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Home My WebLink About32 DP Allen Honda 00-500069 1021 South Texas AveDate : August 27 , 2001 To : Amanda Hudec, Accountin\\ '~~ From: Bob Mosley, City Enginee~~ ' .. Subject: Completed Infrastructure from Private Development By the attached letter of completion for the Allen Honda Pre-Owned Sales development, we have accepted the following improvements to the City of College Station infrastructure . Water: Fire Hydrant, assembly Subtotal The value of the above infrastructure totals $1,800.00. c : Natalie Ruiz, Development Coordinator Jerry Jones , Engineering Technician Missy Green, Staff Assistant 1 each $1,800 .00 I LETTER OF COI\1PLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: DATE: __ J_u~ly~2_5_,_2_00_1 ___ _ RE: COMPL-ETION OF Al 1 en Honda Pre- owned vehicle sales office ·----- The purpose of our letter is to request that ~he following listed improvements be approved and accepted as being constructed under cii(y ip'spection and completed according to plans and specifications as approved and require'd b y the City of College Station, Texas . This approval and acceptance by the City is reques ted in order that we may finali ze any sub- contracts an<l to affirm their warranty on th e v·rnrk . Thi s approval and acceptance by th e City of the improvements listed b e low does h ereby void the letter of guarantee for th e listed improvements on the above reference project. The one year warranty is herby affirmed and agreed to by Marek Bros Const and by their sub-contractors as indicated by signatures below. WORK COMPLETED \, Entry paving Fire Hydrant Owner: Allen Honda Address: 1021 SE Pkwy East C S Tx 77840 ACCEPTANCE & AP PROV AL ( ~.v" DATE JJ j~j{• }<..,. 6/~ 5/8/01 Contractor: Marek Brothers Const., Inc Address: P 0 Box 9715 C S TX 77842 Signature: 7-.3/-Q/ ,_ file, G:rt c: GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave ., Suite 213 Bryan, Texas 77802 (409) 846-8868 OP Spencer G. Thompson, Jr. Deve lopment Services City of College Station 1101 South Texas Avenue College Station , TX 77840 Sub j ect: Drainage Report September 22 , 2000 Allen Honda Pre-Owned Sales College Station , TX Please find enclosed the referenced report for your review. This analysis covers the 0 .826 acre tract to be occupied by the proposed Allen Honda Pre-Owned Sales store . Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. 4""~-~A~~ Christian A. Galindo, P.E., R.P.L.S. President cc : Bill Scarmardo c---- Rf!VI WEO Ft)R ~ COMPLIA SEP 2 8 2000 COLLEGE STATIO ENGINEERING 1. TRACT DESCRIPTION ALLEN HONDA PRE-OWNED SALES DRAINAGE REPORT The Allen Honda Pre-Owned Sales project covers 0.826 acres located on the northwest side of Southwest Parkway , just west of its intersection with State Highway 6. The legal description is Lot 8, Block "B", Resubdivision of the Final Plat of Lot 1, Block "B", Eastmark Subdivision, Phase II, an addition to the City of College Station, Texas according to the plat recorded in Volume 705, Page 613, Official Records , Brazos County, Texas ; A separate 24" x 36 " sheet, titled Site and Drainage Plan, is part of this report and is herein referred to as Exhibit 1. The adopted Flood Insurance Study does not identify the existence of a 1 OD -year flood plain affecting this tract (Map # 48041 C 0144 C, July 2, 1992). 2. STORMWATER RUNOFF Exhibit 1 is also an overview of the project area obtained from data furnished by the developer of the project: topographic data by the City of College Station {1994), field verified herein . A site benchmark, elevation 281 .28 , was established at the northernmost corner of the electric vault located near the eastern corner of the property as shown on Exhibit 1. One drainage section , 0.826 acres , was identified for this project. It consists of all of the before mentioned Lot 8 as shown on Exhibit 1. Exhibit 2 (1 page), shows the runoff calculations for the 5, 10, 25, 50 and 100-year storms for this drainage section. 3. INFLOW HYDROGRAPHS Inflow hydrographs for the five storms , calculated using Haestad Quick-TR 55 Version 5.47 , are shown in Exhibit 3 {6 pages) and give a preliminary storage requirement of 0.075 ac-ft for the 100-yr rainfall. The resulting preliminary runoff detention for the 1 OD -year return period, using Haestad Pond-2 Version 5 .21 , is calculated at 0.1 ac -ft and is given in Exhibit 4 (2 pages). -1 - 4. DETENTION FACILITY A detention facility has been designed within the proposed parking lot with an outflow near the eastern corner of the property. This facility will release the runoff through a vertical-rectangular weir , a curb cut 1.50 ' wide and 0 .8 ' high, which disperses the water into the existing Southwest Parkway road side ditch by means of a 6' x 12 ' section of white rubble rip-rap (minimum of 20 lbs . per piece). The top of the pond was established at 281 .30 '. The weir flow line was set at 280 .50 '. Exhibit 5 (4 pages) shows the characteristics of the 1 .50'x0 .8 ' v-r weir . Exhibit 6 (1 page) shows the contour volumes for the pond elevations. Exhibit 7 (1 o pages) shows the pond routing computations for multiple (five) storms . The results are summar ized as follows : Storm 5 10 25 50 100 Qmax out allowed , cfs 2.22 2 .50 2 .85 3.22 3 .36 Max Pond elev., ft 281 .30 281 .30 281 .30 281 .30 281 .30 Peak flow attained , cfs 2 .19 2 .36 2.62 2 .87 2 .96 Pond elev. at peak flow, ft 281 .14 281 .17 281 .22 281 .27 281 .29 Flow ve locity (at Q-100) at the weir is calculated as follows : 2 .96 I (1 .50 x o.8) = 2.47 fps Since the weir is designed to discharge the water to the exist ing road side ditch along Southwest Parkway , an area of 6 ' x 12 ' rip -rap will be installed below the weir to prevent erosion . 8. CERTIFICATION This report and design conform with the City of College Station Drainage Policy and Design Standards. Z .EifIIHX:H Job: 21-00 Date: 09/07/2000 RUNOFF CALCULATIONS-RATIONAL METHOD ALLEN HONDA PREOWNED SALES COLLEGE STATION, TX (County: Brazos) Tc= 10.0 when calc . value< 10.0 ==== ======= ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== Section Soil Type A Acres c Veloc . Length T cone. in min. fps ft Cale . Used 5 yrs 1 O yrs 25 yrs 50yrs 1 OOyrs Q 5yrs Q Q Q Q 1 O yrs 25 yrs 50yrs 1 OOyrs ======= ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== ===== Pre-development Nat. Grass 0.826 0.350 1.400 Total 0.826 Post-development Commerc ial 0.826 0.850 5.000 Total 0.826 200 2.4 10.0 7.693 8.635 9.861 11 .148 11 .639 320 1.1 10 .0 7.693 8.635 9.861 11 .148 11 .639 County : Brazos Constants for use in formula : l=b/(t+d) "e b e d 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 65.000 76 .000 0.806 0.785 8.000 8.500 80 .000 89 .000 98 .000 0.763 0.754 0.745 8.500 8.500 8.500 96 .000 0.730 8.000 2.22 2.50 2.85 3 .22 3.36 2.22 2.50 2.85 3 .22 3.36 5.40 6.06 6.92 7.83 8.17 5.40 6.06 6.92 7.83 8.17 f .EiflIHX:H , I Quick TR-55 Ver.5.47 Executed: 17:11:23 S/N: 09-20-2000 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydr ogra ph recession leg: ALLEN HONDA ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 2.22 cfs 0.049 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 4.23 cfs Inflow .H YD stored: SIN .HYD * ********************************************************************** I Td = 17 minutes I Return Freq: 5 yr /-------Approx. Duration for Max. Storage------/ C adj .factor: 1.00 I I I I I Tc= 10.00 minut es I I I 7.693 in/hr I Area (ac): 0.83 I Q 5.40 cfs I Weighted C: 0.85 I .1. I Adjusted C: 0 .85 F I I L I Required St o rage I O I 0.049 ac-ft I Td= 17 minutes W I I I 6.020 in/hr I xx xx xx xix xx xx xx xx xx Q 4.23 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= 2.22 cfs I x o I. Ix (Allow.Outfl ow) I o I I I x o I NOT TO SCALE I x I o I ============ I I o I I x '-----------------------1-----------------------------1------------ 15.89 minutes 21.75 minutes Quick TR -55 Ver.5.47 Executed: 17:11:23 S/N: 09 -20 -2000 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. ALLEN HONDA ********************************************************************** * * RETURN FREQUENCY : 10 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 2.50 cfs 0.055 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 4.77 cfs Inflow .H YO stored: lOI N .HYO * ********************************************************************** I Td = 17 minutes I Return Freq: 10 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00 I I I I I Tc= 10.00 minutes I J I 8.635 in/hr I Area (ac): 0.83 I Q 6.06 cfs I Wei ght ed C : 0.85 I .1. I Adjusted C: 0.8 5 F I I L I Required Storage I O I 0 .05 5 ac-ft I Td= 17 minutes w I I I 6 . 800 in /hr I xx xx xx xix xx xx xx xx xx Q 4.77 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= 2.50 cfs I x o I. Ix (Allow.Outflow) I o I I I x o I NOT TO SCALE I x I o I ============ I I o I I x ·-----------------------1-----------------------------1------------ 15.88 minutes 21 .76 minutes Quick TR-55 Ver.5.47 Executed: 17:11:23 S/N: 09-20-2000 MODIFIED RATIONAL METHOD ----Gra phical Summary for Maximum Required Storage ---- First peak outf low point assumed to occ ur at Tc hydrograph recession l eg. ALLE N HONDA ********************************************************************** * * RETURN FREQU ENC Y: 25 yr 'C' Ad justment: 1.000 Allowable Outfl ow : Re quir ed Storage: 2 .85 cfs 0.063 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 5.31 cfs Inflow .HYD stored: 25IN .H YD * ********************************************************************** I Td = 18 minutes I Ret urn Freq: 25 yr /-------Approx. Duration for Max. Storage------/ C adj.fact or : 1 .00 I I I I I Tc= 10.00 minu tes I I I 9.861 in/hr I Area (ac ): 0 .83 I Q 6. 92 cfs I Weighted C: 0. 85 I .J. I Adjusted C: 0 .85 F I I L I Required Storage I 0 I 0.063 ac -ft I Td= 18 minutes w I I I 7. 5 65 in/hr I x x x x x x xix x x x x x x x x x x Q 5.31 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= 2.85 cfs I x o J. Ix (Allow.Outflow) I o I I I x o I NOT TO SCALE I x I o I ============ I I o I I x '-----------------------1-----------------------------1------------ 15.88 minutes 22.63 minutes Quick TR -55 Ver.5.47 Executed : 17:11:23 S/N: 09-20-2000 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Requ ired Storag e First peak out flow point assumed to occ ur at Tc hydrograph recession leg. ALLEN HONDA ********************************************************************** * * RETURN . FREQUENCY: 50 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 3 .22 cfs 0. 072 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 6.02 cfs Inf low .HYO stored: 50IN .HYO * ********************************************************************** I Td = 18 minutes I Return Freq: 50 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1 .00 I I I I I Tc= 10.00 minu tes I I I 11.148 i n/hr I Area (a c ): 0.83 I Q 7.83 cfs I Weighted C: 0 .85 I .J. I Adjusted C: 0 .85 F I I L J Required Storage I O J 0.0 7 2 ac-ft I Td= 18 minutes w I I I 8 .579 in/hr I x x x ~ x x xix x x x x x x x x x x Q 6.02 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= 3 .22 cfs I x o I. Ix (Allow.Outflow) I o I I I x o I NOT TO SCALE I x I o I ============ I I o I I x ------------------------1-----------------------------1------------ 15.89 minutes 22.65 minutes Quick TR-55 Ver.5.47 Executed: 17:11:23 S/N: 09-20-2000 MODIFIE D RATIO NAL METHOD ----Graphical Summary f o r Maximum Requi red Storage ---- First pe~k outflow point assumed to occ ur at Tc h y drograph recessi on l eg . ALLEN HONDA ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 3.36 cfs 0.075 ac-ft * * *--------------------------------------------------------------------* * Pe9k Inflow: 6.28 cfs Inflow .HY O stored: lOOIN .HYO * ********************************************************************** I Td = 18 minutes I Return Freq: 10 0 yr /-------Approx . Duration for Ma x. Storage ------/ C adj.fact or : 1.00 I I I I I Tc= 10.00 minutes I I I 11. 639 in/h r I Area (a c): 0. 83 I Q 8.17 cfs I Weighted C: 0.85 I .1. I Adjusted C: 0.85 F I I L J Required Storage I O I 0.075 ac-ft I Td= 18 minutes w J I I 8. 951 in/hr J x x x x x x xix x x x x x x x x x x Q 6 .28 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= 3.36 cfs I x o I. I x (A ll ow.Outflow ) I o I I I x o I NO T TO SCALE I x I o I ============ I I o I I x '-----------------------1-----------------------------1------------ 15.89 minut es 22.65 minutes Quick TR-55 Ver.5.47 Executed: 17:11:23 S/N: 09-20-2000 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Summary For All Storm Frequencies * * * * * *********************************************·*************************** ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. ALLEN HONDA Area = 0.83 acres Tc = 10.00 minutes ........................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Frequency Adjusted Duration Intens. Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (ac-ft) (ac-ft) ------------------------------------------------------1---------------------5 0.850 17 6.020 4.23 2.22 I 0.099 0.049 10 0.850 17 6.800 4.77 2.50 I 0.112 0.055 25 0.850 18 7.565 5.31 2.85 I 0.132 0.063 50 0.850 18 8.579 6.02 3.22 I 0.149 0.072 100 0.850 18 8.951 6.28 3.36 I 0.156 0.075 V .IiIEIIHX:H POND-2 Version : 5 .21 S/N: >>>>> OUTFLOW HYDRO GRAP H ESTIMATOR <<<<< Inflow Hydrograph: C:\lJ0 \21 -00\21-00PND\lOOIN .H YO Qpeak = 6.3 cfs Estimated Outflow: C:\lJ0\21 -00\2 1-00PND\ESTIMATE.EST Qpeak = 3.4 cfs Approximate Storage Volume (computed fr om t= 0 .00 to 0 .38 hrs) 0.1 acre-ft POND-2 Version: 5.21 S/N : Plotted: 09 -20 -2000 Flow (cfs) 0 .0 1.0 2 .0 3.0 4.0 5 .0 6 .0 7.0 8 .0 9 .0 10 .0 11~0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .05 .07 .08 .1 .12 .13 .15 .17 .18 . 2 .22 .23 .25 .27 .28 .3 .32 .33 .3 5 . 37 .38 1 -I I -I I -I I -J I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -1 I -I I -I I -I I -I I I TIME (hr s ) 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 * x* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * File: C:\lJ0 \2 1-00\21-00PND\lOOIN .HYO x File: C:\lJ0\21-00\21-00PND\ESTIMATE .EST Qm ax Qmax 6.3 cfs 3.4 cfs S ~IEIIHX:i Outlet Structure File: 21 -00 .S TR POND -2 Version: 5.21 Date Executed: S/N: Time Executed : *********** ALLEN HONDA *********** ***** COMPOSITE OUTFLOW SUMMARY **** E l evation (ft) 280 .50 280 .70 280 .90 281 .10 281.30 Q (cfs) 0 .0 0 .4 1.1 2.0 3.0 Contributing Structures 1 1 1 1 1 Outlet Structure File: 21-00 .STR POND-2 Version: 5.21 Date Executed: S/N: Time Executed: *********** ALLEN HONDA *********** Outlet Structure File: C:\lJ0\21-00\21-00PND\21-00 Planimeter Input File: C:\lJ0\21-00\21-00PND\21-00 Rating Table Output File: C:\lJ0 \21 -00\21-00PND\21-00 .STR .VOL .PND Min. Elev. (ft) = 280.5 Max. Elev . (ft) = 281.3 Iner. (ft) Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table WEIR-VR 1 -> 1 Outflow rating table surrunary was stored in file: C:\lJ0\21-00\21-00PND\21-00 .PND . 2 Outlet Structure File: 21-00 .STR S/N: POND-2 Ver sion: 5.21 Date Executed: Time Executed: *********** ALLEN HONDA *********** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertica l Rectangular • El elev. (ft) ? E2 elev. (ft)? Weir coefficient? Weir elev. (ft) ? Length (ft)? Contracted/Suppressed 280 .5 28 1.301 3.087 280.50 1. 50 (C/S)? C Outlet Structure File: 21 -0 0 .STR S/N: POND-2 Version: 5.21 Date Executed: Time Executed: *********** ALLEN HONDA *********** Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 280 .50 0.0 H =0.0 280.70 0.4 H =.2 280.90 1.1 H =. 4 281.10 2.0 H =.6 281.30 3.0 H =.8 C = 3 .087 L (ft) = 1.5 H (ft) Table elev. -Invert elev. ( 280. 5 ft ) Q (cfs) = C * (L-.2H) * (H**l.5) --Contracted Weir 9 ,I,IfIIHX3 POND -2 Version : 5 .21 S/N : ALLEN HONDA CALCULATED 09-20-2000 17:12 :43 DISK FILE: C :\lJ0\21-00 \21-00PND\21 -00 .VOL Planimeter scale: 1 inch 1 ft . * Elevation (ft) Planimeter (sq . in .) Area (acres) Al +A2+s qr(Al*A2) (ac res) Volume (acre-ft) Volume Sum (acre-ft) 280.50 280.80 281 .10 281.30 0.00 3,400 .00 7,400 .00 13,800 .00 0 .00 0.08 0.17 0.32 0.00 0 .08 0.36 0 .72 0 .00 0.01 0 .04 0 .05 0.00 0 .01 0 .04 0.09 2 IA= (sq.rt(Areal) + ( (Ei -El)/(E 2-El))*(sq .rt(Area2)-sq.rt(Areal))) where: El, E2 Ei Areal,Area2 IA Closest two elevations with planimeter data Elevation at which to interpolate area Areas computed for El, E2, respectively I nterpolated area for Ei * Incremental vo l ume computed by the Conic Method for Reservoir Volumes. Vo lume= (1/3) * (EL2-EL1) * (Areal + Area2 + sq .rt. (Areal*Area 2)) wher e : ELl , EL2 Areal,Area2 Volume Lower and upper elevations of the increment Areas computed for ELl , EL2, respectively I~cremental volume between ELl and EL2 l JiifIIHX:il POND-2 Version: 5.21 S/N: Page 1 EXECUTED: 09-20-2000 17:13:51 STORM # 1 Return Freq: 5 years ***************** * * * ALLEN HONDA * * * * * * * * * ***************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\lJ0\21-00\21-00PND\21-00 .PND .H YO .HYO Inflow Hydrograph: C:\1J0\21-00\21-00PND\5IN Outflow Hydrograph: C:\lJ0\21-00\21-00PND\5 OUT Starting Pond W.S. Elevation 280.50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inf low Peak Outflow Peak Elevati on 4 .23 cfs 2.19 cfs 281.14 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage i n Pond 0.00 ac-ft 0.05 ac-ft 0.05 ac-ft ***** .05 .07 .09 .1 .12 .14 .15 .17 .19 . 2 .22 .24 .26 .27 .29 .31 .32 .34 .36 POND-2 Ver sion: 5.21 S/N: Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation STORM # 1 C:\lJ0\21-00\21-00PND\21-00 C:\1J0\21-00\21-00PND\5IN C :\l J0\21-00\21-00PND\5 OUT 4.23 cfs 2.19 cfs 281.14 ft Page 3 Return Freq: 5 years .PND .HYO .HYO EXECUTED: 09-20-2000 17:13:51 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 -I I -I I -I I -I I -I I -I I -1 I -I TIME (h rs) 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: * File: C:\lJ0\21-00\21-00PND\5 OUT C:\1J0\21-00\21 -00PND\5IN .H YO .HYO Qmax Qmax 2 .2 cfs 4.2 cfs POND-2 Version: 5.21 S/N: EXECUTED: 09-20-2000 17:13:51 STORM # 2 Page 1 Return Freq: 10 years ***************** * * * ALLEN HONDA * * * * * * * * * ***************** ****************** SUMMARY OF ROUTI NG COMPUTATIONS ****************** Pond File: C:\lJ0\21-00\21-00PN D\21-00 .PND .HYO .HYO Inflow Hydrograph: C:\lJ0\21-00\21-00PND\lOIN Outflow Hydrograph: C:\lJ0\21-00\21-00PND\10 OU T Starting Pond W.S. Elevation 280.50 ft ***** Summary of Peak Outfl o w and Peak Elevation Peak Inflow Peak Outflow Peak Elevati on 4.77 cfs 2.36 cfs 281.17 ft ***** Summa ry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.06 ac-ft 0.06 ac-ft ***** POND-2 Version: 5 .21 S/N: Pond File : Inflow Hydrograph: Outflow Hydrograph: Peak Inf l ow Peak Outflow Peak El evation STORM # 2 C:\lJ0\21-00\21-00 PND\21-00 C:\lJ0\2 1-00\21 -0 0 PND \lOIN C :\lJ0\21-00\21-00PND\10 OUT 4 .77 cfs 2 .36 cfs 28 1.17 ft Page 3 Return Freq: 1 0 years .PND .HYD .HYD EXECUTED : 09 -20-2000 1 7:1 3:51 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- .05 .07 .09 .1 .12 . 14 .15 .17 .19 . 2 1 -I I -I I -I I -I I .22 -I I .24 -I I .26 -I I .27 -I I .29 -I I .31 -I I .32 -I I .34 -I I .36 -I I I TIME (hrs) x File: * File: 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* C:\lJ0\2 1-00\21-00PND\10 OUT C :\lJ0\21 -00 \21 -00PND\lOIN * * * * .HYD .HYD * * * * .Qmax Qmax * * * * * * * * * * * * * * * * * * * * * * 2 .4 cfs 4 .8 cfs POND-2 Versio n: 5 .21 S/N: EXECUTED: 09 -20-2000 17:13:51 STORM # 3 Page 1 Return Freq: 25 years ***************** * * * ALLEN HONDA * * * * * * * * * ***************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\lJ0\21-00\21-00PND\21-00 .PND .HYO .HYD Inflow Hydrograph: C:\1J0\21-00\21-00PND\25IN Outflow Hydrograph: C:\lJ0\21-00\21-00PND\25 OUT Start ing Pond W.S. Elevation 280.5 0 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevati on 5.31 cfs 2.62 cfs 281.22 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.07 ac-ft 0.07 ac-ft ***** .0 5 .07 .09 .1 .12 .14 .15 .17 .19 . 2 .2 2 .2 4 .2 6 .27 .29 .31 .3 2 . 34 .36 POND-2 Version: 5.21 S/N: Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low Peak Outflow Peak Elevation STORM # 3 C:\lJ0\21-00\2 1-00PND\21-00 C:\1J0\21-00\2 1-00PND\25IN C:\lJ0\21-00\21-00PND\25 OUT 5:31 cfs 2.62 cfs 281.22 ft Page 3 Return Freq: 25 years .PND .HYD .HYD EXECUTED: 09-20-2000 17:13:51 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I I TIME (hrs) 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: C:\lJ0\21-00\21-00PND\25 OUT .HYD * File: C:\1J0\21-00\21-00PND\25IN .HYD Qmax Qmax 2.6 cfs 5 .3 cfs PON D-2 Version: 5 .21 S/N: EXECUTED: 09-20-2000 17:1 3 :51 STORM # 4 Page 1 Return Freq: 50 years ***************** * * * ALLE N HONDA * * * * * * * * * ***************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\lJ0\21-00\21-00PND\21-00 . PND .H YO .HYO Inflow Hydrograph: C:\1J0\21-00\21-00PND\50IN Outflow Hydrograph: C:\lJ0\21-00\21-00PND\50 OUT Starting Pond W.S. Elevation 280.50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 6.02 cfs 2.87 cfs 281.27 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From St orm Total Storage in Pond 0.00 ac-ft 0.09 ac-ft 0.09 ac-ft ***** POND-2 Version: 5.21 S/N: Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation STORM # 4 C:\lJ0\21-00\21-00PND\21-00 C:\1J0\21-00\21-00PND\50IN C:\lJ0\21-00 \21-00PND\50 OUT 6.02 cfs 2.87 cfs 281.27 ft Page 3 Return Freq: 50 years .PND .HYO .HYO EXECUTED: 09 -20-2000 17 :13:51 Flow (cfs) 0.0 1.0 2.0 3 .0 4.0 5 .0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .05 .07 .09 .1 .12 .14 .15 .17 .19 . 2 .22 . 24 .26 .27 1 -/ I -/ I -/ I .29 -I I .31 -/ I .32 -I I .34 -I I .36 -I I I TIME (hrs) x File: * File: 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 * C:\lJ0\21-00\21-00PND\50 OUT C:\1J0\21-00\21-00PND\50IN * * * * * * * * * * * * * * * * * * * * .HYO .H YO Qmax Qmax 2 .9 cfs 6.0 cfs POND-2 Version: 5.21 S/N: EXECUTED: 09-20-2000 17:13:51 STORM # 5 Page 1 Return Freq: 100 years ***************** * * * ALLEN HONDA * * * * * * * * * ***************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\lJ0\21-00\21-00PND\21-00 .PND Inflow Hydrograph: C:\lJ0\21-00\21-00PND\lOOIN .HYO Outflow Hydrograph: C:\lJ0\21-00\21-00PND\100 OUT .HYO Starting Pond W.S. Elevation 280.50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 6.28 cfs 2 .96 cfs 281. 29 ft ***** Summary of Approx imate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0. 09 ac-ft 0.09 ac-ft ***** .05 .07 .09 .1 .12 .14 .15 .17 .19 .2 .22 .24 .26 .27 .29 .31 .32 .34 .36 POND-2 Version: 5.21 S/N: Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation STORM # 5 C:\lJ0\21-00\21-00PND\21-00 C:\lJ0\21-00\21-00PND\lOOIN C:\lJ0\21-00\21-00PND\100 OUT 6.28 cfs 2 .96 cfs 281. 29 ft Page 3 Return Freq: 100 years .PND .HYO .HYO EXECUTED: 09 -2 0-2000 17:13:51 Flow (cfs) 0 .0 1.0 2.0 3.0 4.0 5.0 6 .0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -I I -I I -I I -I I -1 I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I -I I I TIME (hrs) 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: C:\lJ0\21-00\21 -00PND\100 OUT .HYO * File: C:\lJ0\21-00\21-00PND\lOOIN .HYO Qmax Qm ax 3.0 cfs 6.3 cfs