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Home My WebLink About17 Wings n MoreDRAINAGE REPORT FOR WINGS&MORE BUILDING RENOVATION & EXPANSION LOTS 9 & 10, BLOCK 16 SOUTHWOOD VALLEY, SECTION 3 ·Crawford Burnett Survey, A-7 College Station, Texas March 9, 1995 DEVELOPED BY: Wings & More cl o Mark Dennard 1045 Texas Ave. S. College Station, TX 77845 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 (409) 846-6212 Drainage Report for Wings & More Drive Thru Lots 9 & 10 , Block 16 Southwood Valley, Section 3 Crawford Burnett Survey, A-7 College Station , Brazos County, Texas March 9 , 1995 GENERAL LOCATION & DESCRIPTION The proposed site is Lot 9 and Lot 10, Block 16 , Southwood Valley , Section 3 , which is located on the northwest side of Deacon Drive between Texas A venue and Longmire Drive . The site is bounded by a vacant lot covered with grass to the southwest, a bicycle outlet store to the northwest, State Hwy 6 Access (Texas Ave.) to the northeast and Deacon Drive to the southeast.. . / Current improvements consist of a 2690 ft 2 , one-story concrete building , 3 power poles , concrete V parking that covers 1/2 of the site and some landscaped areas with a few trees. Approximately 1/a of the site remains vacant and is covered with grass. Proposed improvements involve expanding the existing building to 4400 ft 2 , removing and relocating one of the power poles , and renovating and expanding the parking lot to accommodate a total of 44 parking spaces. DRAINAGE BASINS & SUB -BASINS The site is within the Bee Creek Tributary "A" drainage basin , which is a sub-basin of Bee Creek. T.Il bu t:azy "A" is therefore the prim ary drainagewqy (See Appendix 1: "General Location Map"). There are two secondary drain ag ew ay s for this site_. The first includes curb and gutter flow down the alley adjoining the bike shop to Longmire Drive and then down Longmire to the bridge structure for Tributary "A". The second includes curb and gutter flow along Hwy 6 Access Road and into Tributary "A". The two drainageways will be referred to hereafter as the Longmire route and the Hwy 6 route respectively. The site is not within the 100 year floodplain according to the Flood Insurance Rate Map for Brazos County , Texas and Incorporated Areas (See Appendix 2: "Flood Plain Map"). Two primary studies have been performed on Bee Creek and its tributaries. The first is a study performed by the Federal Emergency Management Agency in July, 1992 , titled £1.Q.Qd Insurance Study -Brazos County, Texas and Incorporated Areas. The purpose of this report was to investigate the existence and severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The second study is the Stormwater Management Plan, Phase III, performed by Walton and Associates -Consulting Engineers , Inc. contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas. Wings & More Drive Thru -Drainage Report Page 2 DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Due to the calculated increase in peak runoff caused by this development, detention will be provided to attenuate flows for both the Longmire drainage route and the Hwy 6 drainage route. JJlus, two parking lot detention ponds will be created j, one on the northeast line of the tract f acing Hwy 6, and the other on the northwest line of the tract facin the existin (See Appendix 4: "Detention Pon sand Drainage Areas"). Runoff coefficients of 0.4 l d 0.90<ere used for pre-development landscaped areas and impervious areas respectively. The same values were used for post-development conditions. Pre and Post Q's were determined for both drainage areas (See Appendix 4). The Longmire drainage area yielded a pre-development Q25 = 1.9 cfs and a post-development Q25 = 2.5 cfs, thus a n ? required attenuation of 0.6 cfs for the 25 years event. The Hwy 6 drainage area yielded a pre-'\'WC) development Q25 = 3. 7 cfs and a post-development Q25 = 4.1 cfs, thus a required attenuation of 0.4 cfs for the 25 year event. $-~ -rt, A parking lot detention pond will be constructed on the~west portion of the site to attenuate runoff for the Longmire drainage route. The site will be graded such that all of the Longmire drainage area will drain into the detention pond. The outlet structure will be a 1.5' long curb break at elevation 279.50. Runoff will flow through the curb break and onto a 2' wide by ~~ 6" deep concrete flume at elevation 279.00. The flume will carry runoff to the flowline of the ~ existing alley. The pond will have a peak volume of approximately 253 ft 3 at a depth of 5.4" for \£\ • the 25 year event. After routing the 25 year storm through the outlet works, the resulting peak ~ outflow was 1.5 cfs which is less than the pre-developed Q25 of 1. 9. Thus the 25 year event has ~ ~ been attenuated for. ~7 To attenuate runoff for the Hwy 6 drainage area a parking lot detention pond will be ~~~ constructed at the northeast portion of the site facing Hwy 6 . The will be graded such that the ~ existing drainage patterns will remain unchanged and only the additional runoff generated by the expans ion of the parking lot will flow into the detention pond. The outlet structure will be a 6" curb break that will spill onto a 2' wide x 6" deep concrete flume. The flowline of the curve break is at 279 .25 and is 278. 75 at the top of the flume. After routing the 25 year storm through the outlet works , the resulting peak outflow is 0.6 cfs. The pond will have a peak volume of 260 ft 3 at a depth of 6 " for the 25 year event. The direct runoff into the Hwy 6 curb and gutter system is 3 .1 cfs (See Appendix 5 Pre-and Post-Development Calculations). The total runo ff leaving the site by way of Hwy 6 is 3 .1 + 0 .6 = 3. 7 cfs . This is equal to the pre-development Q25. Thus the 25 year event has been attenuated for. IV'~ e._<t>"· Both detention ponds will carry the 10 & 25 year storm events . Neither drainage area will fully attenuate runoff for the 100 year event. Results are tabulated on the next page. \~ L.Q~t" . . ~o0f Wings and More Drive-Thru -Drainage Report Page 3 Det. Pond Longmire Longmire Hwy 6 . Hwy6 Storm Event 10 Year 25 Year 10 Year 25 Year CONCLUSIONS Pre-Dev. Post-Dev. Runoff (cfs) Runoff (cfs) 1.7 2.2 1.9 2.5 3.2 3.5 Det. Pond Outflow (cfs) 1.4 1.5 0.5 3.7 ~ 4.1 II ~Q~'¥~Q_,po' 0.6 Total Runoff Leaving Site (cfs) 1.4 1.5 3.2 3.7 The peak runoff for the 10 and 25-year event is attenuated to at or below pre-development values for both detention ponds. The 100-year storm event will over-top the curb on both detention ponds. No impact from the 10 or 25 year storm events to downstream landowners or drainage structures is expected. "I hereby certify that this report (plan) for the drainage design of Wings & More Building Renovation & expansion was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Wings and More Drive-Thru -Drainage Report Page 4 APPENDICES 1) General Location Map -U.S. G. S. Quad 2) Flood Insurance Rate Map -FEMA 3) Site Plan -Kling Engineering & Surveying 4) Detention Ponds and Drainage Areas 5) Pre-Development and Post-Development Calculations 6) Hydrologic Calculations -Modified Rational Method 7) Storage -Routing Calculations kes95 -0lb:\wings2 .rpt APPENDIX I GENERAL LOCATION MAP U.S.G.S. QUAD APPENDIX V PRE-DEVELOPMENT & POST-DEVELOPMENT CALCULATIONS --L.5/0 5°1 '0 :: ~ ~ (87-·o )ob--0" -F ( i~ ·o )0-/7 ·o P b-i ·o "'~Jy ~i ·o --.; .... 'Y · ·-...tS'<J :: .iaJJI /rJl~i"> I =-(b7-·o)f~I! 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' ro "'•" '"'1 'o (,. f 'd ~ , --------------·-___ _::;, APPENDIX VI HYDROLOGIC CALCULATIONS MODIFIED RATIONAL METHOD Quick TR-55 Ver.5.46 S/N: Executed: 07:47:32 03-01-1995 MOOIFIED RATIONAL METHOD ----Graphical Surmary for Maxi111..111 Required Storage ---- WINGS & MORE DRIVE-THRU SOUTHWOOO VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -LONGMIRE ROUTE ********************************************************************** * * * RETURN FREQUENCY: 10 yr Allowable Outflow: 1. 70 cfs * * 'C' Adjustment: 1.000 Required Storage: 280 cu.ft. * * * * STORM DURATION Tc for Max.Storage * * Peak Inflow: 2.17 cfs Inflow .HYO stored: WINGS -10.HYD * ********************************************************************** Tc= 10.00 minutes = 8.630 in/hr Area (ac): F L 0 ·I· Q 2.17 cfs Weighted Adjusted Required Storage -----------280 cu.ft . w I· I c I t I s I o o o Q= 1. 10 cts I o I· CAL low.Outflow) I 0 I I 0 I NOT TO SCALE I 0 I ============ I o I '-----------------------1------------------------ 12.15 minutes C: C: 0.29 0.87 0.87 QuicK TR-55 Ver.5.46 S/N: Executed: 07:47:32 03-01-1995 WINGS & MORE DRIVE-THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -LONGMIRE ROUTE **** Modified Rational Hydrograph ***** Weighted C = 0.866 Area= 0.290 acres Tc = 10.00 minutes Adjusted C = 0.866 Td= 10.00 min. I= 8.63 in/hr RETURN FREQUENCY: 10 year storm Output file: WINGS-10.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time Time increment= 1.00 Minutes Qp= 2.17 cfs Minutes! Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I o.oo 0.22 o.43 o.65 o.87 1.08 1.30 7.oo I 1.52 1.73 1.95 2.17 1.95 1.73 1.52 14.oo I 1.30 1.08 o.87 o.6s o.43 0.22 o.oo Quick TR -55 Ver.5.46 S/N: Executed: 07:47:32 03-01-1995 WINGS & MORE DRIVE-THRU SOUTHWOOO VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -LONGMIRE ROUTE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================!======== Subarea Runoff Area Tc Wtd. I I Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' II 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- IMPERVIOUS 0.900 0.27 I I I I GRASS 0.400 0 .02 I I I I ---------------1--------------11 -----------------------1-------- 1 10.00 o.866 I I o.866 8 .630 0.29 I 2.17 Quick TR-55 Ver.5.46 S/N: Executed: 07:47:32 03 -01·1 995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ··--Grand SlM111l8ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. ~INGS & MORE DRIVE-THRU SOUTH~OOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -LONGMIRE ROUTE Area = 0.29 acres Tc = 10.00 minutes ............................................................................ ............................................................................ Frequency (years) Adjusted 'C' Duration lntens. Qpeak minutes in/hr cfs Allowable I cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 10 0.866 10 8.630 2. 17 1. 70 1 1,300 280 Quick TR-55 Ver.5.46 S/N: Executed: 07:47:32 03-01-1995 MODIFIED RATIONAL METHOD S'-'TIT\ary for Single Storm Frequency First peak outflow point asslllled to occur at Tc hydrograph recession leg. WINGS & MORE DRIVE-THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -LONGMIRE ROUTE RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 1.70 cfs Hydrograph file duration= 10.00 minutes Hydrograph file: WINGS-10.HYD Tc = 10.00 minutes ............................................................................. ············································································ Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres Qpeak I cts I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.866 0.866 0.866 0.866 15 7 .190 20 6.210 0.29 0.29 1.80 I 1.56 I 1,624 174 Qpeak <Callow Quick TR-55 Ver.5.46 S/N: Executed: 07:55:03 03-01-1995 MODIFIED RATIONAL METHOD ----Graphical Sunmary for Maximum Required Storage ---- WINGS & MORE DRIVE THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -LONGMIRE ROUTE ********************************************************************** * * * * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 STORM DURA TI ON * Allowable Outflow: 1.94 cfs * Required Storage: 321 cu.ft. * * Tc for Max.Storage * *--------------------------------------------------------------------* * Peak Inflow: 2.47 cfs Inflow .HYO stored: WINGS-25.HYD * ********************************************************************** F L 0 w c f s Tc= 10.00 minutes 9.860 in/hr Area (ac): Q = 2.47 cfs Weighted C: ·I· Adjusted Required Storage -----------321 cu.ft. I· I I 0 0 0 Q= 1 .94 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------1------------------------ 12.16 minutes C: 0.29 0.87 0.87 Quick TR-55 Ver.5.46 S/N: Executed: 07:55:03 03-01-1995 WINGS & MORE DRIVE THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -LONGMIRE ROUTE **** Modified Rational Hydrograph ***** Weighted C = 0.866 Area= 0.290 acres Tc = 10.00 minutes Adjusted C = 0.866 Td= 10.00 min. I= 9.86 in/hr Qp= 2.47 cfs RETURN FREQUENCY: 25 year storm Output file: WINGS-25.HYD Adj.factor = 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment= 1.00 Minutes Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 7.oo I 14.oo I 0.00 1.73 1.48 0_25 1.98 1.24 0.49 2.23 0.99 0.74 0.99 2.47 2.23 0.74 0.49 1.24 1.98 0.25 1.48 1.73 0.00 Quick TR-55 Ver-5.46 S/N: Executed: 07:55:03 03-01-1995 WINGS & MORE DRIVE THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -LONGMIRE ROUTE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================!======== Subarea Runoff Area Tc Wtd. II Adj . Total I Peak Q Descr. 'C' acres I (min) 'C' II 'C' in/hr acres I (cfs) --------------------------1--------------11-----------------------1-------- IMPERVIOUS 0.900 0.27 I II I GRASS 0.400 0.02 I II I ---------------1--------------11-----------------------1-------- 1 10.00 o.866 I I o.866 9.860 0 .29 I 2.47 Quick TR-55 Ver.5.46 S/N: Executed: 07:55:03 03-01-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Surrnary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point asslllled to occur at Tc hydrograph recession leg. WINGS & MORE DRIVE THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -LONGMIRE ROUTE Area = 0.29 acres Tc = 10.00 minutes ············································································ ............................................................................ Frequency (years) Adjusted 'C' Duration Intens. Qpeak minutes in/hr cfs Allowable I cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 25 0.866 10 9.860 2.47 1.94 1 1,485 321 Quick TR-55 Ver.5.46 S/N: Executed: 07:55:03 03-01 -1995 MOOIFIED RATIONAL METHOO SllTfllary for Single Storm Frequency First peak outflow po i nt ass1..111ed to occur at Tc hyd r ograph recessi on leg . WINGS & MORE DRIVE THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -LONGMIRE ROUTE RETURN FREQUENCY: 25 yr 'C' Adjustment = 1 .000 Allowable Q = 1 .94 c f s Hydrograph f i le duration= 10.00 minutes Hydrograph fi l e: WINGS -25.HYD Tc = 10 .00 minute s ············································································ .............................................................................. Weighted Adjusted Duration Intens . Areas 'C' 'C' minutes in/hr acres Qpeak I cts I VO LUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.866 0.866 15 8.230 0.866 0.866 20 7 .120 0.29 0.29 2.07 I 1.79 I 1,859 204 Qpeak <Callow Quick TR-55 Ver.5.46 Executed: 15:21:02 S/N: 02-28-1995 MODIFIED RATIONAL METHOD ----Graphical S'-'11118ry for Maximun Required Storage ---- WINGS & MORE DRIVE-THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -HWY 6 ROUTE ********************************************************************** * * * * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 STORM DURA TI ON Allowable Outflow: Required Storage: Tc for Max.Storage * 3.20 cfs * 219 cu.ft. * * * *--------------------------------------------------------------------* * Peak Inflow: 3.56 cfs Inflow .HYO stored: WING6-10.HYD * ********************************************************************** F L 0 w c f s ·I· 0 0 0 0 Tc= 10.00 minutes = 8.630 in/hr Area (ac): Q = 3.56 cfs Weighted C: Adjusted C: Required Storage -----------219 cu.ft. I· I I 0 0 0 0 I· I I I I Q= 3.20 cfs (Al low.Outflow) NOT TO SCALE ============ '-----------------------1------------------------ 11.02 minutes 0.57 0.72 0.72 Quick TR -55 Ver.5.46 Executed: 15:21:02 S/N: 02 -28-1995 WINGS & MORE DRIVE-THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -HWY 6 ROUTE **** Weighted C 0.725 Modified Rational Hydrograph Area= 0.570 acres Tc ***** 10.00 minutes Adjusted C = 0.725 Td= 10.00 min. I= 8.63 in/hr Qp= 3.56 cfs RETURN FREQUENCY: 10 year storm Output file: WING6 -1 0.HYD Adj .factor 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time increment = 1.00 Minutes Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 7.oo I 14.oo I 0.00 2.49 2.14 0.36 2.85 1. 78 0.71 3.21 1.43 1.07 1.43 3.56 3.21 1.07 0. 71 1. 78 2.85 0.36 2.14 2.49 0.00 Quick TR-55 Ver.5.46 S/N: Executed: 15:21:02 02 -28-1995 WINGS & MORE DRIVE-THRU SOUTHIJOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -HWY 6 ROUTE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = •c• adjustment factor for each return frequency RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================I======== Subarea Runoff Area Tc Wtd. I I Adj. Total I Peak Q Oescr. 'C' acres I (min) 'C' 11 'C' in/hr acres I (cfs) --------------------------1--------------11-----------------------1-------- IMPERVIOUS 0.900 0.37 I 11 I GRASS 0.400 0.20 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 o.725 11 o.725 8.630 o.57 I 3.56 Quick TR-55 Ver.5.46 S/N: Executed: 15:21:02 02-28-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Sumnary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg . WINGS & MORE DRIVE-THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -HWY 6 ROUTE Area = 0.57 acres Tc = 10.00 minutes ............................................................................ ............................................................................ Frequency (years) Adjusted 'C' Duration Jntens. Qpeak minutes in/hr cfs Allowable I cfs I VOLUMES Inf low (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 10 0. 725 10 8.630 3.56 3.20 1 2, 139 219 Quick TR-55 Ver.5.46 S/N: Executed: 15:21:02 02-28-1995 MODIFIED RATIONAL METHOD Sl.ll'lllary for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrog r aph recession leg. ~INGS & MORE DRIVE -THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 10 YEAR STORM -HWY 6 ROUTE RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 3.20 cfs Hydrograph file duration= 10.00 minutes Hydrograph file: WING6-10.HYD Tc = 10.00 minutes ............................................................................ ............................................................................ ~eighted Ad j usted Duration Intens . Areas 'C' 'C' minutes in/hr acres Qpeak I cts I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.725 0.725 15 7. 190 0.57 2.97 I Qpeak < Qallow Quick TR-55 Ver.5.46 S/N: Executed: 18 :16:19 02 -28-1995 MODIFIED RATIONAL METHOD ----Graphical S'-'11118ry for Maxilllll1l Required Storage ---- WINGS & MORE DRIVE -THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -HWY 6 ROUTE ********************************************************************** * * * RETURN FREQUENCY: 25 yr Allowable Outflow: 3 .65 cfs * * 'C' Adjustment: 1.000 Required Storage: 253 cu .ft . * * * * STORM DURATION Tc for Max .Storage * *--------------------------------------------------------------------* * Peak Inflow: 4 .07 cfs Inflow .HYO stored: WING6 -25.HYD * ********************************************************************** F L 0 w c f s Tc= 10.00 minutes 9.860 in/hr Area (ac): Q ·I· = 4.07 cfs Weighted Ad j usted Required Storage -----------253 cu.ft. I· I I 0 0 0 Q= 3.65 cfs o I· (Al low.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------1------------------------ 11.04 minutes C: C: 0.57 0.72 0.72 Quick TR-55 Ver.5.46 S/N: Executed: 18:16:19 02 -28-1995 WINGS & MORE DRIVE-THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -HWY 6 ROUTE **** Modified Rational Hydrograph ***** Weighted C = 0.725 Area= 0.570 acres Tc= 10.00 minutes Adjusted C = 0.725 Td= 10.00 min. I= 9.86 in/hr Qp= 4.07 cfs RETURN FREQUENCY: 25 year storm Output file: WING6-25.HYD Adj.factor= 1.00 Time I · Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment= 1.00 Minutes Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 7.oo I 14.oo I 0.00 2.85 2.44 0.41 3.26 2.04 0.81 3.66 1.63 1.22 1.63 4.07 3.66 1.22 0.81 2.04 3.26 0.41 2.44 2.85 0.00 Quick TR-55 Ver.5.46 S/N: Executed: 18:16:19 02-28 -1995 WINGS & MORE DRIVE -THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -HWY 6 ROUTE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, l=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================!======== Subarea Runoff Area Tc Wtd. II Adj . Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I Ccfs) --------------------------1--------------11 -----------------------1-------- IMPERVIOUS 0.900 0.37 I I I I GRASS 0.400 0.20 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 0.125 I I 0.125 9.860 o.57 I 4.01 Quick TR-55 Ver.5.46 S/N: Executed: 18:16:19 02-28-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Surmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assi..med to occur at Tc hydrograph recess i on leg. UINGS & MORE DRIVE-THRU SOUTHUOOO VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -HUY 6 ROUTE Area = 0.57 acres Tc = 10.00 minutes ············································································ ............................................................................. Frequency Adjusted Duration lntens. Qpeak Allowable I (years) 'C' minutes in/hr cfs cfs I VOLUMES Inf low (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 25 0.725 10 9.860 4.07 3.65 1 2,443 253 Quick TR-55 Ver.5.46 S/N: Executed: 18:16:19 02-28-1995 MODIFIED RATIONAL METHOO SL111118ry for Single Storm Frequency First peak outflow point assl.med to occur at Tc hydrograph recession leg. WINGS & MORE DRIVE-THRU SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 25 YEAR STORM -HWY 6 ROUTE RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 3.65 cfs Hydrograph file duration= 10.00 minutes Hydrograph file: WING6-25.HYD Tc = 10.00 minutes ············································································ ············································································ Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres Qpeak I cts I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.725 0.725 15 8.230 0.57 3.40 I Qpeak < Qal low APPENDIX VII STORAGE ROUTING CALCULATIONS POND-2 Version: 5.17 S/N: EXECUTED: 03-02-1995 10:04:26 ************************************************* * * * WINGS & MORE DRIVE -THRU * * SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 * * 10 YEAR STORM -LONGMIRE ROUTE * * * * * ************************************************* Inf low Hydrograph: LDET-10 .HYO Rating Table file: WINGS-L .PND ----INITIAL CONDITIONS---- Elevation = 279.50 ft Outflow Storage = 0.00 cfs 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------·· -.................. ......................... ............................... ------------- jELEVATION OUTFLOW STORAGE I 2S/t 2S/t + 0 (ft) Ccfs) (cu-ft) I Ccfs) (cfs) I I ......................... ...................... __________ , ... .......................... _____________ , 279.50 0.0 01 o.o 0.0 I 279.55 0.1 01 0.0 0.1 I 279.60 0.2 31 0.1 0.3 I 279.65 0.3 Sj 0.3 0.6 I 279.70 0.4 181 0.6 1.0 I 279. 75 0.6 371 1.2 1.8 I 279.80 0.8 661 2.2 3.0 I 279.85 1.0 110 I 3.7 4.7 I 279.90 1.3 174 I 5.8 7 .1 I 279.95 1.5 2591 8.6 10. 1 I -------------------------------------------------------- Time increment Ct)= 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 03-02-1995 10:04:26 Pond Fi le: IJINGS-L .PNO Inflow Hydrograph: LOET-10 .HYO Outflow Hydrograph: OUT .HYO INFLOIJ HYDROGRAPH ROUTING COMPUTATIONS _,.. __ ,.. ___ ------------------............................... ------------------------------- I TIME INFLOIJ I 11+12 2S/t -0 2S/t + 0 I OUTFLOIJ I ELEVATION I (min) Ccfs) I Ccfs) Ccfs) Ccfs) I (cfs) I (ft) ....................... ---------1 ---------... ............................... -----------1---------1--------- 0.0 0.001 0.0 0 .01 0.00 279.50 1.0 0.181 0.2 -0. 1 0.21 0 .14 279.57 2.0 0.361 0.5 -o. 1 0.41 0.26 279.63 3.0 0.541 0.9 0.1 o.81 0.36 279.68 4.0 0.711 1.3 0.4 1.41 0 .49 279.72 5 .0 0.891 1.6 0.7 2.01 0 .63 279.76 6 .0 1.071 2.0 1.2 2 .71 0. 75 279.79 7 .0 1.251 2.3 1.8 3.51 0 .86 279 .82 8.0 1.431 2.7 2.5 4.51 0.98 279.84 9 .0 1.61 I 3.0 3.3 5 .61 1. 11 279.87 10 .0 1.791 3.4 4.2 6 .71 1.26 279.89 11.0 1.61 I 3.4 5.0 7 .61 1.33 279.91 12 .0 1.431 3.0 5.3 8.01 1.36 279.91 13 .0 1.25 I 2.7 5.2 8 .01 1.36 279 .91 14.0 1.071 2.3 4.9 7.61 1.33 279 .91 15.0 0.891 2.0 4 .3 6.91 1.27 279.90 16.0 0.711 1.6 3.6 5.91 1. 16 279.88 17 .0 0.541 1.3 2.8 4.91 1.02 279 .85 18 .0 0.361 0.9 1.9 3.71 0.89 279.82 19.0 0. 181 0.5 1. 1 2 .51 0.71 279.78 20.0 0.001 0.2 0 .3 1.21 0 .45 279.71 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 03-02-1995 10:04:26 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: WINGS-L .PND Inf low Hydrograph: LDET-10 .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation = 279.50 ft ***** Sl.lllllary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 1. 79 cfs 1.36 cfs 279.91 ft ***** Sl.lllllary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 199 cu-ft 199 cu-ft ***** 0.0 1.0 2.0 3.1 4.1 5.1 6.1 7.1 8.2 9.2 POND -2 Version: 5.17 S/N: Pond File: WINGS-L .PND Inf low Hydrograph: LDET-10 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow 1. 79 cfs Peak Outflow 1.36 cfs Peak Elevation = 279.91 ft Page 4 EXECUTED: 03 -02-1995 10:04:26 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -I* I * -1 * I x* -I x* I -1 I -1 I -1 I - - - - x * x * x * x * x * x * x x x x x * * * * * x * x * x * x * 10.2 -x * x * 11.2 -x * x * 12.2 -x* I * 13.3 -I * x I * x 14.3 -1 * x I * x 15.3 -I * x I * x 16.3 -1 * x I * x 17.3 -I * x I * x 18.4 -1 * x I * x 19.4 -1 * x I* x I TIME (min) x Fi le: OUT .H YO Qmax = 1.4 cfs * File: LDET-10 .HYO Qmax 1.8 cfs POND-2 Version: 5.17 S/N: EXECUTED: 03-02-1995 10:27:34 ************************************************* * * * WINGS & MORE DRIVE-THRU * *SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 * * 25 YEAR STORM -LONGMIRE ROUTE * * * * * ************************************************* Inflow Hydrograph: LDET-25 .HYO Rating Table file: WINGS-L .PND ----INITIAL CONDITIONS---- Elevation = 279.50 ft Outflow = 0.00 cfs Storage 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUT AT IONS ......... -...... -... .......................... ............................. ................................... .................................. ELEVATION OUTFLOW STORAGE I 2S/t 2S/t + 0 (ft) Ccfs) (cu-ft) I I Ccfs) Ccfs) I I ......................... .......................... ----------1 1-------------------------1 279.50 0.0 01 I 0.0 0.0 I 279.55 0.1 01 I 0.0 0.1 I 279.60 0.2 31 I 0.1 0.3 I 279.65 0.3 8j I 0.3 0.6 I 279.70 0.4 181 I 0.6 , .0 I 279.75 0.6 371 I 1.2 1.8 I 279.80 0.8 661 I 2.2 3.0 I 279.85 1.0 , 10 I I 3.7 4.7 I 279.90 1.3 1741 I 5.8 7. 1 I 279.95 1.5 2591 I 8.6 10.1 I Time increment (t) 1.0 min. POND-2 Version : 5.17 S/N: Page 2 EXECUTED: 03 -02-1995 10:27:34 Pond File: WINGS-L .PND Inf low Hydrograph: LDET-25 .HYO Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------_ ....................... ................................. ............................. ------------------ I TIME I INFLOW I I1+I2 2S/t -0 2S/t + 0 OUTFLOW ELEVATION I (min) I (cfs) I (cfs) (cfs) (cfs) (cfs) (ft) 1--------1---------1-----------------------------------------........................ 0.0 0.00 I 0 .0 0.0 0.00 279.50 1.0 0.20 I 0.2 -0. 1 0 .2 0.15 279.57 2.0 0.41 I 0.6 -0.1 0 .5 0.28 279.64 3.0 0 .61 I 1.0 0.2 1.0 0.39 279.70 4.0 0 .82 I 1.4 0.5 1.6 0.55 279.74 5.0 1.02 I 1.8 1.0 2.4 0.69 279.77 6.0 1.22 2.2 1.6 3.2 0.83 279.81 7.0 1.43 2.7 2 .3 4.2 0.95 279.84 8.0 1.63 3.1 3.2 5.4 1.09 279.86 9.0 1.84 3.5 4.2 6.71 1.25 279.89 10.0 2.041 3.9 5.3 8.11 1.36 279.92 11.0 1.84 I 3 .9 6.3 9.21 1.44 279.93 12.0 1.631 3.5 6.8 9.81 1.48 279.94 13.0 1.431 3.1 6.9 9.91 1.48 279.95 14.0 1.221 2.7 6.7 9.61 1.46 279.94 15.0 1.021 2.2 6.1 8.91 1.42 279.93 16.0 0.821 1.8 5.2 7.91 1.35 279.91 17.0 0.611 1.4 4 .1 6.61 1.24 279.89 18.0 0.411 1.0 3.0 5.21 1.06 279.86 19.0 0.201 0.6 1.9 3.6 1 0.88 279.82 20.0 0.001 0.2 0 .8 2. 11 0.65 279.76 ---------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 03-02-1995 10:27:34 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inf low Hydrograph: Outflow Hydrograph: IJINGS-L LDET-25 OUT .PND .HYO .HYO Starting Pond IJ.S. Elevation 279.50 ft ***** Sl.WTITlary of Peak Outflow and Peak Elevation***** Peak Inf low Peak Outflow Peak Elevation 2.04 cfs 1.48 cfs 279.95 ft ***** Sl.WTITlary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 253 cu-ft 253 cu-ft POND-2 Version: 5.17 S/N: Pond File: ~INGS-L .PND Inflow Hydrograph: LDET -25 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow 2.04 cfs Peak Outflow 1.48 cfs Peak Elevation = 279.95 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Page 4 EXECUTED: 03 -02-1995 10 :27:34 Flow (cfs) 4 .0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- I 0.0 -1 * I * 1.0 -1 * I x* 2.0 -1 x * I x * 3.1 -I x * x * 4.1 -x * x * 5.1 -x * x * 6.1 x * x * 7 .1 -x * x * 8.2 -x * x * 9 .2 -x * x * 10.2 -x * x * 11.2 -x * x * 12.2 -x* * 13.3 -*x I * x 14.3 -1 * x I * x 15.3 -1 * x I * x 16.3 -1 * x I * x 17 .3 -1 * x I * x 18.4 -1 * x I * x 19.4 -1 * x I* x I TIME (min) x Fi le: OUT .HYO Qmax = 1.5 cfs POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 03-02-1995 14:04:13 ************************************************* * * * WINGS & MORE DRIVE -THRU * *SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 * * 10 YEAR STORM -HWY 6 ROUTE * * * * * ************************************************* Inflow Hydrograph: 6DET-10 .HYO Rating Table file: WINGS-6 .PND ----INITI AL CONDITIONS·--- Elevation = 279.25 ft Outflow = 0.00 cfs Storage 0 cu-ft GIVEN POND DATA ---------------------------- ELEVATION OUTFLOW STORAGE I (ft) Ccfs) (cu-ft) I ----·----.................... ----------1 279.25 0.0 01 279.30 0.0 01 279.35 0.1 21 279.40 0.1 71 279.45 0.1 161 279.50 0.2 31 I 279.55 0.3 541 279.60 0.3 BBi 279.65 0.4 1341 279.70 0.5 1901 279. 75 0.6 2601 279.BO 0.7 3451 279.B5 O.B 4441 ------------------------------ Time increment INTERMEDIATE ROUTING COMPUTATIONS ------------------------- 2S/t 2S/t + 0 (cf s) (cfs) ------------------------- 0.0 0.0 0.0 0.0 0. 1 0.2 0.2 0.3 0.5 0.6 1.0 1.2 1.B 2. 1 2.9 3.2 4.5 4.9 6.3 6.B B.7 9.3 11.5 12.2 14.B 15.6 ......................... ------------- (t) 1.0 min. PON0-2 Version: 5.17 S/N: Page 2 EXECUTED: 03 -02-1995 14:04: 13 Pond File: \.llNGS-6 .PNO Inflow Hydrograph: 60ET -10 .HYO Outflow Hydrograph: OUT .HYO INFLO\.I HYOROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME I INFLO\.I I 11+12 I 2S/t -0 I 2S/t + 0 I OUTFLO\.I ELEVATION I (min) I Ccfs) I Ccfs) I Ccfs) I Ccfs) I (cfs) (ft) I --------1---------1 ---------------------1-----------1------------------1 0.0 0 .001 0.0 I 0.01 0.00 279.25 I 1.0 0.091 0.1 -0.0 I 0.11 0.05 279.32 I 2.0 0.181 0.3 0.1 I 0.31 0.10 279.38 I 3.0 0.261 0.4 0.3 I o.51 0.10 279.43 I 4.0 0.351 0.6 0.6 I 0.91 0.15 219.47 I 5.0 0.441 0.8 1.0 I 1.41 0.22 279.51 I 6.0 . 0.531 1.0 1.4 I 1.91 0.28 279.54 I 7.0 0.611 1.1 1.9 I 2.51 0.30 219.57 I 8.0 0.701 1.3 2.6 I 3.21 0.30 279.60 I 9.0 0.791 1.5 3.4 I 4.1 I 0.35 279.63 I 10 .0 0.881 1.7 4.3 I 5. 11 0.41 279.66 I 11.0 0.881 1.8 5.1 I 6.01 0 .46 279.68 I 12.0 0.791 1. 7 5.8 I 6.81 0.50 279.70 I 13.0 0.701 1.5 6.2 I 7.31 0.52 279. 71 I 14.0 0.61 I 1.3 6.5 I 7.51 0.53 279.71 I 15.0 0.531 1.1 6.6 I 7.61 0.53 279.72 I 16.0 0.441 1.0 6.5 I 7.51 0.53 279 .71 I 17.0 0.351 0.8 6.2 I 7.31 0.52 279.71 I 18.0 0.261 0.6 5.8 I 6 .81 0.50 279.70 I 19.0 0.181 0.4 5.3 I 6.31 0.47 279.69 I 20.0 0.091 0.3 4.7 I 5.61 0.44 219.67 I 21.0 0.001 0.1 4 .0 I 4.81 0.40 279.65 I -----------------------·---------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 03 -02-1995 14:04:13 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: WINGS-6 .PND Inf low Hydrograph: 6DET-10 .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation 279.25 ft ***** SL111Tiary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 0.88 cfs 0.53 cfs 279.72 ft ***** Sunmary of Appro x imate Peak Storage ***** In i tial Storage Peak Storage From Storm Total Storage in Pond O cu-ft 213 cu-ft 213 cu-ft ***** POND-2 Version: 5.17 S/N: Pond File: ~INGS-6 .PND Inflow Hydrograph: 6DET-10 .HYO Outflow Hydrograph: OUT -HYO Peak Inf low 0.88 cfs Peak Outflow 0.53 cfs Peak Elevation= 279.72 ft Page 4 EXECUTED: 03-02-1995 14:04: 13 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1 -----1-----1-----1- 1 0.0 -1· x* 1.0 -• x* 2.0 -x* x • 3.1 -x • x • 4. 1 -x • x • 5. 1 -x • x • 6.1 -x • x • 7 .1 -x • x • 8.2 -x • x • 9.2 -x • I x • 10.2 -1 x • I x • 11.2 -1 x • I x • 12.2 -1 x • I x • 13.3 -I x • I x • 14.3 -I x* I x* 15.3 -1 • I *x 16.3 -1 *x I • x 17.3 -I • x I • x 18.4 -I • x I • x 19.4 -1 • x I * x 20.4 -I * x I* x I TIME (min) x File: OUT .HYO Qmax * File: 60ET -10 .HYO Qmax 0. 5 cfs 0.9 cfs POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 03-02-1995 14:01:12 ************************************************* • • * WINGS & MORE DRIVE-THRU • *SOUTHWOOD VALLEY, SECT 3 -LOT 9&10, BLK 16 • • 25 YEAR STORM -HWY 6 ROUTE • • • • • ************************************************* Inflow Hydrograph: 6DET-25 .HYO Rating Table file: WINGS-6 .PND ----INITIAL CONDITIONS---- Elevation = 279.25 ft Outflow = 0.00 cfs Storage = 0 cu-ft GIVEN POND DATA ---·-·----------------------- INTERMEDIATE ROUTING COM PUT A Tl ON S ......................... -----·------- I ELEVATION OUTFLOW I STORAGE I 2S/t 2S/t + 0 I (ft) (cfs) I (cu-ft) I (cfs) (cfs) 1----------------------------1 ........................... ------------- I 279.25 0.0 01 0.0 0.0 I 279.30 0.0 01 0.0 0.0 I 279.35 0.1 21 0 .1 0.2 I 279.40 0.1 71 0.2 0.3 I 279.45 0.1 161 0.5 0.6 I 279.50 0.2 311 1.0 1.2 I 279.55 0.3 541 1.8 2.1 I 279.60 0.3 881 2.9 3.2 I 279.65 0.4 1341 4.5 4.9 I 279.70 0.5 1901 6.3 6.8 I 279.75 0.6 2601 8.7 9.3 I 279.80 0.7 3451 11.5 12.2 I 279.85 0.8 4441 14.8 15.6 ------------------------------------------------------- Time increment (t) 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 03 -02-1995 14:01:12 Pond File: IJINGS-6 .PND Inf low Hydrograph: 6DET-25 .HYO Outflow Hydrograph: OUT .HYO INFLOIJ HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME I INFLOIJ I 11+12 I 2S/t -0 I 2S/t + 0 I OUTFLOIJ ELEVATION (min) I (cfs) I Ccfs) I (cfs) I (cf s ) I (cfs) (ft) --------1---------1 -··------------------1-----------1----------------·- 0.0 0.001 0.0 I 0 .01 0.00 279.2 5 1.0 0.10 I 0.1 -0.0 I 0. 11 0.05 279.33 2.0 0.191 0.3 0. 1 I 0.31 0.10 279.39 3.0 0.291 0.5 0.4 I 0.61 0.10 279.44 4.0 0.391 0.7 0 .7 I 1.o I 0.17 279 .48 5.0 0.481 0.9 1 . 1 I 1 .61 0.24 279.52 6.0 0.581 1.1 1.6 I 2.21 0 .30 279.55 7.0 0.671 1.3 2.2 I 2.81 0.30 279.58 8.0 0.771 1.4 3.0 I 3.61 0.32 279.61 9.0 0.871 1.6 3.9 I 4.61 0.39 279.64 10.0 0.961 1.8 4.8 I 5.71 0.44 279.67 11.0 0.961 1.9 5.7 I 6.71 0.49 279.70 12.0 0.961 1.9 6.6 I 7 .71 0 .53 279.72 13.0 0.871 1.8 7.3 I 8.41 0.57 279. 73 14.0 0.771 1.6 7.8 I 8 .91 0.59 279. 74 15.0 0.671 1.4 8.0 I 9.21 0.60 279.75 16.0 0.581 1.3 8. 1 I 9.31 0.60 279.75 17.0 0.481 1.1 7.9 I 9.11 0 .59 279.75 18.0 0.391 0.9 7.6 I 8.81 0.58 279 .74 19.0 0.291 0.7 7.2 I 8.31 0.56 279.73 20.0 0.191 0.5 6 .6 I 7.71 0.53 279.72 21.0 0.10 I 0.3 5.9 I 6.91 0.50 279.70 22.0 0.001 0. 1 5. 1 I 6.01 0.46 279.68 ----------------------·-·--------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 03 -02-1995 14:01:12 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: WINGS-6 .PND Inflow Hydrograph: 6DET-25 .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation 279.25 ft ***** Sunmary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 0.96 cfs 0.60 cfs 279.75 ft ***** Sll111lary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond 0 cu-ft 260 cu-ft 260 cu-ft ***** POND-2 Version: 5 .17 S/N: Pond File : WINGS -6 .PND Inf low Hydrograph: 6DET-25 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 0.96 cfs Peak Outflow = 0.60 cfs Peak Elevat i on= 279.75 ft Page 4 EXECUTED: 03-02 -1995 14:01:12 Flow (cf s ) 0 .0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1 -----1-----1-----1-----1- 3.1 -x * x * 4 .1 x * x * 5 . 1 x * x * 6.1 x * x * 7.1 x * x * 8.2 -x * x * 9 .2 -x * x * 10.2 -x x 11.2 -x x 12.2 -x * x * 13.3 -x * x * 14.3 -x * x* 15.3 -x* * 16.3 -1 * I *x 17 .3 -1 * x I * x 18.4 -I * x I * x 19 .4 -1 * x I * x 20.4 -1 * x I * x 21.4 -1 * x I* x I TIME (m i n) x File: OUT * Fi Le: 6DET-25 * * * * .HYO .HYO Qmax = Qmax = 0.6 cfs 1.0 cfs DRAINAGE REPORT FOR WINGS&MORE BUILDING RENOVATION & EXPANSION LOTS 9 & 10, BLOCK 16 SOUTHWOOD VALLEY, SECTION 3 Crawford Burnett Survey, A-7 · College Station, Texas April 24, 1995 DEVELOPED BY: . Wings & More cl o Mark Dennard 1045 Texas Ave. S. College Station , TX 77845 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 (409) 846-6212 Drainage Report for Wings & More Drive Thru Lots 9 & 10, Block 16 Southwood Valley, Section 3 Crawford Burnett Survey, A-7 College Station, Brazos County, Texas April 24, 1995 GENERAL LOCATION & DESCRIPTION The proposed site is Lot 9 and Lot 10, Block 16, Southwood Valley, Section 3, which is located on the northwest side of Deacon Drive between Texas A venue and Longmire Drive. The . site is bounded by a vacant lot covered with grass to the southwest, a bicycle outlet store to the northwest, State Hwy 6 Access (Texas Ave.) to the northeast and Deacon Drive to the southeast. Current improvements consist of a 2690 ft2 , one-story concrete building, 3 power poles, concrete parking that covers 1/z of the site and some landscaped areas with a few trees. Approximately % of the site remains vacant and is covered with grass. Proposed improvements involve expanding the existing building to 4400 ft 2 , removing the power poles, and renovating and expanding the parking lot to accommodate a total of 44 parking spaces. DRAINAGE BASINS & SUB-BASINS The site is within the Bee Creek Tributary "A" drainage basin, which is a sub-basin of Bee Creek. Tributary "A" is therefore the primary drainageway (See Appendix 1: "General Location Map"). The site is not within the 100 year floodplain according to the Flood Insurance Rate Map for Brazos County, Texas and Incorporated Areas (See Appendix 2: "Flood Plain Map"). A site I plan showing existing condit~ons · an~ the proposed improvements has been prepared (See Appendix 3: "Site Plan"). There are three secondary drainageways for this site (See Appendix I 4: "Pre-Development Drainage Areas"). The first includes curb and gutter flow down Deacon Drive until it intersects the curb and gutter system along Longmire where it flows down Longmire to the bridge structure for Tributary "A". This drainageway will be referred to hereafter as the Deacon-Longmire Route . The second drainageway includes curb and gutter flow along Hwy 6 Access Road and into Tributary "A" hereafter referred to as Hwy 6 Route. The third includes curb and gutter flow down the existing alley adjoining the bike shop to the curb and gutter system along Longmire Drive and then down Longmire to the bridge structure for Tributary "A", hereafter referred to as the Alley-Longmire Route. Two primary studies have been performed on Bee Creek and its tributaries. The first is a study performed by the Federal Emergency Management Agency in July, 1992, titled .Elood Insurance Study -Brazos County, Texas and Incorporated Areas. The purpose of this report was I to investigate the existence and severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The second study is the Stormwater Management Plan, Phase III, performed by Walton and Associates -Consulting Engineers, Inc. contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas. Wings & More Drive Thru -Drainage Report Page 2 DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Due to the calculated increase in peak runoff caused by this development, detention will be provided near the north comer of the tract. The design storm used was the 25-year event, though the 100-year event was also attenuated. The Rational Method was used to calculate peak runoffs and the Modified Rational Method was used to estimate detention storage requirements. Runoff coefficients of 0.40 and 0.90 were used for pre-development landscaped areas and impervious areas respectively. The same values were used for post-development conditions. Pre and Post Q's determined for each storm event, the Q's leaving the site, and the net increase/decrease on the secondary drainageways are tabulated in Appendix 6. For discussion purposes the 25-year event will be used. The pre-development runoff leaving the site during the 25-year event is 5.50 cfs. The post-development runoff due to the same event is 6. 70 cfs. Thus, a net attenuation of 6. 70 -5.50 = 1.2 cfs is required. A parking lot detention pond will be constructed on the north comer of the tract to attenuate runoff for each storm event. The site will be graded such that all the area delineated as j I I DA #3A shown in Appendix 5 will drain into the pond. The outlet structure will be a l' -5" long .I ~ curb break at elevation 279.50. Runoff will flow through the curb break and onto 21" wide by J ~ 6 11 deep concrete channel with 3" exposed aggregate at elevation 279.00. The channel has a slope r. ~ of 2.5 % and will carry runoff to the flow line of the curb and gutter system along Hwy 6. The ~1&>"' J pond ;vill have a peak volume approximately 899 cu. ft. at a depth of 5.4'~n the parking lot and .,y\~~ 4.4 ".Jm the channel. After routing the 25-year storm through the outlet works, the resulting peak outflow was 1.39 cfs onto the Hwy 6 Route. DA #2 (See Appendix 5) contributes 2.86 cfs to the Hwy 6 drainage route making the total runoff onto Hwy 6 = 4.25 cfs. Pre-development runoff onto Hwy 6 is 3.27 cfs, thus, a net increase of 0.98 cfs. Permission from the Texas Dept. of / (Xj( Transportation was obtained for this increase. The total runoff leaving the site for the 25-year 1.JUt:. storm after construction will be a decrease of 0.33 cfs from pre-development conditions. Thus, ~ the 25-year event has been attenuated for. (See Appendix 6 for a tabulation of all storm events ~ and their impacts on the secondary drainage routes). Wings and More Drive-Thro -Drainage Report Page 3 CONCLUSIONS The peak runoff for the 10, 25, and 100-year event is attenuated to below pre-development values. There is approximately a lcfs increase in runoff per storm event for the Hwy 6 drainage route. There is a corresponding decrease in runoff for the Alley-Longmire drainage route. The net effect is that post-construction runoff will be substantially less than the pre-development runoff. Permission for the lcfs increase for the Hwy 6 drainage system has been obtained from -TxDOT. No adverse impact from the 10, 25 or 100-year storm events to downstream landowners or drainage structures is expected. "I hereby certify that this report (plan) for the drainage design of Wim~s & More Building Renovation & Expansion was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Wings and More Drive-Thru -Drainage Report Page 4 APPENDICES 1) General Location Map -U.S . G. S. Quad 2) Flood Insurance Rate Map -FEMA 3) Site Plan -Kling Engineering & Surveying 4) Pre-Development Drainage Areas 5) Post-Development Drainage Areas 6) Drainage Tabulation 7) Pre-Development and Post-Development Calculations 8) Hydrologic Calculations -Modified Rational Method 9) Storage -Routing Calculations kcs95 -01 b :\wings3 .rpt APPENDIX 1 GENERAL LOCATION MAP -U.S.G.S. QUAD APPENDIX 6 DRAINAGE TABULATION APPENDIX 6 Drainage RQute ...EYe.nt. ~ ~ Det OurtlQw Q-Leaving Site Net lnc~ase Depth in PQnd Depth in Channel Deacon-Longmire 10 Year 0.57 0.65 ---0.65 +0.08 25 Year 0.65 0.75 ---0.75 +0.10 100 Year 0.76 0.88 ---0.88 +0.12 Hwy6 10 Year 2.86 5.06 1.27 3.78 +0.92 ( 5.0" 4.2" 25 Year 3.27 5.78 1.39 4.25 +0.98 ~ 5.4" 4.4" 100 Year 3.86 6.82 1.61 4.99 +1.13 y 6.0" 4.8" Alley-Longmire 10 Year 1.38 0.15 ---0.15 -1.23 25 Year 1.58 0.17 ---0.17 -1.41 100 Year l.86 0.20 ---0.20 -1.66 TOTALS: JO Year 4.81 5.86 1.27 4.58 -0.23 l~ 25 Year 5.50 6.70 l.39 5.17 -0.33 100 Year 6.48 7.90 1.61 6.07 -0.41 APPENDIX 7 PRE-DEVELOPMENT & POST-DEVELOPMENT CALCULATIONS Cl) Cl) WWW a: a: a: <( <( <( a: ::::>::::>w 00....J Cl) rn ....J ll) ll) iI I I I I Cl) Cl) Cl) I-I-1-w w w WWW :r: :r: :r: Cl) Cl) Cl) Cl) oggg ,.... 1\1 C\I I I I 1-w ::E 0 0 4/t</ c, 9 o C1 ,.~-..s == CJ. 4o L,o-=-~ .e, ~ 'v--/k , Lz ;;:: L1 .~e:i :._jL,, c ~ cl· A Ar or -= 0 c::-7 A,..,,.1 = C.o ~ Ay, .... <r :: CJ D ::3 c :-.. (O.'JoY. t:J 07:;,) +(O·D~)(C..9(.)) I ;:;.. C.7~ O .O"J C10 ":; C'. 7"?;{ ;.&0)( 0 e>i) Qt.5 = 0,73(1 ·'1&.)(tJ .()Cf) Q,C'o ~ 0. 7~( //.(pt/ j(t). 09 J Q7t1MJq,p t= )i"~A tf t_ ==(o.57c?'..s l [ C.&,S C~) l ti · 7& c ~ s r 4,0 ,. :: (>, !!> 1 A, ... f -=-O. 2 S' A7"<s~ ..,.. (). '1-l:, /I -=-o.+o(c .24) + o.<:fc(o.z.s) _ c.._.,t-c.-s-1 -o.~c; ~IV · -'!), lo s-( r. . G "'3) (_ !) • <;I ) ~ I t' g {., t f s. ( a,.o ~ o.i.,s-(11 .t...+'X. c.'5/) -:;;. lj .2-7 (~S i [~-~(., c~-:.·J D <111 ,v4c;c. A,<t4 .:11 .3 J " c.""-..1-f.{ror ,. t... c'l ., C'. 4D (Co ./7; ~ f D .70( 1' · 11..) 0 .1.,i;- C 10 = c. & v ( r {;, ~) ( c. z_ r:; ) -- azJ~ 0.~.+-(1.tf.:.) (_ O·-'L'>) =- D100 "" o. b'+ lJ /, i ~ )l o»l..>) ";.. ~ o.~r.f l /, 3 8 "{. ( r I I . S 'l cf~ l ( /.gr,, ( f j J S1) f-h -~ ~ OD\l:'; I f"-J 7 ?, b'Z --~lb j \ p ;.S'?. ~ <>lc:J H) ~tf:·~ --OOl!J )f/ "JJ 'i"" 5•1~ "); J 1..s ·z --0 '0 '11 Jl.'O :. (1i:.CJ ·o)(jid/'/1 )(lS'Q) \}I Sl'O :: (1:.-o o}(t.'·t3-;(LJ-'O) ~ g(ll I:} ... 0113 ::. (~ o o A 1i· b )\i.,_s, :;) --"''-::J -(1o·o)(b'O)I-\-io ·of:.r·o)=? -io · o ~ 'o .'V 1 o ·a ~ Jv...i V L.S'O <i:. o ·a ~ .J..OJV 9 <?:; ti-~ ~_j v <; :1 ) hl '~ ~ (._l-. Cr.·.:;)(/> :5) '/!)( lJ·O) =: ~"'>9 ~.p _..c,_s ·~ ~ (-1i~·.:;;}(te~·,8 )( l2 '0 ) ,.. 0 ',) '>P&b,'& ~ ( ~~'C?}\ 'l p 'b X~i·o) :-.. J.-i.:>' +~·o -(-Z~'OXb\.7)+ \c.-o·oJ...1·0) • Y Cit: I 0 = J .. '\ .. y -io •o • Gy i'i0-'0 -= J..Olit S ;P b ~'f '>-1 7 t_e.·i S-j?C!J!""t -:::. vc:z.. "* t?~jf <i>~l '1 .AQ . -:. (bf:.•~)(f>ai·/17(5•l.'OJ =-QO lCJ -.:: ( b<t ·oXH& J(st.l"\J) -e.. 0 1 19 -- \ br.. · o 1'_ 18 'b phL '0) ~;.it) b~·o -(L-i·a)(b·o7+ \C,1·0)\-'1 '0)~ '? L ~ ' Cb -= Jw. I 'yf -z,1·0 -= ~t' b.Cc:.,.? -z )vJ'V )j ) JJ'V ... Q:Jf(J s11_~L ·(}-:.. ~'Q ,_C,OJ ·Q -.:: (l '_j r/Jj)·CJ i I / _c; OJ '\J ) ..; 7 _.,Cf/, •,J :: c b ._> · 0 ) ( ""l '\ / ) \. \, ~ . 0 ) =. Q O\ :_) ~ ( bo · o 7( £"7 ·5} \ ~,15 · o) ~ Olb -\ b G . v )\ ~ J . b ) ( fi g . .:7 ) ~ 5\:J ba ·c; -= '? ( !o ·o J.J~, ·a)+ (ro 'dA r ·.:;;) 8 o o =-Jw'V 10 ·0 -:.~y 'oo·J -=1a1y r ~--V'~"?.T \f ;i\::_.,y v I >t; \JQ 0 0 !C m I\) I\) ..... 8880 CJ) CJ) CJ) (/) ::r: ::r: ::r: mmm mmm --i -1 -1 CJ) CJ) CJ) I I I I "Tl ()1 ()1 r= (/) CJ) roo mcc :D )> )> :D :D ::0 mmm (/) CJ) '>f7 vo ·1-.= cri ·o -8-z.-z. -%/J'G -~ -h ·~ : 00 I -..J=iCl CJ >j ";) -z,L ·; ~ l 1·0 -qJ ·i -SL'O -05'.5 ~ ~-.i :?G() ) i :> (15 "/ -_c,1·0 -1 s ·z -_s °l \) IZ't -01-..L1a 0 ~l'i.'!l'f'd o -'-'F""aO -, .. .,ao -"3~d~ ~ .l-oc! Q \Yl ;->I j .J. YlQ r Y\Qd ('JO l.lrAJ =1 (J Y'~W l;X -\;llfl '>j7 <Jb L ::::: 01J'O -t tiii'~ -t-~~ ·~ + ii. 0 :. oar-.is.:..d~ '1-j/ 0 l '°I -:::. Ll 'O + 16'1 + ~z i + .sL ·o ~ s.-i-j '.Del b > j) "? & .:..9 ,::::; .s 1 ·o+ s.s ·-i + 1.s ·-i + .soi·o -:.. o1-J":S"o.:::10 >j7J-fi·'1 ":. "JS·/+ ~s ·t.. + a'JL 'O ~ 00 I -3ad (:y s;;; as·s -= 8..r '/ + lL. ·~ + sci ·o ~ 51-Z.-n>c CJ s j/ t!•tr --b~'I + M ·-i + LS 'O -::: 01--3?JJ b '> \ 171 °\-l'"'VI O-Y\l\do \ d-(\e>f;;;>_,JJ 9 81 f, 0 0 ~ m -1 N IV _. 888 en en en en :I: :I: ::r: ::r: mmm mmm c;j c;j c;j I I I I "TlUlUlUl r= u, en •oo mcc :D)>:z,. ::IJ :IJ :IJ mmm en en m APPENDIX 8 HYDROLOGIC CALCULATIONS MODIFIED RATIONAL METHOD Quick TR-55 Ver.5.46 S/N: Executed: 20:50:09 04-18-1995 MODIFIED RATIONAL METHOD ----Graphical Sunmary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOO VALLEY, SEC. III 10 YEAR STORM ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 1.50 cfs * 642 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 2.36 cfs Inflow .HYO stored: DET2B-10.HYD * ********************************************************************** Td = 12 minutes Return Freq: 10 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00 I I I I I Tc= 10.00 minutes I I 8.630 in/hr I Area (ac): 0.34 I Q 2.55 cfs I Weighted C: 0.87 I ·I· I Adjusted C: 0.87 F I I L I Required Storage I O I 642 cu. ft. I Td= 12 minutes w I I I 7.980 in/hr I x x x x x x xix x x x x x x x x x x Q = 2.36 cfs c I I f I x x s I o o o o o o o o o o o o o o o o Q= 1.50 cts I x o I· Ix (Al low.Outflow) I 0 I I I x 0 I NOT TO SCALE I x I 0 I ============ I I 0 I I x '-----------------------1-----------------------------1------------ 14.13 minutes 15.65 minutes Quick TR-55 Ver.5.46 S/N: Executed: 20:50:09 04-18-1995 WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. 111 10 YEAR STORM **** Modified Rational Hydrograph ***** Weighted C = 0.871 Area= 0.340 acres Tc 10.00 minutes Adjusted C = 0.871 Td= 12.00 min. I= 7.98 in/hr Qp= 2.36 cfs RETURN FREQUENCY: 10 year storm Output file: DET2B-10.HYD Adj.factor= 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time increment= 1.00 Minutes Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 7.oo I 14.oo I 2i.oo I 0.00 1.65 1.89 0.24 0.24 0.47 1.89 2. 13 1.65 1.42 0.00 0.71 2.36 1. 18 0.94 2.36 0.94 1. 18 2.36 0. 71 1 .42 2.13 0.47 Quick TR -55 Ver.5.46 Executed : 20:50:09 S/N: 04 -18 -1995 YINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHYOOD VALLEY, SEC. III 10 YEAR STORM * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Yhere: Q=cfs, C=Yeighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return f r equency RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Ytd .'C ' x 1 =========================I======== Suba r ea Runoff Area Tc Ytd. I I Adj. Total I Peak Q De s c r. 'C' acres I (m i n) 'C' 11 'C' i n/hr acres I (cfs) --------------------------1 --------------11 -----------------------1-------- IMPERVIOUS 0.900 0.32 I 11 I GRASS 0.400 0.02 I 11 I ---------------1 --------------11-----------------------1-------- 1 10.00 0.811 I I 0.811 8.630 o.34 I 2 .5s Quick TR-55 Ver.5.46 S/N: Executed: 20:50:09 04-18-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Surrmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. Ill 10 YEAR STORM Area = 0.34 acres Tc = 10.00 minute s ············································································ ············································································ Frequency (years) Adjusted 'C' Duration Intens. Qpeak minutes in/hr cfs Allowable I cfs I VOLUMES Inflow (cu .ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 10 0.871 12 7.980 2.36 1.50 1 1, 701 642 Quick TR-55 Ver .5.46 S/N: Executed: 20:50 :09 04-18-1995 MODIFIED RATIONAL METHOD Surmary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. 111 10 YEAR STORM RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 1.50 cfs Hydrograph file duration= 12.00 minutes Hydrograph file: DET2B-10.HYD Tc = 10.00 minu tes ............................................................................ ............................................................................ Weighted Adjusted Duration lntens. Area s 'C' 'C' minutes in/hr acres Qpeak I cts I VOLUMES Inf low (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.871 0.871 10 8.630 0.34 2.55 I 1,533 633 ************************************************************ Storage Max imum 0.871 0.871 12 7.980 0.34 2.36 I 1, 701 642 **************************************************************************** 0.871 0.871 15 7.190 0.34 2.13 1, 915 618 0.871 0.871 20 6.210 0.34 1.84 2,206 509 0.871 . 0.871 30 4.940 0.34 1.46 Qpeak <Callow Quick TR-55 Ver.5.46 S/N: Executed: 20:51:14 04 -18-1995 L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Surrmary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SECT Ill 25 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 25 yr • 'C' Adjustment: 1.000 Allowable Outflow: 1. 72 cfs • Required Storage: 732 cu. ft .• *--------------------------------------------------------------------* • Peak Inflow: 2. 70 cfs Inflow .HYO stored: DET2B-25.HYD * ********************************************************************** Td = 12 minutes Return Freq: 25 /-------Approx. Duration for Max. Storage ------/ C adj.factor: 1.00 I I Tc= 10.00 minutes I 9.860 in/hr I Area (ac): 0.34 Q 2.92 cfs I Weighted C: 0.87 .1. I Adjusted C: 0.87 I Required Storage I 732 cu. ft. I Td= 12 minute s I I 9.130 in/hr x x x x x x xix x x x x x x x x x x Q 2 . 70 cfs I x x yr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 1. 72 cfs x o I· Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I I 0 I I x '-----------------------1-----------------------------1------------ 14.11 minutes 15.64 minutes Quick TR-55 Ver.5.46 S/N: Executed: 20:51:14 04-18-1995 WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SECT Ill 25 YEAR STORM **** Modified Rational Hydrograph ***** Weighted C 0.871 Area= 0.340 acres Tc = 10.00 minutes Adjusted C 0.871 Td= 12.00 min. I= 9.13 in/hr Qp= 2. 70 cfs RETURN FREQUENCY: 25 year storm Output file: DET2B-25.HYD Adj.factor= 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment= 1.00 Minutes Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 1.00 I 14.oo I 21.00 I 0.00 1.89 2. 16 0.27 0.27 0.54 2.16 2.43 1.89 1.62 0.00 0.81 1.08 1.35 1.62 2.70 2.70 2.70 2.43 1.35 1.08 0.81 0.54 Quick TR -55 Ver.5.46 Executed: 20:51:14 S/N: 04 -18 -1995 WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SECT III 25 YEAR STORM * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cf s , C=Weighted Runoff Coeffic i ent, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================I======== Subarea Runoff Area Tc Wtd. I I Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I Cd s ) --------------------------1--------------11-----------------------1 -------- imperv i ous 0.900 0.32 I I I I grass 0.400 0.02 I I I I ---------------1--------------11 -----------------------1 -------- 1 10.00 o.871 11 o .871 9 .860 o .34 I 2 .92 Quick TR-55 Ver.5.46 S/N: Executed: 20:51:14 04-18-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Sunmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point ass1..111ed to occur at Tc hydrograph recession leg. YINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHYOOD VALLEY, SECT Ill 25 YEAR STORM Area = 0.34 acres Tc = 10.00 minutes ............................................................................. ············································································ Frequency (years) Adjusted 'C' Duration Intens. Cpeak minutes in/hr cfs Al lowable I cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 25 0.871 12 9.130 2.70 1.72 1 1,946 732 Quick TR-55 Ver.5.46 S/N: Executed: 20:51:14 04-18-1995 MODIFIED RATIONAL METHOD Sl.Vllllary for Single Storm Frequency First peak outflow point assl.ITied to occur at Tc hydrograph recession leg. WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SECT Ill 25 YEAR STORM RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 1. 72 cfs Hydrograph file duration= 12.00 minutes Hydrograph file: DET2B-25.HYD Tc = 10.00 minutes ············································································ ············································································ Weighted Adjusted Duration Intens. 'C' 'C' minutes in/hr Areas acres Qpeak I cts I VOLUMES Inf low (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.871 0.871 10 9.860 0.34 2.92 I 1, 751 719 ************************************************************ Storage Maximum 0.871 0.871 12 9.130 0.34 2.70 I 1,946 732 **************************************************************************** 0.871 0.871 0.871 0.871 0.871 0.871 15 20 30 8.230 7.120 5.670 0.34 0.34 0.34 2.44 2.11 1.68 2, 192 705 2,529 582 Qpeak < Qal low Quick TR·55 Ver.5.46 S/N: Executed: 20:54:04 04-18-1995 L 0 \J c f s MOOIFIEO RATIONAL METHOD ----Graphical SlXllllary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg . WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. 111 100 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable Outflow: 2.02 cfs * * 'C' Adjustment: 1.000 Required Storage: 871 cu. ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.19cfs Inflow .HYO stored: OET2B100.HYO * ********************************************************************** Td = 12 minutes /-------Approx. Duration for Max. Storage ------/ Return Freq: 100 yr C adj.factor: 1.00 I I I I I I l ,---~- 1 I I I I I I I I I I x 0 x x 0 Tc= 10.00 11.640 Q 3.45 ·I · minutes in/hr cfs I I I I I I I Required Storage I 871 cu. ft. I I Area (ac): Weighted C: Adju s ted C: Td= 0.34 0.87 0.87 x x x x x x xix x x x x x x x x x x Q 12 minutes 10. 780 in/hr 3 .19 cfs 0 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I· I I I NOT TO SCALE Ix I I I Q= 2.02 cf s CAL low.Outflow) x I o I I x '-----------------------1 -----------------------------1------------ 14.14 minutes 15.67 minutes Quick TR-55 Ver.5.46 S/N: Executed: 20:54:04 04-18 -1995 WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. Ill 100 YEAR STORM **** Modified Rational Hydrograph ***** Weighted C = 0.871 Area= 0.340 acres Tc 10.00 minutes Adjusted C = 0.871 Td= 12.00 min. 1=10.78 in/hr Qp = 3.19 cf s RETURN FREQUENCY: 100 year storm Output file: DET2B100.HYD Adj.factor= 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time increment= 1.00 Minutes Ti me on left represents time for fi r st Q in each row. --------1 --------------------------------------------------------------- 0.00 I 1.00 I 14 .oo I 2i.oo I 0.00 2.23 2.55 0.32 0.32 2.55 2.23 0.00 0.64 2.87 1.91 0 .96 3.19 1.60 1.28 3. 19 1 .28 1.60 3. 19 0.96 1.91 2.87 0.64 Quick TR-55 Ver.5.46 Executed: 20:54:04 S/N: 04-18-1995 WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. III 10D YEAR STORM * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================I======== Subarea Runoff Area Tc Wtd. I I Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I (cfs) --------------------------1--------------11-----------------------1-------- IMPERVIOUS 0.900 0.32 I 11 I GRASS 0.400 0.02 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 0.811 I I 0.811 11.640 o.34 I 3.45 Quick TR-55 Ver.5.46 S/N: Executed: 20:54 :04 04-18-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Sunmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. 111 100 YEAR STORM Area = 0.34 acres Tc = 10.00 minutes ............................................................................ ............................................................................ Frequency Adjusted Duration Intens. Qpeak Allowable I (years) 'C' minutes in/hr cfs cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 100 0.871 12 10.780 3.19 2.02 1 2,297 871 Quick TR -55 Ver.5.46 S/N: Executed: 20:54:04 04-18-1995 MODIFIED RATIONAL METHOD SllTfllary for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. YINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHYOOD VALLEY, SEC. Ill 100 YEAR STORM RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 2.02 cfs Hydrograph file duration= 12 .00 minutes Hydrograph file: DET2B100.HYD Tc = 10.00 minutes ············································································ .............................................................................. Yeighted Adjusted Duration lntens. 'C' 'C' mi nutes i n/hr Areas acres Qpeak I cts I VOLUMES Inf low (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0 .871 0.871 10 11.640 0.34 3.45 I 2,067 855 ************************************************************ Storage Maximum 0.871 0.871 12 10.780 0.34 3.19 I 2,297 871 **************************************************************************** 0.871 0.871 0.871 0.871 0.871 15 20 30 9.730 8.430 6.750 0.34 0.34 0.34 2 .88 2.50 2.00 2,592 2,994 844 706 Qpeak < Qallow APPENDIX 9 STORAGE -ROUTING CALCULATIONS POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 04·18-1995 20:59:17 ****************************************************** * * ~INGS & MORE BUILDING RENOVATION & EXPANSION * LOT 9 & 10, BLOCK 16, SO U TH~OOD VALLEY, SEC. III * * * ROUTING CALCULATIONS 10 YEAR STORM * * * * * * ****************************************************** Inflow Hydrograph: DET2B-10.HYD Rating Table file: DET2B .PND ----INITIAL CONDITIONS---- Elevation = 279.50 ft Outflow 0.00 cfs Storage 0 cu-ft GIVEN POND DATA _ .. _______ ------------------- INTERMEDIATE ROUTING COMPUTATIONS .......................... ................................. !ELEVATION OUTFLO~ STORAGE I 2S/t 2S/t + 0 I (ft) Ccfs) (cu-ft) I Ccfs) Ccfs) , _________ ...................... -·-------·I ............................... ... ............................ I 279.50 0.0 01 0.0 0.0 I 279.55 0. 1 1 I 0.0 0. 1 I 279.60 0. 1 101 0.3 0.4 I 279.65 0.3 351 1. 2 1.5 I 279.70 0.4 871 2.9 3.3 I 279. 75 0.6 172 I 5.7 6.3 I 279.80 0.8 2971 9.9 10.7 I 279.85 1.0 4631 15.4 16.4 I 279.90 1.2 6691 22.3 23.5 I 279.95 1.4 9121 30.4 31.8 -------------------------------------------------------- Time increment (t) 1.0 min. POND-2 Ve r sion : 5.17 S/N: Page 2 EXECUTED: 04 -18-1995 20:59:17 Pond File: DET2B .PND Inflow Hydrograph: DET2B-10.HYD Outflow Hydrograph: OUT .HYO INFLOU HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME I INF LOU I I I 1+12 2S/t -0 I 2S/t + O I OUTFLOU IELEVATIONI I (min) I (cfs) I I (cfs) (cfs) I (cfs) I (cfs) I (ft) I --------1---------1 1---------------------1-----------1---------1---------1 0.0 0.001 0.0 0.01 0.00 I 279.50 I I 1.0 0.241 0.2 0.0 0.21 0.10 I 279.57 I -2.0 0.471 0.7 0.4 0 .81 0.16 I 279.62 I 3.0 0. 71 I 1.2 1.0 1 .61 0.3 1 I 279.65 I 4.0 0.941 1. 7 1.9 2 .61 0.36 I 279.68 I I 5.0 1.181 2 . 1 3.1 4 .01 0.45 I 279.71 I 6 .0 1.421 2 .6 4.6 5.71 0.56 I 279. 74 I 7.0 1.65 I 3 .1 6.4 7.7 0 .66 I 279.77 I 8.0 1.891 3.5 8 .4 9.9 0.76 279.79 9.0 2.131 4.0 10.7 12.4 0.86 279.81 10.0 2.361 4 .5 13.3 15.2 0.96 279 .84 I 11.0 2.361 4.7 15.9 18.0 1.04 279.86 • 12.0 2.361 4.7 18.4 20.6 1. 12 279.88 13.0 2.131 4 .5 20.5 22.9 1.18 279.90 14.0 1.891 4.0 22.1 24.5 1.22 279.91 15.0 1.65 I 3.5 23 .1 25.6 1.25 279.91 16.0 1.421 3.1 23.6 26 .2 1.26 279.92 17.0 1.181 2.6 23.7 I 26.2 1.27 279.92 18.0 0.941 2 . 1 23.3 I 25 .8 1.26 279.91 19.0 0. 71 I 1. 7 22.5 I 25.0 1 .24 279.91 20.0 0.471 1.2 21.3 I 23.71 1.20 279.90 21.0 0.241 0.7 19 .7 I 22.01 1.16 279.89 22.0 0.001 0 .2 17.7 I 19 .91 1 . 10 279.87 I ---------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 04-18 -1995 20:59:17 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: DET2B .PND Inflow Hydrograph: DET2B-10 .HYD Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation 279.50 ft ***** Surrmary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow = Peak Elevation 2.36 cfs 1 .27 cfs 279 .92 ft ***** Surrmary of Approximate Peak Storage ***** In i tial Storage Peak Storage Fr om Storm = Total Storage i n Pond 0 cu -ft 749 cu -ft 749 cu -ft ***** POND -2 Version : 5.17 S/N: Pond File: DET2B .PND Inflow Hydrograph: DET2B-10.HYD Outflow Hydrograph: OUT .HYO Peak Inf low 2.36 cfs Peak Outflow 1.27 cfs Peak Elevation = 279.92 ft Page 4 EXECUTED: 04-18-1995 20:59: 17 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5 .5 ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 3.1 4 .1 5.1 6.1 7. 1 8.2 . 9.2 . 10.2 -1 I 11.2 -1 I 12.2 -1 I 13.3 -I I 14.3 -1 I 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - 21.4 -I * I* I TIME (min) * x x x x x * x * x x * * x x x * * x x x * * x x x * x x * x x x x x x * * x * x* * * x * x x x x x x x x x * * * * * * * * x File: OUT .H YO Qmax * File : DET2B-10.HYD Qmax * * * * * * * * * * 1.3 cfs 2.4 cfs POND-2 Version: 5.17 S/N: EXECUTED: 04-18-1995 21:03:57 ****************************************************** * * * WINGS & MORE BUILDING RENOVATION & EXPANSION * * LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. Ill * * ROUTING CALCULATIONS * * 25 YEAR STORM * * * ****************************************************** Inflow Hydrograph: DET2B-25.HYD Rating Table file: DET2B .PND ----INITIAL CONDITIONS---- Elevation = 279.50 ft Outflow 0.00 cfs Storage 0 cu -ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW I STORAGE I 2S/t I 2S/t + 0 (ft) I (cfs) I (cu -ft) I I Ccfs) I Ccf s ) ---------1-------------------1 1------------1 ------------- 279.50 I 0.0 01 I 0.0 I o.o 279. 55 I 0 . 1 1 I I 0.0 I 0. 1 279.60 I 0. 1 101 I 0.3 I 0.4 279.65 I 0.3 351 I 1.2 I 1.5 279.70 I 0.4 871 I 2.9 I 3.3 279.75 I 0 .6 1721 I 5.7 I 6.3 279.80 I 0 .8 2971 I 9.9 I 10.7 279.85 I 1.0 4631 I 15.4 I 16.4 279.90 I 1.2 6691 I 22.3 I 23 .5 279.95 I 1 .4 9121 I 30.4 I 31 .8 Time i ncrement (t) 1 .0 mi n . POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 04-18-1995 21:03:57 Pond File: DET2B .PND Inf low Hydrograph: DET2B-25.HYD Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ·----------------------------------------------------------------------TIME I INFLOW I I1+I2 I 2S/t -0 2S/t + 0 I OUTFLOW ELEVATIONj 1 (min) I (cfs) I (cfs) I (cfs) Ccfs) I (cfs) (ft) I ~-------_________ , _________ , _______________________ , __________________ , 0.0 0.001 ... --..... I 0.0 0.01 0.00 279.50 I 1.0 0.271 o.3 I 0.1 0.31 0.10 279.57 I 2.0 0.541 o.8 I 0.5 0.9, 0.19 279.62 I 3.0 0.81 I 1.4 I 1. 2 1.91 0.32 279.66 I 4.0 1.081 1.9 I 2.3 3.1 j 0.39 279.69 I 5.0 1.351 2.4 I 3.8 4.8, 0.50 279.72 I 6.0 1.621 3.o I 5.5 6.7, 0.62 279.75 I 7.0 1.891 3.5 I 7.6 9.0j 0.72 279.78 I 8.0 2.161 4.1 I 9.9 11.6 I 0.83 279.81 I 9.0 2.431 4.6 I 12.7 14.51 0.93 279.83 10.0 2.701 5. 1 I 15.7 17.81 1.04 279.86 11.0 2.701 5.4 I 18.9 21. 11 1.13 279.88 12.0 2.701 5.4 I 21.8 24.31 1.22 279.90 13.0 2.431 5.1 I 24.4 26.91 1 .28 279.92 14.0 2.161 4.6 I 26.3 29.ol 1.33 279.93 15.0 1.891 4.1 I 27.6 30.41 1.37 279.94 16.0 1.62 I 3.5 I 28.4 31. 11 1 .38 279.95 17.0 1.35 I I 3.o I 28.6 31.3 I 1.39 279.95 18.0 1.081 I 2.4 I 28.2 31.ol 1.38 279.95 19.0 0.81 I I 1.9 I 27.4 30.1 I 1.36 I 279.94 20.0 0.541 I 1.4 I 26.1 28.81 1.33 I 279.93 21.0 0.271 I o.8 I •. 24.3 26.91 1.28 I 279.92 22.0 0.001 I o.3 I 22.2 24.61 1.23 I 279.91 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 04 -18-1995 21:03:57 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fi le: DET2B .PND Inflow Hydrograph: DET2B-25.HYD Outflow Hydrograph: OUT .HYO Starting Pond U.S. Elevation 279.50 ft ***** Surrmary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 2.70 cfs 1.39 cfs 279.95 ft ***** Surrmary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 cu -ft 899 cu-ft 899 cu-ft ***** POND-2 Version: 5.17 S/N: Pond File: DET2B .PND Inflow Hydrograph: DET2B-25.HYD Outflow Hydrograph: OUT .HYO Peak Inflow 2. 70 cfs Peak Outflow = 1.39 cfs Peak Elevation = 279.95 ft Page 4 EXECUTED: 04-18-1995 21:03:57 Flow Ccfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 3 .1 4 .1 5.1 - 6.1 7 .1 8.2 - 9.2 - 10.2 - 11.2 - 12.2 - 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19 .4 - 20.4 - 21.4 -* I* I TIME (min) x x * x x * x x x * x x x * * x * x x * x x * * x * x x * x x x x x x x x * * x* * * x x x x x x x x x x * * * * * * * * x File: OUT .HYO Qmax = * File: DET2B-25.HYD Qmax = * * ' * * * * * * * * * * 1.4 cfs 2. 7 cfs POND-2 Version: 5.17 S/N: EXECUTED: 04 -18-1995 21:13:48 ****************************************************** * * * WINGS & MORE BUILDING RENOVATION & EXPANSION * * LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. III * * * * ROUTING CALCULATIONS 100 YEAR STORM * * * ****************************************************** Inf low Hydrograph: DET2B100.HYD Rating Table file: DET2B .PND ----INITIAL CONDITIONS ---- Elevation = 279.50 ft Outflow 0.00 cfs Storage 0 cu -ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS IELEVATIONI OUTFLOW I STORAGE I 2S/t 2S/t + 0 I (ft) I Ccfs) I (cu-ft) I (cfs) (cfs) I I 1------------------1 ----------1 ---·---------------------1 I 279.50 0.0 I 01 0.0 0.0 I I 279.55 0.1 I 11 0.0 0. 1 I I 279.60 0.1 I 101 0.3 0.4 I I 279.65 0.3 I 351 1. 2 1.5 I I 279.70 0.4 I 871 2.9 3.3 I I 279.75 0.6 I 1721 5.7 6.3 I I 279 .80 0 .8 I 2971 9.9 10.7 I I 279.85 1.0 I 4631 15.4 16.4 I I 279.90 1.2 I 6691 22.3 23.5 I I 279.95 1.4 I 9121 30.4 31.8 I I 280.00 1. 7 I 1, 1891 39.6 41.3 I I 280.05 1 .9 I 1,4891 49.6 51.5 I -·------------- ----................... --------------------------- Time i ncrement (t) 1.0 min . POND -2 Version: 5. 17 S/N: Page 2 EXECUTED: 04-18-1995 21:13:48 Pond File: DET2B .PND Inf low Hydrograph: DET2B100.HYD Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------·------------------------------------------------------ TIME INFLOW I I 1+12 I 2S/t -0 I 2S/t + 0 OUTFLOW ELEVATION I I (min) (cfs) I (cfs) I (cfs) I Ccfs) (cfs) (ft) I -----------------1 ---------1 ------------1 -----------------------------1 0.0 0.001 0.0 I 0.0 0.00 279.50 I 1.0 0.321 0.3 0. 1 I 0 .3 0 . 10 279.58 -2.0 0.641 1.0 0.6 I 1. 1 0.23 279.63 3.0 0.961 1.6 1.5 I 2.2 0.34 279.67 4.0 1.281 2.2 2.9 I 3.8 0.43 279 .71 I 5.0 1.601 2.9 4.7 I 5.8 0.56 279.74 6.0 1.91j 3.5 6.8 I 8.2 0.68 279.77 7 .0 2.231 4.1 9.3 I 11.0 0.81 279.80 8.0 2.55 I 4.8 12.3 14. 1 0 .92 279.83 9.0 2.871 5.4 15.6 17.71 1 .04 279.86 10 .0 3.191 6.1 19.4 21. 71 1. 15 279.89 I 11.0 3. 191 6.4 23 .3 25.81 1 .25 279.91 • 12.0 3. 191 6.4 26.9 29.61 1.35 279.94 13.0 2.871 6.1 30. 1 33.ol 1 .44 279 .96 14.0 2.551 5.4 32.5 35.51 1.52 279.97 15.0 2.231 4.8 34.1 37.31 1 .57 279 .98 16.0 1 .91 I 4. 1 35 . 1 38 .31 1 .60 I 279.98 17.0 1.60 1 3.5 35.4 38.61 1 .61 I 279.99 I 18.0 1.281 2.9 35.0 38.21 1 .60 I 279.98 -19.0 0.961 2.2 34. 1 37.31 1.57 I 279 .98 20.0 0.641 1.6 32.7 35.71 1.52 I 279.97 21.0 0.321 1.0 30.7 33.61 1 .46 I 279.96 22.0 0.001 0.3 28.3 3i.01 1.38 I 279 .95 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N : Page 3 EXECUTED: 04-18 -1995 21:13:48 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fi l e: DET2B .PND Inflow Hydrograph: DET2B100.HYD Outflow Hydrograph: OUT .HYO Starting Pond ~.S. Elevation 279.50 ft ***** S1..m11ary of Peak Outflow and Peak Eleva t ion Peak Inflow Peak Outflow Peak Elevation 3.19 cfs 1.61 cfs 279.99 ft ***** Surmary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Stor ag e in Pond 0 cu -ft 1,109 c u-ft 1,109 cu -ft ***** POND-2 Version: 5.17 S/N : Pond File: DET2B .PND Inf low Hydrograph: DET2B100.HYD Outflow Hydrograph: OUT .HYO Peak Inflow = 3.19 cfs Peak Outflow = 1.61 cfs Peak Elevation = 279.99 ft Page 4 EXECUTED: 04-18-1995 21:13:48 Flow Ccfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 ------1-----1-----1 -----1-----1-----1-----1-----1-----1-----1-----1- 3. 1 - 4. 1 - 5.1 - 6. 1 - 7 .1 - 8.2 - 9.2 - 10.2 - 11. 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 I -1 I -1 I -1 I -I I -1 I -1 I -I I -I I -1 I -1 I -1 * I* I TIME (min) x * x x x * x x x * x x x * x * * x x x x x x * * * x x x x * x x x x x * * x * x* *x * x x x x x x x x x * * * x File: OUT .HYO Qmax = * File: DET28100.HYD Qmax = * * * * * * * * * * * * * 1.6 cfs 3.2 cfs * * * *