 0664 29 PB 9 . 8 30 IN 30 31 PC .0053 .0108 . 0164 .0223 .0284 .0347 . 0414 .0483 . 0555 . 0632 32 PC .0712 . 0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 33 PC .2042 .2351 . 2833 . 6632 . 7351 . 7724 .7989 . 8197 .8380 .8538 34 PC . 8676 .8801 . 8914 . 9019 . 9115 . 9206 . 9291 . 9371 .9446 .9519 35 PC .9588 . 9653 . 9717 .9777 .9836 .9892 . 9947 1.00 36 LS 77 65 HEC-1 INPUT 37 3B 39 40 41 42 43 44 4S 46 47 48 49 so UD KK KM KO RK KK KM KO BA PB IN PC PC PC 0 .14 60"P Public ~torrn Sewer 1030 .oos . 014 DA3 50 Year Proposed Conditions 0.0019 9 .B 30 .OOS3 .0712 .2042 . Ol OB . 0797 .23Sl . 0164 .0887 .2833 . 0223 .0984 .6632 PAGE 22 CIRC 22 .02B4 .10B9 .73Sl .0347 .1203 . 7724 . 0414 .1328 .79B9 .0483 .14 67 .8197 . osss . l 62S .8380 .0632 .1808 .8S38 LINE ID ....... 1 ....... 2 ..... 3 ..... 4 ..... S ..... 6 ....... 7 ..... 8 ....... 9 ...... 10 Sl S2 S3 S4 SS S6 S7 SB S9 60 61 62 63 64 6S 66 67 68 69 70 71 72 73 74 7S 76 77 7B 79 80 81 B2 83 84 BS B6 B7 BB B9 HMVersion: 6. 33 PC PC LS UD .B676 . 9S8B 0.19 KK DA3x KM KO BA 0.0001 PB 9 . 8 IN 30 PC . OOS3 PC .0712 PC .2042 PC . B676 PC . 9S88 LS 0 UD 0.19 KK PT2 KM KO HC KK DA4 .BBOl .96S3 77 . 0108 .0797 .23Sl .8801 . 96S3 77 .8914 .9717 0 .0164 .0887 .2833 .8914 . 9717 .9019 . 9777 . 0223 .09B4 .6632 . 9019 .9777 KM 50 Year Proposed Conditions KO BA 0 .0189 PB IN PC PC PC PC PC LS UD 9 . B 30 . OOS3 .0712 .2042 .B676 .9SB8 0 0. 10 KK PTl . OlOB .0797 . 23Sl .B801 . 96S3 77 KM Existing Inlet KO HC zz . 0164 .OB87 .2B33 .8914 . 9717 0 Data File: C:\WINNT\-vbhlS42 .TMP .0223 .0984 .6632 .9019 .9777 . 9115 .9836 22 .0284 .1089 . 73Sl . 911S .9836 22 22 .02B4 .1089 .73Sl . 911S .9836 22 .9206 . 9892 . 0347 .1203 . 7724 . 9206 .9892 . 0347 .1203 . 7724 .9206 . 9892 FLOOD HYDROGRAPH PACKAGE I HEC-1] MAY 1991 VERSION 4 . 0 . lE RUN DATE 08/23/2002 TIME 17 :23:17 • 3 IO IT 50 Year Pn,posed Conditions OUTPUT CONTROL VARIABLES IPRNT S PRINT CONTROL I PLOT QSCAL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN IDATE I TIME NQ NDDATE NDTIME I CENT MINUTES IN COMPUTATION INTERVAL STARTING DATE 0000 STARTING TIME 1441 NUMBER OF HYDROGRAPH ORDINATES 0 ENDING DATE 0000 ENDING TIME 19 CENTURY MARK . 9291 .9947 . 0414 .132B .7989 . 9291 . 9947 . 0414 .132B .79B9 . 9291 .9947 . 9371 1. 00 .0483 .1467 . Bl97 . 9371 1. 00 .04B3 .1467 . 8197 . 9371 1. 00 .9446 .05SS .162S .8380 .9446 .OS5S .162S .B380 .9446 .9Sl9 .0632 .180B .8S38 .9Sl9 .0632 .1B08 .8S38 .9Sl9 HECl S/N: 1343001909 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 9S616 (916) 7S6-1104 COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 24 .00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT •••••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 4 KK DA2 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** *** .... *** *** •.••••• *** *** •••••••.•• *** *** *** *"'* *** *** *** *** *** *** *** ++Ir "** ••.• •+• *** ••• *** *** *** *** 17 KK 19 KO 25 KK 27 KO 38 KK 40 KO Pond OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS DAl OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THI S UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH = !OUT ISAVl ISAV2 TIMI NT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 017 T !ME INTERVAL IN HOURS *** *** *** *** ............. *** *** *** *** *** *** *** *** .... *** *** *** *** *** *** .... *** *** **"" *"'"' *** *** *** Ir** "** *** 42 KK 44 KO 55 KK 57 KO DA3 OUTPUT CONTROL VARIABLES DA3x IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH !OUT ISAVl !SAV2 TIM INT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT !SAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** **Ir *** *** **'* *** *** *** *** ..... *** .... *** *** *** *** ""** *** *** *** **Ir *** ~** *'* *** *** *** 66 KK 70 KO 72 KK 74 KO PT2 OUTPUT CONTROL VARIABLES DA4 IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH !OUT !SAVl !SAV2 TIMINT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THI S UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED !SAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 T !ME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** ••• *** *** *** 85 KK 87 KO 6-HOUR PTl OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL OPERATION 24-HOUR HYDROGRAPH ROUTED TO HYDROGRAPH ROUTED TO HYDROGRAPH HYDROGRAPH AT AT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT STATION 72-HOUR AT AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT ISTAQ ELEMENT 60"P MANE 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FI RST ORDI NATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS OT (MIN) 0. 50 PEAK FLOW RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS , AREA IN SQUARE MILES TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN PEAK AREA DA2 244 . 11.50 38. 13. Pond 69. 11. 77 37. 12. 266.63 11. 77 DAI 300. 11.52 46. 16. 60"P 300. 11. 52 4 6. 16. DA3 7. 11. 55 1. 0 . DA3x 0. 11.53 0. 0 . PT2 8. 11.55 l. 0 . DA4 78 . 11. 50 11. 4 . PT! 448. 11. 52 96. 32 . SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING PEAK I FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL TIME TO VOLUME OT PEAK TIME TO PEAK PEAK (CFS) (MIN) (IN) (MIN) (CFS) (MIN) 299. 67 691. 52 8 .80 1.00 299. 56 691. 00 *** NORMAL END OF HEC-1 ... MAXIMUM TIME OF STAGE MAX STAGE 13. 0 . 05 12. 0 .05 16. 0.07 16. 0. 07 0 . 0.00 0 . 0.00 0 . 0. 00 4. 0 . 02 32. 0 .14 VOLUME (IN) 8.80 HECl S/N: 1343001909 HMVer§.ion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 08/23/2002 TIME 17: 24: 29 Data File: C:\WINNT\-vbh063A.TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx :;::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc . ::::::::::::::::::::::::::::::::::::::::::: :::::: ::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 .. (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY , DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID .. ..... 1 ....... 2 ..... . . 3 ....... 4 . ...... 5 .. ..... 6 .....•. 7 ....... 8 ....... 9 ...... 10 ID 100 Year Proposed Conditions IT 1 1441 IO 5 0 KK DA2 KM 100 Year Proposed Conditions KO 22 BA 0 . 0508 PB 11 IN 30 10 PC .0053 . 0108 .0164 .0223 .0284 . 0347 . 0414 .0483 . 0555 .0632 11 PC . 0712 . 0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 12 PC .2042 . 2351 .2833 .6632 .7351 . 7724 .7989 .8197 .8380 . 8538 13 PC .8676 .8801 .8914 .9019 . 9115 . 9206 . 9291 .9371 . 9446 .9519 14 PC .9588 . 9653 .9717 . 9777 .9836 . 9892 .9947 1. 00 15 LS 0 94 90 16 UD 0.12 17 KK Pond 18 KM Detention Pond 19 KO 22 20 RS STOR 21 SA .6'95 1. 3874 2.0133 2 . 6073 2 .8619 .9215 22 SE 261 262 264 266 268 270 23 SL 262.5 7.065 0.6 . 5 24 SS 269 50 1. 5 25 KK DA! 26 KM 100 Year Proposed Conditions 27 KO 22 28 BA 0 .0!64 29 PB 11 30 IN 30 31 PC .0053 .0108 . 0164 .0223 .0284 .0347 .0414 .0483 . 0555 . 0632 32 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 33 PC .2042 . 2351 .2833 . 6632 . 7351 . 7724 .7989 . 8197 .8380 .8538 34 PC . 8676 .8801 .8914 .9019 . 9115 .9206 . 9291 .9371 . 9446 . 9519 35 PC .9588 .9653 . 9717 . 9777 .9836 .9892 .9947 1.00 36 LS 0 77 65 HEC-1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .14 KK 60"P KM Public Storm Sewer KO RK 1030 KK DA3 .005 .014 22 CIRC KM 100 Year Proposed Conditions KO 22 BA 0.0019 PB IN PC PC PC 11 30 .0053 . 0712 .2042 .0108 .0797 .2351 . 0164 .0887 .2833 .0223 .0284 .0984 .1089 .6632 .7351 PAGE 2 .0347 .1203 . 7724 . 0414 .1328 .7989 .0483 .1467 . 8197 .0555 .1625 .8380 .0632 .1808 .8538 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 HMVersion: 6. 33 PC PC LS UD . 8676 . 9588 0 0.19 KK DA3x KM KO BA 0.0001 PB IN PC PC PC PC PC LS UD 11 30 . 0053 . 0712 . 2042 . 8676 .9588 0 0 .19 KK PT2 KM .8801 .9653 77 .0108 .0797 .2351 .8801 .9653 77 .8914 . 9717 0 . 0164 .0887 .2833 . 8914 .9717 0 .9019 . 9777 . 0223 .0984 .6632 .9019 . 9777 . 9115 .9836 22 . 0284 .1089 .7351 . 9115 .9836 KO 22 HC KK DM KM 100 Year Proposed Conditions KO 22 BA 0 .0189 PB 11 IN 30 PC PC PC PC PC LS UD .0053 .0712 .2042 . 8676 .9588 0 0 .10 KK PTl .0108 . 0797 .2351 .8801 . 9653 77 KM Existing Inlet . 0164 .0887 .2833 .8914 . 9717 0 .0223 . 0984 .6632 . 9019 .9777 . 0284 .1089 .7351 .9115 .9836 KO 22 HC zz Data File: C:\WINNT\-vbh063A.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17: 24: 29 ' 3 IO IT 100 Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE .9206 .9892 .0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL IDATE I TIME NQ NDDATE NDTIME I CENT 0 STARTING DATE 0000 STARTING TIME 1441 NUMBER OF HYDROGRAPH ORDINATES 0 ENDING DATE 0000 ENDING TIME 19 CENTURY MARK . 9291 . 9947 .0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 .9291 .9947 . 9371 l. 00 . 0483 .1467 . 8197 . 9371 l. 00 .0483 .1467 . 8197 . 9371 l. 00 . 944 6 .0555 .1625 .8380 .9446 .0555 .1625 .8380 . 944 6 .9519 . 0632 .1808 .8538 .9519 . 0632 .1808 .8538 . 9519 HECl S/N: 1343001909 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO 17 KK 19 KO 25 KK 27 KO 38 KK 40 KO COMPUTATION INTERVAL TOTAL TIME BASE 0. 02 HOURS 24 . 00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE ***********•** DA2 ********"'**·~· SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH !OUT JSAVl ISAV2 TIMINT Pond 5 0. 0 22 l 1441 0. 017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES DAl IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES JPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED JSAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 . 017 TIME INTERVAL IN HOURS 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH !OUT ISAVl ISAV2 TIM!NT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS *** ••• *** *** *** *** *** *** *** ...... *** *** *** ....... *** *** *** *** *** *** *** *** *** *** *** ••• ++• *** *** *** *** *** 42 KK DA3 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS ••• *** .... *** *** *** *** .,,, ...... *** ....... *** *** ....... *** **"' *** .... *** *** .... *** *** *** *** *** .... *** *** *** ... * *** 55 KK 57 KO 66 KK 70 KO DA3x OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS PT2 OUTPUT CONTROL VARIABLES IPRNT 5 !PLOT 0 QSCAL 0. IPNCH 0 !OUT 22 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT !SAVI ISAV2 TIMINT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** ....... *** *** ••• *** *** *** *** ••• *** *** *** "'** ••• *** *** "'** *** *** "'** ....... *"'* *** 72 KK DM 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** **" *** ....... *** *** *** *** *** **"" *** *** *** *** *** *** *** *** *** *** *** **'* *** *** *** 85 KK PT! 87 KO OUTPUT CONTROL VARIABLES IPRNT !PLOT QSCAL IPNCH !OUT !SAVl ISAV2 TIMINT OPERATION STATION 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT !STAQ ELEMENT 60"P MANE '*** NORMAL END OF HEC-1 *** 5 PRINT CONTROL PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 22 1441 0.017 PEAK FLOW PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD PEAK DA2 274 . 11 .50 43. Pond 73. 11. 77 42. 2 67 . 11 11. 77 DA! 339. 11. 52 52. 60"P 339. 11. 52 52 . DA3 8. 11.55 1 . DA3x 0. 11. 53 0 . PT2 9. 11 . 55 1. DA4 90. 11. 50 13. PT! 504. 11 . 52 108. BASIN AREA 15. 14 . 18. 18 . 0. 0. 0. 4. 36. SUMMARY OF KINEMATIC WAVE -MUSK!NGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL DT PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) 0. 49 339.25 691 . 35 9. 98 1. 00 339.12 691. 00 MAXIMUM TIME OF STAGE MAX STAGE 15. 0.05 14. 0. 05 18. 0.07 18. 0.07 0. 0. 00 0. 0. 00 0. 0 .00 4. 0.02 36. 0 .14 VOLUME (IN) 9.98 APPENDIX6 TxDOT STORM SEWER 10-YEAR ANALYSIS 100-YEAR ANALYSIS Scenario: Base 1-12 1-18 P-22 1-7 Bury & Partners Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestationtxdot.stm 08/30/02 10:09:52 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 0-2 Project Engineer: BILL FEY StormCAD v4.1.1 [4.2014] Page 1 of 1 Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Manning~ Full Upstream Inlet Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Area CA (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (acres) (acres) (cfs) (ft) P-4 1.48 0.81 0.81 8.63 7.08 112.00 0.031250 18 inch 0.014 17.24 262.00 P-19 0.82 0.53 1.35 8.54 11.59 18.00 0.005000 18 inch 0.014 6.90 258.40 P-22 1.18 1.06 2.41 8.52 20.69 100.00 0.001 900 24 inch 0.014 9.16 258.21 Bury & Partners Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestationtxdot.stm 08/30/02 10:09:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 258.50 261 .06 258.31 260.81 258.02 259.84 Hydraulic Grade Line In (ft) 262.67 261 .06 260.81 Project Engineer: BILL FEY StormCAD v4.1 .1 [4.2014] Page 1 of 1 ~--·--·····--····-······· ~-···"·'-·"'""' . ···················•·•·····• ·-·· .... Label: <l:2__ --··-----· ----......... ------. Rim: 260.05 ft Sump: 258. ft i 0+00 0+50 Label: P-22 Up. Invert: 258.21 ft On. Invert: 258.02 ft L: 100.00ft Size: 24 inch S: 0.001900 ft/ft Label: 1-12 Rim: 269.50 ft Sump: 258.21 ft ·-··--··--··-·········•·¥···· ... Profile Scenario: Base Label: 1-18 Rim: 269.00 ft ~~p:_258 .~()!! . ---270.00 268.00 266.00 264.00 ..; 262.00 Label: 1-7 Rim:-262:00ft ' 260.00 1+0o Station(ft) 1+50 Label: P-19 Up. Invert: 258.40 ft On. Invert: 258.31 ft L: 18.00 ft Size: 18 inch S: 0.005000 ft/ft 2+00 Label: P-4 Up. Invert: 262.00 ft On. Invert: 258.50 ft L: 112.00 ft Size: 18 inch S: 0.031250 ft/ft 10 Yfl. SwfL~ Bury & Partners Sump: 262.00ft : 258.00 2+50 Bevation (ft) Title: HO-COLLEGESTATION j:\048\030\stormcad\hd-collegestationtxdot.stm 08/30/02 10:08:54 AM © Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: BILL FEY StormCAD v4.1.1 (4.2014) Page 1 of 1 Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Manning~ Full Upstream Inlet Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Area CA (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (acres) (acres) (cfs) (ft) P-4 1.48 0.81 0.81 11 .64 9.55 112.00 0.031250 18 inch 0.014 17.24 262.00 P-19 0.82 0.53 1.35 11.50 15.61 18.00 0.005000 18 inch 0.014 6.90 258.40 P-22 1.18 1.06 2.41 11.48 27.88 100.00 0.001900 24 inch 0.014 9.16 258.21 loo Yr. 5Torm Bury & Partners Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestationbcdot.stm 08/30/02 1O:1 0:56 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 258.50 262.15 258.31 261 .69 258.02 259.93 Hydraulic Grade Line In (ft) 263.11 262.15 261 .69 Project Engineer: BILL FEY StormCAD v4.1.1 [4.2014] Page 1 of 1 r-···········-· .. -· ... ---·-·············-············-·············- Label: 0=2 ----- Rim: 260.05 Sump: ~5 2 ft 0+00 0+50 Label: P-22 Up. Invert: 258.21 ft On . Invert: 258.02 ft L: 100.00ft Size: 24 inch S: 0.001900 ft/ft Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestationb<dot.stm 08/30/02 10:10:43 AM Label: 1-12 Rim: 269.50ft Profile Scenario: Base Sump; .. 258.2-1.ft ····· Label:-1--1-8 ···········-----·--· Rim: 26~.00 ft Sump: 2$8.40 ft 1 +00 Stati (ft) 1 +50 on Label: P-4 2+00 Label: P-19 Up. Invert: 262.00ft Up . Invert: 258.40 ft On. Invert: 258.50 ft On. Invert: 258.31 ft L: 112.00 ft L~ 18.00 !t Size: 18 inch Size: 18 inch s· 0 031250 ft/ft S: 0.005000 ft/ft . . l 00 Vr-_ S ""fo ("IV\ Bury & Partners 268.00 ................ : 266.00 Label: 1-7 Rim: 262.00 ft Sump: 262.00 1t ················ ---. 264.00 ······< 262.00 260.00 ...... -······ ......... : 258.00 2+50 Bevation (ft) © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: BILL FEY StormCAD v4.1.1 [4.2014] Page 1 of 1 APPENDIX7 DETENTION POND PLAN PRIVATE STORM SEWER PLAN