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HomeMy WebLinkAboutDrainage Report �. 1 7 111 Pa 5 c 5C) afn DRAINAGE/DETENTION REPORT For The Home Depot The Gateway Subdivision State Highway 6 Bypass and University Drive College Station, Texas Po Prepared by Bury +Partners - SA, Inc. 10000 San Pedro, Suite 100 San Antonio, Texas 78216 tar Po .- `. '. August 2002 Bury +Partners Consulting Engineers and Surveys rs it DRAINAGE/DETENTION REPORT for ifflO IFOR 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." SIB t tt� . * Registered Professional ngineer 1 .�f, State of Texas No. 87617 4174 TR JP . , + . •�+rwwwww ....7... f le 6 5" � August 2002 r.• INye'. 0&kit 1:\Drainage Reports\Home Depot\229- 002\flysheet.doc.vrc 2S mow BURY +PARTNERS aur TABLE OF CONTENTS Introduction 1 tab Pre - Developed Conditions 1 East Drainage West Drainage TxDot Drainage "O" 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 alit 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 abs ... APPENDIX (cont'd) Appendix 3 ... Private Storm Sewer Storm Cad — 10 -Year and 100 -Year Analysis Inlet Calculations Appendix 4 Detention Basin Hydrograph Tail Water Condition No Tail Water Condition Appendix 5 as HEC -1 Analysis Existing 2 -100 Year Proposed 2 -100 Year Appendix 6 TxDOT Storm Sewer Storm Cad — 10 -Year and 100 -Year Analysis Proposed 2 -100 Year Appendix 7 Detention Pond Plan Private Storm Sewer Plan ON atm ite Nib BURY +PARTNERS INTRODUCTION The proposed improvements consist 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 CLOMR and LOMR will be submitted in conjunction with this report by Mitchell & Morgan, LLP. SO 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 -1E 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- 1 E/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 converges 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 oin BURY +PARTNERS ftro owe 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 1A. A storm drainage structure will be constructed to convey storm drainage runoff • from DA -1E/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 10. Public Storm Drainage The rational formula was used to calculate the runoff for DA -1P (See Table 1). A proposed 60 -inch "'• public storm sewer will be constructed within Lots 11 and 2R to intercept the flow from DA -1P and convey the flow for the 2 -100yr storms though the site. A 6'x6' junction box will connect the proposed 60" storm sewer to existing 48 ", 30 ", and 18" 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 1). The On -site Drainage Master Plan consists of 18 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 10 -yr ultimate development and analyzed using StormCAD (See Appendix 3). The system will stub out into Lot 1A with area inlets. The remainder of the western system will be built when Lot 1A is developed. The future storm system will collect the remainder of the storm water flow from Lot 1A and a portion of the 60' private access easement located along the western property line of Lot 1A. Inlets are sized by drainage area collected at each inlet based on Table 1 and inlet calculations (Appendix 3). Eastem Private Storm Sewer • The eastern storm drainage system will be constructed within Lot 11. This eastern system was designed for the 10 -yr ultimate development and analyzed using StormCAD (See Appendix 3). ,.. 2 ego BURY +PARTNERS W �.. ( •opMcDOr`O O c, • OOLD i N N M M r C M DTr • c N ^ 141 °C) M c'MO r O M o O CO O O O c0 o CO CD CD O CO c0 o O CO up co 001.1- O. O 00 00 rf) . r ? r w CO • N • N O _ lf) d. 00 ti in Tr. lf) O co O Q1 O O 00 at OSDU N � o Tr • c6 01 cyN -�vr N MO e- L M r co OSI c o• 0 • • • • • • • • • • • • • • • 00 T. U) r r o 0o c O co M M ti O C O t` 0 U7 um 9ZD V CD N N N . N - CD Ul tt • NNO "" SZI c 00 1 4 1 0 0)0) CD CD rnrnrn CD rnrnrn 01 CD CD CD CD CD CD CD 0 of 6 6 O of o of of 6 Qi of o 6 0 0i of 0) of 0 o) CO e- O CO r�ao C O M U Mln CVMCONCVODCD MMhN OLD U CO 00 N - 0� V M N 0 0 Id 00 M Ui N N O O m L.. O LI = `r (0 o CD cD CO CO cD O CD CD C0 CD CO CO (0 c0 c0 CO CO CD CO I! r wo00 00000060000000006 0000a6 06 00 1� . r N N r- c,.) 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No additional impervious aro 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 100yr 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): 10yr - 266.20', 25yr — 267.25', 50yr — 268.05', and 100yr — 268.79'. Because the HEC -2 analysis of Burton Creek does not analyze the 5yr storm, water surface elevation `fl . of 265.15' was estimated. The two -36" low -flow pipes for the out flow structure will be placed at an elevation of 261.00' 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). ea ... 3 BURY +PARTNERS obi Table 2:- DETENTION VOLUME SUMMARY (With Tailwater) Contour Elevation Area (ft Volume (ft 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 / W.S. — 264.33 / 224,200 ft 265.00 100,638 287,323 l0yr / W.S. — 264.63 / 252,215 ft 25yr / W.S. — 265.01 / 288,322 ft 50yr / W.S. — 265.36 / 326,226 ft 266.00 113,575 394,430 100yr / W.S. — 265.50 / 340,462 ft 267.00 119,120 510,777 268.00 124,665 632,670 269.00 125,964 757,984 Spillway Elevation 269.00/ 757,984 ft 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: INFLOW /OUTFLOW SUMMARY (No Tailwater) STORM VOLUME INFLOW OUTFLOW W.S. ELEV. (ft (cfs) (cfs) 5YR 179,604 208 32 263.83 10YR 202,834 234 43 264.10 25YR 227,680 267 53 264.37 50YR 253,306 302 70 264.64 100YR 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 Att-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 BURY +PARTNERS 2. More storage is available than required with a 3.50 -foot freeboard above the 100yr 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 ON 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 aro 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 FT/FT HRS. # FT /S COVER FT. FT. 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 1P 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 oar 5 mom BURY +PARTNERS aph TABLE 5: PEAK FLOW SUMMARY Study 100YR 50YR 25YR 10YR 5YR 2YR point (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) PreDev @ 619 541 475 384 306 198 PT1 PostDev 504 448 402 336 279 199 @ PT1 PreDev @ 67 58 50 40 31 19 PT2 PostDev 9 8 7 5 4 3 @ PT2 PreDev @ 32 31 27 24 21 17 PT3 PostDev@ 15 14 13 11 10 8 PT 3 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 semi- 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. 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O -3O O APPENDIX 2 PUBLIC STORM SEWER STORM CAD • 10 YEAR ANALYSIS) • 100 YEAR ANALYSIS 1. ;O 1. a6ed 9991. 99L YSfl 80L90 10 `kingJaleM peon apis)owe L£ 'ouI 'spoylaW pelseeH 0 Wy ££:va:60 ZO/£0/60 I171.0Z•b1 1.'1.•17A GV3WJolS siouped g king wls•u!eJp ollgnd \0£0 \8bovf Jesfl Id8 :Jaaul6u3 loafwd uoµelS 9681100 -aH :914l1 1.-er Z - er a £ - Elf d 9 - 1 ver tid-o esee :opeueoS dam 0 N O Et v a) m , - MI o) (0 c W U N CO c. O N t'' E " c co O) c0 (0 a) 0 N J c co (0 (0 O(0 E O 0 N N N N N a j CO h (o N -0 0 0 O) v CO (0 (` 0 F c0 O (0 4- V - a) co co co co co _ c 0 N N N N N E V O) CO M co c O O N O O (O (O (0 (0 7iiia) w' N N N N N c C O W 0 (0 (0 O) (0 (0 (0 E c N I' 6) M CO O (f) V O N CO O 0 CO CO 0 0 (0 N C j 5 N N N N N M a _ _ N o D W ('4 M CO h O + _ 'V O CO .- CO O N _ _ ,— LL Q. 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E. 0 O a e o 5 • N A- i av as ii 03 a 8 8 8 8 8 8 8 8 8 aa) a '' E 8 to to 8 As, = > a p W U 0 E . 0 d U r ?Co, e I ° 1 � a 0 L • rr I I ; So rr 1 j ',o I i C C • ,n 2411 9lia 1 1 1 I 1. 1 m o (O I CO 1 6 I I M o 1 N + • I I. 0 1 CO 2 I o zc F I U I N 1 ,,,,,--g, dr g O m RI OD m I 2 35JMO c m r 4= • I m a O 'i g 06 'o V I J I m y \J N I ' 1 M I C` 1 1 c to L 2 1 I as I I as as I = O I o 1, a 1! I', I v. om la I rx vv a c o ^'R8 535_$ty 1' I . I r i I c7 I I E I o X, rr 1 1 r rn a 1 RPB I 358A. I 1 1 1 1 I 1 i I p V 1 c 2 =' 1 ct 7 Q -NN I I ,`,32 N a rn m _NE 1 Ymvoo °m • N • 3 _ I " = p9 do U O • a ! a a M N 9 O O N co O el Ira 0 O> H O co N O FL v m m o) L • a 0v c > ca) p c w Q U U (O co co co co 5 c co O) O N N 1- @ ca cu Es (0 7 co r to O O >,0 N N N N N = J d V j co M O O (o N 'o 0 .-. O) co N CO O - n co CO co co T() C v N N N N N M J E O) M M r N ca c 'C O (0 (0 (O O CO "' F. N N N N N C o W U co co E N V O CO CO C N . O , 1.9 V O N N N'' ^ (O co co co CO 4 , - ,i C > N N N N N CO Q— N O D W N > co Co 1-- O + _ 'V (o co — c0 O 7 (Ow O O Q IL 0 r CO 0 o v v v v v ` 0 0 0 0 0 0 o) c CO C c 0 0 0 0 0 0 m 2 0 CD C 0 0 0 0 0 0 C 0 C C C 7 U) 0 N (n C C CO ( (00 CO m Q c k r O N M 0) 0) 0 (0 LL -° 0) 0 0) 0 1 a i (n 0 0 (n 0 0 (n O v CD CD t) N 0 0 0 ( p ` ilk 0 0 0 0 0 O Q. , O O O O O O m ce a o� o L O O N O 0 m 2 O)^ CO O I•-CO O J (0 0 (0 C N N CO co I- co U N N 3 y O co (0 O co C 02'5 ' a0 n O F— > U N a V co co ul (n N N N N N 'o E.�^ — o co N N L O O) co N- 1` CO N N N C O O) W 0) 0) 2 ( c 'O m O co 1— 1- co 0 (0 co O CO 0) N 0 N •V t0 (O O = m N N N N N 0 U Q v —U 0 0 E 2 10 (0 N (n N a n E ( O n v ( N (0 N N N O O w c0 0 c E 0- 0 N YO . Q (0 O O O) co O m . 0 (0 E _ in (0 V 1` N In CO f6 N n N O O 01 V O O_ 0 �'O U _ _ = CO 0 N .. a0 co "a,. ID N CO N '7 O J n. a.. O d d 9 O a�v — s N O D O N A A- 0- , a> 4 4 0 2 q 4 R q 4 0 a CI) N t C n W U U E a) p O fl -8o 2 � 3m3 1 11 11 q 0 II 1, Ri 8 5 1 I ^ tr •• a0 a`> m I /� / 7'5-4. VS, 11 II I I I t 1i. '.. 1 aG 11 M � ry 6 I I : 5 L E 8 1 II H 0 I O I, CO ui ri 0 N + • 1 • I D O 0 t ... 1- qg CO 0 0 ■ S (....2 = h- "'r t 88 U 1 u .' ' /�/� 1 2 — A:. [ , 248-18 q f _ 3 CD - ._„e) 7 0 I Y 2 L % I W m m a Y I - m o I 1 C co ci c ui v O t C I L ca i •0 m I W a) m 1 I © 1 I 1 O 0 i ' I . 3 ,z6 I I I 1 M • a d tt" I I E4 I 3361711 rn I f r 1 8� are ■ 1 1 1 1 1 I I G8�fi- is � $ ■ 3 66 -i blo 1 • i 1 I I I 1 1 c O N g8o . .@ @ Q 3 E � 88 fib a ) -0 N 3re� n Ol U _ a`-gvo o D of E 336 SIN U o dery O co 0 31Ea W co a) 0 O F- O APPENDIX 3 PRIVATE STORM SEWER STORM CAD 10 -YEAR ANALYSIS 100 -YEAR ANALYSIS INLET CALCULATIONS GRATE INLET CALCULATIONS Q = 4.82AgY ^0.5 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 Y^1.5 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 ,. >a` III w lL o O J N •- J_ a) � m � a a) v c > 'El 0 f1 C Q _ 10 O (A N 0 t0 (0 W U O C O 'V' CO V' O fS @ m a) - N Co O 0 0 1. O L6 t0 0 O C ,-. n CO 1s O O CO O O (O O co >,0 J N N N N N N N N N Cl. 2 O 0 j co 0 O) N 0 0 O 0 �. CO (O d: V: (D LO a) a O ( ( C ( ( ( ( ( >>,0 C v N N N N N N N N N 1 J M M CO 0) N. CO 0 E N V 0 N CO (n t` M O CO C 1: O (n m: M Ni N C � _ f0 (O (O (0 (0 f0 CO O (0 N N N N N N N N N N C o W 0 O ( o co M co M O O 1` CC) O E c o in h 0 N NY 1� N m t C CO h (0 V 4 CO N to (0(0(0(0(0(0(0(0(0 to y N N N N N N N N N r O __ m O co 0 w (v >` N 10 1� M 1• N V CO + _ '0 CO d: N CO 0 0 (0 t(') 3 CO w d' m O 'R V '7 'd' V' O Q LL U V N N M 0) CO CO CO CO 1- (1) o ) v v v a v v v v v 0 c c 0 0 0 0 0 0 0 0 0 m 0 0 0 0 0 0 6 0 O 0 ca I- N c .c 0 .c .c ( 0() .c 0 V, Z N a: r CO O c0 M° CO v v v v v v ` 2. 2. Q ,-- a- c m C O C t` N 0 ( N N 0 0 I' 03 5 0) 0 0 0) 0 0 0) CO a • � 0 0 0 0 CO 'Sr 0 CO 0 O 08 0 0 o 0 0 0 0 0 0 0 0 m _ � ▪ o 0 0 0 0 0 0 d 0 0 a cc V d o�v - M 0 U) U m Y O 2 a) O o O o O O O O O m N v 0 W m M o 0 t0 m o N. J To 3 t0 M N N CO m o 0 V C o u) O v (0 0 r O 4 CO t0 (1 V I- ( > U co t0 N- 0 O) 0) 0) O N E Y . -. O CO 7 N N m 1� O 0 L T v O O O O a) c V co _ _ m N. to h t0 to CO 1` CO V) '0 CO o '� (O 1� 0 0 0 Q) _ a) l0 � Q © .2 0 O E 2 E w m as >, -- 2a) E V) N a 3 c O y "' E '- h 00) 0 0 O N 0 0 N al ss.ss 10' Q M O .-- o— 0 0 N Z c 0 0) M co O co co 0 0 LLI 0 E V 1� o .- (A N O ,- a3 m N M o N O 0 O J O N C, V J o a "":5 0.90 0 s O = CO O L9 (� N 0 CO N 0) N N N ■ J 0_ d d d d d d a d FA o co 1-�O /1 W'Q w t IL 0 0 J N - C Jvo, O m'- m :1= a N 0v d > c a) w U W y€ a ci) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cM N , - O ai 00 ti a5 Lri d' N N N N N N CO N CO N N + 0 M r LO Lo � 0 N- M(O. L _ CO �f�N I i O - to _8 M 0 N 3 I 0 , I I 0 0 N o M 0 O 0 m N (A d Q N I il T t > ce)O 'J .cc J D � �I (n (/� a)0 2 P m M I CO o N III 0) r I J w I co ww S o I o L 1 0 0 CO I + 6' rn 0) Z 01 .. ��N I C O O vit _ 1 + o3 J N (� 0 a J E i w 0 0 0 (0 =00 „91 _.... _.._ _. _..... + N V N CO O F ...A O W O w w J N _ 4 N m 0 0 0 0 0 0 0 o a o 0 o r r o T a, . u, - mo C U a i 0 R 1 I 1 I aiY 1 , O O O L A n 0 "a 03 1 I __ N s + I I °YY Q • CO co O 1 • I o ,, co O N U as 3 0 m a c T a I c cCa ed v to -1 R m o o a: ss m • I M N p L N 11 i V N N N as - O 0 j YY I I -y I i I I I I I liE I 1 Y 1 E YY -wm (Ni Vi O 5 Z co : o Oar e D _ \ \ / 8 \ E io \ J O \ 0 e, O 0 CD 01 '�� G1 g N _, O F- } v W w U. o O J N f. J V a) r (0 a N v a) c - 6 . ¢ U ( O 6 N V 0) (0 CO W U j C M M M h 0 CO CD t Ft ( C n c t = O co (A (0 (0 C (0 V V y O ` CD CO CD (0 D (0 CO (O _ 0 J N N N N N N N N N 0_ V j m 0) N V O (0 (0 M M N 7 .O O <6 ^ C�) V• II O N (0 M N 0) n 00 (D (O 6 V V V j , ( .� J v N N N N N N N C.0 N • M E N •d' 0) (0 M (n N- co 0 (O c t` CD (A V M N 2 -c O co CD CD O (O O CO CO CD 05 a) 00 N N N N N N N N N c • C > a v , o W CI O co O M ‘-_ M CD O ,-- n W O E C O CO r CA .- N V N. N CO C C o6 r` CO V V M N u) E > >. N N N N N N N N N t` a- a) o D W N >' N (O r M I N V a0 + — ' V (O V N M O CO M 0 7 (0 N V' (A O) V V V V V O Q < u_ o b N N M 6 Oo 00 6 6 N- U co ' co co a0 a, v V V• v V• V v NI V• o C N. 0 0 0 0 0 0 0 co o m c c 6 0 0 0 0 0 0 0 0 o 2 U CD p U U U U U U U U U Z` W } 1 N C C C C C C C C C L _ 7 CO co a) (n O O CO co co co co co co co W 0 (n co M co V V V V V V R .- C (0 O O a� co co N 0 (O N NC O 0 m 0) 0 0 0) o 0 0) CO a •� U a) ^ 0 0 0 0 0 0 0 o 0 / ciI ' CD C 0. 2 o 6 0 0 0 0 0 0 0 0 Z o _ �, _� 0 0 0 0 0 0 0 0 0 , (0 CD D. o N ` m U , ti. Y O L O 0 0 0 O 0 0 0 O 2 o)- O O O O O O O O O m J v 00 W O M 0 0 (f) O) 0 M N a 3^ N O O N CO 0 O U C o V ti (O Ni CO Ni O O(0 M I - - ( T u_ N 4- (O CO CO n CO n N a E .. ^ co co CO co co V N 0 0 O (O V N O m CA n L "" C L 00 00 M 00 O W n n N: C co I 0) N.- (A 10 I N 0 0 co M O V O f� 00 00 W m co m 1 o) �Q © ( (0 Uma U E > (0 N T E N N a - .., D N C • 0 E r' I` W o co O N O O y CO .... ( M O O r o 0, Z p) N Q 2 o w aCU 3 Q v CO L to 0 in m 0 M (0 0 CO W ( a 0 a E V N- 0 r 0) CV O 0 3 6 N y co oM o N O., o O r J F J t .. O O , = 0 O (U V O M O O N co co (O h N N N N N V N CO aa aaaaao.a E 9 c I-O c�' WO 0 LL N 0 O C J _ d' m � a 'p if) v c > co 6 W w �€ o 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d' cei CV N - O oi 00 ti (0 Lti Tf N- N- N- N- N- (O (0 (0 C0 (0 CO 0 N N N N N N N N N N N O + 0 CO Lo I` = C O O ! r„,N Lo. 1.. v O N Q.. h .CO NNE 0 N I 0.., a) a) 0 0 O CO‹ I� cOMO QC N 0 ° N. � DOJ U )U) CD \ O (/) o I O � E a CD m 1 + \" 3 L v� asv d 2 ; ° ce m m Cl) I Q o m N6 M I J O N I �° ■ N CD i o 0 N I 0 E I 174 N C CO 0 fa g O 0 + 6' O't I 0) z rn O m Cfl�N I I ¢ _N Q, i 0 i- 00 W -a u) 8 N O O O CO = O O k....: N v N co O h : ..o W r- LL p O J N '' N e ° :. m Ol e e e ° r n '°° r f0 'di r •rn o W U t E m o ` ain c 7 2 pE -- I L 0 I 4Y I I I I I € , mmm® I -- I - 1 e� ° I e 1 a st .° N N a s n I o N I t 1 -t v Q co I : N. 0 (0 o N 1 il 0 co I I 0. . R ` m `° 0 I o a 0 m '_� N O si m I N. 1 M U C W O E E L 2 as I co cg c ° o I I II I II I e' I • a ° z•n a I I _°YY I E N I ■ N O co co 0 N 111 T M W M IN \ J g i' N V N �k;. y, F— co APPENDIX 4 DETENTION BASIN HYDROGRAPH • TAIL WATER CONDITION • NO TAIL WATER CONDITION Hydrograph Report _ Page English Hyd. No. 2 Post Developed Conditions Hydrograph type = Rational Peak discharge = 207.59 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 7.10 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 224,200 cuft Hydrograph Discharge Table_ Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 17.30 33 25.95 2 34.60 34 17.30 3 51.90 35 8.65 4 69.20 5 86.50 6 103.80 ...End 7 121.10 8 138.40 9 155.69 10 172.99 11 190.29 12 207.59 « 13 198.94 14 190.29 15 181.64 16 172.99 17 164.34 18 155.69 19 147.05 20 138.40 21 129.75 22 121.10 23 112.45 24 103.80 25 95.15 26 86.50 27 77.85 28 69.20 29 60.55 30 51.90 31 43.25 32 34.60 Hydrograph Report Page 1 English Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 5 yrs Time interval = 1 min . Inflow hyd. No. = 2 Reservoir name = POND Max. Elevation = 264.33 ft Max. Storage = 224,200 cuft Total Volume = 0 cuft Storage Indication method used Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 0.00 261.00 0.00 « 1 17.30 0.00 0.00 « ...End Hydrograph Summary Report 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 (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 226.53 1 10 203,874 10 - - -- Pre Developed Cond 2 Rational 233.53 1 12 252,215 10 - - -- Post Developed Con 3 Reservoir 0.00 1 0 0 10 2 264.63 252,215 Y Proj. file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 Hydrograph Report Page 1 English r Hyd. No. 2 Post Developed Conditions Hydrograph type = Rational Peak discharge = 233.53 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 7.98 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 252,215 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 19.46 33 29.19 2 3 892 34 19.46 3 58.38 35 9.73 4 77.84 5 97.31 6 116.77 ...End 7 136.23 8 155.69 9 175.15 10 194.61 11 214.07 12 233.53 « 13 223.80 14 214.07 15 204.34 16 194.61 17 184.88 18 175.15 19 165.42 20 155.69 21 145.96 22 136.23 23 126.50 24 116.77 25 107.04 26 97.31 27 87.57 28 77.84 29 68.11 30 58.38 31 48.65 32 38.92 Hydrograph Report Page 1 English Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND Max. Elevation = 264.63 ft Max. Storage = 252,215 cuft Storage Indication method used. Total Volume = 0 cuft Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B CIv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 0.00 261.00 1 19.46 0.00 0.00 « 0.00 « ...End Tl ydrograph Summary Report = - Page 1 .flyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak (origin) (cfs) (min) (min) period hyd(s) elevation storage description (cuft) (yrs) (ft) (cuft) 1 Rational 258.72 1 10 232,845 25 - "'" Pre Developed Cond 2 Rational 266.96 1 12 288,322 25 - - -- Post Developed Con 3 Reservoir 0.00 1 0 0 25 2 265.01 288,322 Proj. file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 Hydrograph Report Page 7 English Hyd. No. 2 Post Developed Conditions Hydrograph type = Rational Peak discharge = 266.96 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 9.13 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 288,322 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 22.25 33 33.37 2 44.49 34 22.25 3 66.74 35 11.12 4 88.99 5 111.24 6 133.48 ...End 7 155.73 8 177.98 9 200.22 10 222.47 11 244.72 12 266.96 « 13 255.84 14 244.72 15 233.59 16 222.47 17 211.35 18 200.22 19 189.10 20 177.98 21 166.85 22 155.73 23 144.61 24 133.48 25 122.36 26 111.24 27 100.11 28 88.99 29 77.86 30 66.74 31 55.62 32 44.49 Hydrograph Report Page 1 English Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND Max. Elevation = 265.01 ft Max. Storage = 288,322 cuft Storage Indication method used. Total Volume = 0 cuft Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 0.00 261.00 0.00 « 1 22.25 0.00 0.00 « ...End Hydrograph Summary Report 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 (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 292.46 1 10 263,213 50 - - -- Pre Developed Cond 2 Rational 302.06 1 12 326,226 50 - - -- Post Developed Con 3 Reservoir 0.00 1 0 0 50 2 265.36 326,226 Proj. file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 Hydrograph Report Page English Hyd. No. 2 Post Developed Conditions Hydrograph type = Rational Peak discharge = 302.06 cfs Storm frequency = 50 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 10.33 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 326,226 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 25.17 33 37.76 2 50.34 34 25.17 3 75.52 35 12.59 4 100.69 5 125.86 6 151.03 ...End 7 176.20 8 201.37 9 226.55 10 251.72 11 276.89 12 302.06 « 13 289.48 14 276.89 15 264.30 16 251.72 17 239.13 18 226.55 19 213.96 20 201.37 21 188.79 22 176.20 23 163.62 24 151.03 25 138.44 26 125.86 27 113.27 28 100.69 29 88.10 30 75.52 31 62.93 32 50.34 Hydrograph Report Page 1 English Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 50 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND Max. Elevation = 265.36 ft Max. Storage = 326,226 cuft Storage Indication method used. Total Volume = 0 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 0.00 261.00 0.00 « 1 25.17 0.00 0.00 « ...End Hydrograph Summary Report 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 (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 r I Poj. file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 Hydrograph Report Page 1 English Hyd. No. 2 Post Developed Conditions Hydrograph type = Rational Peak discharge = 315.24 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 10.78 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 340,462 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 26.27 33 39.41 2 52.54 34 26.27 3 78.81 35 13.14 4 105.08 5 131.35 6 157.62 ...End 7 183.89 8 210.16 9 236.43 10 262.70 11 288.97 12 315.24 « 13 302.11 14 288.97 15 275.84 16 262.70 17 249.57 18 236.43 19 223.30 20 210.16 21 197.03 22 183.89 23 170.76 24 157.62 25 144.49 26 131.35 27 118.22 28 105.08 29 91.95 30 78.81 31 65.68 32 52.54 Hydrograph Report Page 1 English Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POND Max. Elevation = 265.50 ft Max. Storage = 340,462 cuft Storage Indication method used Total Volume = 0 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 0.00 261.00 0.00 « 1 26.27 0.00 0.00 « ...End Hydrograph Summary Report 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 - (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 201.82 1 10 181,638 5 - - -- Pre Developed Cond 2 Rational 207.59 1 12 224,200 5 - - -- Post Developed Con 3 Reservoir 35.71 1 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 Page 1 English Hyd. No. 2 Post Developed Conditions Hydrograph type = Rational Peak discharge = 207.59 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 7.10 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 224,200 cult - Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 17.30 33 25.95 2 34.60 34 17.30 3 51.90 35 8.65 4 69.20 5 86.50 6 103.80 ...End 7 121.10 8 138.40 9 155.69 10 172.99 11 190.29 12 207.59 « 13 198.94 14 190.29 15 181.64 16 172.99 17 164.34 18 155.69 19 147.05 20 138.40 21 129.75 22 121.10 23 112.45 24 103.80 25 95.15 26 86.50 27 77.85 28 69.20 29 60.55 30 51.90 31 43.25 32 34.60 Hydrograph Report Page 1 English Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 35.71 cfs Storm frequency = 5 yrs Time interval = 1 min • Inflow hyd. No. = 2 Reservoir name = POND Max. Elevation = 263.83 ft Max. Storage = 179,604 cuft Storage Indication method used. Total Volume = 223,486 cuft Hydrograph Discharge Table • Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 4 69.20 261.18 0.27 0.27 0.54 5 86.50 261.29 0.60 0.60 1.20 6 103.80 261.41 1.21 1.21 2.42 7 121.10 261.56 1.92 1.92 3.83 8 138.40 261.72 2.93 2.93 5.87 9 155.69 261.91 4.33 4.33 8.66 10 172.99 262.08 5.78 5.78 11.56 11 190.29 262.23 6.72 6.72 13.43 12 207.59 « 262.39 8.30 8.30 16.59 13 198.94 262.56 9.64 9.64 19.28 14 190.29 262.71 10.94 10.94 21.87 15 181.64 262.86 12.03 12.03 24.05 16 172.99 262.99 13.05 13.05 26.09 17 164.34 263.10 13.93 13.93 27.86 18 155.69 263.20 14.67 14.67 29.34 19 147.05 263.29 15.29 15.29 30.59 20 138.40 263.37 15.81 15.81 31.62 21 129.75 263.45 16.23 16.23 32.47 22 121.10 263.51 16.58 16.58 33.17 23 112.45 263.58 16.86 16.86 33.72 24 103.80 263.63 17.12 17.12 34.24 25 95.15 263.68 17.37 17.37 34.73 26 86.50 263.72 17.54 17.54 35.07 27 77.85 263.76 17.65 17.65 35.30 28 69.20 263.78 17.74 17.74 35.48 29 60.55 263.81 17.80 17.80 35.61 30 51.90 263.82 17.83 17.83 35.66 31 43.25 263.83 17.85 17.85 35.70 32 34.60 263.83 « 17.85 17.85 35.71 « - 33 25.95 263.83 17.85 17.85 35.69 34 17.30 263.82 17.83 17.83 35.65 35 8.65 263.80 17.80 17.80 35.59 36 0.00 263.78 17.72 17.72 35.44 • 37 0.00 263.75 17.64 17.64 35.27 38 0.00 263.73 17.55 17.55 35.10 39 0.00 263.70 17.47 17.47 34.94 Continues on next page... Page 2 Hydrograph Discharge Table - Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D 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 Discharge Table Time Inflow Elevation 'Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 0.00 261.38 - 1.07 1.07 2.14 235 0.00 261.38 .1.06 1.06 2.11 Continues on next page... Page 6 - Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 +i. 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 Wr A Wr B Wr C Wr D 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 b 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 0 301 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... 0. Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 Discharge:Table Time Inflow Elevation CIv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D 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 Si. 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 Clv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs 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 wpm w Hydrograph Summary Report Page 1 Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 233.53 1 12 252,215 10 Post Developed Con 2 Reservoir 43.03 1 32 251,485 10 1 264.10 202,834 Proj. file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 Hydrograph Report Page 1 English Hyd. No. 1 Post Developed Conditions Hydrograph type = Rational Peak discharge = 233.53 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 7.98 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 252,215 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 0.02 19.46 0.55 29.19 0.03 38.92 0.57 19.46 0.05 58.38 0.58 9.73 0.07 77.84 0.08 97.31 0.10 116.77 ...End 0.12 136.23 0.13 155.69 0.15 175.15 0.17 194.61 0.18 214.07 0.20 233.53 « 0.22 223.80 0.23 214.07 0.25 204.34 0.27 194.61 0.28 184.88 0.30 175.15 0.32 165.42 0.33 155.69 0.35 145.96 0.37 136.23 0.38 126.50 0.40 116.77 0.42 107.04 0.43 97.31 0.45 87.57 ', 0.47 77.84 0.48 68.11 AIM 0.50 58.38 0.52 48.65 0.53 38.92 Hydrograph Report Page 1 English Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 43.03 cfs Storm frequency = 10 yrs Time interval = 1 min - Inflow hyd. No. = 1 Reservoir name = POND Max. Elevation = 264.10 ft Max. Storage = 202,834 cuft Storage Indication method used Total Volume = 251,485 cuft Hydrograph Discharge Table ., Time Inflow Elevation CIv A CIv B CIv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.07 77.84 261.21 0.33 0.33 0.66 0.08 97.31 261.32 0.76 0.76 1.52 0.10 116.77 261.46 1.44 1.44 2.88 0.12 136.23 261.63 2.31 2.31 4.61 0.13 155.69 261.81 3.57 3.57 7.14 0.15 175.15 262.01 5.22 5.22 10.43 0.17 194.61 262.17 6.31 6.31 12.61 0.18 214.07 262.34 7.78 7.78 15.55 0.20 233.53 « 262.52 9.47 9.47 18.94 0.22 223.80 262.71 10.90 10.90 21.79 0.23 214.07 262.88 12.14 12.14 24.29 0.25 204.34 263.04 13.43 13.43 26.85 0.27 194.61 263.17 14.44 14.44 28.87 0.28 184.88 263.29 15.28 15.28 30.56 0.30 175.15 263.40 15.96 15.96 31.93 0.32 165.42 263.50 16.51 16.51 33.02 0.33 155.69 263.59 16.93 16.93 33.85 0.35 145.96 263.68 17.36 17.36 34.72 0.37 136.23 263.76 17.65 17.65 35.31 0.38 126.50 263.83 17.84 17.84 35.69 0.40 116.77 263.89 17.96 17.96 35.92 0.42 107.04 263.84 17.86 17.86 35.72 0.43 97.31 263.78 17.74 17.74 35.48 0.45 87.57 264.03 18.97 18.97 37.95 0.47 77.84 264.06 20.00 20.00 40.00 0.48 68.11 264.08 20.76 20.76 41.52 0.50 58.38 264.10 21.26 21.26 42.52 0.52 48.65 264.10 21.50 21.50 43.00 0.53 38.92 264.10 « 21.52 21.52 43.03 « 0.55 29.19 264.10 21.32 21.32 42.65 0.57 19.46 264.09 20.90 20.90 41.81 0.58 9.73 264.07 20.28 20.28 40.55 0.60 0.00 264.05 19.46 19.46 38.91 0.62 0.00 264.02 18.56 18.56 37.12 0.63 0.00 263.78 17.74 17.74 35.47 0.65 0.00 263.80 17.80 17.80 35.60 Continues on next page... t Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 G 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 0. 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 Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 r= 1.60 0.00 262.66 10.45 10.45 20.89 1.62 0.00 262.64 10.27 10.27 20.53 M 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 m 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 .�x 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 *00, 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 so 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 im 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 CIv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D 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 Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D 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 26T.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 Clv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D 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. " 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 m 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 Clv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 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.S1 Continues on next page... Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D 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 Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D 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 r . 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 °rlyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period -hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 266.96 1 12 288,322 25 Post Developed Con ' Reservoir 58.08 1 31 287,579 25 1 264.37 227,680 6.. I� r Pro file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 r Hydrograph Report Page 1 English Hyd. No. 1 Post Developed Conditions Hydrograph type = Rational Peak discharge = 266.96 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 9.13 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 288,322 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 0.02 22.25 0.55 33.37 0.03 44.49 0.57 22.25 0.05 66.74 0.58 11.12 0.07 88.99 0.08 111.24 0.10 133.48 ...End 0.12 155.73 0.13 177.98 0.15 200.22 0.17 222.47 0.18 244.72 0.20 266.96 « 0.22 255.84 0.23 244.72 0.25 233.59 0.27 222.47 0.28 211.35 0.30 200.22 0.32 189.10 0.33 177.98 0.35 166.85 0.37 155.73 0.38 144.61 0.40 133.48 ,_, 0.42 122.36 0.43 111.24 0.45 100.11 0.47 88.99 0.48 77.86 0.50 66.74 0.52 55.62 0.53 44.49 Hydrograph Report Page 1 English Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 58.08 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = POND Max. Elevation = 264.37 ft Max. Storage = 227,680 cuft Storage Indication method used. Total Volume = 287,579 cuft w , Hydrograph Discharge Table - Time Inflow Elevation Clv A CIv B CIv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.07 88.99 261.24 0.43 0.43 0.86 - 0.08 111.24 261.37 0.99 0.99 1 0.10 133.48 261.53 1.76 1.76 3.51 0.12 155.73 261.71 2.87 2.87 5.74 0.13 177.98 261.93 4.47 4.47 8.95 . 0.15 200.22 262.11 6.03 6.03 12.07 0.17 222.47 262.29 7.28 7.28 14.55 - 0.18 244.72 262.48 9.17 9.17 18.33 0.20 266.96 « 262.69 10.73 10.73 21.46 r 0.22 255.84 262.90 12.25 12.25 24.50 0.23 244.72 263.09 13.81 13.81 27.63 0.25 233.59 263.24 14.98 14.98 29.96 0.27 222.47 263.39 15.92 15.92 31.84 0.28 211.35 263.53 16.63 16.63 33.26 0.30 200.22 263.65 17.23 17.23 34.46 0.32 189.10 263.77 17.70 17.70 35.40 0.33 177.98 263.88 17.94 17.94 35.88 • 0.35 166.85 263.80 17.78 17.78 35.55 0.37 155.73 264.06 20.08 20.08 40.15 0.38 144.61 264.13 22.43 22.43 44.87 0.40 133.48 264.19 24.28 24.28 48.57 0.42 122.36 264.24 25.70 25.70 51.40 - 0.43 111.24 264.28 26.84 26.84 53.68 0.45 100.11 264.31 27.71 27.71 55.42 • 0.47 88.99 264.34 28.33 28.33 56.66 0.48 77.86 264.36 28.75 28.75 57.51 0.50 66.74 264.36 28.99 28.99 57.98 0.52 55.62 264.37 « 29.04 29.04 58.08 « - 0.53 44.49 264.36 28.91 28.91 57.82 0.55 33.37 264.35 28.61 28.61 57.23 0.57 22.25 264.33 28.15 28.15 56.29 0.58 11.12 264.31 27.52 27.52 55.04 0.60 0.00 264.28 26.67 26.67 53.35 0.62 0.00 264.24 25.74 25.74 51.49 0.63 0.00 264.21 24.85 24.85 49.69 0.65 0.00 264.18 23.90 23.90 47.81 0. Continues on next page... Page 2 Hydrograph Discharge Table { Time Inflow Elevation Clv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D 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 0� 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 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 Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 °T-° 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 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 tory 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 w 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 44 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 4. 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 4. 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 MP 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 4. 3.10 0.00 261.68 2.66 2.66 , 5.33 Continues on next page... - Page 5 Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B Clv C CIv D Wr A Wr B Wr C Wr D 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 m* * 3.18 0.00 261.65 2.45 2.45 4.90 3.20 0.00 261.64 2.41 2.41 4 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 3.33 0.00 261.59 2.12 2.12 4 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 3.43 0.00 261.56 1.94 1.94 3 • 3.45 0.00 261.56 1.91 1.91 3.83 3.47 0.00 261.55 1.89 1.89 3 3.48 0.00 261.55 1.86 1.86 3 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 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 . 3.78 0.00 261.47 1.46 1.46 2 3.80 0.00 261.46 1.45 1.45 2 3.82 0.00 261.46 1.43 1.43 2 3.83 0.00 261.46 1.41 1.41 2.82 a. 3.85 0.00 261.45 1.39 1.39 2 3.87 0.00 261.45 1.38 1.38 2 - 3.88 0.00 261.44 1.36 1.36 2.72 3.90 0.00 261.44 1.35 1.35 2 ,, 3.92 0.00 261.44 1.33 1.33 2.66 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs 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 Clv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs 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 5.32 0.00 261.25 0.49 0.49 0 5.33 0.00 261.25 0.49 0.49 0 5.35 0.00 261.25 0.48 0.48 0 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 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 - 5.52 0.00 261.24 0.44 0.44 0 5.53 0.00 261.24 0.44 0.44 - 0 5.55 0.00 261.24 0.43 0.43 0 Continues on next page... Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs 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 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 (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 302.06 1 12 326,226 50 - - -- Post Developed Con 2 Reservoir 70.35 1 30 325,474 50 1 264.64 253,306 w Proj. file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 Hydrograph Report Page 1 English Hyd. NO. 1 Post Developed Conditions Hydrograph type = Rational Peak discharge = 302.06 cfs Storm frequency = 50 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 10.33 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 326,226 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 0.02 25.17 0.55 37.76 0.03 50.34 0.57 25.17 0.05 75.52 0.58 12.59 0.07 100.69 0.08 125.86 0.10 151.03 ...End 0.12 176.20 0.13 201.37 0.15 226.55 0.17 251.72 0.18 276.89 0.20 302.06 « 0.22 289.48 0.23 276.89 0.25 264.30 0.27 251.72 0.28 239.13 0.30 226.55 0.32 213.96 0.33 201.37 0.35 188.79 0.37 176.20 0.38 163.62 0.40 151.03 0.42 138.44 0.43 125.86 0.45 113.27 0.47 100.69 0.48 88.10 0.50 75.52 0.52 62.93 0.53 50.34 k. Hydrograph Report Page 1 ., - English Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 70.35 cfs Storm frequency = 50 yrs Time interval = 1 min • Inflow hyd. No. = 1 Reservoir name = POND Max. Elevation = 264.64 ft Max. Storage = 253,306 cuft Storage Indication method used. Total Volume = 325,474 cuft Hydrograph Discharge Table °° Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.07 100.69 261.27 0.53 0.53 1.07 µ 0.08 125.86 261.42 1.23 1.23 2.46 0.10 151.03 261.60 2.13 2.13 4.25 0.12 176.20 261.81 3.52 3.52 7.05 0.13 201.37 262.03 5.37 5.37 10.74 • 0.15 226.55 262.21 6.56 6.56 13.11 0.17 251.72 262.41 8.48 8.48 16.97 0.18 276.89 262.63 10.14 10.14 20.28 0.20 302.06 « 262.87 12.08 12.08 24.15 0.22 289.48 263.09 13.85 13.85 27.71 0.23 276.89 263.28 15.24 15.24 30.48 0.25 264.30 263.46 16.29 16.29 32.58 0.27 251.72 263.62 17.08 17.08 34.16 0.28 239.13 263.78 17.73 17.73 35.45 0.30 226.55 263.87 17.91 17.91 35.83 0.32 213.96 264.05 19.68 19.68 39.36 0.33 201.37 264.16 23.24 23.24 46.48 0.35 188.79 264.25 25.98 25.98 51.96 0.37 176.20 264.33 28.17 28.17 56.35 0.38 163.62 264.40 29.97 29.97 59.93 0.40 151.03 264.46 31.39 31.39 62.78 0.42 138.44 264.52 32.56 32.56 65.13 0.43 125.86 264.56 33.48 33.48 66.96 0.45 113.27 264.59 34.20 34.20 68.39 0.47 100.69 264.62 34.70 34.70 69.41 0.48 88.10 264.63 35.02 35.02 70.05 0.50 75.52 264.64 « 35.17 35.17 70.35 « 0.52 62.93 264.64 35.16 35.16 70.32 0.53 50.34 264.63 34.98 34.98 69 .. 0.55 37.76 264.61 34.65 34.65 69.30 0.57 25.17 264.59 34.15 34.15 68.30 0.58 12.59 264.56 33.48 33.48 66.96 0.60 0.00 264.52 32.65 32.65 65.30 „,;. 0.62 0.00 264.48 31.73 31.73 - 63.45 0.63 0.00 264.44 30.80 30.80 61.60 0.65 0.00 264.40 29.90 29.90 59.80 ,.. Continues on next page... Page 2 Hydrograph Discharge Table - .. Time Inflow Elevation CIv A CIv B Clv C CIv D Wr A Wr B Wr C Wr D 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 «s... 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 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... 4. Page 3 Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D 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 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 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 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 Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 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 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 { Clv C Clv D Wr A Wr B Wr C Wr D 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 3.33 0.00 261.63 2.35 2.35 4.70 3.35 0.00 261.63 2.31 2.31 4 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 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 Clv A Clv B Clv C Clv D Wr A Wr B Wr C ` Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs 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 0.99 199 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 0.94 188 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 CIv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D 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 f Inflow Elevation CIv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D 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 Hydrograph Summary Report Page 1 " Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak - period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 315.24 1 12 340,462 100 - - -- Post Developed Con 2 Reservoir 74.49 1 30 339,706 100 1 264.74 263,053 Proj. file: Reg - det.gpw IDF file: Brazos.IDF Run date: 08 -26 -2002 Hydrograph Report Page 1 English Hyd. No. 1 Post Developed Conditions Hydrograph type = Rational Peak discharge = 315.24 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 32.5 ac Runoff coeff. = 0.9 Intensity = 10.78 in Time of conc. (Tc) = 12 min I -D -F Curve = Brazos.IDF Reced. limb factor = 2 Total Volume = 340,462 cuft 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 Hydrograph Report Page 1 English = Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 74.49 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = POND Max. Elevation = 264.74 ft Max. Storage = 263,053 cuft Storage Indication method used. Total Volume = 339,706 cuft Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.07 105.08 261.28 0.57 0.57 1.15 0.08 131.35 261.43 1.31 1.31 2.62 0.10 157.62 261.62 2.28 2.28 4.57 0.12 183.89 261.84 3.79 3.79 7.59 0.13 210.16 262.06 5.64 5.64 11.28 0.15 236.43 262.25 6.92 6.92 13.83 0.17 262.70 262.46 8.94 8.94 17.88 0.18 288.97 262.69 10.68 10.68 21.36 0.20 315.24 « 262.93 12.53 12.53 25.05 0.22 302.11 263.15 14.35 14.35 28.69 0.23 288.97 263.35 15.70 15.70 31.39 0.25 275.84 263.54 16.69 16.69 33.37 0.27 262.70 263.71 17.51 17.51 35.01 0.28 249.57 263.88 17.93 17.93 35.86 0.30 236.43 264.02 18.64 18.64 37.28 0.32 223.30 264.14 22.83 22.83 45.65 0.33 210.16 264.25 26.00 26.00 52.01 0.35 197.03 264.35 28.53 28.53 57.06 0.37 183.89 264.43 30.58 30.58 61.17 0.38 170.76 264.50 32.28 32.28 64.56 0.40 157.62 264.57 33.64 33.64 67.28 0.42 144.49 264.62 34.76 34.76 69.52 0.43 131.35 264.66 35.64 35.64 71.27 0.45 118.22 264.70 36.32 36.32 72.65 0.47 105.08 264.72 36.80 36.80 73.61 0.48 91.95 264.74 37.11 37.11 74.21 0.50 78.81 264.74 « 37.24 37.24 74.49 « 0.52 65.68 264.74 37.22 37.22 74.43 0.53 52.54 264.73 37.03 37.03 74.06 0.55 39.41 264.71 36.69 36.69 73.37 0.57 26.27 264.69 36.18 36.18 72.36 0.58 13.14 264.65 35.50 35.50 71.01 0.60 0.00 264.61 34.68 34.68 69.35 0.62 0.00 264.57 33.75 33.75 67.50 0.63 0.00 264.53 32.83 32.83 65.65 0.65 0.00 264.49 31.91 31.91 63.82 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 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 4- 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 ,,4.. 1.47 0.00 263.17 14.47 14.47 28.94 Continues on next page... Page 3 Hydrograph Discharge Table - Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs 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 12.57 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 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D 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 Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs 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 CIv B CIv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs 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 1.00 199 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 Table - Time Inflow Elevation CIv A t CIv B Clv C CIv D Wr A Wr B Wr C Wr D 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 8 Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D 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 APPENDIX 5 HEC - 1 ANALYSIS EXISTING 2 -100 YEAR PROPOSED 2- 100 YEAR HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbhOB79.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS + * MAY 1991 * HYDROLOGIC ENGINEERING CENTER + DAVIS, CALIFORNIA 95616 VERSION 9.0.1E « * 609 SECOND STREET * * RUN DATE 08/23/2002 TIME 16:59:40 * * * * * (916) 756-1104 * 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, 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 HEC -1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 2 Year Existing Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA3 5 KM 2 Year Existing Conditions 6 KO 22 7 BA 0.0150 8 PB 4.5 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 77 0 16 UD 0.19 17 KK DA3xx 18 KM 2 Year Existing Conditions 19 KO 22 20 BA 0.0001 21 PB 4.5 w. 22 IN 30 23 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 24 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 25 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 26 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 27 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 28 LS 0 77 0 29 UD 0.19 30 KK PT2 31 KM 32 KO 22 33 HC 2 34 KK DA1 +2 " 35 KM 2 Year Existing Conditions pe:,. 36 KO 22 37 BA 0.1181 38 PB 4.5 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 .9947 1.00 45 LS 0 77 30 46 UD 0.19 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 47 KK DA1 +2x 48 KM 2 Year Existing Conditions 49 KO 22 50 BA 0.0001 51 PB 4.5 52 IN 30 53 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 54 PC .0712 .0797 .0887 -.0984 .1089 .1203 .1328 .1467 .1625 .1808 55 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 56 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 57 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 58 LS 0 77 30 59 UD 0.19 60 KK PT1 61 KM Existing Inlet 62 KO 22 63 HC 3 64 ZZ HMVersion: 6.33 Data File: C: \WINNT \- vbh0B79.TMP HEC1 S /N: 1343001909 * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * HYDROLOGIC ENGINEERING CENTER VERSION 9.0.1E ; * 609 SECOND STREET * RUN DATE 08/23/2002 TIME 16:59:40 * * DAVIS, CALIFORNIA 95616 * + * (916) 756 -1104 * 2 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 4 KK * DA3 * * * + * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 17 KK * DA3xx * * * * * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS ** * +* * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 30 KK * PT2 * * * * * * * * * * * * * ** 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * ** * * * ** 34 KK * DA1 +2 * * * * * * * * * * * * * ** 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 47 KK * DA1 +2x * 49 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 * *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 60 KK * PT1 * * * * * * * * * * * * * ** 62 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1991 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 PT1 198. 11.55 31. 10. 10. 0.13 * ** NORMAL END OF HEC -1 * ** HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh1A09.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS ` MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 9.0.1E * * 609 SECOND STREET * * RUN DATE 08/23/2002 TIME 17:04:18 * * DAVIS, CALIFORNIA 95616 * + * * (916) 756 -1104 ******** * * * * * * * * * * * * * + * * * * * * * * * ** * * * * ** 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. 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 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 5 Year Existing Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA3 5 KM 5 Year Existing Conditions 6 KO 22 7 BA 0.0150 8 PB 6.2 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 77 0 16 UD 0.19 1 KK DA3xx 18 KM 19 KO 22 20 BA 0.0001 21 PB 4.5 22 IN 30 23 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 24 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 25 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 26 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 27 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 28 LS 0 77 0 29 UD 0.19 30 KK PT2 31 KM 32 KO 22 33 HC 2 34 KK DA1 +2 35 KM 5 Year Existing Conditions 36 KO 22 3 BA 0.1181 38 PB 6.2 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 .9947 1.00 45 LS 0 77 30 46 UD 0.19 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 4 KK DA1 +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 .0483 .0555 .0632 54 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 55 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 56 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 57 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 58 LS 0 77 63 59 UD 0.19 60 KK PT1 61 KM Existing Inlet 62 KO 22 63 HC 3 64 ZZ HMVersion: 6.33 Data File: C: \WINNT \- vbh1A09.TMP HEC1 5 /N: 1343001909 * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * * HYDROLOGIC ENGINEERING CENTER VERSION 4.0.1E * + * * 609 SECOND STREET + * RUN DATE 08/23/2002 TIME 17:04:18 * * DAVIS, CALIFORNIA 95616 + * * (916) 756 -1104 * 5 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 4 KK * DA3 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 17 KK * DA3xx * 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT _ ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * + * * * * * * * ** 30 KK * PT2 * * * * * * * * * * * * ** 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 34 KK * DA1 +2 * * * * * * * * * * * * * ** 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 * + * + * * + * * * * * ** 47 KK * DA1 +2x * 49 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** eA „ 60 KK * PT1 * * * * * * * * * * * * ** sw 62 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL k!r IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 31. 11.57 5. 1. 1. 0.01 HYDROGRAPH AT DA3xx 0. 11.55 0. 0. 0. 0.00 2 COMBINED AT PT2 31. 11.57 5. 1. 1. 0.02 HYDROGRAPH AT DA1 +2 275. 11.55 43. 14. 14. 0.12 HYDROGRAPH AT DA1 +2x 0. 11.52 0. 0. 0. 0.00 3 COMBINED AT PT1 306. 11.55 47. 16. 16. 0.13 * ** NORMAL END OF HEC -1 * ** • f. HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh2402.TMP * ******** * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** * * FLOOD HYDROGRAPH PACKAGE (HEC - 1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 9.0.1E * 609 SECOND STREET * * * RUN DATE 08/23/2002 TIME 17:03:59 * * DAVIS, CALIFORNIA 95616 * * * (916) 756-1104 ********** * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** * * ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. 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 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 10 Year Existing Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA3 5 KM 10 Year Existing Conditions 6 KO 22 7 BA 0.0150 8 PB 7.4 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 77 0 16 UD 0.19 -- 17 KK DA3xx 18 KM 19 KO 22 20 BA 0.0001 21 PB 7.4 22 IN 30 23 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 24 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 2 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 26 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 27 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 28 LS 0 77 0 29 UD 0.19 30 KK PT2 31 KM 32 KO 22 33 HC 2 34 KK DA1 +2 35 KM 10 Year Existing Conditions 36 KO 22 37 BA 0.1181 38 PH 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 .9947 1.00 45 LS 0 77 30 46 UD 0.19 HEC -1 INPUT PAGE 2 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 .0483 .0555 .0632 54 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 55 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 56 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 57 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 58 LS 0 77 63 59 UD 0.19 60 KK PT1 61 KM Existing Inlet 62 KO 22 63 HC 3 64 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh2402.TMP ++**+****+ * + * * * * * + * * ** * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:03:59 * * (916) 756-1104 10 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEE5 SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT * * * * * * * + * * * * ** 4 KK * DA3 * * * * * * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 17 KK * DA3xx * * * * * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * «* * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 30 KK * PT2 * * * * * * * * * * * * * ** 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 34 KK * DA1 +2 * * * * * * * * * * * * * ** 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 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 VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * ** * * * * * ** 60 KK * PT1 * 62 KO OUTPUT CONTROL VARIABLES IRRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 PT1 384. 11.55 60. 19. 19. 0.13 * ** NORMAL END OF HEC -1 * ** HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh2A0C.TMP * ******** * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * + VERSION 9.0.1E * 609 SECOND STREET * * RUN DATE 08/23/2002 TIME 17:05:07 * * DAVIS, CALIFORNIA 95616 * * * * (916) 756-1104 * ******** * *** * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. .. 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. 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 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 25 Year Existing Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA3 5 KM 25 Year Existing Conditions 6 KO 22 7 BA 0.0150 8 PB 8.8 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 77 0 16 UD 0.19 17 KK DA3xx 18 KM 19 KO 22 20 BA 0.0001 21 PB 4.5 . 22 IN 30 23 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 24 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 25 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 26 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 27 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 28 LS 0 77 0 29 UD 0.19 30 KK PT2 31 KM 32 KO 22 33 HC 2 34 KK DA1 +2 35 KM 25 Year Existing Conditions 36 KO 22 37 BA 0.1181 38 PB 8.8 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 .9947 1.00 45 LS 0 77 30 46 UD 0.19 HEC -1 INPUT PAGE 2 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 4.5 52 IN 30 53 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 54 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 55 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 56 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 57 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 58 LS 0 77 63 59 UD 0.19 60 KK PT1 61 KM Existing Inlet 62 KO 22 63 HC 3 64 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh2A0C.TMP ********** * * * * * * * * * ** * * * ** * * * * * * ** ** * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 9.0.1E * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * RUN DATE 08/23/2002 TIME 17:05:07 * * (916) 756 -1104 ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 25 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 4 KK * DA3 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL tom,.. IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * *** 17 KK * DA3xx * * ** * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH • IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * *4414* * * * * * * * ** 30 KK * PT2 * ** * * * ** * * *** ** 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 44** * ** *** *** * ** *** *** *** * ** *** * ** + *+ *** *** *** *** *** *** * ** *** * ** *** + ** + ** * +* *** *** *** *** * * * * * * * * * *+ * ** 34 KK * DA1 +2 * ** *** * *** * * *** 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** + ** *** *** *** *** *** * ** *** *** * *+ *** * ** * *+ * +* * ** *** *** *** **+ .** **+ *** +*+ * ** **+ * *+ *** + * * * *** * * * * *** 47 KK * DA1 +2x * 14 * * * + * * * * * * * *+ 49 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** + ** * *+ * ** * ** * +* * *+ * +* * +* * ** * ** * ** * ** * ** * ** * ** * ** * ** + +* * ** * ** * ** * ++ * ** * ** + ++ + ++ + ++ * ** + ++ 60 KK * PT1 * 62 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 50. 11.55 8. 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 PT1 475. 11.55 74. 24. 24. 0.13 * ** NORMAL END OF HEC -1 * ** f. HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh3C24.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 9.0.1E * * DAVIS, CALIFORNIA 95616 * * * 609 SECOND STREET * RUN DATE 08/23/2002 TIME 17:05:54 * * + * * (916) 756 -1104 ******+* * + * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ******* * * ** * * * * * * * * * * * * * * * * * * * * * * * ** ** 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 XXXXXXX XXXXX XXX ... Full Microcomputer Implementation ... by ... ... Haestad Methods, Inc. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, 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 HEC -1 INPUT PAGE 1 .., LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 50 Year Existing Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA3 5 KM 50 Year Existing Conditions 6 KO 22 7 BA 0.0150 8 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 77 0 16 UD 0.19 17 KK DA3xx 18 KM 19 KO 22 20 BA 0.0001 21 PB 4.5 22 IN 30 ' 23 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 24 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 25 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 26 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 ,.. 27 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 28 LS 0 77 0 29 UD 0.19 30 KK PT2 31 KM 32 KO 22 33 HC 2 34 KK DA1 +2 35 KM 50 Year Existing Conditions 9- 36 KO _ 22 37 BA 0.1181 38 PB 9.8 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 .9947 1.00 45 LS 0 77 30 46 UD 0.19 HEC -1 INPUT PAGE 2 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 4.5 52 IN 30 53 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 54 PC .0712 .0097 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 55 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 56 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 57 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 58 LS 0 77 63 59 UD 0.19 60 KK PT1 61 KM Existing Inlet 62 KO 22 63 HC 3 64 ZZ HEC1 0/1<: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \ -vbh3C24.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E +* * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:05:54 * * (916) 756 -1104 * 50 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 4 KK * DA3 * 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * ** * * * * ** 17 KK * DA3xx * * ** * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS + *+ * * * * * * * * *** 30 KK * PT2 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 34 KK * DA1 +2 * * * * * * * * * * *+ * ** 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 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 VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** 60 KK * PT1 * * * * * * * * * * * * * ** 62 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 58. 11.55 9. 3. 3. 0.01 HYDROGRAPH AT DA3xx 0. 11.55 0. 0. 0. 0.00 2 COMBINED AT PT2 58. 11.55 9. 3. 3. 0.02 HYDROGRAPH AT DA1 +2 483. 11.55 75. 25. 25. 0.12 HYDROGRAPH AT DA1 +2x 0. 11.52 0. 0. 0. 0.00 3 COMBINED AT PT1 541. 11.55 84. 28. 28. 0.13 * ** NORMAL END OF HEC -1 * ** iw HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \-vbh1212.TMP ********** * * * * * * * * * * * * * * * * * * * « *** * * * * * * *« * * ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * RUN DATE 08/23/2002 TIME 17:07:10 * * (916) 756 -1104 * ********** * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** * * 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. 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 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 100 Year Existing Conditions 2 IT 1 1441 3 10 5 0 4 KK DA3 5 KM 100 Year Existing Conditions 6 KO 22 7 BA 0.0150 8 PB 11 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 77 0 16 UD 0.19 1 KK DA3xx 18 KM 19 KO 22 20 BA 0.0001 21 PB 4.5 22 IN 30 23 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 24 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 25 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 26 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 27 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 28 LS 0 77 0 29 UD 0.19 30 KK PT2 31 KM 32 KO 22 33 HC 2 34 KK DA1 +2 35 KM 100 Year- Existing Conditions 36 KO 22 37 BA 0.1181 - 38 PB 11 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 .9947 1.00 45 LS 0 77 30 46 UD 0.19 HEC -1 INPUT PAGE 2 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 4.5 - 52 IN 30 53 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 54 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 55 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 56 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 57 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 58 LS 0 77 63 59 UD 0.19 60 KK PT1 61 KM Existing Inlet 62 KO 22 63 HC 3 64 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh1212.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS + + MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 9.0.1E * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * RUN DATE 08/23/2002 TIME 17:07:10 * * (916) 756 -1109 ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 100 Year Existing Conditions 3 10 OUTPUT CONTROL VARIABLES IPINT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 * * * * * * * * * * * * ** 4 KK * DA3 * * * * * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS + * * * * « « * * + * * *+ 17 KK * DA3xx * « * * ** * * + * « * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 30 KK * PT2 * * * * * * * * * * * * * ** 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 34 KK * DA1 +2 * 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 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 VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 60 KK PTO * * * * * * * * * * * * * ** 62 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 67. 11.55 10. 3. 3. 0.01 HYDROGRAPH AT DA3xx 0. 11.55 0. 0. 0. 0.00 2 COMBINED AT PT2 67. 11.55 10. 3. 3. 0.02 HYDROGRAPH AT DA1 +2 552. 11.55 86. 28. 28. 0.12 HYDROGRAPH AT DA1 +2x 0. 11.52 0. 0. 0. 0.00 3 COMBINED AT PT1 619. 11.55 97. 32. 32. 0.13 * ** NORMAL END OF HEC -1 * ** Nk- HECI S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh066E.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * ** VERSION 4.0.1E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:12:42 * * (916) 756 -1104 * + * * 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, 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 HEC -1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 2 Year Proposed Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA2 5 KM 2 Year Proposed Conditions 6 KO 22 7 BA 0.0508 8 PB 4.5 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 1.3874 2.0133 2.6073 2.8619 2.9215 _ 22 SE 261 262 264 266 268 270 23 SL 262.5 7.065 0.6 .5 24 SS 269 50 3 1.5 25 KK DA1 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 1.00 . >.„ 36 LS 0 77 65 37 UD 0.14 38 KK 60 "P 39 KM Public Storm Sewer 40 KO 22 41 RK 1030 .005 .014 CIRC 5 42 KK DA3 43 KM 2 Year Proposed Conditions 44 KO 22 45 BA 0.0019 46 PB 4.5 47 IN 30 48 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 49 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 50 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 51 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 52 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 53 LS 0 77 0 54 UD 0.19 55 KK DA3x 56 KM 57 KO 22 58 BA 0.0001 59 PB 4.5 60 IN 30 61 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 62 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 63 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 64 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 65 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 66 LS 0 77 0 67 UD 0.19 68 KK PT2 69 KM 70 KO 22 71 HC 2 72 KK DA4 73 KM 2 Year Proposed Conditions 74 KO 22 75 BA 0.0189 76 PB 4.5 77 IN 30 78 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 79 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 80 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 81 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 82 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 83 LS 0 77 0 84 UD 0.10 85 KK PT1 86 KM Existing Inlet 87 KO 22 88 HC 4 89 Z2 HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \ -vbh066E.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET + * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:12:42 (916) 756-1104 2 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME •.. ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 * * * * * * * * * * * * ** 4 KK * DA2 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 17 KK * Pond * 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 25 KK * DA1 * * * * * * * * * * * * ** 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 38 KK * 60 "P * 40 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST .ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME IN HOURS * * * ** * * * * + * « ** 42 KK * DA3 * * * * * * * * « * * * * ** 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 55 KK * DA3x * 57 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 * * ** ** * * * * * * ** 68 KK * PT2 70 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 IF 72 KK * DA4 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 85 KK * PT1 * * * * * * * * * * * * * ** 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 DA2 112. 11.50 17. 6. 6. 0.05 ROUTED TO Pond 47. 11.68 17. 5. 5. 0.05 264.44 11.68 HYDROGRAPH AT DA1 126. 11.52 19. 7. 7. 0.07 ROUTED TO 60 "0 126. 11.53 19. 7. 7. 0.07 HYDROGRAPH AT DA3 2. 11.57 0. 0. 0. 0.00 HYDROGRAPH AT DA3x 0. 11.55 0. 0. 0. 0.00 2 COMBINED AT PT2 3. 11.57 0. 0. 0. 0.00 HYDROGRAPH AT DA4 26. 11.52 4. 1. 1. 0.02 4 COMBINED AT PT1 199. 11.53 40. 13. 13. 0.14 SUMMARY OF KINEMATIC WAVE - MUSKINGUM -CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) 60 "0 MANE 0.62 125.53 691.94 3.70 1.00 125.51 692.00 3.70 * ** NORMAL END OF HEC -1 * ** HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh362E.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * ** VERSION 4.0.1E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:18:08 * * ( 916) 756 -1104 * * 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, 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 HEC -1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 5 Year Proposed Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA2 5 KM 5 Year Proposed Conditions 6 KO 22 7 BA 0.0508 8 PB 6.2 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 1.3874 2.0133 2.6073 2.8619 2.9215 22 SE 261 262 264 266 268 270 23 SL 262.5 7.065 0.6 .5 24 SS 269 50 3 1.5 ' 25 KK DA1 26 KM 5 Year Proposed Conditions 27 KO 22 28 BA 0.0664 29 PB 6.2 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 37 UD 0.14 38 KK 60 "P 39 KM Public Storm Sewer 40 KO 22 41 RK 1030 .005 .014 CIRC 5 42 KK DA3 43 KM 5 Year Proposed Conditions 44 KO 22 45 BA 0.0019 46 PH 6.2 47 IN 30 48 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 49 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 50 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 51 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 52 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 53 LS 0 77 0 54 UD 0.19 55 KK DA3xx 56 KM 5 Year Proposed Conditions 57 KO 22 58 BA 0.0001 59 PB 6.2 60 IN 30 61 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 62 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 63 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 64 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 65 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 66 LS 0 77 0 67 UD 0.19 68 KK PT2 69 KM 70 KO 22 71 HC 2 72 KK DA4 73 KM 5 Year Proposed Conditions 74 KO 22 75 BA 0.0189 76 PH 6.2 77 IN 30 78 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 79 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 80 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 81 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 82 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 83 LS 0 77 0 84 UD 0.10 85 KK PT1 86 KM Existing Inlet 87 KO 22 88 HC 4 89 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh362E.TMP * • FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:18:08 * + * (916) 756-1104 5 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME - ^ -•- ICENT 19 CENTURY MARK COMPUTATION INTERVAL "0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 * ** * * * * * * * * * ** 4 KK * DA2 * * * * * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 17 KK * Pond * * * * * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 25 KK * DA1 * * * * * * * * * * * * ** 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 38 KK * 60 "P * * * * * * * * * * * * * ** 40 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** *** * ** a ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** *** * ** * * * * * * * * * * * * ** 42 KK * DA3 * * * * * * * * * * * * ** 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 55 KK * DA3xx * * * * * * * * * * * * ** 57 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * * * * * * * * * ** 68 KK * PT2 * * * * * * * * * * * * ** 70 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *a* * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 72 KK * DA4 * 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 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 85 KK * PT1 * * * * * * * * * * ** * ** 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 DA2 154. 11.50 24. 8. 8. 0.05 ROUTED TO Pond 55. 11.72 24. 7. 7. 0.05 265.17 11.72 HYDROGRAPH AT DA1 181. 11.52 28. 9. 9. 0.07 ROUTED TO 60 "P 181. 11.53 28. 9. 9. 0.07 HYDROGRAPH AT DA3 4. 11.57 1. 0. 0. 0.00 HYDROGRAPH AT DA3xx 0. 11.55 0. 0. 0. 0.00 2 COMBINED AT PT2 4. 11.57 1. 0. 0. 0.00 HYDROGRAPH AT DA4 43. 11.52 6. 2. 2. 0.02 4 COMBINED AT PT1 279. 11.53 58. 19. 19. 0.14 SUMMARY OF KINEMATIC WAVE - MUSKINGUM -CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) 60 "P MANE 0.56 180.98 691.61 5.31 1.00 180.91 692.00 5.31 * ** NORMAL END OF HEC -1 * ** HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \-vbh3857,TMP ********** * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** ******** * * * * * * * * * ** * * * * * * * * *** * * * * * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4,0.1E * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:19:51 * * (916) 756 -1104 * ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' X X XXXXXXX XXXXX 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 XXXXXXX XXXXX XXX .,. Full Microcomputer Implementation ... ... by ... Haestad Methods, Inc. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HEC1KW. 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 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 10 Year Proposed Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA2 5 KM 10 Year Proposed Conditions 6 KO 22 7 BA 0.0508 8 PH 7.4 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 1.3874 2.0133 2.6073 2.8619 2.9215 22 SE 261 262 264 266 268 270 ... 23 SL 262.5 7.065 0.6 .5 24 SS 269 50 3 1.5 25 KK DA1 26 KM 10 Year Proposed Conditions .._. 27 KO 22 28 BA 0.0664 29 PH 7.4 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 37 UD 0.14 38 KK 60 "P 39 KM Public Stofm Sewer 40 KO - 22 41 RK 1030 .005 .014 CIRC 5 42 KK DA3 43 KM 10 Year Proposed Conditions 44 KO 22 45 BA 0.0019 46 PB 7.4 47 IN 30 48 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 49 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 50 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 51 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 52 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 53 LS 0 77 0 54 UD 0.19 55 KK DA3x 56 KM 57 KO 22 58 BA 0.0001 59 PB 7.4 60 IN 30 61 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 62 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 63 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 64 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 65 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 66 LS 0 77 0 67 UD 0.19 68 KK PT2 69 KM 70 KO 22 71 HC 2 72 KK DA4 73 KM 10 Year Proposed Conditions 74 KO 22 75 BA 0.0189 76 PB 7.4 77 IN 30 78 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 79 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 80 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 81 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 82 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 83 LS 0 77 0 84 UD 0.10 85 KK PT1 86 KM Existing Inlet 87 KO 22 88 HC 4 89 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \-vbh3857.TMP ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * ** * * * ** * * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:19:51 * * (916) 756-1104 * ********** * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * ** * * * * * * * * * * * * * * * * ** 10 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME SCENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 * * * * * * * * * ** * ** 4 KK * DA2 * * * * * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * *** 17 KK * Pond * * * * * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 25 KK * DA1 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS + * * * * * * * * * * *** 38 KK * 60 "P * * * * * * * * * * * * * ** 40 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS a ** * ** * ** * ** a ** * ** * ** * ** *** *** * ** *** * ** a** * ** aaa * ** * *a * ** * ** * ** * ** *** * ** * ** * ** a ** * ** *** * ** *a* *** *a* * * * * * ** * ** ** ** 42 KK * DA3 * * * * **** * *a * ** 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED _ ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** *aa *** *** * ** *** * ** *** * ** * ** * ** *** a ** * ** * ** a ** *** *** * ** a ** *** *** * ** *** *** *** * ** * ** * ** *** *** * * *** ** * * *** ** 55 KK * DA3x * * ** * ** * * * * ** ** 57 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 68 KK * PT2 70 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ...- ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** *** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** *** * ** * ** *** * ** * ** *** * ** * ** *** * ** * ** **a * *a * ** *** * ** * ** *** * *a 72 KK * DA4 * - IF 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** 85 KK * PT1 * 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 DA2 184. 11.50 29. 10. 10. 0.05 ROUTED TO Pond 60. 11.73 28. 9. 9. 0.05 265.67 11.73 HYDROGRAPH AT DA1 221. 11.52 34. 12. 12. 0.07 ROUTED TO 60 "P 220. 11.53 34. 12. 12. 0.07 HYDROGRAPH AT DA3 5. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA3x 0. 11.55 0. 0. 0. 0.00 2 COMBINED AT PT2 5. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA4 54. 11.52 8. 2. 2 . 0.02 4 COMBINED AT PT1 336. 11.53 70. 23. 23. 0.14 SUMMARY OF KINEMATIC WAVE - MUSKINGUM -CUNGE ROUTING (FLOW I5 DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) 60 "P MANE 0.52 220.48 691.54 6.46 1.00 220.38 692.00 6.46 * ** NORMAL END OF HEC -1 * ** • HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbhOF48.TMP * • FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:21:40 * * (916) 756 -1104 * ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-! KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. 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 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 25 Year Proposed Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA2 5 KM 25 Year Proposed Conditions 6 KO 22 7 BA 0.0508 8 PB 8.8 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- 1.3874 2.0133 2.6073 2.8619 2.9215 °` 22 SE 261 262 264 266 268 270 23 SL 262.5* 7.065 0.6 .5 24 SS 269. 50 3 1.5 25 KK DA1 26 KM 25 Year Proposed Conditions 27 KO 22 28 BA 0.0664_- 29 PB 8.8 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 0 77 65 37 UD 0.14 38 KK 60 "P 39 KM Public Storm Sewer 40 KO 22 41 RK 1030 .005 .014 CIRC 5 42 KK DA3 43 KM 25 Year Proposed Conditions 44 KO 22 45 BA 0.0019 46 PB 8.8 47 IN 30 48 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 49 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 50 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 51 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 52 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 53 LS 0 77 0 54 UD 0.19 - 55 KK DA3x 56 KM 57 KO 22 58 BA 0.0001 59 PB 8.8 60 IN 30 61 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 62 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 63 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 64 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 65 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 66 LS 0 77 0 67 UD 0.19 68 KK PT2 69 KM 70 KO 22 71 HC 2 72 KK DA4 73 KM 25 Year Proposed Conditions 74 KO 22 75 BA 0.0189 76 PB 8.8 77 IN 30 78 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 79 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 80 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 81 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 82 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 83 LS 0 77 0 84 UD 0.10 85 KK PT1 86 KM Existing Inlet 87 KO 22 88 HC 4 89 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbhOF48.TMP ********** * * ** * * * * * * * * * ** * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 08/23/2002 TIME 17:21:40 * * (916) 756 -1104 ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * ** * * * * * * * * * * * * ** 25 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 * ** * ** * ** * ** *** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 4 KK * DA2 * * * * * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 17 KK * Pond * * * * * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * * * * * * * * * * * * ** 25 KK * DA1 * * * * * * * * * * * * * ** 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 38 KK * 60 "P * * * * * * * * * * * * * ** 40 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH _ IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 42 KK * • DA3 * 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 55 KK * • DA3x * 57 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 68 KK * PT2 70 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 72 KK * • DA4 * 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL • QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS Z. 85 KK * PT1 * 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 DA2 219. 11.50 34. 12. 12. 0.05 ROUTED TO Pond 66. 11.75 34. 11. 11. 0.05 266.24 11.75 HYDROGRAPH AT DA1 267. 11.52 41. 14. 14. 0.07 ROUTED TO 60 "P 267. 11.52 41. 14. 14. 0.07 HYDROGRAPH AT DA3 6. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA3x 0. 11.55 0. 0. 0. 0.00 2 COMBINED AT PT2 7. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA4 68. 11.50 10. 3. 3. 0.02 4 COMBINED AT PT1 402. 11.52 85. 28. 28. 0.14 SUMMARY OF KINEMATIC WAVE - MUSKINGUM -CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) 60 "P MANE 0.50 266.66 691.54 7.83 1.00 266.51 691.00 7.83 CONTINUITY SUMMARY (AC -FT) - INFLOW= 0.2771E +02 EXCESS= 0.0000E +00 OUTFLOW = 0.2771E +02 BASIN STORAGE= 0.3794E -03 PERCENT ERROR= 0.0 *** NORMAL END OF HEC -1 * ** HEC1 5 /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh1542.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS -k * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:23:17 * (916) 756 -1104 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. 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 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 50 Year Proposed Conditions 2 IT 1 1441 3 IO 5 0 4 KK DA2 5 KM 50 Year Proposed Conditions 6 KO 22 7 BA 0.0508 8 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 1.3874 2.0133 2.6073 2.8619 2.9215 - -^ 22 SE 261 262 264 266 268 270 23 SL 262.5 7.065 0.6 .5 . 24 SS 269 50 3 1.5 25 KK DAI 26 KM 50 Year Proposed Conditions 27 KO 22 28 BA 0.0664 29 PH 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 0 77 65 37 UD 0.14 38 KK 60 "P 39 KM Public Storm Sewer 40 KO 22 41 RK 1030 .005 .014 CIRC 5 42 KK DA3 43 KM 50 Year Proposed Conditions 44 KO 22 45 BA 0.0019 46 PB 9.8 47 IN 30 48 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 49 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 50 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 51 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 52 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 53 LS 0 77 0 54 UD 0.19 55 KK DA3x 56 KM 57 KO 22 58 BA 0.0001 59 PB 9.8 60 IN 30 61 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 62 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 63 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .6538 64 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 65 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 66 LS 0 77 0 67 UD 0.19 68 KK PT2 69 KM 70 KO 22 71 HC 2 72 KK DA4 73 KM 50 Year Proposed Conditions 74 KO 22 75 BA 0.0189 76 PB 9.8 77 IN 30 78 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 79 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 80 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 81 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 82 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 83 LS 0 77 0 84 UD 0.10 85 KK PT1 86 KM Existing Inlet 87 KO 22 88 HC 4 89 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh1542.TMP ********** * * * * ** * * * * * * * * * * * * * * * * * * *** * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:23:17 * * (916) 756 -1104 ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 50 Year Proposed Conditions • 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 * * * * * * * * * * * * ** 4 KK * DA2 * * ** * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 17 KK * Pond * * * ** * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * ** * * * * * ** 25 KK * DA1 * * * * * * * * * * * * ** 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 38 KK * 60 "P 40 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT _ ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 - 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT T 0.017 TIME INTERVAL IN HOURS * * * * *+ * * * *+ *** 42 KK * DA3 * ** *** * ** ** * ** 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 - 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 55 KK * DA3x * * * * * * * * * * * * * ** 57 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 68 KK * PT2 * * * * * * * * * * * * ** 70 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 72 KK * DA4 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED °`° TIMINT 0.017 TIME INTERVAL IN HOURS 85 KK * PT1 * * * * * * * * ** * * ** 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IUNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 DA2 244. 11.50 38. 13. 13. 0.05 ROUTED TO Pond 69. 11.77 37. 12. 12. 0.05 266.63 11.77 HYDROGRAPH AT DA1 300. 11.52 46. 16. 16. 0.07 ROUTED TO 60 "P 300. 11.52 46. 16. 16. 0.07 HYDROGRAPH AT DA3 7. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA3x 0. 11.53 0. 0. 0. 0.00 2 COMBINED AT PT2 8. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA4 78. 11.50 11. 4. 4. 0.02 4 COMBINED AT PT1 448. 11.52 96. 32. 32. 0.14 SUMMARY OF KINEMATIC WAVE - MUSKINGUM -CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) 60 "11 MANE 0.50 299.67 691.52 8.80 1.00 299.56 691.00 8.80 * ** NORMAL END OF HEC -1 * ** HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \- vbh063A.TMP * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 08/23/2002 TIME 17:24:29 * * (916) 756 -1104 * ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * ** * * * * * * * * * * * * * * * * * ** * ** 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. ... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HEC1KW. 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 ALGORITHI4 HEC -1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID 100 Year Proposed Conditions 2 IT 1 1441 3 ICJ 5 0 4 KK DA2 ,�,• 5 KM 100 Year Proposed Conditions 6 KO 22 BA 0.0508 8 PB 11 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 1.3874 2.0133 2.6073 2.8619 2.9215 - ,- 22 SE 261 262 264 266 268 270 23 SL 262.5 7.065 0.6 .5 24 SS 269 50 3 1.5 25 KK DA1 26 KM 100 Year Proposed Conditions 27 KO 22 28 BA 0.0664 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 J. 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 37 UD 0.14 38 KK 60 "P 39 KM Public Storm Sewer 40 KO 22 41 RK 1030 .005 .014 CIRC 5 42 KK DA3 43 KM 100 Year Proposed Conditions 44 KO 22 45 BA 0.0019 46 PB 11 47 IN 30 48 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 49 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 50 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 HEC -1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 51 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 52 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 53 LS 0 77 0 54 UD 0.19 55 KK DA3x 56 KM 57 KO 22 58 BA 0.0001 59 PB 11 60 IN 30 61 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 62 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 63 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 64 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 65 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 66 LS 0 77 0 67 UD 0.19 68 KK PT2 69 KM 70 KO 22 71 HC 2 72 KK DA4 73 KM 100 Year Proposed Conditions 74 KO 22 75 BA 0.0189 76 PB 11 77 IN 30 78 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 79 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 80 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 81 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 82 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 83 LS 0 77 0 84 UD 0.10 85 KK PT1 86 KM Existing Inlet 87 KO 22 88 HC 4 89 ZZ HEC1 S /N: 1343001909 HMVersion: 6.33 Data File: C: \WINNT \-vbh063A.TMP ********** * * * * ** * * * * * * * * * * ** * * * * * * * * * * *** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD HYDROGRAPH PACKAGE (HEC -1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0.1E * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * RUN DATE 08/23/2002 TIME 17:24:29 (916) 756-1104 ********** * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * ** ** ** 100 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS 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 * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * * *** * * * * * * * ** 4 KK * DA2 * * * * * * * * * * * * ** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 17 KK * Pond * * * * * * * * * * * * * ** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 25 KK * DA1 * * * * * * * * * * * * ** 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * ** 38 KK * 60 "P 40 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT _ ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** * * * * * * * * * * ** 42 KK * DA3 * * * * * * * * * * * * ** 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED - ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * * * * * * * * * * * * ** 55 KK * DA3x * * * * * * * * * * * * * ** 57 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 68 KK * PT2 Jr .ec;r 70 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ,_..P ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS * ** * ** * +* * +* * ** * ** * ** * ** * ** * ** * ** * +* * ** * ** * ** * ** * ** * +* * ++ * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** + ** * ** .44 72 KK * DA4 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS • 85 KK PT1 • * ** * * * * * * * **** 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 DA2 274. 11.50 43. 15. 15. 0.05 ROUTED TO Pond 73. 11.77 42. 14. 14. 0.05 267.11 11.77 HYDROGRAPH AT DA1 339. 11.52 52. 18. 18. 0.07 ROUTED TO 60 "P 339. 11.52 52. 18. 18. 0.07 HYDROGRAPH AT DA3 8. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA3x 0. 11.53 0. 0. 0. 0.00 2 COMBINED AT PT2 9. 11.55 1. 0. 0. 0.00 HYDROGRAPH AT DA4 90. 11.50 13. 4. 4. 0.02 4 COMBINED AT PT1 504. 11.52 108. 36. 36. 0.14 SUMMARY OF KINEMATIC WAVE - MUSKINGUM -CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) IN 60 "P MANE 0.49 339.25 691.35 9.98 1.00 339.12 691.00 9.98 * ** NORMAL END OF HEC -1 * ** • APPENDIX 6 TxDOT STORM SEWER 10 -YEAR ANALYSIS 100 -YEAR ANALYSIS w a y LL o J N _J a, m O) r @ a o w`v a) 1 o a to m ui to co 0 O N- T) O t- N CD N CO m p a L etl 'O cv ro = Q: 0 m ay O 2 m M C A N r 2 41 a) as N o N .Ar • O _ � O a) O rn a) ~ U co I-- LQ w E o O o U o I 0 0 coo y o M F- � co > v w LL o J (NI Ja a) E r (O `a) 4 a. a) > c rn D W o U n co 7 .D c (O O aO a) O a) � c . U� N co N O u) = J d U j co a - O O O c0 co a) O O (O > O C v N N N = J E (n M O CO O W O W N ° O O O N N N • C O W O co co O O .- O E c O a N N as - O N co c0 to N >> i N N N co co O N N 0 • W >` a O CO N O) 7 - (O O O) Q LL a 0 U CO Q ) a a a d 0 0 o C c o 0 0 c F m 2 0 CD c U U U c C C („_ CO al t a) O co N a) 13 J C (a O O O D N O O) o ... _ _ O O O O O rt co V a o � m ) o O 0 ) 00 i J v CO o � co To E o ( a) O te- � c O V) O U n O I- �LL... N N u E w IL- co a N y CO o O O 0 c L 00 O co a) 0) c 3 (0 O N aO m v a) O N- N = (0 © 7 Q o U - U E 2 m U E N ._ N O a D c O ao uo o z a) as a) m o o O a) N cU O F To a a) < U ill E CO w CO w 8 o m m co N- 0 J E 0 N J O aCQ N Q - O = O O CO O a) O) N N a r) a N E. O co d d d a0 F- .. o i• •' W V "5 , N O J C J Tr N 0 m ,_ m -a N y v > c > N a0 w W 0 m o � q q q O O a d Co O O N (0 N N N (0 N0 4. V N V0 O O N / N Q) iri == ri / N COLO _c _ + NN, UO a / % a j �O�M o / C C N 0 t o i N H a) / 6 u) , � ' -- � f e CD m cg / '$ c m .. + R O - C d = 0� %/ O kn 2' 3 v " NiZ C O 17 M 00� 0 E / / � : ig ())4\14\1 0O o CO j m Cg ( O 0 0 dj� —� � c O N F-- + J 0 (A o N LC) co o N fl. -o . E N N 3iza \ a) ca \ 0 JL E ti O 0 N N -EtO• -O z ) a N NO�� 0 N .. C C�NO Q �= � � w W 3 N O E J E co J O O N E' =00 co o � O LL C N 9 M 1- :, CO' W a w W O O J N t- J_ V G) m O) m ac v m > c 0) D W U co m O E M N O m e N N N d U 2 v in 0) co 7 f�mOO co O) D O CO O O _ (' J N N N E to co O OS c Co Co CO `) O N N N m m c > > C O W O co co O O co E c o V N m t O N co co N LD j j N S N N N M 0 N 0 O — N • W + >' vi O co N O) m w N co O) Q U co ) v v a N. c 0 0 0 0 E c o 0 0 c F m 2 U c U U U �+ CD O N c C C M O in co co ,t- 12 a I IJ . ~ SD- � CD ° o o m • 0 a 'i N O O co 1C G> ` p_cC O O o co _� O? O O O V CL o� v m a U) U o o -c o o o m co O o c N W O co co ,- O J .- m E N to 0 c0 c H O N co o) O E .• ` V o O L N u _c O O V ct c _ m O N O M V N N o N = CO 0 7 Q 0 U � _ U E2 W U m >, N N O N a 0 4 0 c al E co to o Z ) at co in c0 O N E CO C co C7 3 0 a m i �coco o ‘- J Eo Q c Q 0 O o o • @ o 2 CO 0 CO a Tu co V - N N 4 co J d d d O H � O W V w LL N O J J a N O m m d yv C _ N rn o a. w w CD U d o O 0 cci 8 0 O 0 0 O cd 0. N.- N N (.0 N N O cg O N O co O (V tiNN — CO 2 N � m �a 6 0 0 N 0 `= N O In + Q % NN , LO cNi 06 • o / C — -.1 mu 000 o 'P • • C c •• U • c co .-- U) - - 1 - N 0 CC co i 2D61—"'"" • $2 4= O _ON .... a co cp co O _ O / cD a N ~ • o d E C \./1 m a v/ M N co 01:49 j o ) / O NN �O L m pN , N N 0 000 NCO O • C >0%-0 5 i N N N a N N `�48JVScn N N Q E 2 O \ Ng o pp o fri ,, O rn N NN CO , ( VV ' C tO —O a a� . » Q v CC O 1 -L g N W Q N ON 2D J65CI) • E o O • I n p o Cp (�l OU N � 0 ' 9 la • 9 APPENDIX 7 DETENTION POND PLAN PRIVATE STORM SEWER PLAN