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Home My WebLink About5 Development Permit 297 Wings N MoreO~d41 COLLEGE STATION P. 0 . Box 9960 September 10, 1997 Mr. Mark Dennard Wings n' More Southwood Valley 3230 Texas Avenue South College Station, Texas 77845 Dear Mr. Dennard: 1101 Texas Avenue Tel : 409 764 3500 College Station , TX 77 84 2 It has come to my attention that you have not completed co site detention facility at the northwest comer of the parking lot behind th Wings N Mor r urant located off Deacon in south College Station. It appears that the berm surroun etention pond does not have sufficient height to detain large rainfall events, thereby preventing the detention pond from performing as designed . This was noticed during a site visit concerning the unapproved parking lot addition to the property. Please finish construction of the detention pond as shown on the approved co~ction documents dated November of 1995 and call us for an inspection of the facility. Please contact me to discuss this issue or if you have any other questions. If I have not heard from you by September 24, 1997 about this issue I must proceed with enforcement action. Sincerely, /1//2 W. Paul Kaspar Graduate Engineer xc: ~nica Morgan, Assistant City Engineer Shirley Volle, Development Coordinator Jon Mies, Code Enforcement Home of Texas A&M Univ.ersity COLLEGE STATION P. 0 . Box 9960 September 10, 1997 Mr . Mark Dennard Wings n' More Southwood Valley 3230 Texas Avenue South College Station, Texas 77845 Dear Mr. Dennard: 1101 Te xas Avenue Tel : 40 9 764 3500 Coll ege Stat ion , TX 77842 It has come to my attention that you have not completed construction of the on site detention facility at the northwest comer of the parking lot behind the Wings N More restaurant located off Deacon in south College Station. It appears that the berm surrounding the detention pond does not have sufficient height to detain large rainfall events, thereby preventing the detention pond from performing as designed. 1his was noticed during a site visit concerning the unapproved parking lot addition to the property. Please finish construction of the detention pond as shown on the approved co~ction documents dated November of 1995 and call us for an inspection of the facility. Please contact me to discuss this issue or if you have any other questions. Ifl have not heard from you by September 24, 1997 about this issue I must proceed with enforcement action. Sincerely, /1//2 W . Paul Kaspar Graduate Engineer xc: Veronica Morgan, Assistant City Engineer Shirley Volle, Development Coordinator Jon Mies, Code Enforcement Home of Texas A&M University 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : 0 Under Separate Cover 0 Enclosed VIA : O Mail 0 Messenger 0 Federal Express 0 Express Ma il 0 Special Courier 0 Picked Up By Your Office NO . KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-0652 THE FOLLOWING : 0 Prints O Copies O Originals O Plat 0 Field Notes D Plans D Report 0 Estimate O Cut Sheets D Contract 0 DATE PROJECT NO . PROJECT NAME REFERENC E P.O. Box 4234 Bryan, Texas 77805 ~~ ·r Review & Approval /o ~r Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return D Your File and/or Use 'As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . Signed : .. / 4103 Texas Avenue , Suite 212 Bryan , Texas 77802 TO ATTENTION WE TRANSMIT : D Under Sep arate Cover D Enclosed VIA : DMail D Messenger D Federal Express D Express Mail D Special Courier D Pic ked Up By Your Office NO . KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-0652 DATE PROJECT REFERENCE THE FOLLOWING : D Prints DCopies D Originals DPlat D Field Notes D Plans D Report D Estimate D Cut Sheets D Computer Printout D File D Contract D DESCRIPTION FOR : P.O . Box 4234 Bryan, Texas 77805 D Your Rev iew & Approval D Your Review & Comment D Your Review & Distribution D Your Review, Revision & Return D Your Signature & Return D Your File and/or Use D As Requested By: D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. "' 1 l' ~ w ,,JI ~ ~ ) 3 Vi ~ • .l_ " ' ~ ~ ~ ~ 1 ~l>~tt> ~~~r;) t4 ~C-/-1>.r \¥ K LING E NG ilEERING & S U RVEYING 41 0 3 Te'.{as Av~nuc , Su ite 212 Bryan, Te~80 2 CoJsulting iil.:gineers • Land Sur ve yors I Tbie phone 409/846-6212 Fax 40 9/846-8252 TO: B.J. Kling , P.E., R.P.L.S. S.M . Kling, R.P .L.S . ) Veronica Morgan, P.E. Engineering Department City of College Station FROM : Thomas Baber Kling Engineering November 3, 1995 Post Office Box 4234 Bryan, Texas 77805 RE: W i ngs & More Additional Detention -Lots 5, 6, 7 & 8, Block 16 Southwood Valley, Section Ill To satisfy detention requirements generated by the construction of a parking area on Lot 8, a detention pond has been designed to accommodate the additional runoff. In addition to providing deten ion for Loy a, the pond has been sized to provide detention for Lots 5, 6 & 7. -The detention pond is to be constructed along the existing alley on the northwest portion of the site. The dimensions, elevations and outlet works are shown on the plat "As-Built" Site Plan (lots 9 & 10) & Proposed Parking Area (lot 8) Wings & More. The design ana lysis is for Lots 5, 6, 7 & 8 and . results follow: Area Lots 5, 6, 7, 8 -1.10 acres Area between right-of-way and back curb along Deacon = 0.06 acres Total site area = 1.16 acres .~J c10ta = 0.77 ~I ~'t1 clots 5,6 ,7 =:. 0.73 -(}.OOU! • ~ "~ cweighted -0. 75 ~ /Storm Event * ~ Opre Opost \ JI0 1t..0 1'50 lCO/ 25 year 4.58 100 year 5 .40 8.58 10.13 cleaving site 4 .55 5.31 Qnet increase Elev. Pond -0.03 -0.09 278.68 ~"~ 1 278.94 -v~· Both the 25 year and 100 year events have been attenuated for. ~ In summary, a detention pond has been designed to meet the requirements for the new parki ng area on Lot 8. In addition, the pond will also meet the detention requirements for Lots 5, 6 & 7 using a "C" factor of 0. 73. An addendum to the Wings & More Drainage Report for Lots 9 & 10, Block 16, Southwood Valley, Section Ill, dated April 24, 1995, will be submitted at a later date. Please contact us if there are any questions. Thank you. <i'1 '01 = (0J1·1)(A'f·11 )(st.'o) .= ao ..J.~c:?dt) 1 8'..$' 8 -:: (~I ' I)( °IS?· b )( 5 L ·o) -=-s-i -l\"'Q .J tD ' -°l) I I -(<il 1 o)(~l'O) +·-(-L-L'_O_X_'O_~-·o) -: rA7 l l I(} "') ) I J -((2 b'O)(b-z•o)+ (scr.·o)(ts:ra) -=-~~.Jcn7 CZ, l-' Q :: L-"I' E< "...lo!-::::> 1 ,, ri I · l = ?}7//'0 ob'O = i>->o• ..... ;.tJ.-1~ _e.,c:z:... 'O i i '/ _r. 6 'l;.. II ~-00111 000 111111 "' ::c::c::c "'"'"' "'"'"' ......... "'"'"' PON0-2 Version: 5.17 S/N: EXECUTED: 11-03-1995 09:29:40 ********************************** * * * WINGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHWOOD VALLEY SECTION Ill * * 25 -YEAR STORM * * * ********************************** Inf low Hydrograph: LOT-25 .HYO Rating Table file: LOT5678 .PND ----INITIAL CONDITIONS---- Elevation = 276.00 ft outflow = 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN PONO DATA COMPUTA Tl ONS ------------------------------------------------------ ELEVATION OUTFLOW STORAGE I 2S/t 2S/t + 0 I (ft) (cfs) (cu-ft) I (cfs) (cfs) I ----------------------------1 -------------------------! 276.00 0.0 01 0.0 0.0 I 276.10 0.0 s 1 0.2 0.2 I 276.20 0.1 121 0.4 0.5 I 276.30 0.2 221 0.7 0.9 I 276.40 0.4 351 1.2 1.6 I 276.50 0.6 521 1.7 2.3 I 276.60 0.8 n1 2.4 3.2 I 276.70 2.6 951 3.2 5.8 l 276.80 2.7 1201 4.0 6.7 I 276.90 2.9 1491 5.0 7.9 I 277.00 3.0 181 I 6.0 9.0 277.10 3.0 2171 7.2 10.2 277.20 3.1 261 I 8.7 11.8 277.30 3.2 3131 10.4 13.6 277.40 3.3 3731 12.4 15.7 277.50 3.4 4421 14.7 18.1 277.60 3.5 5191 17.3 20.8 277.70 3.6 6041 20.1 23.7 277.80 3.7 6971 23.2 26.9 277.90 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,025 I 34.1 38.0 278.20 4.0 1,1511 38.4 42.4 278.30 4.0 1,2861 42.9 46.9 278.40 4.1 1,431 I 47.7 51.8 278.50 4.2 1,5851 52.8 57.0 278.60 4.3 1, 755 I 58.5 62.8 278.70 4.6 1,9481 64.9 69.5 278.80 4.8 2, 1671 n.2 77.0 278.90 5.2 2,4111 80.4 85.6 279.00 5.5 2,6841 89.4 94.9 -------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 11-03-1995 09:29:40 Pond File: LOT5678 .PND Inf low Hydrograph: LOT-25 .HYO Outflow Hydrograph: ClJT .HYO INFLOW HYDROGRAPH RClJTING COMPUTATIONS ---------------------------------------------------------------------- I TIME I INFLOW I 11+12 2S/t -0 2S/t + 0 I ClJTFLOW !ELEVATION I (hrs) I (cfs) I (cfs) (cfs) (cfs) I (cfs) I (ft) -----------------1 --------------------------------1------------------ 0.000 0.001 0.0 0.01 0.00 276.00 0.017 0.761 0.8 0.4 o.81 0.16 276.26 0.033 1.521 2.3 1.3 2.71 0.69 276.55 0.050 2.281 3.8 0.8 5.11 2.17 276.68 0.067 3.041 5.3 0.8 6.11 2.64 276.74 0.083 3.801 6.8 1.9 7.71 2.87 276.88 0.100 4.561 8.4 4.3 10.31 3.00 277.10 0.117 5.321 9.9 7.7 14.21 3.23 277.33 0.133 6.081 11.4 12.3 19.1 I 3.44 277.54 0.150 6.831 12.9 17.9 25.21 3.65 277.75 0.167 7.591 14.4 24.8 32.31 3.75 277.95 0.183 7.591 15.2 32.1 40.01 3.94 278.14 0.200 7.591 15.2 39.2 47.31 4.01 278.31 0.217 7.591 15.2 46.1 54.41 4.15 278.45 0.233 6.831 14.4 52.0 60.51 4.26 278.56 0.250 6.081 12.9 56.1 64.91 4.39 278.63 0.267 5.321 11.4 58.5 67.51 ~ 1 ~ 0.283 4.561 9.9 59.3 68.41 0.300 3.801 8.4 58.6 67.71 I I 0.317 3.041 6.8 56.6 65.51 4.42 I 218.64 I 0.333 2.281 5.3 53.4 61.91 4.29 I 278.59 I 0.350 1.521 3.8 48.8 57.21 4.20 I 278.50 I 0.367 0.761 2.3 42.9 51.ol 4.08 I 278.38 I 0.383 0.001 0.8 35.6 43.61 4.00 I 278.23 I --------------------------------------------------------------·-------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 11-03-1995 09:29:40 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: LOT5678 .PND Inflow Hydrograph: LOT-25 .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation = 276.00 ft ***** Surrnary of Peak Outflow and Peak Elevation ***** Peak Inflow = 7.59 cfs Peak Outflow = 4.55 cfs Peak Elevation = 278.68 ft ***** Surrnary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1,916 cu-ft 1,916 cu-ft POND-2 Version: 5.17 S/N: Pond Fi le: LOT5678 .PND Inf low Hydrograph: LOT-25 .HYO outflow Hydrograph: OUT .HYO Peak· Inf low = 7.59 cfs Peak outflow 4.55 cfs Peak Elevation = 278.68 ft Page 4 EXECUTED: 11-03-1995 09:29:40 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 .os -I x* I x * .07 -x * x * .09 -x * x * • 1 x * x * .12 -x * x * .14 -x * x * .15 -x *· x * .17 -x * x * .19 -x * x * .2 x * x * .22 -1 x * x * .24 -x * x * .26 -x * x * .27 -x * x* .29 -*x * x .31 * x * x .32 -* x * x .34 -* x * x .36 -* x * x TIME (hrs) x File: OUT .HYO Qmax = 4.6 cfs * File: LOT-25 .HYO · Qmax = ·1.6 cfs POND-i Version: 5.17 S/N: EXECUTED: 11-03-1995 09:28:24 ********************************** * * * IJINGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHIJOOO VALLEY SECTION I II * * 100 -YEAR STORM * * * ********************************** Inflow Hydrograph: LOT-100 .HYO Rating Table file: LOT5678 .PND ----INITIAL CONDITIONS ---- Elevation = 276.00 ft Outflow = 0.00 cfs Storage = 0 cu -ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ----------------------·-------------------------------- I ELEVATION OUTFLOIJ STORAGE I 2S/t I 2S/t + 0 I (ft) (cfs) (cu-ft) I (cfs) I (cfs) 1----------------------------1 ------------------------- I 276.00 0.0 01 0.0 0.0 I 276.10 0.0 SI 0.2 0.2 I 276.20 0.1 121 0.4 o.s I 276.30 0.2 221 0 .7 0.9 I 276.40 0.4 351 1.2 1.6 I 276 .50 0.6 521 1.7 2.3 276.60 0.8 721 2.4 3.2 276.70 2.6 951 3.2 5.8 276.80 2 .7 1201 4.0 6.7 276.90 2.9 1491 5.0 7.9 277 .00 3.0 1811 6.0 9.0 277.10 3.0 2171 7.2 10.2 277.20 3.1 2611 8.7 11.8 277.30 3.2 3131 10.4 13.6 277.40 3.3 3731 12.4 15.7 277.50 3.4 4421 14.7 18.1 277.60 3.5 5191 17.3 20.8 277.70 3.6 6041 20.1 23.7 277.80 3.7 6971 23.2 26.9 277.90 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,0251 34.1 38.0 278.20 4.0 1,1511 38.4 42.4 278 .30 4.0 1,2861 42.9 46.9 278.40 4.1 1,4311 47.7 51.8 278.50 4.2 1,5851 52.8 57.0 278.60 4.3 1, 755 I 58.5 62.8 278.70 4.6 1,9481 64.9 69.5 278.80 4.8 2,1671 72.2 77.0 278.90 5.2 2,4111 80.4 85.6 279.00 5.5 2,6841 89.4 94.9 -------------------------------------------------------- Time increment (t) = 0.017 hrs . • 0 PON0-2 Version: 5.17 S/N: Page 2 I I EXECUTED: 11-03-1995 09:28:24 Pond File: LOT5678 .PND Inflow Hydrograph: LOT-100 .HYO outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME I INFLOW I 11+12 I 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION (hrs) I (cfs) I (cfs) I (cfs) (cfs) I (cfs) I (ft) 1--------1---------1 --------------------------------1---------1--------- I o.ooo I 0.001 0.0 0.01 o.oo I 276.00 I 0.011 I 0.901 0.9 0.5 0.91 0.19 I 276.29 I 0.033 I 1.791 2.7 1.6 3.21 0.81 I 276.60 I o.o5o I 2.691 4.5 0.8 6.11 2.63 I 276.73 I 0.061 I 3.591 6.3 1.6 7.11 2.16 I 276.83 I 0.083 I 4.481 8.1 3.6 9.61 3.oo I 277.05 I 0.100 I 5.381 9.9 7.1 13.51 3.19 I 277.29 I 0.111 I 6.281 11. 7 11.9 18.81 3.42 I 277.52 I o. n3 I 7.171 13.5 18.1 25.41 3.65 I 277.75 I 0.150 I 8.071 15.2 25.7 33.31 3.78 I 277.98 I 0.161 I 8.961 17.0 34.8 42.81 4.oo I 278.21 I 0.183 I 8.961 17.9 44.5 52.71 4.12 I 278.42 I 0.200 I 8.961 17.9 53.8 62.41 4.29 I 218.59 I I 0.211 I 8.961 17.9 62.4 71.71 4.66 I 218. 73 I I 0.233 I 8.071 17.0 69.6 79.41 4.91 I 218.83 I I 0.250 I 7.171 15.2 74.5 84.81 5.11 I 218.89 I I 0.261 I 6.281 13.5 77.4 88.01 { 5 28 I ~I I 0.283 I 5.381 11. 7 78.4 89.11 ~I 4 I o.3oo I 4.481 9.9 77.7 I 88.31 5.29 I 218.93 I I o.311 I 3.591 8.1 75.4 I 85.81 5.21 I 218.90 I I o.333 I 2.691 6.3 71.6 I 81.71 5.02 I 218.85 I I o.35o I 1.791 4.5 66.5 I 76.1 I 4.78 I 218.79 I I o.367 I 0.901 2.7 60.1 I 69.21 4.59 I 218.10 I I o.383 I 0.001 0.9 52.4 I 61.0I 4.21 I 218.57 I ---------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 11-03-1995 09:28:24 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: LOT5678 .PND Inflow Hydrograph: LOT-100 .HYO OUtflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation = 276.00 ft ***** S~ry of Peak OUtflow and Peak Elevation ***** Peak Inf low = Peak Outflow = 8.96 cfs 5.31 cfs Peak Elevation = 278.94 ft ***** S~ry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 2,513 cu-ft 2,513 cu-ft POND-2 Version: 5.17 S/N: Pond File: LOT5678 .PND Inflow Hydrograph: LOT-100 .HYO outflow Hydrograph: OUT .HYO Peak · Inflow = 8.96 cfs Peak Outflow = 5.31 cfs Peak Elevation = 278.94 ft Page 4 EXECUTED: 11-03-1995 09:28:24 Flow Ccfs) 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- .OS - .07 - .09 - .1 .12 - .14 - .15 - • 17 - .19 - .2 .22 - .24 - .26 - .27 - .29 - .31 I .32 -I I .34 -1 I .36 -I I I TIME Ch rs> * x Fi le: OUT * * * * x * x x * x x x x * x x * x x * x x x x * x x * .HYO Qmax = * Fi le: LOT-100 .HYO . Qmax = x * * * * x x * x x x x x x x x* * x x x x x x x x x * 5.3 cfs 9.0 cfs * * * * * * * * * * * * * * * * * * .,Quick ~-SS Ver.S.46 S/N: Executed: 07:28:S9 11-03-199S MODIFIED RATIONAL METHOD ----Graphical SUllll8ry for Maxillll.lll Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS S,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION III -DETENTION DESIGN 100YEAR STORM ********************************************************************** * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 Allowable Outflow: S.40 cfs * Required Storage: 2,884 cu.ft . * *--------------------------------------------------------------------* * Peak Inflow : 8.96 cfs Inflow .HYO stored: LOT-2S .HYO * ********************************************************************** Td = 13 minutes /-------Approx. Duration for Max. Storage ------/ I I Tc= 10.00 minutes I 11.640 in/hr I Q = 10.03 cfs I ·I· I Return Freq: 100 yr C adj.factor: 1.00 Area (ac): 1.16 Weighted C: 0.74 Adjusted C: 0 .74 F I L Required Storage I 0 2,884 cu .ft. I Td= 13 minutes w I = 10.400 in/hr 8.96 cfs c f s x x x 0 0 0 x x x x x x xix x x x x x x x x x x Q I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= S.40 cfs 0 I· I Ix (Allow.Outflow) 0 I NOT TO SCALE I ============ I I I I I. x x •-----------------------1 -----------------------------1------------ 14.62 mi nutes 16.98 minutes Quick TR-55 Ver.5.46 Executed: 07:28:59 S/N: 11-03-1995 LOTS 5,6,7, & 8, BLOCK 16 SCXJTHl.'000 VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM **** Modified Rational Hydrograph ***** ~eighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted C = 0.743 Td= 13.00 min. 1=10.40 in/hr RETURN FREQUENCY: 100 year storm output file: LOT-25 .HYO Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time Time increment = 1.00 Minutes Qp= 8.96 cfs 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 6.28 8.07 1.79 0.90 7.17 7.17 0.90 1.79 8.07 6.28 0.00 2.69 8.96 5.38 3.59 8.96 4.48 4.48 8.96 3.59 5.38 8.96 2.69 Quick TR-55 Ver.5.46 S/N: Executed: 07:28:59 11-03-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHl.IOOO VALLEY SECTION Ill -DETENTION DESIGN 100YEAR 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 I Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- LOTS 5,6,7 0.730 0.78 I II I LOT 8 o. no o.38 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 o. 743 11 o. 743 11.640 1.16 I 10.03 Quick TR-55 Ver.5.46 Executed: 07:28:59 S/N: 11-03-1995 ************************************************************************ ************************************************************************ * * * * * Ma>IFIED RATIONAL METHOD * * ----Grand SUT1118ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOCX> VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM Area = 1.16 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 0.743 13 10.400 8.96 5.40 1 6,993 2,884 Quick TR-55 Ver.5.46 S/N: Executed: 07:28:59 11-03-1995 MODIFIED RATIONAL METHOD SU11118ry for Single Storm Frequency First i>eak outflow point assl.llled to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHWCXlO VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 5.40 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-25 .HYO Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inflow Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.743 0.143 10 1i.64o 1.16 10.03 I 6,020 2,180 ************************************************************ Storage Maxilllin 0.743 0.743 13 10.400 1.16 8.96 I 6,993 2,884 **************************************************************************** 0.743 0.743 0.743 0.743 0.743 0.743 0.743 0.743 15 20 30 40 9.730 8.430 6.750 5.690 1.16 1.16 1.16 1.16 8.39 7.27 5.82 4.90 7,549 8,no 10,473 2,860 2,5n 1,385 Qpeak < Qallow .• Quick TR-55 Ver.5.46 S/N: Executed: 14:17:40 11-02-1995 MODIFIED RATIONAL METHOD ----Graphical Surrnary for Maxilllill Required Storage First peak outflow point assiined to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOD VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 25 yr * 'C' Adjustment: 1.000 Allowable outflow: 4.58 cfs * Required Storage: 2,439 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 7.59 cfs Inflow .HYO stored: LOT-25 .HYO * ********************************************************************** Td = 13 minutes /-------Approx. Duration for Max. Storage ------/ I I Tc= 10.00 minutes I I = 9.860 in/hr I Q = 8.50 cfs I ·I· I Return Freq: 25 yr C adj.factor: 1.00 Area (ac): 1.16 Weighted C: 0.74 Adjusted C: 0.74 F I L Required Storage I o 2,439 cu. tt. I Td= 13 minutes w I = 8.810 in/hr x x x x x x xix x x x x x x x x x x Q 7.59 cfs c I f x x s I o o o o o o o o o o o o o o o o Q= 4.58 cfs I x o I· Ix (Allow.Outflow) I o I I I x 0 I NOT TO SCALE I x I 0 I ============ I I o I I x '-----------------------1-----------------------------1------------ 14.61 minutes 16.97 minutes Quick TR-55 Ver.5.46 S/N: Executed: 14:17:40 11-02-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOO VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM **** Modified Rational Hydrograph ***** Weighted c = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted c = 0.743 Td= 13.00 min. I= 8.81 in/hr Qp= 7.59 cfs RETURN FREQUENCY: 25 year storm Output file: LOT-25 .HYO 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-------------------------------------------------~------------- o.oo I 1.00 I 14.oo I 21.00 I 0.00 5.32 6.83 1.52 0.76 1.52 6.08 6.83 6.08 5.32 0.76 0.00 2.28 3.04 7.59 7.59 4.56 3.80 3.80 7.59 3.04 4.56 7.59 2 .28 Quick TR-55 Ver.5.46 Executed: 14:17:40 S/N: 11-02-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTH\JOOO VALLEY SECTION Ill -DETENTION DESIGN 25 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 = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 =========================I======== Subarea Runoff Area I Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- LOTS 5,6,7 0.730 0.78 I II I LOT 8 0. 770 0. 38 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 o. 743 11 o. 743 9.860 1.16 I 8.5o Quick TR-55 Ver.5.46 Executed: 14:17:40 S/N: 11-02 -1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * Grand S~ry For ALL Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assl.J'lled to occur at Tc hydrograph recession Leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTH\JOOO VALLEY SECTION III -DETENTION DESIGN 25 YEAR STORM Area = 1.16 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--------------------- 25 0.743 13 8.810 7.59 4.58 1 5,923 2,439 ~"' "'"'-~~ '4 e r .'5 .l+b Executed: 14:17:40 S/N: 11-02-1995 MODIFIED RATIONAL METHOD S~ry for Single Storm Frequency First peak outflow point assi.med to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTH\JOOO VALLEY SECTION 111 -DETENTION DESIGN 25 YEAR STORM RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 4.58 cfs ---------------------------------------------------------------------------- Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-25 .HYO Tc = 10.00 minutes :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inf low Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.743 o.743 10 9.860 1.16 8.5o I 5,100 2,352 ************************************************************ Storage Maxi"'-'11 0.743 0.743 13 8.810 1.16 1.59 I 5,923 2,439 **************************************************************************** 0.743 0.743 15 8.230 1.16 7.09 6,385 2,409 0.743 0.743 20 7.120 1.16 6.14 7,365 2,154 0.743 0.743 30 5.670 1.16 4.89 8,798 1,101 0.743 0.743 40 4.770 1.16 4.11 Qpeak < Qal low } I t KL[NG ENGiNEERiNG & §URVEY[NG \ Consulting Engineers • Land Surveyors 410K Texas Avenue, Suite 212 Brya~xas 77802 Post Office Box 4234 Bryan, Texas 77805 B.J. Kling, P .E., R.P.L.S . S.M . Kling, R.P.L.S. Telephone 409/846-0212 Fax 409/846-8252 TO: Veronica Morgan, P.E. FROM: Engineering Department City of College Station Thomas Baber Kling Engineering January 11, 199} /~ RE: Wings & More Additional Detention -Lots 5, 6, 7 & 8, Block 16 Southwood Valley, Section Ill To satisfy detention requirements generated by the construction of a parking area on Lot 8, a detention pond has been designed to accommodate the additional runoff. In addition to providing detention for Lot 8, the pond has been sized to provide detention for Lots 5, 6 & 7. The detention pond is to be constructed along the existing alley on the northwest portion of the site. The dimensions, elevations and outlet works are shown on the plat "As-Built" Site Plan (Lots 9 & 10) & Proposed Parking Area (Lot 8) Wings & More. The design analysis is for Lots 5, 6, 7 & 8 and results follow: Area Lots 5, 6, 7, 8 -1.10 acres Area between right-of-way and back curb along Deacon = 0.06 acres Total site area = 1.16 acres clot 8 = 0.77 c -lots 5,6,7 -0.73 cweighted = 0.75 Storm Event Qpre Qpost Qleaving site Qnet increase Elev. Pond Free Board 5 year 3.57 6.69 3.97 +0.40 278.17 0.8' 10 year 4.00 7.51 4.12 +0.12 278.42 0.6' 25 year 4.58 8.58 4.55 -0.03 278.68 0 .3' 50 year 5.17 9.70 6.11 -0.06 278.90 0.1' 100 year 5.40 10.13 5.31 -0.09 278.94 Both the 25 year and 100 year events have been attenuated for. There is a slight increase in the 5 & 10 year events. The increase, for the 10 year is not large enough to push the Total Q leaving the site for the Wings & More project as a whole above the pre-developed 0. The increase for the 5 year event will cause an overall net increase of .2 cfs. These calculations will be documented in an addendum to the drainage report. In summary, a detention pond has been designed to meet the requirements for the new parking area on Lot 8. In addition, the pond will also meet the detention requirements for Lots 5, 6 & 7 using a "C" factor of 0. 73. An addendum to the Wings & More Drainage Report for Lots 9 & 10, Block 16, Southwood Valley, Section Ill, dated April 24, 1995, will be submitted at a later date. Please contact us if there are any questions. Thank you. '>jl Cz. I · 0 I -=-\<>i) \)\P°l \l)\sL~o/ :: 0010 rp <ll.,'b ~ \ "11 ·1)(.s1 ·1/ 'K_sL ·o ) -:.. a.so ~J 7 ~~·& ': \ l7J I · I ) ( ~ Z 'b )( 5 l '() ) -= 51 'O 'l':j'J ) s '}.. : \"11 ·1)\cz."l ·ZJc~i·o) 0''0 ~-, / 6 0) "? ~ (C/1 ·1 X. b°l'/, )(9t·()) 5 t] °l \. 1 -S.l<>1 :::> "" \ob 'O)\b1•0) + C\.s<c ·o)\bo ·o) - SL'O -.::. L.i.'"l'.i:i <;.lgi? ) :t 7 o-ti · s ~ \ ") l · 1 )\ \1 °l ·I l X: o-\'\ · o ) ===- 00 1 O , ~ J J /.., 1 ·.s ~ \ O') I · I X ~I · /1 )( o-\, · o/ : os-'O , Sj ) ~ .... ~·-n ".: \ '1 I ' I )\ ~ )! · ~ /( 'V r" 0 ) -~·o ' "i ,. :> oo 'fl ~ \ '}/'/ x~"'>·g )(oh·o) ol 'Q ' s j ] /..~.rt, -:. \_ °1/' i )\bq'l.., )( \? f->'O ) -= 'i 0 o-ti '0 "l I ' I \11·.;;i)\1i:>·o) + (:.o ·\ X ='i:..·o ) = ""/ -:> "'_c,c; '/ ~ 11·0 -~1·1 .::: .......... Jb .'r/ "">-cl \ 1 • 0 .=:. OCTJ.s:.'i.fr = J.....,, ~ \oo-i..J:.~-z/ c:::JO \ \ ~-00111 000 ""'"" ::r::::r::::r:: "'"'"' "'"'"' -4 -4 -4 "'"'"' Quick TR-55 Ver.5.46 S/N: Executed: 08:45:12 01-10-1996 F L 0 \I c f s MODIFIED RATIONAL METHOD ----Graphical Sl.lllll8ry for Maxi111.111 Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOO VALLEY SECTION III -DETENTION DESIGN 5 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 5 yr * 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 3.57 cfs * 1,886 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 5.90 cfs Inflow .HYO stored: LOT-5 .HYO * ********************************************************************** Td = 13 minutes Return Freq: 5 yr /-------Approx. Duration for Max. Storage ------/ C adj.factor: 1.00 1 I I I x x x 0 0 0 Tc= 10.00 I = 7.690 Q = 6.63 ·I· minutes in/hr cfs I I I I I I I Required Storage I 1,886 cu.ft. I I xx xx xx xix xx xx xx .xx xx I Area (ac): Weighted C: Adjusted C: Td= 13 = 6.840 Q 5.90 x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 1.16 0.74 0.74 minutes in/hr cfs 3.57 cfs 0 I· I Ix (Allow.Outflow) 0 I NOT TO SCALE I ------------------------ I I I I I x x -----------------------1-----------------------------1------------ 14.61 minutes 16.95 minutes Quick TR-55 Ver.5.46 S/N: Executed: 08:45:12 01-10-1996 LOTS 5,6,7, & 8, BLOCK 16 SOUTHlolOOO VALLEY SECTION Ill -DETENTION DESIGN 5 YEAR STORM **** Modified Rational Hydrograph ***** ~eighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted C = 0.743 Td= 13.00 min. I= 6.84 in/hr RETURN FREQUENCY: 5 year storm Output file: LOT-5 .HYO Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time I Time increment = 1.00 Minutes Qp= 5.90 cfs 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 4.13 5.31 1.18 0.59 4.n 4.n 0.59 1.18 5.31 4.13 0.00 1.n 5.90 3.54 2.36 5.90 2.95 2.95 5.90 2.36 3.54 5.90 1.n Quick TR-55 Ver.5.46 S/N: Executed: 08:45:12 01-10-1996 LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOCX> VALLEY SECTION Ill -DETENTION DESIGN 5 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 = 5 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-------- LOTS 5,6,7 0.730 0.78 I II I LOT 8 0. 770 0.38 I II I ---------------1--------------11-----------------------1-------- 1 10.00 o.743 11 o.743 1.690 1.16 I 6.63 Quick TR-55 Ver.5.46 S/N: Executed: 08:45:12 01-10-1996 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Slillll8ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assl.med to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8 , BLOCK 16 SOUTH\IOOO VALLEY SECTION Ill -DETENTION DESIGN 5 YEAR STORM Area "' 1.16 acres Tc = 10.00 minutes : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :·::::::::::::::::::::::::::::::::::::::::: Frequency Adjusted Duration lntens. Qpeak Allowab l e I (years) 'C' minutes in/hr cfs cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 5 0.743 13 6.840 5.90 3 .57 1 4,599 1,886 Quick TR·55 Ver.5.46 S/N: Executed: 08:45:12 01-10-1996 MODIFIED RATIONAL METHOD Surmary for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTH\JOOO VALLEY SECTION Ill -DETENTION DESIGN 5 YEAR STORM RETURN FREQUENCY: 5 yr 'C' Adjustment= 1.000 Allowable Q = 3.57 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-5 .HYO Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration lntens. Areas 'C' 'C' minutes in/hr acres Qpeak I cts I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.743 0.743 10 7.690 1.16 6.63 I 3,9n 1 ,835 ************************************************************ Storage Maximtrn 0.743 0.743 13 6.840 1. 16 5.9o I 4,599 1,886 **************************************************************************** 0.743 0.743 15 6.380 1. 16 5.50 4,950 1,855 0.743 0.743 20 5.480 1. 16 4.72 5,669 1,617 0.743 0.743 30 4.330 1. 16 3.73 6,718 740 0.743 0.743 40 3.610 1.16 3. 11 Qpeak < Qallow Quick TR-55 Ver.5.46 S/N: Executed: 08:47:59 01-10-1996 MODIFIED RATIONAL METHOD ----Graphical Slll'll18ry for Maxin.n Required Storage First peak outflow point assl.llled to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOCX) VALLEY SECTION III -DETENTION DESIGN 10 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 10 yr * 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 4.00 cfs * 2, 135 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 6.64 cfs Inf low .HYO stored: LOT-10 .HYO * ********************************************************************** Td = 13 minutes Return Freq: 10 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00 Tc= 10.00 I = 8.630 • Q ,. 7.44 ·I· minutes in/hr cfs I I I I I I Area (ac): 1.16 Weighted C: 0.74 Adjusted C: 0.74 F I L Required Storage I O 2, 135 cu.ft. I Td= 13 minutes w I = 7.700 in/hr x x x x x x xix x x x xx x x x x x Q 6.64 cfs c I f x x s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 4.00 cfs x 0 I· I Ix (Allow.Outflow) 0 I x 0 I NOT TO SCALE I x I I 0 ------------------------ 0 I I x '-----------------------1-----------------------------1------------ 14.62 minutes 16.97 minutes Quick TR-55 Ver.5.46 S/N: Executed: 08:47:59 01-10-1996 LOTS 5,6,7, & 8, BLOCK 16 SOUTH\JOOD VALLEY SECTION Ill -DETENTION DESIGN 10 YEAR STORM **** Modified Rational Hydrograph ***** ~eighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted C = 0.743 Td= 13.00 min. I= 7.70 in/hr Qp= 6.64 cfs RETURN FREQUENCY: 10 year storm Output file: LOT-10 .HYO Adj.factor= 1.00 Time I 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 1.00 I 14.oo I 21.00 I 0.00 4.65 5.97 1.33 0.66 1.33 5.31 5.97 5.31 4.65 0.66 0.00 1.99 6.64 3.98 2.65 6.64 3.32 3.32 6.64 2.65 3.98 6.64 1.99 Quick TR-55 Ver.5.46 S/N: Executed: 08:47:59 01 -10-1996 LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 10 YEAR STORM * * * * * * SUMMARY OF RATIONAL METHOO 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 I Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min). 'C' 11 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1---····· LOTS 5,6,7 0.730 0.78 I II I LOT 8 o.no o.38 I II I ---------------1--------------11-----------------------1-······· 110.00 0.743110.743 8.630 1.161 7.44 Quick TR-55 Ver.5.46 Executed: 08:47:59 S/N: 01-10-1996 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * Grand Surrnary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assl.llled to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTH\JOOO VALLEY SECTION Ill -DETENTION DESIGN 10 YEAR STORM Area = 1.16 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.f t .) ------------------------------------------------------1--------------------- 10 0.743 13 7.700 6.64 4.00 1 5, 1n 2, 135 Quick TR-55 Ver.5.46 S/N: Executed: 08:47:59 01-10-1996 MODIFIED RATIONAL METHOD SU11118ry for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOO VALLEY SECTION III · DETENTION DESIGN 10 YEAR STORM RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 4.00 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT·10 .HYO Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Weighted Adjusted Duration Intens. Areas Qpeak I Inf low Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.743 o.743 10 8.630 1.16 7.44 I 4,463 2,063 ************************************************************ Storage Maximun 0.743 0.743 13 7.700 1.16 6.64 I 5, 177 2, 135 **************************************************************************** 0.743 0.743 15 7. 190 1. 16 6.20 5,578 2,107 0.743 0.743 20 6.210 1.16 5.35 6,424 1,875 0.743 0.743 30 4.940 1.16 4.26 7,665 947 0.743 0.743 40 4.140 1.16 3.57 Qpeak < Qallow Quick TR-55 Ver.5.46 S/N: Executed: 14:17:40 11-02-1995 MODIFIED RATIONAL METHOD ----Graphical S~ry for Maxillllll Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOD VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 25 yr * 'C' Adjustment: 1.000 Allowable outflow: Required Storage: 4.58 cfs * 2,439 cu.ft. * •--------------------------------------------------------------------• * Peak Inflow: 7.59 cfs Inflow .HYO stored: LOT-25 .HYO * ********************************************************************** Td = 13 minutes Return Freq: 25 yr /-------Approx. Duration for Max. Storage ------/ C adj.factor: 1.00 Tc= 10.00 I = 9.860 Q = 8.50 .1. minutes in/hr cfs I I I I Area (ac): 1.16 I Weighted C: 0.74 I Adjusted C: 0.74 F I L Required Storage I O 2,439 cu.ft. I Td= 13 minutes W I = 8.810 in/hr x x x x x x xix x x x x x x x x x x Q = 7.59 cfs c I f x x s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 4.58 cfs x o I· Ix (Al low.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x -----------------------1-----------------------------1------------ 14.61 minutes 16.97 minutes Quick TR-55 Ver.5.46 S/N: Executed: 14:17:40 11-02-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHwoa> VALLEY SECTION III -DETENTION DESIGN 25 YEAR STORM •••• Modified Rational Hydrograph ••••• Weighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted c = 0.743 Td= 13.00 min. I= 8.81 in/hr RETURN FREQUENCY: 25 year storm Output file: LOT -25 .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time I Time increment = 1.00 Minutes Qp= 7.59 cfs Minutes! Time on Left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 1.00 I 14.00 I 21.00 I 0.00 5.32 6.83 1.52 0.76 6.08 6.08 0.76 1.52 6.83 5.32 0.00 2.28 7.59 4.56 3.04 7.59 3.80 3.80 7.59 3.04 4.56 7.59 2.28 Quick TR-55 Ver.5.46 S/N: Executed: 14:17:40 11-02-1995 LOTS 5,6,7, '8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted RIM'l<>ff 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 =========================I======== Subarea Runoff Area I Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- LOTS 5,6,7 0.730 0.78 I 11 I LOT 8 o.no o.38 I II I ---------------1--------------11-----------------------1-------- 1 10.00 o.743 11 o.743 9.860 1.16 I 8.5o Quick TR -55 Ver.5.46 Executed : 14:17:40 S/N: 11 -02 -1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHCX> * * Grand Sunnary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assl.llled to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SCXJTHIJOCX) VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM Area = 1.16 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Frequency Adjusted Duration lntens. Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1 --------------------- 25 o.743 13 8.810 1.59 4.5s I 5,923 2,439 Quick TR·55 Ver.5 .46 S/N: Executed : 14:17:40 11-02-1995 MODIFIED RATIONAL METHOD Sl.ftlNlry for Single Storm Frequency ---- First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 4 .58 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-25 .HYD Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inflow Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.743 o.743 10 9.860 1.16 8.5o I 5,100 2,352 ************************************************************ Storage Maxin.111 0.743 0.743 13 8.810 1.16 7.59 I 5,923 2,439 **************************************************************************** 0.743 0.743 15 8.230 1.16 7.09 6,385 2,409 0.743 0.743 20 7.120 1.16 6.14 7,365 2,154 0.743 0.743 30 5.670 1.16 4.89 8,798 1,101 0.743 0.743 40 4.770 1.16 4.11 Qpeak < Qallow Quick TR-SS Ver.S.46 S/N: Executed: 1S:3S:S3 01-11-1996 MOOIFIEO RATIONAL METHOD ----Graphical S1.i1111ary for Maxi11'1..111 Required Storage ---- First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS S,6,7, & 8, BLOCK 16 SOUTH\JOOO VALLEY SECTION Ill -DETENTION DESIGN SO YEAR STORM ********************************************************************** * RETURN FREQUENCY: SO yr * 'C' Adjustment: 1.000 Allowable Outflow: S.17 cfs * Required Storage: 2 I 770 CU o ft. * *--------------------------------------------------------------------* * Peak Inflow: 8.S9 cfs Inflow .HYO stored: LOT-SO .HYO * ********************************************************************** Td = 13 minutes /-------Approx. Duration for Max. Storage ------/ Tc= 10.00 I 11. 1 SO Q 9.61 .1. minutes in/hr cfs I I I I I I Return Freq: SO yr C adj.factor: 1.00 Area (ac): 1.16 Weighted C: 0.74 Adjusted C: 0. 74 F I L Required Storage I O 2,770 cu.ft. I Td= 13 minutes w I I 9.970 in/hr x x x x x x xix x x x x x x x x x x Q = 8.S9 cfs c I f x x s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= S.17cfs x 0 0 x 0 0 0 I· I I I NOT TO SCALE Ix (Allow.Outflow) I I I x I I x -----------------------1-----------------------------1------------ 14.62 minutes 16.98 minutes Quick TR-55 Ver.5.46 S/N: Executed: 15:35:53 01-11-1996 LOTS 5,6,7, & 8, BLOCK 16 SOUTHIKXX> VALLEY SECTION Ill -DETENTION DESIGN 50 YEAR STORM **** Modified Rational Hydrograph ***** ~eighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted C = 0.743 Td= 13.00 min. I= 9.97 in/hr Qp= 8.59 cfs RETURN FREQUENCY: 50 year storm Output file: LOT-50 .HYO Adj.factor= 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 50 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 6.02 7.73 1.72 0.86 6.88 6.88 0.86 1. 72 7.73 6.02 0.00 2.58 3.44 4.30 5 .16 8.59 8.59 8.59 8.59 5.16 4.30 3.44 2.58 Quick TR -55 Ver.5.46 S/N: Executed: 15:35:53 01-11-1996 LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOO VALLEY SECTION Ill -DETENTION DESIGN 50 YEAR STORM * * * * * * SUMMARY OF RATIONAL METHOO 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 = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================I======== Subarea Runoff Area I Tc Wtd. I I Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' I I 'C' in/hr acres I Ccfs) --------------------------1 --------------11 -----------------------1-------- LOTS 5,6,7 0.730 0.78 I II I LOT 8 0.770 0.38 I II I ---------------1 --------------11-----------------------1 -------- 1 10.00 o.743 11 o.743 11.1so 1.16 I 9.61 Quick TR-55 Ver.5.46 S/N: Executed: 15:35:53 01-11-1996 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Sllllll8ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assi.rned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOD VALLEY SECTION Ill -DETENTION DESIGN 50 YEAR STORM Area = 1.16 acres Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Frequency Adjusted Duration lntens. Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 50 o.743 13 9.970 8.59 5.17 I 6,7o3 2,770 Quick TR-55 Ver.5.46 S/N: Executed: 15:35:53 01-11-1996 MODIFIED RATIONAL METHOD Sl.lllllary for Single Storm Frequency First peak outflow point assl.rlled to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTH\.IOOO VALLEY SECTION Ill -DETENTION DESIGN 50 YEAR STORM RETURN FREQUENCY: 50 yr 'C' Adjustment= 1.000 Allowable Q = 5.17 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-50 .HYO Tc = 10.00 minutes ............................................................................. ............................................................................ ~eighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres Qpeak I cts I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.743 0.743 10 11. 150 1.16 9.61 I 5, 767 2,665 ************************************************************ Storage Maximum 0.743 0.743 13 9.970 1.16 8.59 I 6,703 2,770 **************************************************************************** 0.743 0.743 15 9.330 1.16 8.04 7,238 2,748 0.743 0.743 20 8.080 1.16 6.96 8,358 2,471 0.743 0.743 30 6.460 1.16 5.57 10,023 1,323 0.743 0.743 40 5.440 1.16 4.69 Qpeak < Qallow Quick TR-55 Ver.5.46 S/N: Executed: 07:28:59 11-03-1995 MODIFIED RATIONAL METHOD ----Graphical S~ry for MaxillLlll Required Storage First peak outflow point assumed to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJO(l) VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM ********************************************************************** * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 Allowable outflow: 5.40 cfs * Required Storage: 2,884 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 8.96 cfs Inflow .HYO stored: LOT -25 .HYO * ********************************************************************** Td = 13 minutes /-------Approx . Duration for Max. Storage ------/ Tc= 10.00 = 11.640 Q = 10 .03 ·I· minutes in/hr cfs I I I I I I Return Freq: 100 yr C adj.factor: 1.00 Area Cac): 1.16 Weighted C: 0.74 Adjusted C: 0.74 F I L Required Storage I O 2,884 cu.ft. I Td= 13 minutes w I 10.400 in/hr c f s x x x 0 0 0 x x x x x x xix x x x x x x ·x x x x Q 8.96 cfs 0 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 5.40 cfs I· I I I Ix (Allow.Outflow) NOT TO SCALE ------------------------ I I x I I I x -----------------------1-----------------------------1------------ 14.62 minutes 16.98 minutes Quick TR·55 Ver.5.46 Executed: 07:28:59 S/N: 11·03-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOCX) VALLEY SECTION 111 -DETENTION DESIGN 100YEAR STORM **** Modified Rational Hydrograph ***** Weighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted C = 0.743 Td= 13.00 min. 1=10.40 in/hr RETURN FREQUENCY: 100 year storm output file: LOT-25 .HYO Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time Time increment = 1.00 Minutes Qp= 8.96 cfs Minutes! Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I o.oo o.9o 1.79 2.69 3.59 4.48 5.38 7.oo I 6.28 7.17 8.o7 8.96 8.96 8.96 8.96 14.oo I 8.o7 7.17 6.28 5.38 4.48 3.59 2.69 21.00 I 1.79 o.9o o.oo Quick TR-55 Ver.5.46 Executed: 07:28:59 S/N: 11-03-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 100YEAR 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 I Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I (cfs) --------------------------1--------------11-----------------------1-------- LOTS 5,6,7 0.730 0.78 I 11 I LOT 8 0.770 0.38 I 11 I ---------------1--------------11 -----------------------1-------- 1 10.00 o.743 I I o.743 11.640 1.16 I 10.03 Quick TR-55 Ver.5.46 S/N: Executed: 07:28:59 11-03-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHCX> * * ----Grand S'-'11118ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOD VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM Area = 1.16 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency Adjusted Duration lntens. Qpeak Allowable I (years) 'C' minutes in/hr cfs cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 100 0.743 13 10.400 8.96 5.40 1 6,993 2,884 Quick TR-55 Ver.5.46 S/N: Executed: 07:28:59 11-03-1995 Ma>IFIED RATIONAL METHOD S1.m118ry for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOO VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 5.40 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-25 .HYO Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inflow Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.743 o.743 10 11.640 1.16 10.03 I 6,020 2,180 ************************************************************ Storage Maxin.rn 0.743 0.743 13 10.400 1.16 8.96 I 6,993 2,884 **************************************************************************** 0.743 0.743 15 9.730 1.16 8.39 7,549 2,860 0.743 0.743 20 8.430 1.16 7.27 8,720 2,572 0.743 0.743 30 6.750 1.16 5.82 10,473 1,385 0.743 0.743 40 5.690 1.16 4.90 Qpeak < Qal low PON0-2 Version: 5 .17 S/N: EXECUTED: 01-10-1996 08:58:18 ********************************** * * * WINGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHWOOD VALLEY SECTION Ill * * 5 YEAR STORM * * * ********************************** Inflow Hydrograph: LOT-5 .HYO Rating Table file: LOT5678 .PNO ----INITIAL CONOITIONS---- Elevation = 276.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN PONO DATA COMPUTATIONS ----------------------------------·------------------- ELEVATION! OUTFLOW STORAGE I 2S/t 2S/t + 0 (ft) I Ccfs) (cu-ft) I (cfs) Ccfs) ----------------------------1 ----·------------------·- 276.00 0.0 01 0.0 0.0 276.10 0.0 s 1 0.2 0.2 276.20 0.1 12 I 0.4 0.5 276.30 0.2 221 0.7 0.9 276.40 0.4 351 1.2 1.6 276.50 0.6 521 1. 7 2.3 276.60 0.8 721 2.4 3.2 276.70 2.6 951 3.2 5.8 276.80 2.7 1201 4.0 6.7 276 .90 2.9 1491 5.0 7.9 2n.oo 3.0 1811 6 .0 9.0 2n.10 3.0 2171 7 .2 10.2 2n.20 3.1 2611 8.7 11.8 2n.3o 3.2 3131 10.4 13.6 2n.4o 3.3 3731 12.4 15.7 2n.5o 3.4 4421 14.7 18. 1 2n.60 3.5 5191 17 .3 20.8 2n.10 3.6 6041 20 .1 23.7 2n.80 3.7 6971 23 .2 26.9 2n.9o 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,025 I 34 .1 38.0 278.20 4.0 1,1511 38 .4 42.4 278 .30 4.0 1,2861 42.9 46.9 278.40 4.1 1,4311 47 .7 51.8 278.50 4.2 1,5851 52.8 57.0 278.60 4.3 1, 7551 58.5 62.8 278.70 4.6 1,9481 64.9 69 .5 278.80 4.8 2, 167j 72.2 n.o 278.90 5.2 2,4111 80.4 85.6 279.00 5.5 2,6841 89.4 94.9 -------------------------------------------------------- Time increment (t) = 0.017 hrs. I POND -2 Version: 5.17 S/N: Page 2 EXECUTED: 01-10-1996 08:58:18 Pond File: LOT5678 .PND Inflow Hydrograph: LOT-5 .HYO Outflow Hydrograph: OUT .HYO INFLOIJ HYOROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ I TIME I INFLOIJ I 11+12 I 2S/t -0 I 2S/t + 0 I OUTFLOW ELEVATION I (hrs) I (cfs) I (cfs) I Ccfs) I Ccfs) I Ccfs) (ft) --------1---------1 ---------1------------1-----------1--------------·--· o.ooo I 0.001 I 0.0 0.01 0.00 276.00 0.011 I 0.591 0.6 I 0.4 0.61 0.12 276.22 0.033 I 1.181 1.8 I 1.0 2.11 0.55 276.47 o.o5o I 1.771 3.0 I 1.3 4.01 1.35 276.63 0.061 I 2.361 4.1 I 0.7 5.41 2.36 276.69 0.083 I 2.951 5.3 I 0.7 6.01 2.63 276.73 0.100 3.541 6.5 I 1.7 7.21 2.79 276.85 0.117 4.131 7.7 I 3 .3 9.31 3.00 277.02 0.133 4.721 8.9 I 5.9 12.21 3.12 277.22 0.150 5.311 10.0 I 9.3 16.ol 3.31 277.41 0.167 5.901 11.2 I 13.6 20.61 3.49 277 .59 0.183 5.901 11.8 I 18.1 25.41 3.65 277.75 0.200 5.901 11.8 I 22.5 29.91 3.70 277.89 0.217 5.901 11.8 I 26.7 34.31 3.81 278.01 0.233 5.311 11.2 I 30.1 37.91 3.90 278.10 0.250 4.ni 10.0 I 32.2 40.11 3.95 278.15 0.267 4.131 8.9 I 33.1 41.1 I 3.97 278.17 0.283 3.541 1.1 I 32.9 40.81 3.96 278. 16 0.300 2.951 6.5 I 31.5 39.41 3.93 278.13 0.317 2.361 5.3 I 29.1 36.81 3.87 278.07 0.333 1.771 4.1 I 25.6 33.21 3.78 277.98 0.350 1.181 3.0 I 21.2 28.61 3.70 277.85 0.367 0.591 1.8 I 15.8 23.0I 3.57 277.67 0.383 0.001 0.6 I 9.7 16.41 3.33 277.43 ---------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 01-10-1996 08:58:18 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: LOT5678 .PND Inflow Hydrograph: LOT-5 .HYO outflow Hydrograph: OUT .HYO Starting Pond w.s. Elevation = 276.00 ft ***** Sl.lllllary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 5.90 cfs 3.97 cfs 278.17 ft ***** Sl.lllllary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1, 113 cu-ft 1,113 cu-ft .OS .07 .09 .1 .12 .14 .15 .17 .19 .2 .22 .24 .26 .27 .29 .31 .32 .34 .36 x * POND·2 Version: 5.17 S/N: Pond File: LOT5678 .PND Inflow Hydrograph: LOT·S .HYO Outflow Hydrograph: OUT .HYO Peale Inflow 5.90 cfs Peale Outflow = 3.97 cfs Peale Elevation= 278.17 ft Page 4 EXECUTED: 01·10-1996 08:58:18 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 s.o 6.0 7.0 8.0 9.0 10.0 11.0 ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- -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 TIME (hrs) Fi le: OUT .HYO Qmax = 4.0 cfs Fi le: LOT-5 .HYO · Qmax = 5.9 cfs POND-2 Version: 5.17 S/N: EXECUTED: 01-10-1996 08:59:58 ********************************** * * * \o/INGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTH\o/000 VALLEY SECTION Ill * * 10 YEAR STORM * * * ********************************** Inflow Hydrograph: LOT-10 .HYO Rating Table file: LOT5678 .PND --··INITIAL CONDITIONS---- El evation = 276.00 ft Outflow = 0.00 cfs Storage 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- IELEVATIONI OUTFLO\ol I STORAGE I 2S/t I 2S/t + 0 I (ft) I Ccfs) I (cu-ft) I Ccfs) I Ccfs) 1----------------------------1 ------------------------- I 276.00 0.0 01 0.0 0.0 I 276.10 0.0 SI 0.2 0.2 I 276.20 0.1 121 0.4 0.5 I 276.30 0.2 221 0 .7 0 .9 I 276.40 0.4 351 1.2 1.6 I 276.50 0.6 521 1. 7 2.3 I 276.60 0.8 721 2.4 3.2 I 276.70 2.6 951 3 .2 5.8 I 276.80 2.7 1201 4.0 6.7 I 276.90 2.9 1491 5.0 7.9 I 277.00 3.0 1811 6.0 9.0 277.10 3.0 2111 7.2 10.2 277.20 3.1 261 I 8 .7 11.8 277 .30 3.2 3131 10 .4 13.6 277 .40 3.3 3731 12 .4 15.7 277 .50 3.4 4421 14.7 18. 1 277.60 3.5 5191 17 .3 20.8 277.70 3.6 6041 20.1 23.7 277.80 3.7 6971 23.2 26.9 277.90 3.7 7971 26 .6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,025 I 34.1 38.0 278.20 4.0 1,1511 38.4 42.4 278.30 4.0 1,2861 42 .9 46.9 278.40 4.1 1,431 I 47.7 51.8 278.50 4.2 1,5851 52.8 57.0 278.60 4 :3 1, 755 I 58.5 62.8 278.70 4.6 1,9481 64.9 69.5 278.80 4.8 2,1671 72.2 77.0 278.90 5.2 2,4111 80.4 85.6 279.00 5.5 2,6841 89.4 94.9 Tim 3 incrc m~nt Ct ) = 0 .0 7 hr s . I I POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 01-10-1996 08:59:58 Pond File: LOT5678 .PND Inf low Hydrograph: LOT-10 .HYO Outflow Hydrograph: OUT .HYO INFLC\J HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME I INFLC\J I I 11+12 I 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION (hrs) I (cfs) I I (cfs) I (cfs) (cfs) I (cfs> I (ft) --------1---------1 1---------1-----------------------1---------1--------- o.ooo I 0.001 0.0 0.01 0.00 276.00 0.011 I 0.661 0.7 0.4 0.11 0.14 276.24 0.033 I 1.331 2.0 1.2 2.41 0.61 276.51 o.o5o I 1.991 3.3 1.1 4.51 1. 70 276.65 0.061 I 2.651 4.6 0.6 5.71 2.57 276.70 0.083 I 3.321 6.0 1.2 6.51 2.68 276. 78 0.100 3.981 7.3 2.6 8.51 2.95 276.95 0.117 4.651 8.6 5 .1 11.2 I 3.06 277.16 0.133 5.311 10.0 8.5 15.ol 3.27 277 .37 0.150 5.971 11.3 12.9 19.81 3.46 277.56 0.167 6.641 12.6 18.2 25.5 I 3.65 277.75 0.183 6.641 13.3 24.0 31.41 3.73 277.93 0.200 6.641 13.3 29.5 37.31 3.88 278.08 0.217 6.641 13.3 34.8 42.81 4.00 278.21 0.233 5.971 12.6 39.4 47.41 4.01 278.31 0.250 5.311 11.3 42.5 50.61 4.08 278.38 0.267 4.651 10.0 44.2 52 .51 4. 11 278.41 0.283 3.981 8.6 I 44.6 52 .91 4.12 278.42 o.3oo I 3.321 7.3 I 43.7 51.91 4.10 278.40 0.311 I 2.651 6.0 I 41.6 49.71 4.06 278.36 o.333 I 1.991 4.6 I 38.2 46.21 4.00 278.29 o.35o I 1.331 3.3 I 33.6 41.5 I 3.98 278. 18 o.367 I 0.661 2.0 I 27.9 35.61 3.84 278.04 o.383 I 0.001 0.1 I 21.1 28.51 3.70 277.85 ----------------------------------------------------------------------- PON0-2 Version: 5.17 S/N: Page 3 EXECUTED: 01-10-1996 08:59:58 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fi le: LOT5678 .PNO Inflow Hydrograph: LOT-10 .HYO Outflow Hydrograph: OUT .HYO Starting Pond ~.S. Elevation = 276.00 ft ***** Siirmary of Peak Outflow and Peak Elevation ***** Peak Inflow = 6.64 cfs Peak Outflow 4.12 cfs Peak Elevation = 278.42 ft ***** Siirmary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1,462 cu-ft 1,462 cu-ft POND-2 Version: 5.17 S/N: Pond File: LOT5678 .PND Inflow Hydrograph: LOT-10 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow 6.64 cfs Peak Outflow = 4.12 cfs Peak Elevation = 278.42 ft Page 4 EXECUTED: 01-10-1996 08:59:58 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- .OS - .07 - .09 - • 1 • 12 - .14 - .15 - .17 - .19 - .2 .22 - .24 - .26 - I .27 _, I .29 _, I .31 -I I .32 -I I .34 -1 I .36 -I I I TIME Ch rs) x File: * File: * x * x* x* x * x * * * * * * OUT .HYO LOT-10 .HYO 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 Qmax = Qmax = * * * * * * * * * * 4.1 cfs 6.6 cfs * * * * * * * * POND-2 Version: 5.17 S/N: EXECUTED: 11-03-1995 09:29:40 ********************************** * * * WINGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHIJOOO VALLEY SECTION 111 * * 25 -YEAR STORM * * * ********************************** Inflow Hydrograph: LOT-25 .HYO Rating Table file: LOT5678 .PND ----INITIAL CONDITIONS---- Elevation = 276.00 ft outflow = 0.00 cfs Storage = 0 cu-ft Page 1 GIVEN PONO DATA INTERMEDIATE ROUTING COMPUT A Tl ONS IELEVATIONI OUTFLOW STORAGE I I 2S/t 2S/t + 0 I (ft) I Ccfs) (cu-ft) I I (cfs) Ccfs) I I 1--------- ., ________ ----------1 1-------------------------1 I 276.00 0.0 01 I 0.0 0.0 I I 276.10 0.0 s 1 I 0.2 0.2 I I 276.20 0.1 121 I 0.4 0.5 I I 276.30 0.2 221 I 0.7 0.9 I I 276.40 0.4 351 I 1.2 1.6 I 276.50 0.6 s21 I 1.7 2.3 I 276.60 0.8 ni I 2.4 3.2 I 276.70 2.6 951 3.2 s.8 I 276.80 2.7 1201 4.0 6.7 276.90 2.9 1491 5.0 7.9 277.00 3.0 1811 6.0 9.0 277.10 3.0 2171 7.2 10.2 277.20 3.1 261 I 8.7 11.8 277.30 3.2 3131 10.4 13.6 277.40 3.3 3731 12.4 15.7 277.50 3.4 4421 14.7 18. 1 277.60 3.5 5191 17.3 20.8 277.70 3.6 6041 20.1 23.7 277.80 3.7 6971 23.2 26.9 277.90 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,025 I 34.1 38.0 278.20 4.0 1,1511 38.4 42.4 278.30 4.0 1,2861 42.9 46.9 278.40 4.1 1,431 I 47.7 51.8 278.50 4.2 1,5851 52.8 57.0 278.60 4.3 1, 7551 58.5 62.8 278.70 4.6 1,9481 64.9 69.5 278.80 4.8 2, 1671 72.2 77.0 278.90 5.2 2,4111 80.4 85.6 279.00 s.s 2,6841 89.4 94.9 -------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 11-03-1995 09:29:40 Pond File: LOT5678 .PND Inf low Hydrograph: LOT-25 .HYO outflow Hydrograph: WT .HYO INFLOW HYDROGRAPH ROOTING COMPUTATIONS ----------------------------------------------------------------------- I TIME INFLOW I 11+12 2S/t -0 I 2S/t + 0 I WTFLOW ELEVATION I (hrs) (cfs) I (cfs) (cfs) I (cfs) I (cfs) (ft) --·--------------1 -------------------·· -----------1------------------ 0.000 0.001 0.0 0.01 0.00 276.00 0.017 0.761 0.8 0.4 o.81 0.16 276.26 0.033 1.521 2.3 1.3 2.11 0.69 276.55 0.050 2.281 3.8 0.8 5. 11 2.17 276.68 0.067 3.041 5.3 0.8 6.11 2.64 276.74 0.083 3.801 6.8 1.9 1.11 2.87 276.88 0.100 4 .561 8.4 4.3 10.31 3.00 277.10 0.117 5.321 9.9 7.7 14.21 3.23 277.33 0.133 6.081 11.4 12.3 19.11 3.44 277.54 0.150 6.831 12.9 17.9 25.21 3.65 277.75 0.167 7.591 14.4 24.8 32.31 3.75 277.95 0.183 7.591 15.2 32.1 40.01 3.94 278.14 0.200 7.591 15.2 39.2 47.31 4.01 I 278.31 0.217 7.591 15.2 46.1 54.41 4.15 I 278.45 0.233 6.831 14.4 52.0 60.51 4.26 I 278.56 0.250 6.081 12.9 56.1 64.91 4.39 I 278.63 0.267 5.321 11.4 58.5 67.51 4.51 I 278.67 0.283 4.561 9.9 59.3 68.41 4.55 I 278.68 0.300 3.801 8.4 58.6 67.71 4.52 I 278.67 0.317 3.041 6.8 56.6 65.51 4.42 I 278.64 0.333 2.281 5.3 53.4 61.91 4.29 I 278.59 o.35o I 1.521 3.8 48.8 57.21 4.20 I 278.50 o.367 I 0.761 2.3 42.9 5i.01 4.08 I 278.38 o.383 I 0.001 0.8 35.6 43.61 4.00 I 278.23 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 11-03-1995 09:29:40 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: LOT5678 .PND Inflow Hydrograph: LOT-25 .HYO outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation = 276.00 ft ***** Sl.l'll'llllry of Peak outflow and Peak Elevation ***** Peak Inf low = Peak OUtflow = Peak E'levation = 7.59 cfs 4.55 cfs 278.68 ft ***** Sl.l'll'llllry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 1,916 cu-ft 1,916 cu -ft .05 .07 .09 • 1 .12 .14 .15 .17 .19 .2 .22 • 24 .26 .27 .29 .31 .32 .34 .36 x * PON0-2 Version: 5.17 S/N: Pond File: LOT5678 .PND Inf low Hydrograph: LOT-25 .HYO outflow Hydrograph: Cl.IT .HYO Peak Inflow = 7.59 cfs Peak OUtflow = 4.55 cfs Peak Elevation = 278.68 ft Page 4 EXECUTED: 11-03-1995 09:29:40 Flow Ccfs) 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- -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 TIME Ch rs) File: Cl.IT .HYO Qmax = 4.6 cfs File: LOT-25 .HYO . Qmax = 7.6 cfs POND-2 Version: 5.17 S/N: EXECUTED: 01-11-1996 15:38:22 ********************************** * * * WINGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHWOOD VALLEY SECTION Ill * * 50 YEAR STORM * * * ********************************** Inflow Hydrograph: LOT-50 .HYO Rating Table file: LOT5678 .PND ----INITIAL CONDITIONS---- Elevation = 276.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW I STORAGE I 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) I (cfs) (cfs) I I ---------........................... ----------1 ................................. -------------1 276.00 0.0 01 0.0 0.0 I 276.10 0.0 s 1 0.2 0.2 I 276.20 0.1 121 0.4 0.5 I 276.30 0.2 221 0.7 0.9 I 276.40 0.4 351 1.2 1.6 I 276.50 0.6 521 1. 7 2.3 I 276.60 0.8 721 2.4 3.2 I 276.70 2.6 951 3.2 5.8 I 276.80 2.7 1201 4.0 6.7 276.90 2.9 1491 5.0 7.9 277.00 3.0 1811 6.0 9.0 277.10 3.0 2171 7.2 10.2 277.20 3.1 2611 8.7 11.8 277.30 3.2 3131 10.4 13.6 277.40 3.3 3731 12.4 15.7 277.50 3.4 4421 14.7 18. 1 277.60 3.5 5191 17.3 20.8 277.70 3.6 6041 20.1 23.7 277.80 3.7 6971 23.2 26.9 277.90 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,025 I 34.1 38.0 278.20 4.0 1,1511 38.4 42.4 278.30 4.0 1,2861 42.9 46.9 278.40 4.1 1,431 I 47.7 51.8 278.50 4.2 1,585 I 52.8 57.0 278.60 4.3 1, 755 I 58.5 62.8 278.70 4.6 1,9481 64.9 69.5 278.80 4.8 2, 1671 72.2 77.0 278.90 5.2 2,411 I 80.4 85.6 279.00 5.5 2,6841 89.4 94.9 -------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 01 -11-1996 15:38:22 Pond File: LOT5678 .PND Inf low Hydrograph: LOT-50 .HYO Outflow Hydrograph: OUT .HYO INFLOIJ HYDROGRAPH ROUTING COMPUTATIONS ------------------------------·--------------------------------------- I TIME I INFLOIJ I I 11+12 2S/t -0 2S/t + 0 I OUTFLO~ ELEVATION I Ch rs) I Ccfs) I I Ccfs) Ccfs) Ccfs) I Ccfs) (ft) ................ ---------1 .................. -----------------------1---------.................... 0.000 0.001 0.0 0.01 0.00 276.00 0.017 0.861 0.9 0.5 0.91 0.18 276.28 0.033 1.721 2.6 1.5 3.11 0.77 276.59 0.050 2.581 4.3 0.6 5.81 2.61 276.71 0.067 3.441 6.0 1.2 6.61 2.69 276.79 0.083 4.301 7.7 3.0 9.01 3.00 277.00 0.100 5.161 9.5 6.2 12.51 3.14 277.24 0.117 6.021 11.2 10.6 17.41 3.37 277.47 0.133 6.881 12.9 16.3 23.5 I 3.59 277 .69 0.150 7.731 14.6 23.5 31.ol 3.72 277.92 0.167 8.591 16.3 32.0 39.81 3.94 278. 14 0.183 8.591 17.2 41.0 49.11 4.05 278.35 0.200 8.591 17.2 49.8 58.21 4.22 278.52 0.217 8.591 17.2 58.0 61.01 4.49 278.66 0.233 7.731 16.3 64.9 74.31 4.73 278.76 0.250 6.881 14.6 69.6 79.51 4.91 278.83 0.267 6.021 12.9 72.4 82.51 5.06 278.86 0.283 5.161 11.2 73.4 83.61 5. 11 278.88 0.300 4.301 9.5 72.7 82.81 5.07 278.87 0.317 3.441 7.7 70.5 80.41 4.96 278.84 0.333 2.581 6.0 67.0 76.5 I 4 .79 278.79 0.350 1.721 4.3 62.0 71.3 I 4.65 278.72 0.367 0.861 2.6 55.8 64.51 4.38 278.63 0.383 0.001 0.9 48.3 56.61 4.19 278.49 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 01-11-1996 15:38:22 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: LOT5678 .PND Inflow Hydrograph: LOT-50 outflow Hydrograph: OUT .HYO .HYO Starting Pond W.S. Elevation 276.00 ft ***** Surrnary of Peak Outflow and Peak Elevation ***** Peak Inf low 8.59 cfs Peak Outflow 5.11 cfs Peak Elevation = 278.88 ft ***** Surrnary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 2,355 cu-ft 2,355 cu-ft POND-2 Version: 5.17 S/N: Pond File: LOT5678 .PND Inf low Hydrograph: LOT-50 .HYO OUtflow Hydrograph: OUT .HYO Peak Inflow 8.59 cfs Peak Outflow = 5.11 cfs Peak Elevation = 278.88 ft Page 4 EXECUTED: 01-11-1996 15:38:22 Flow (cfs) o.o 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 - .11 -I I .19 -I .2 .22 - .24 - .26 - .27 - .29 - .31 .32 - .34 - .36 - TIME (hrs) * x Fi le: OUT * * * * x * x x * x x x * x x * x * x x x x * x x x * x x .HYO Qmax = * File: LOT-50 .HYO Qmax = * x x * x x x x x * x x x x * x* * x x x x x x x * * * * 5. 1 cfs 8.6 cfs * * * * * * * * * * * * * * * * POND·2 Version: 5.17 S/N: EXECUTED: 11·03·1995 09:28:24 ********************************** * * * WINGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHWOOD VALLEY SECTION Ill * * 100 · YEAR STORM * * * ********************************** Inflow Hydrograph: LOT·100 .HYO Rating Table file: LOT5678 .PND ····INITIAL CONDITIONS···· Elevation = 276.00 ft outflow = 0.00 cfs Storage = 0 cu·ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------- ELEVATION OUTFLOW STORAGE I 2S/t I 2S/t + 0 (ft) (cfs) (cu·ft) I (cfs) I (cfs) I I ·-----------------··········I ------------·············! 276.00 0.0 01 0.0 0.0 I 276.10 0.0 SI 0.2 0.2 I 276.20 0. 1 121 0.4 0.5 I 276.30 0.2 221 0 .7 0.9 276.40 0.4 351 1.2 1.6 276.50 0.6 521 1.7 2.3 276.60 0.8 n1 2.4 3.2 276.70 2.6 951 3.2 5.8 276.80 2.7 1201 4.0 6.7 276.90 2.9 1491 5.0 7.9 2n.oo 3.0 1811 6.0 9.0 zn.10 3.0 2171 7.2 10.2 zn.zo 3.1 2611 8.7 11.8 zn.3o 3.2 3131 10.4 13.6 zn.4o 3.3 3731 12.4 15.7 zn.so 3.4 4421 14.7 18.1 zn.60 3.5 5191 17.3 20.8 zn.10 3.6 6041 20.1 23.7 zn.ao 3.7 6971 23.2 26 .9 zn.9o 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,025 I 34.1 38 .0 278.20 4.0 1, 151 I 38.4 42.4 278.30 4.0 1,2861 42.9 46.9 278.40 4.1 1,4311 47.7 I 51.8 278.50 4.2 1,5851 sz.8 I 57.0 278.60 4.3 1, 755 I 58.5 I 62.8 278.70 4.6 1,9481 64.9 I 69.5 278.80 4.8 2, 1671 n.2 I n.o 278.90 5.2 2,4111 80.4 I 85.6 279.00 5.5 2,6841 89.4 I 94.9 -------------------------------------------------------- Time increment (t) = 0.017 hrs. PON0-2 Version: 5.17 S/N: Page 2 EXECUTED: 11-03-1995 09:28:24 Pond File: LOT5678 .PND Inflow Hydrograph: LOT-100 .HYO outflow Hydrograph: OUT .HYO INFL~ HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ I TIME I INFL~ I I 11+12 2S/t -0 I 2S/t + 0 I OUTFL~ ELEVATION I (hrs> I (cfs) I I (cfs) (cfs) I (cfs) I (cfs) (ft) 1--------1---------1 ---------------------1-----------1-----------------· I o.ooo I 0.001 o.o I 0.01 0.00 276.00 I 0.011 I 0.901 0.9 o.5 I 0.91 0.19 276.29 I 0.033 I 1.791 2.7 1.6 I 3.21 0.81 276.60 I o.o5o I 2.691 4.5 o.8 I 6.11 2.63 276.73 I 0.061 I 3.591 6.3 1.6 I 7.11 2.76 276.83 I 0.083 I 4.481 8.1 3.6 I 9.61 3.00 2n.05 I 0.100 I 5.381 9.9 7.1 I 13.51 3.19 2n.29 I 0.111 I 6.281 11. 7 11.9 I 18.81 3.42 2n.52 I 0.133 7.171 13.5 18.1 I 25.41 3.65 2n.75 I 0.150 8.071 15.2 25.7 I 33.31 3.78 2n.98 0.167 8.961 17.0 34.8 I 42.81 4.00 278.21 0.183 8.961 17.9 44.5 I 52.71 4.12 278.42 0.200 8.961 17.9 53.8 I 62.41 4.29 278.59 0.217 8.961 17.9 62.4 I 71.71 4.66 278.73 0.233 8.071 17.0 69.6 I 79.41 4.91 278.83 0.250 7.171 15.2 74.5 I 84.81 5.17 278.89 0.267 6.281 13.5 n.4 I 88.01 5.28 278.93 0.283 5.381 11. 7 78.4 I 89.11 5.31 278.94 0.300 4.481 9.9 n.1 I 88.31 5.29 278.93 0.317 3.591 8.1 75.4 I 85.81 5.21 278.90 0.333 2.691 6.3 71.6 I 81.71 5.02 278.85 0.350 1.791 4.5 66.5 I 76.11 4.78 278.79 0.367 0.901 2.7 60.1 I 69.21 4.59 278.70 0.383 0.001 0.9 52.4 I 61.0I 4.27 278.57 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 11-03-1995 09:28:24 ****************** SUMMARY OF ROUTING CC»4PUTATIONS ****************** Pond File: LOT5678 .PNO Inflow Hydrograph: LOT-100 .HYO outflow Hydrograph: OUT .HYO Starting Pond w.s. Elevation = 276.00 ft ***** S1.J1111Bry of Peak outflow and Peak Elevation ***** Peak Inflow = 8.96 cfs Peak Outflow = 5.31 cfs Peak Elevation = 278.94 ft ***** S1.J1111Bry of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 2,513 cu-ft 2,513 cu-ft POND-2 Version: 5.17 S/N: Pond File: LOT5678 .PND Inf low Hydrograph: LOT-100 .HYO outflow Hydrograph: OUT .HYO Peak Inflow = 8.96 cfs Peak outflow = 5.31 cfs Peak Elevation = 278.94 ft Page 4 EXECUTED: 11-03-1995 09:28:24 Flow Ccfs) 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 .05 -1 * .07 .09 .1 .12 .14 .15 .17 .19 .2 .22 .24 .26 .27 .29 .31 .32 .34 .36 x * I -I I -I - - - - - - - - - -I I -1 I -I I -I I -I I I TIME (hrs) File: File: * * * OUT LOT-100 x * x * x * x x x x x x x x x x x x x x * * * * * .HYO Qmax = .HYO . Qmax = * * * * * * * * * * * * * * x * x * x * x * x * x * x * x * x * x* * x * x x x x x x x x x 5.3 cfs 9.0 cfs ·..---' ' --:·-------.-----~ ------- Mr. Ray Havens Electric Transmission & Distributio n Superintendent City of College Station P. 0. Box 9960 i College Station, Texas 77842 McCORD ENGINEERING, INC. ,/August 18, 1994 RE: Wings N' More Drive Thru -Electric Service Dear Ray: In accordance with your request, we have reviewed the load and service requirements for the Wings N' More Drive Thru proposed for construction on Deacon Drive. We have planned the on-site electric distribution layout to serve this project to be underground, in accordance with the requirements of your City's line extension policy. Enclosed herewith for your review and use are five (5) copies of our proposed electric distribution layout for this facility. A Bill of Material and a Project Cost Estimate for the above referenced project are also enclosed. A diskette has been provided which includes this project electrical layout for your use . A 112.5 kVA, three-phase, 12,470 GND Y/7,200 volt primary to 208Y/120 volt secondary pad-mounted transformer has been planned for installation to provide the requested service utilization voltage level for the Wings N' More Drive Thru and also feed existing service to 1805 Deacon. Metering for Wings N' More Drive Thru is proposed to be accom- plished at the west side of the building using a 200 ampere self-centered demand meter. Specifications for your use in purchasing this transformer are enclosed. In accordance with your City policy, the developer should plan to furnish and install, in compliance with City specifications, all required electrical conduit and pour the required concrete pad for said 112.5 kV A transformer. The electric layout drawing enclosed provides details regarding the required number and sizes of conduit, installation depth, proposed conduit locations, riser pole conduit requirements, etc; the transformer pad details should be furnished when the dimensions of the transformer proposed to be used are known. In accordance with the new policy of your City, the developer is responsible for reimbursing your City for 20% of the cost of installation, including labor, materials, and standard fee percentages for engineering and overhead cost for the proposed electric layout. '..·------------------------·--------··-~ECEIVED __ AlllLt9J99L _____ _ City of College Station August 18, 1994 Page Two We compute that the 20% contribution required for the Wings N' More Drive Thru, assuming a 40% proration of transformer capacity, computes to be $798.00. This cost estimate was calculated based on a total project cost estimate of $3,990.00. The total underground cost includes a standard allowance of 30% to cover your City's labor related overhead costs, 7% material handling costs , and 8.5 % to cover your City's administrative and engineering costs. I trust we have provided herein the information you need on this project. If not, or if questions arise, please let us know. DW/mw Enclosures cc: Ms. Veronica Morgan (w/encl.) Mr. Bob Pohl Yours very truly, McCORD ENGINEERING, INC. David Witte Engineering Assistant Revised 1/88 PROJECT: CITY OF COLLEGE STATION THREE-PHASE PAD-MOUNTED TRANSFORMER SPECIFICATION PMT-2 AND BID SHEET Wings N' More Drive Thru Page 1 of 1 Item Quantity Description 1 1 112.5 kV A , three-phase , 60 hertz, oil-filled, compartmented, pad- Manufacturer Catalog Number mounted transformer, 12 ,470Y/7 ,200 volt primary voltage to 208Y/120 volt secondary voltage , 95 kV BIL , wye-grounded wye-grounded con - nection with standard accessories and two 2-1 /2 % taps above and below normal voltage. Transformer to have a deadfront with a loop feed high - voltage termination to consist of six (6) universal bushing wells and have access doors with side hinges to permit horizontal swing. Transformer is to be protected with a Bay -0-Net drawout fuse assembly , and is to have threaded in -line copper stud secondary bushings with jamnut and standard NEMA , 6-hole , copper with tin plating, H spade terminals attached there- to. Bid As Specified (Item ) Alternate Bid (Item ) No Load Loss (Watts) Load Loss (Watts) Impedance (%) Delivery Unit Bid Price ($) Total Item Price ($) Total Item Owning Cost ($) (Computed Per Given Formula) Bidder Signature --Bidder's Sales Representatives Date · • McCord Engineering, Inc. CS -13-W.17 M A T E R I A L CODE ITEM NO. ----------25 c 6 25 c 7 25 d 14 25 j 38 28 Ul 50 27 bu 64 25 p 65 28 ae 128 28 af 131 Ugp 137 28 ap 168 24 bv 220 29 Ugp 223 29 Ugp 225 29 Ugp 226 29 Ugp 227 27 Ugk 232 28 Uhb 276 26 Uj 303 28 f d 330 Uan 407 27 Uhv 523 25 p 759 28 FUSE 797 Uhv 844 Uhs 27 868 CITY OF COLLEGE STATION WINGS N' MORE DRIVE THRU B I L L 0 F M A T E R I A L CATALOG MATERIAL DESCRIPTION REF. NO. ------------------------------------5/811 X 12 11 MACHINE BOLT 32002000014 5/811 X 14 11 MACHINE BOLT 32002000015 211 X 211 SQUARE WASHER 32002000031 LAG SCREW 1/211 X 411 28504700010 UG EQUIPMENT LOCK 832040 1/0 H-TAP COPPER CONN 28502200003 CONNECTOR COMPRESSION 285022 HOV LIGHTNING ARRESTER 28500300001 100 AMP OPEN TYPE S&C 28502800001 AL-16 2 HOLE 250 LUG 28502200019 SMALL HOTLINE CLAMP 28504700027 WRS 352 STIRRUP 28504700081 1/211 X 2 1/211 BRASS BOLT 32002200002 1/2' BRASS NUT 32002200004 1/211 BRASS ROUND WASHER 32002200005 1/211 BRASS LOCK WASHER 32002200006 1/0 POLE TYPE TERMINATOR 28508200003 URD BUSHING INSERT 28509500006 STANDOFF POLE TYPE 28504700022 R3-CA 3 POSITION EQU. MT 28504700058 112.5 KVA PADMOUNT 120/2 28508600038 1/0 URD AL. PRIMARY 28008000001 #6 H3 COPPER CONNECTOR 28502200002 10 AMP FUSELI NK 28503400006 4/0 URD ALUMINUM TRIPLEX 28008000003 COLD SHRINK SLEEVE 28508200019 07/28/94 WORK ORDER NO. --- TOTAL UNIT TOTAL QTY. COST $ COST $ ----------------------- 4 .67 2.68 6 .78 4.68 11 .15 1.65 4 .44 1.76 1 6.00 6.00 3 1.74 5.22 4 .29 1.16 3 26.40 79.20 3 39.77 119.31 12 5.35 64.20 3 6.01 18.03 3 7.37 22.11 24 1.54 36.96 24 .36 8.64 48 .42 20.16 24 .08 1.92 3 24.98 74.94 2 17.99 35.98 3 8.44 25 .32 2 75. 74 151.48 1 3956.00 3956.00 .210 1189.00 249.69 4 .so 2.00 3 2.42 7.26 .085 951.80 80.90 1 10.19 10. 19 --------- 4987.44 LESS 60% OF TRANSFORMER COST 2485.40 ---------TOTAL = 2502.04 • McCord Engineering, Inc. 07/28/94 CS-13-W.17 WORK ORDER NO. __ _ LETTER CODE ------------ UC2 UD#1/0 URD UD#4/0 TPX UG17-112.5 CITY OF COLLEGE STATION WINGS N' MORE DRIVE THRU PROJECT COST ESTIMATE ASSEMBLY DESCRIPTION --------------------------------3 PH UG CABLE TERMINAL POLE 1/0 PRIMARY URD CABLE #4/0 URD AL. TRIPLEX 3 PH 112.5 KVA PADMOUNT COST ($) PER 1 ASSEMBLY -------------------------QTY LABOR MAT. TOTAL --------------------- 1 247.00 514.51 761.51 .210 1050.00 1189.00 2239.00 .085 1800.00 951.80 2751.80 1 372.00 4142.34 4514.34 LESS 60% OF TRANSFORMER COST TOTAL TOTAL LABOR = TOTAL MATERIAL = TOTAL = LABOR OVERHEAD 30% = MATERIAL HANDLING 7% = TOTAL ENGINEERING & OVERHEAD 8.5% = GRAND TOTAL ROUNDED TO DEVELOPERS CONTRIBUTION 20% = * DENOTES HOT WORK TOTAL COST $ 761.51 470.19 233.90 4514.34 5979.94 -2708.60 3271.34 -------------------- 769.30 2502.04 3271.34 230.79 175 .14 -----------3677.27 312.57 ----------- 3989.84 $3,990.00 -----------$798.00 " .pv18 1ss lo : 31 ~409 846 8252 KLING EN GR KLING ENGINEERING & SURVEYING Fax Number: ______________________ _ From:~~ Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax : (409)846-8252 We are transmitting _____ page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. Regarding =·~~~...:........i..~.g:::.;_...i...___.:~'----.:-O_ru._,_--=--_-__ W---=-__.:~=---~=--- ~ L <:AL ~00 1 \f\ w"'-~v~ ~~(\\JJ..~\-t.~ a\J~O r-~~~\-;6r--~ -to pro0e."-tQ . W\\..k \.R.A.s... ck~''Ef'V tJJ.lL d\M;..;!vQ Q~&., ~owrv o~ ~'-" 4--\_\-0\~ <;uh' ~4 /18 /95 10 :40 ti'409 846 8252 KLING ENGR KLING ENGINEERING & SURVEYING TELECOPIER COVER 1EF :faxcove1) DATE _ __....l/_-........,//'---__..9-=-~-------- Please deliver the following pages to: Name: l4/'oi11c..g... ~,,,..J!tH Firm: ~ly af ~143c Sl .. /ra,.J Fax Number:_ ..... Z ..... &i .... i..__-_..'3L.-'¥9~i.'----------------- Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 We are transmitting J-page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. Regarding: Af,,,Js ,.. ~ !k,,/..},~ Z,K,e. I "1(V-J"'i:s,V-l cSs Jo ~002 / DEACON DRIVE i"J 70' R. 0. W. I 'ai---<~~-'r--J~~~=ji;.~5i:5~~~~iF-!========~~~~·w·~--h~~---'-r__._~~w~--~1 -----------------------~----. ~ . ~ .. • . ~ .. ~I . N .. . "· ~ ~ '!II E: .L-.£' . ~ 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 c/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 (fexas 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 1/2 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 plan showing existing conditions and the proposed improvements has been prepared (See Appendix 3: "Site Plan"). There are three secondary drainageways for this site (See Appendix 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 .EJ.QQd 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 Thro -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 corner 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 corner of the tract to attenuate runoff for each storm event. The site will be graded such that all the area delineated as DA #3A shown in Appendix 5 will drain into the pond. The outlet structure will be a l' -5" long curb break at elevation 279.50. Runoff will flow through the curb break and onto 21" wide by 6" deep concrete channel with 3" exposed aggregate at elevation 279.00. The channel has a slope of 2.5 % and will carry runoff to the flow line of the curb and gutter system along Hwy 6. The pond will have a peak volume approximately 899 cu. ft. at a depth of 5.4" in the parking lot and 4.4" in 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 Transportation was obtained for this increase. The total runoff leaving the site for the 25-year 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-Thru -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 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) 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 -0lb:\wings3 .rpt APPENDIX 1 GENERAL LOCATION MAP -U.S.G.S. QUAD APPENDIX 6 DRAINAGE TABULATION APPENDIX 6 l2rainal;!e RQ:ute ..furot. .Q.:fu Q=fQst Qet. OurtlQw Q-Leavinl;! Site Net Increase Qepth 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 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 1.86 0.20 ---0.20 -1.66 TOTALS: 10 Year 4.81 5.86 1.27 4.58 -0.23 25 Year 5.50 6.70 1.39 5.17 -0.33 100 Year 6.48 7.90 1.61 6.07 -0.41 . APPENDIX 7 PRE-DEVELOPMENT & POST-DEVELOPMENT CALCULATIONS ( )-j) ., K '/ ) ~ (~"-~ 7( h iJ I) ~ct ·o =:.. 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A~ -o.o'L .A,~f = () I 3 L {'>. 75" c f.J [), (p !i Cf I {)·YY(fJ ~ • (p. t-Y. o -01...) +(o. q 'X o, '?~) _ (', <ff l o . .,, t Q._'1-;. (_p.t1Y._ 9.?i-)(o .~~)-:;:. g.41-,k t;,0 "" (C>.81 J( ~·~3)(C.";'1-) ~ ~.s-ir cf~ 6?t1>t• .:: (o.(7)(!/.&'.f)(c ·~'i) ·-"'= ~·If>+ cf~ urv, I "-.JO-.~~ A \~G-, ~ ~ b ArO"I-;:... o .o~ A lv-Af' -:; ()' 0 I A~':-p .D'l------· e.,,~(o . ..J"i_o .o'L) +(6.9)(0..01) : o,57 .:::>. D?, Q1..<; --(o . 5rr'( q .i~ Yo o 3) -::: &,o ~ .((.),r_ztr·,_3){o o_~) = o.1s Lh a,oo =-(c .>1){l/.(ptj.){007i) -:. 0 .1 0 tf_::, Q,o-= D-lo'ic ii u;; -;. {). 7 'i ti-! Q10tJ ~ tJ.ff d5 Q, 0 ":. z .. 5"1 l f. <.. Qi.;-.,.. 2..r1,, ds ~100 --3.3t as Q ~ -= ts.; d \ Qt>; --Z./f 'Z. { f j ~co -;. ;. lf'f c f-s (/) (/) UJ UJ UJ a: a: a: :3 :3 a: ,00~ (J) rn ....1 Ll'l Ll'l u:: I I I I (/) (/) (/) ·1-1-1- JUJUJUJ UJ UJ UJ :c: :c: :c: :c: (/) (/) (/) (/) ggg -l'\J (\I 1-w :I! 0 0 I I I 'I J '6 '5 p,...-ed '"-'v-e \ o pY\A ~ v.... t -\-o ~A-\<. Or~ -10 :::. 0 .5'1 + 2...<?b -+ 1. ':3 9 ~ f,jhls Q p(t.f; --z.r; -:;.. O.bS + -3. ?.. 7 + I. ~g ~ S.SD ds o~E-•00 ": 0 ·70 + ~·lib + J·Elo ':. k -tff ,Fs Opo.1:.r-10 -::.. 0 .(oo:;; + 2...51 + 2... 65 +o.i~ ~ ~~~ d-~ q I':>°' r -1-'5 ~ 0 .'75" +·z.n.· + 2,..4 'L + 0.17 ':-b.70 cJ~ --·-· ---· -----... Q~r -100 = o .i& + 3.'?i + '3. il-4-t o.1..0 ~ 7. 9 f> 'F-s -· ·- Cioe:r-1.5 :-.f5.5D -o.'1~ -2_.n -,!}_-/7 G oe:r -1 00 = APPENDIX 8 HYDROLOGIC CALCULATIONS MODIFIED RATIONAL METHOD • Quick TR-55 Ver.5.46 S/N: Executed: 20:50:09 04-18 -1995 F L 0 w c f s 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, SOUTHWOOD VALLEY, SEC. Ill 10 YE AR STORM ********************************************************************** * RETURN FREQUENCY: 10 yr Allowable Outflow: 1 .50 cfs * * 'C' Adjustment: 1.000 Required Storage: 642 cu.ft. * * Peak Inflow: 2.36 cfs Inf low .HYO stored: DET2B -10.HYD * ********************************************************************** Td = 12 minutes Return Fr eq: 10 yr /-------Approx . Duration for Max. Storage ------/ C adj .factor: 1.00 1 I I I I I Tc= 10.00 8.630 Q 2.55 . j. minutes in/hr cfs I I I I I I I Required Storage I Area (ac): Weighted C: Adjusted C: 0.34 0.87 0.87 642 cu.ft. I Td = I = x x x x x x xix x x x x x x x x x x Q = 12 minutes 7.980 in/hr 2.36 cfs I x x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 1 .50 cfs x o I· Ix (Al low .Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x -·---··----------·-----1 -~----------------··-·------·1 ------------ 14 .13 minutes 15.65 minute s Quick TR -55 Ver.5.46 Executed: 20:50:09 S/N: 04-18 -1995 WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. Ill 10 YEAR STORM **** Modified Rational Hydrograph ***** We i ghted C = 0 .871 Area = 0 .340 acres Tc 10.00 minutes Ad j usted 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 i ncrement = 1.00 Minutes Ti me on left represents time for first Q in each row . --------1--------------------------------------------------------------- 0.00 I 7.oo I 14 .oo I 21 .00 I 0.00 1.65 1.89 0.24 0.24 1.89 1.65 0.00 0.47 2.13 1.42 0. 71 0.94 2.36 2.36 1.18 0.94 1.18 2.36 0.71 1.42 2.13 0.47 Quick TR-55 Ver.5.46 S/N: Executed: 20:50:09 04-18-1995 WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 1D, BLOCK 16, SOUTHWOOD VALLEY, SEC. Ill 10 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 = 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 Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I (cfs) --------------------------1--------------11 -----------------------1-------- IMPERVIOUS 0.900 0.32 I I I I GRASS 0.400 0.02 I II I ---------------1--------------11 -----------------------1-------- 1 10.00 0.811 I I 0.811 8.630 o.34 I 2.55 Quick TR-55 Ver.5.46 S/N: Executed: 20:50:09 04-18-1995 ************************************************************************ ************************************************************************ * * * * * MOOJFJED RATIONAL METHOD * * ----Grand SU1111ary 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. III 10 YEAR STORM Area = 0.34 acres Tc = 10.00 minutes ············································································ ············································································ Frequency (years) Adjusted 'C' Duration Jntens. 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 Sl.lllllary for Single Storm Frequency First peak outflow point asslJTled to occur at Tc hydrograph recession leg . WINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. Ill 10 YEAR STORM RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 1.50 cfs Hydrograph file duration= 12.00 minutes Hydrograph file: OET2B-10 .HYO 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 --------------------- 0.871 0.871 10 8.630 0.34 2.55 I 1,533 633 ************************************************************ Storage Maximun 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 < Qal low Quick TR -55 Ver.5.46 Executed: 20:51:14 S/N: 04-18-1995 F L 0 w c f s MOOIFIED RATIONAL METHOD ----Graphical Sl.ITITlary for Maximun Required Storage ---- First peak outflow point assuned 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 Allowable Outflow: 1. 72 cfs * * 'C' Adjustment: 1.000 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 minutes 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 (Al low.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x '-------------------··--1---------·----------··---····I-··--·------ 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! 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 2i.oo I 0.00 1.89 2.16 0.27 0.27 2.16 1.89 0.00 0.54 2.43 1.62 0.81 2.70 1.35 1.08 2.70 1.08 1.35 2.70 0.81 1.62 2.43 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 Ill 25 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 = 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 (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 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 SU111nary 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, SECT Ill 25 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.) ------------------------------------------------------!--------------------- 25 0.871 12 9.130 2.70 1. 72 ' 1,946 732 Quick TR -55 Ver.5.46 S/N: Executed: 20:51:14 04 -18-1995 MODIFIED RATIONAL METHOD Sunmary for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. YINGS & MORE BU I LDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHYOOD 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 Hydrog r aph file: DET2B-25.HYD Tc = 10.00 minu t es ············································································ ············································································ Yeighted Adjusted Duration lntens . Areas 'C' 'C' minutes in/hr ac r es Qpeak I cts I VOLUMES Inflow (cu.ft.) Sto r:age (cu.ft.) ------------------------------------------------------1--------------------- 0.871 0 .87 1 10 9.860 0.34 2.92 I 1, 751 719 ************************************************************ Storage Maxi mum 0.871 0.871 12 9. 130 0.34 2.10 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 < Qallow Quick TR-55 Ver.5.46 S/N: Executed: 20:54:04 04 -18-1995 MOOIFIED RATIONAL METHOD ----Graphical Surmary 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. Ill 100 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable Outflow: 2.02 cfs * * 'C' Adjustment: 1.000 Required Storage: 871 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.19 cfs Inflow .HYO stored: DET2B100.HYD .* ********************************************************************** Td = 12 minutes Return Freq: 100 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00 I I I I I Tc= 10.00 minutes I I 11.640 in/hr I Area (ac): 0.34 I Q 3.45 cfs I Weighted C: 0.87 I ·I· I Adjusted C: 0.87 I I L I Required Storage I O I 871 cu.ft. I Td= 12 minutes W I I 10.780 in/hr I xx xx xx xix xx xx xx xx xx Q 3 .19 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 a= 2.02 cts I x o j. Ix (Allow.Outflow) I o I I I x 0 I NOT TO SCALE I x I 0 I ============ I 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 cfs 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 i ncrement= 1.00 Minutes Ti me 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 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 1.91 3.19 2.87 0 .96 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. Ill 100 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 Desc r . 'C' acres I (min) 'C' II 'C' in/hr acres I (cfs) --------------------------1--------------11-----------------------1 -------- IMPERVIOUS 0.900 0.32 I I I I GRASS 0.400 0.02 I I I 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 Surrmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. YINGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTHYOOO VALLEY, SEC. III 100 YEAR STORM Area = 0.34 acres Tc = 10.00 minutes ............................................................................ ············································································ Frequency (years) Adjusted 'C' Duration lntens. Qpeak minutes in/hr cfs Allowable I cfs I VOLUMES Inf low (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 Surmary for Single Storm Frequency First peak outflow point assi.med to occur at Tc hydrograph recession leg. ~INGS & MORE BUILDING RENOVATION & EXPANSION LOT 9 & 10, BLOCK 16, SOUTH~OOD VALLEY, SEC. III 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 ............................................................................ ············································································ ~eighted Adjusted Duration lntens. 'C' 'C' minutes in/hr Areas acres Qpeak I cts I VOLUMES Inflow (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 15 9.730 0.34 2.88 2,592 844 0.871 0.871 20 8.430 0.34 2.50 2,994 706 0.871 0.871 30 6.750 0.34 2.00 Qpeak < Qallow APPENDIX 9 STORAGE-ROUTING CALCULATIONS POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 04-18-1995 20:59:17 ****************************************************** * * * WINGS & MORE BUILDING RENOVATION & EXPANSION * * LOT 9 & 10, BLOCK 16, SOUTHWOOD VALLEY, SEC. Ill * * ROUTING CALCULATIONS * * 10 YEAR STORM * * * ****************************************************** Inf low 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 COMPUTA Tl ONS IELEVATIONI OUTFLOW I STORAGE I I 2S/t 2S/t + 0 I (ft) I Ccfs) I (cu-ft) I I Ccfs) Ccfs) 1---------1---------1----------1 1-------------.... --.. -............. I 279.50 I 0.0 I 01 I 0.0 0.0 I 279.55 I 0.1 I 11 I 0.0 0.1 I 279.60 I 0.1 I 101 I 0.3 0.4 I 279.65 I 0.3 I 351 I 1.2 1.5 I 279.70 I 0.4 I 871 I 2.9 3.3 I 279.75 I 0.6 I 172 I I 5.7 6.3 I 279.80 I 0.8 I 2971 I 9.9 10.7 I 279.85 I 1.0 I 4631 I 15.4 16.4 I 279.90 I 1.2 I 6691 I 22.3 23.5 I 279.95 I 1.4 I 9121 I 30.4 31.8 -------------------------------------------------------- Time increment (t) = 1.0 min . POND-2 Version: 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 INFLOW HYDROGRAPH ROUTING COMPUTATIONS -·------------------·--------------------------·------------- TIME INFLOW I 11+12 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION I (min) (cfs) I (cfs) (cfs) (cfs) I (cfs) (ft) -----------------1 ...................... -----------------------1---------....................... 0.0 0.001 0 .0 0.01 0.00 279.50 I 1.0 0.241 0.2 0.0 0.21 0.10 279.57 -2.0 0.471 0.7 0.4 o.81 0.16 279.62 3.0 0.711 1.2 1.0 1.61 0.31 279.65 4.0 0.94 1. 7 1.9 2.61 0.36 279.68 5.0 1.18 2.1 3.1 4.01 0.45 279.71 6.0 1.42 2.6 4.6 5.11 0.56 279.74 7.0 1.65 3.1 6.4 1.11 0.66 279.77 8.0 1.89 3.5 8.4 9.91 0.76 279.79 9.0 2.13 4.0 10.7 12.41 0.86 279.81 10.0 2.36 4.5 13.3 15.2 I 0.96 279.84 11.0 2.36 4.7 15.9 18.ol 1.04 279.86 12.0 2.36 4.7 18.4 20.61 1.12 279.88 13.0 2.13 4.5 20.5 22.91 1.18 279.90 14.0 1.89 4.0 22.1 24.5 I 1.22 279.91 15.0 1.65 3.5 23.1 25.61 1.25 279.91 16.0 1.42 3.1 23.6 26.21 1.26 279.92 17.0 1.18 2.6 23.7 26.21 1.27 279.92 18.0 0.94 2.1 23.3 25.81 1.26 279.91 19.0 0.71 1. 7 22.5 25.ol 1.24 279.91 20.0 0.471 1.2 21.3 23.71 1.20 279.90 21.0 0.241 0.7 19.7 22.01 1. 16 279.89 22.0 0.001 0.2 17.7 19.91 1.10 279.87 ...................................... ------------------------------------------------------ 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 ***** Sllllllary of Peak Outflow and Peak Elevation ***** Peak Inflow 2.36 cfs Peak Outflow 1.27 cfs Peak Elevation = 279.92 ft ***** Sllllllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond 0 cu-ft 749 cu-ft 749 cu -ft 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 x * POND -2 Version : 5.17 S/N: Pond File: Inflow Hydrograph: DET2B .PND DET2B-10.HYD Outflow Hydrograph: OUT .HYO Peak Inflow 2.36 cfs Peak Outflow = 1.27 cfs Peak Elevation 279 .92 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Page 4 EXECUTED: 04 -18 -1995 20:59: 17 Flow (cfs) 4.0 4.5 5.0 5.5 ------1-----1-----1-----1-----1-----1 -----1 -----1-----1-----1 -----1- 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 I* x I TIME (min) Fi le: OUT .HYO Qmax 1.3 cfs Fi le: DET2B-10.HYD Qmax = 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. III * * ROUTING CALCULATIONS * * 25 YEAR STORM * * * ****************************************************** Inflow Hydrograph: DET2B -25.HYD Rating Table file: DET2B .PND ----I NITIAL CONDITIONS---- Elevation = 279.50 ft Outflow 0.00 cfs Storage = 0 cu-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS IELEVATIONI OUTFLOW STORAGE I 2S/t I 2S/t + 0 I (ft) I (cfs) (cu-ft) I (cfs) I Ccfs) I I 1---------1-------------------1 ------------1-------------1 I 279.50 I 0.0 01 0.0 I 0.0 I I 279.55 I 0.1 11 0.0 I 0.1 I I 279.60 I 0.1 101 0.3 I 0.4 I I 279.65 I 0.3 351 1.2 I 1.5 I I 279.70 I 0.4 871 2.9 I 3.3 I I 279 .75 I 0.6 1721 5.7 I 6.3 I I 279.80 I 0.8 2971 9.9 I 10.7 I I 279.85 I 1.0 4631 15.4 I 16.4 I I 279.90 I 1.2 6691 22.3 I 23.5 I I 279.95 I 1.4 9121 30.4 I 31.8 I Time increme nt (t) 1.0 min. POND-2 Version: 5 .1 7 S/N: Page 2 EXECUTED: 04-18 -1 995 21:03:57 Pond File: DET2B .PND Inflow Hydrograph: DET2B-25.HYD Outflow Hydrograph: OUT .HYO ~'.'.'.'".'.."'.''.~'.'.~'.'.. ROUTING COMPUTATIONS ------------------------------------------------------ TIME I INFLOIJ I I 11+12 I 2S/t -0 I 2S/t + 0 I OUTFLOIJ ELEVATION! I (min) I (cfs) I I Ccfs) I Ccfs) I Ccfs) I Ccfs) (ft) I --------1---------1 1---------1------------1-----------1---------_________ , 0 .0 I 0.001 0.0 I 0.01 0.00 279.50 I I 1.0 I 0.271 0.3 0.1 I 0.3, 0.10 279.57 I -2.0 I 0.541 0.8 0.5 I 0.9, 0.19 279.62 I 3.0 I 0.811 1.4 1.2 I 1.91 0.32 279.66 4.0 I 1.081 1.9 2.3 I 3.11 0.39 279.69 5.0 I 1.35 I 2.4 3.8 I 4.81 0.50 279.72 6.0 1.621 3.0 5.5 I 6 .71 0.62 279.75 7.0 1.891 3.5 7.6 I 9.01 0.72 279.78 8.0 2.16 I 4.1 9.9 I 11.61 0.83 279.81 9.0 2.431 4.6 12.7 I 14.51 0.93 279.83 10 .0 2.701 5.1 15.7 I 17.81 1.04 279.86 I 11.0 2.701 5.4 18.9 I 21 . 11 1.13 279.88 -12 .0 2.701 5.4 21.8 I 24.31 1.22 279.90 13.0 2.431 5. 1 24.4 I 26.91 1.28 279.92 14.0 2.161 4.6 26.3 I 29 .ol 1.33 279.93 15.0 1.891 4. 1 27.6 I 30 .4 1 1.37 I 279.94 16.0 1.621 3.5 28.4 I 31.1 I 1.38 I 279.95 17.0 1.35 I 3.0 28.6 I 31.31 1.39 I 279.95 18.0 1.081 2.4 28.2 I 31.01 1.38 I 279.95 19 .0 0.811 1.9 27.4 I 30. 11 1.36 I 279.94 20.0 0.541 1.4 26.1 I 28.81 1.33 I 279.93 21.0 0.271 0.8 24.3 I 26.91 1.28 I 279.92 22.0 0.001 0.3 22.2 I 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 File: DET2B .PND Inflow Hydrograph: DET2B-25.HYD Outflow Hydrograph: OUT .HYO Starting Pond Y.S. Elevation = 279.50 ft ***** Sl.lllllary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 2.70 cfs 1.39 cfs 279.95 ft ***** Sl.lllllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 899 cu -ft 899 cu-ft ***** PON0-2 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 .······I····· l·····l····· I····· I····· I····· I····· I····· I····· I····· I· I 3.1 · I I 4.1 · I I 5.1 · I I 6.1 · I 7 .1 I ·I 8.2 . 9.2 . 10.2 . 11.2 . 12.2 . 13.3 . 14.3 ·I 15.3 . 16.3 . 17.3 . 18.4 . 19.4 . 20.4 . 21.4 . I* I TIME (min) * 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 OUT .HYO Qmax = 1.4 cfs DET2B·25.HYD Qmax = 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. Ill * * * * 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 ELEVATION! OUTFLOW I STORAGE I 2S/t I 2S/t + 0 (ft) I Ccfs) I (cu -ft) I I (cfs) I Ccfs) I I ------------------1----------1 !-------------------------! 279.50 0.0 I 01 I 0.0 0.0 I 279.55 0. 1 I 1 I I 0.0 0. 1 I 279.60 0. 1 I 101 I 0.3 0.4 I 279.65 0.3 I 351 I 1.2 1.5 I 279.70 0.4 I 871 I 2.9 3.3 I 279.75 0.6 I 1721 I 5.7 6.3 I 279.80 0.8 I 2971 I 9.9 10.7 I 279.85 1.0 I 4631 I 15.4 16.4 I 279.90 1.2 I 6691 I 22.3 23.5 I 279.95 1.4 I 9121 I 30.4 31.8 I 280.00 1. 7 I 1, 189 I I 39.6 41.3 I 280.05 1.9 I 1,4891 I 49.6 51.5 I -------------------------------------------------------- Time increment (t) 1 .0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 04-18-1995 21: 13:48 Pond File: DET2B .PND Inflow Hydrograph: DET28100.HYD Outflow Hydrograph: OUT .HYO INFLOW HYD ROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME I INFLOW I I1+I2 2S/t -0 I 2S/t + 0 I OUTFLOW ELEVATION I (min) I Ccfs) I Ccfs) Ccfs) I (cfs) I Ccfs) (ft) --------1---------1 ---------------------1-----------1------------------ 0.0 0.001 0.0 I 0.01 0.00 279.50 I 1.0 0.321 0.3 0.1 I 0.31 0.10 279.58 -2.0 0.641 1.0 0.6 I 1.1 I 0.23 279.63 3.0 0.961 1.6 1.5 I 2.21 0.34 279.67 4.0 1.281 2.2 2.9 I 3.81 0.43 279. 71 5.0 1.601 2.9 4.7 I 5.81 0.56 279.74 6.0 1. 91 I 3.5 6.8 I 8.21 0.68 279.n 7.0 2.231 4.1 9.3 I 1 i.o I 0.81 279.80 8.0 2.551 4.8 12.3 I 14.1 I 0.92 279.83 9.0 2.871 5.4 15.6 I 17.71 1.04 279.86 10.0 3.191 6.1 19.4 I 21. 71 1.15 279.89 11.0 3.191 6.4 23.3 I 25.81 1.25 279. 91 12.0 3. 19 I 6.4 26.9 I 29.61 1.35 279.94 13.0 2.871 6.1 30. 1 I 33.ol 1.44 279.96 14.0 2.55 I 5.4 32.5 I 35.51 1.52 279.97 15.0 2.231 4.8 34.1 I 37.31 1.57 I 279.98 16.0 1. 91 I 4.1 35.1 I 38.31 1.60 I 279.98 I 17.0 1.601 3.5 35.4 I 38.61 1.61 I 279.99 I I 18.0 1.281 2.9 35.0 I 38.21 1.60 I 279.98 I -19.0 0.961 2.2 34.1 I 37.31 1.57 I 279.98 I 20.0 0.641 1.6 32.7 I 35.71 1.52 I 279.97 I 21.0 0.321 1.0 30.7 I 33.61 1.46 I 279.96 I 22.0 0.001 0.3 28.3 I 31.01 1.38 I 279.95 I ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 04-18-1995 21:13:48 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fi le: DET2B .PND Inf low Hydrograph: DET2B100.HYD Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation 279.50 ft ***** SlJTlllary of Peak Outflow and Peak Elevation Peak Inflow = Peak Outflow = 3.19 cfs 1.61 cfs Peak Elevation = 279.99 ft ***** Sl.Ulllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 1,109 cu-ft 1,109 cu·ft ***** PON0-2 Version: 5.17 S/N: Pond File: DET2B .PND Inflow 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 1 -1 I -1 I -1 I - - - - 10.2 - 11.2 - 12.2 - 13.3 - 14.3 - 15.3 - 16.3 -1 I 17.3 -I I 18.4 -1 I 19.4 -1 I 20.4 -1 I 21.4 -1 I* I TIME (min) * x File: * Fi le: x * * x * x * x x x x x x x x x x x x x x x x * * * * * * OUT .HYO DET2B100.HYD * * * * * * * * * * * * * * * * x * x * x * x * x * x * x * x * x* *x x x x x x x x x x Qmax = 1.6 cfs Qmax = 3.2 cfs 04/19/95 11: 57 '8'409 764 3496 DEVELOPMENT SVCS TRANSMISSION OK TX/RX NO. CONNECTION TEL CONNECTIO ID START TIME USAGE TIME PAGES RESULT *************************** *** ACTIVITY REPORT *** *************************** 1736 97789708 BRYAN AREA OFF 04119 11: 56 OK 141001 . ; ~; ~.; '; .· .. ~-~; ~; ~,: '.; '.: '.: ~; ~; ~; ~;., , ....... , ....... , ........ , ..... , .... , ........... . · • l ·l ·l ·l ·i I !·•·l ·I ·! .'·l ·l ·l ·l ·l ·l·l ·I ' ............. ,, .... , ......... ,.,., ..... ,., ...... , .... . I .'! ••!•:I .'·I ·! 1 1 l •l •l •I . \ \ .. \' ... \ \ \' '\ ,., \ ...... , .... ,.,. • .. !·l ·!l ·l ·l ·l ·l ·l ·I 'I •,•,''',·,• ·, • ''1 • • · ..• ! .• .' \ ,·~;:,'/I',"/;·~;·~,·~;~;-.. .. · ..... , ... ,.,.,,., ,.,.,.,.,.,.,. 1 • • • I •·I I ' I l •!•I ·! I l ·•·I l •l •.'·l ·l ·l ·I ...... \ ..... \ \\ ............. · ............. ,.,.,., ......... ·,.\. OEV ELOP ~I ENT SE~VICES 1101 TEXA S AV E COLLEGE ST ATION . TEXAS 778 40 Facsimile Cover Sheet To: Company: Phone: Fax: From: Company: Phone: Fax: Date: Pages including this cover page: ~1 ...... ..... ................... ,., . .................... . . . ..... ~ ~-~ ..... , .... . , .. ; ; :: :::: :::: ::::nm:: :m nmrn ::: : :: :; ; '., ~ ( 4 o g ) 7 6 4 _ 3 s 7 o . ,. ;'.:': ,::;.:,: :• ':;·,',·:_':·: ':;·. ,,:·_-_::::. ::,:::::_:::,: .. _::::_:,,::::,,,-_:::,::--_~:::_:,::·:~::-_::-.:_:,:,::.~'::-:.,,:_: •. ::,··.-_,~,:-:::,,:·_:·:,,:::~':::~~•;.~,::::_~,:-·;::,::. ~::_._::::~':,·: :,,·::~:•::,,.•.:.,-_'.'.:::•~:•:::::~:·_··::::::_•. :,··::::.::::::·,::.:,:,:_··::: ... :,,.•: ::_•_,·:·:•',,::· ,,'':. ,:·_-. :-::::::::::::m::mmrn:::m::::m::::rn::m::~:~;~~-( 4 o 9) 7 6 4 -3 4 9 6 FA x ""114§.fiQffltQ1""4'fL!~ .6'tf9111Z11i!IB!a.!l'iii'l:r:l!l!".Oll!!'l::lllll'1l~~~~~~~~~~~~~.!;.!:..;_'-"------'-~ ~~ ~ ------NC:l .:tG + I ... z :l 8° WATU I.ti£ NG .277.;t, + I EJ<P. Jr. I ~~-.... ~~-~ ~~~~~~H.l~~1~~\~~Mr~~ -~CAU; .. . . ~ ·! . 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' 0 "'" ' t-" 00 ' (.C (.11 t-" 0 "'" t-" ~ "'" 0 (.C 00 "'" en 00 N (.11 N I" 1 0 ·o I c.i 04 /11 /95 10:35 '8'409 846 8252 KLING ENGR KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET IEF:f•xaov•rl OATE _ ___._#_-...... //_-....... 9..;;;...b _______ _ Please deliver the following pages to: Fax Number:,_ ....... o ...... ~ .... 1~-_-g __ 1/9_k. _______________ _ From: ____ ~_4_o_"Y......._~-'~-Jd.~·-~-=-&------~--~--------------~--~~--- Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 ~00 1 We are transmitting J-page(s), including this cover letter from our ~ fax number listed above. If any pages are missing or incomplete, please "°' contact sender. "' ?l"a: /P /'.RC. JS4£. - - - - - -M:.2 .76 + I I> . NC 2'0.!i / .•1 . l . I • • • I. •I • u:ni. 9'· .. , ... ., . . ~ t . I,. .( r L +/IJC Z71J.56 25' ACC£1i S AND U11UTY EASCllENT / 135• EXIST. H ' 1 / 2 .. .. I> -.. s 4~ &3'1t-~ ~11>;$~ TEXAS AVENUE {HWY 6) ACC. 6° WATER IJIE 70' BUILDINC LINE g_ ' °' V7.J9 ~ ~ .. .. \ s n. 777.64 •. ' 0 ; g :. .. II' NG 21'. DB . 4-H -9r:; ~ -~ ... ~ 0) ... <: ( 0 "'" ...... I-' I-' ...... co (11 I-' 0 c:.> (11 ~ "'" 0 co OD "'" Ol OD N (11 N DEACON DRIVE rJ 70 I R. 0 . w. 46 I B-8 ASPHALT PVMT. . .. -----------------------~----. ~ ~ 9 .. .. .. N. ~I .. ! ~ ~e ... . " c DEVELOPMENT PERMIT PERMIT NO. #297 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Southwood Valley, Section 3, Block 16, Lot 9 & JO SITE ADDRESS: 3230 Texas Avenue OWNER: Mark Dennard DRAINAGE BASIN: Bee Creek, Tributary A, Sub basin II TYPE OF DEVELOPMENT: This permit is valid for all site construction except for construction within the Highway 6/Texas Avenue right-of-way. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. ~ A~ Date 7/zo/qs I I Date Owner/ Agent Date ACCOUNT NO . _______________ _ 365346 CITY OF COLLEGE STATION $ lcx:P° __ __,Arf-___£,C"""""-:15"'-------· 19 qS RECEIVED OF _____________________ _ FOR ____ --1.1,DL...LbDP~-_i..W~1 .!....!~~:.......:.' /\)~..,,~MO~ff.~---------- Ji-di--Z v ;tt. ls10 Paid by_ Check Cash __ THANKYOU ~ ,. __ Figure XII Application Form Development Permit Inside/Outside ~tablished Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) Site Legal Description: Lot 9 & 10, Block 16, Southwood Valley, Section 3 Site Address: 3230 Texas Avenue 1045 Texas Ave. Mark Dennard Owner: Address: College Station, TX 77845 ------------------Telephone No.: ( 409) 693-6363 Architect/ Engineer: _K_l_i_ng"'--E_n....::g_i_n_ee_r_i_n....::g _________ _ 4103 Texas Ave. Ste 212 Address: Bryan, TX 77802 Telephone No.: f409) 846-6212 Contractor: Address: ---------------------~-----------Telephone No.:---------- Date Application Filed: __ 3 ...... /_1_0 ...... /9_5 ___________ Approved:----------- Application is hereby made for the following specific waterway alterations: Bui 1 ding and parking ~enovations and expansion. Attached as part of this application: O Application Fee O Signed Certificate O Site and Construction Plans, with supporting documentation: two (2) copies of each 00 Other: Ora i nage report ACKNOWLEDGEMENTS: I, __ M_a_rk_D_e_n_na_r_d _______ _, as owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and Dat6 1 ~ =--,,---------------------Developer Date ~ -----------------------Contractor Page 1of2 Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date B. I, certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps, as amended. Architect/Engineer Date C. I, B. J. Kl in 9 certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the adjoining waterway or crossing this permitted site and that such alterations or development are consistent with requirements concerning encroachments of floodways and of floodway fringes as illustrated in the latest Federal Insurance Study. ~ ~~1 J o bcl~di I q 'J.:;---Architecghleer: Date D. I, do certify that any alterations, addressed in Certification "D" do not raise the level of 100-year flood as referred to Certification 11 8 11 • Architect/Engineer Date REVIEWED FOR APPROVAL: --------------------------~ Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval:--------------------- Page 2of2 forms\d po pp.doc 11/91 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : D Under Separate Cover ITTnclosed VIA : DMail DMessenger D Federal Express D Express Mail D Special Courier 12f Picked Up By Your Office NO . KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-0652 THE FOLLOWING : D Prints DCopies DOrig inals DPlat D Field Notes D Plans Cd'Report D Estimate DCut Sheets DATE PROJECT NO. REFERENCE D Computer Printout DFile D Contract D DESCRIPTION FOR : P.O. Box 4234 Bryan, Texas 77805 D ):mlr Review & Approval 0'°Your Review & Comment D Your Review & Distrib ution D Your Review, Rev ision & Return D Your Signature & Return D Your File and/or Use DAs Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To: If Enclosures Are Not As Noted , Please Notify Us At Once. f Figure XII Application Form Development Permit Inside/Outside &tablished Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) SiteLegalDescription: Lot 9 & 10, Block 16, Southwood Valley, Section 3 Site Address: 3230 Texas Avenue 1045 Texas. Ave. Owner: Mark Dennard Address: College Station, TX 77845 Telephone No.: ( 409) 693-6363 Architect/ Engineer: Kling Engineering & Surveying 4103 Texas Ave. Suite 212 Address: Bryan, TX 77802 Telephone No.: ( 409) 846-6212 Contractor: Address: ---------------------....,....,,...-----------Telephone No.:---------- Date Application Filed: __ 4_/_2_5_/9_5 ___________ Approved:----------- Application is hereby made for the following specific waterway alterations: Bui 1 ding and parking renovations and expansion. Attached as part of this application: O Application Fee O Signed Certificate O Site and Construction Plans, with supporting documentation: two (2) copies of each ~ Other: Ora i naqe report ACKNOWLEDGEMENTS: I, Mark Dennard as owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and · ·~m~ Date Date Contractor Date Page 1of2 Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date .. B. I, certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps, as amended. Architect/Engineer Date C. I, B. J. Kling certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the adjoining waterway or crossing this permitted site and that such alterations or development are consistent with requirements concerning encroachments of floodways and of floodway fringes as illustrated in the latest Federal Insurance Study. ~ YA::\A/_/,_ · 4f z~~Ao~ Utu,-Arc~/ Date/ D. I, do certify that any alterations, addressed in Certification "D" do not raise the level of 100-year flood as referred to Certification 11 B 11 • Architect/Engineer Date REVIEWED FOR APPROVAL: --------------------------~ Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval:-------------------- Page 2of2 fomuldpopp.doc 11/91 4103 Texas Avenue , Suite 212 Bryan, Texas 77802 TO ATTENTION (1 J UJ ,,,.-/-e WE TRANSMIT : ~nder Separate Cover JtJ t:.nclosed VIA : OMail DMessenger 0 Federal Express 0 Express Mail 0 Special Courier Df>icked Up By Your Office NO . KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-0652 THE FOLLOWING : 0 Prints O Copies O Originals O Pla t 0 Field Notes ~lans rLI Report 0 Estimate O Cut Sheets DATE PROJECT NO. REFERENCE 0 Computer Printout O File O Contract 0 DESCRIPTION FOR: 1 P.O. Box 4234 Br¥an, Texas 77805 ,,0 Your Review & Approval ,,0Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return DYour Signature & Return 0 Your File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us : 0 Copies Of This Letter Of transmittal Sent To : J I If Enclosures Are Not As Noted , Please Notify Us At Once . KLKNG E NGINEERING & SURVEYING C onsulting E ngineers • Land S urvey ors 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 Post Office Box 4 234 Bryan, Texas 77805 B.J . Kling , P .E., R.P.L.S . S.M . Kling , R.P.L.S. Telephone 409/846-6212 Fax 409/846-8252 November 3, 1995 TO: Veronica Morgan, P.E. FROM: RE: Engineering Department City of College Station Thomas Baber Kling Engineering Wings & More Additional Detention -Lots 5, 6, 7 & 8, Block 16 Southwood Valley, Section Ill To satisfy detention requirements generated by the construction of a parking area on Lot 8, a detention pond has been designed to accommodate the additional runoff. In addition to providing detention for Lot 8, the pond has been sized to provide detention for Lots 5, 6 & 7. The detention pond is to be constructed along the existing alley on the northwest portion of the site. The dimensions, elevations and outlet works are shown on the plat "As-Built" Site Plan (Lots 9 & 10) & Proposed Parking Area (lot 8) Wings & More. The design analysis is for Lots 5, 6, 7 & 8 and . results follow: Area Lots 5, 6, 7, 8 -1.10 acres Area between right-of-way and back curb along Deacon = 0.06 acres Total site area = 1 .16 acres c,ots c lots 5 ,6 ,7 cweighted = 0.77 = 0.73 = 0.75 S~rm E ent preeb ~ I ) Qpost Qleaving site Qnet increase Elev. Pond t~ QL.6,ID, I ~ ~ . .il ,9 2 year · 4.58 8.58 4.55 -0.03 278.68 ~~ ~-' 100 year 5.40 10.13 5.31 -0.09 278.94 ~ Both the 25 year and 100 year events have been attenuated for. In summary, a detention pond has been designed to meet the requ i rements for the new parking area on Lot 8. In addition, the pond will also meet the detention requirements for Lots 5, 6 & 7 using a "C" factor of 0. 73. An addendum to the Wings & More Drainage Report for Lots 9 & 10, Block 16, Southwood Valley, Section Ill, dated April 24, 1995, will be submitted at a later date. Please contact us if there are any questions .. Thank. you. ,,,.,,.,, ......... ......... ......... ::c::c::c """"' 000 11100 -N -Not "'"'"' ---~c:.~ NNN // ~ " G<prc.-z._~ -_, (O,'i-0)(~·~1..~_1,lloJ.::; Lf-,f'<i <._~~ O.fr..-1tH ~ (_o .'fo)lll·1JY)(1 .11c)::. S .t/U <._f'.~ , Cv-J ._ (D .~~;lo.·17) + (o,1~)(0,73) _ I• I ta POND·2 Version : 5.17 S/N: EXECUTED : 11·03·1995 09:29:40 ********************************** * * * \UNGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHWOOD VALLEY SECTION I 11 * * 25 · YEAR STORM * * * ********************************** Inflow Hydrograph: LOT-25 .HYO Rating Table file: LOT5678 .PND ····INITIAL CONDITIONS···· Elevation = 276.00 ft outflow 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------- !ELEVATION OUTFLO'J I STORAGE I 2S/t 2S/t + 0 I I (ft) (cfs) I (cu-ft) I (cfs) (cfs) I 1------------------1----------1 -------------------------1 276.00 0.0 01 0.0 0.0 I 276.10 0.0 s 1 0.2 0.2 I 276.20 0.1 121 0.4 0.5 I 276.30 0.2 221 0.7 0.9 I 276.40 0.4 351 1.2 1.6 I 276.50 0.6 521 1. 7 2.3 I 276.60 0.8 ni 2.4 3.2 I 276.70 2.6 951 3.2 s.8 I 276.80 2.7 1201 4.0 6.7 I 276.90 2.9 1491 5.0 7.9 I 2n.oo 3.0 1811 6.0 9.0 I 2n.10 3.0 2171 7.2 10.2 I 2n.20 3.1 2611 8.7 11.8 I 2n.3o 3 .2 3131 10.4 13.6 I 2n.4o 3.3 3731 12.4 1s.1 I 2n.so 3.4 4421 14.7 18.1 I 2n.60 3.5 5191 17.3 20.8 I 2n.10 3.6 6041 20.1 23.7 I 2n.80 3.7 6971 23.2 26.9 2n.9o 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278 .10 3.9 1,0251 34.1 38.0 278.20 4.0 1,1511 38.4 42.4 278.30 4.0 1,2861 42.9 46.9 278.40 4.1 1,4311 47.7 51.8 278.50 4.2 1,585 I 52.8 57.0 278.60 4.3 1, 755 I 58.5 62.8 278.70 4.6 1,9481 64.9 69.5 278.80 4.8 2,1671 n.2 n.o 278.90 5.2 2,411 I 80.4 85 .6 279.00 5.5 2,6841 89.4 94.9 -------------------------------------------------------- ,\ POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 11-03-1995 09:29:40 Pond File: LOT5678 .PND Inflow Hydrograph: LOT-25 .HYO outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------............................. ------------------------------- I TIME I INFLOW I I 11+12 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION I (hrs) I (cfs) I I (cfs) (cfs) (cfs) I (cfs) I (ft) --------1---------1 ---------........................... -----------1---------1--------- o.ooo I 0.001 0.0 0.01 o.oo I 276.00 0.011 I 0.761 0.8 0.4 o.81 0.16 I 276.26 0.033 I 1.521 2.3 1.3 2.71 o.69 I 276.55 o.o5o I 2.281 3.8 0.8 5.11 2.11 I 276.68 0.061 I 3.041 5.3 0.8 6.11 2.64 276.74 0.083 I 3.801 6.8 1.9 7.71 2.87 276.88 0.100 I 4.561 8.4 4.3 10.31 3.00 277.10 0.111 I 5.321 9.9 7.7 14.21 3.23 277.33 0.133 I 6.081 11.4 12.3 19.1 I 3.44 277.54 0.150 I 6.831 12.9 17.9 25.21 3.65 277.75 0.161 I 7.591 14.4 24.8 32.31 3.75 277.95 0.183 I 7.591 15.2 32 .1 40.01 3.94 278.14 0.200 I 7.591 15.2 39.2 47.31 4.01 278.31 0.211 I 7.591 15.2 46.1 54.41 4.15 278.45 0.233 I 6.831 14.4 52.0 60.51 4.26 278.56 0.250 I 6.081 12.9 56.1 64.91 4.39 278.63 0.261 I 5.321 11.4 58.5 67.51 4.51 278.67 0.283 I 4.561 9.9 59.3 68.41 4.55 278.68 o.3oo I 3.801 8.4 58.6 67.71 4.52 278.67 o.311 I 3.041 6.8 56.6 65.51 4.42 278.64 o.333 I 2.281 5.3 53 .4 61.91 4.29 278.59 o.35o I 1.521 3.8 48.8 57.21 4.20 278.50 o.367 I 0.761 2.3 42.9 51.ol 4.08 278.38 o.383 I 0.001 0.8 35.6 43.61 4.00 278.23 ----------------------------------------------------------------------- ,, ?OND-2 Version: 5.17 S/N: Page 3 EXECUTED: 11-03-1995 09:29:40 ****************** SUMMARY OF RClJTING COMPUTATIONS ****************** Pond File: LOT5678 .PNO Inflow Hydrograph: LOT-25 .HYO Outflow Hydrograph: ClJT .HYO Starting Pond ~.s. Elevation = 276.00 ft ***** S~ry of Peak outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = 7.59 cfs 4.55 cfs Peak Elevation = 278.68 ft ***** S~ry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 1,916 cu-ft 1,916 cu-ft .05 .07 .09 .1 .12 .14 .15 .17 .19 .2 .22 .24 .26 .27 .29 .31 .32 .34 .36 x * PON0-2 Version: 5.17 S/N: Pond File: LOT5678 .PNO Inf low Hydrograph: LOT-25 .HYO Outflow Hydrograph: OUT .HYO Peak · Inflow 7.59 cfs Peak Outflow 4.55 cfs Peak Elevation = 278.68 ft Page 4 EXECUTED: 11-03·1995 09:29:40 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- -x* x * -x * x * -x * x * x * x * -x * x * -x * x * -I x * I x * -1 x * I x * -I x * I x * -I x * I x * -I x * I x * -x * x * -x * x * -x * x* -*x * x -* x * x . * x * x -* x * x -* x * x TIME (hrs) File: OUT .HYO Qmax = 4.6 cfs File: LOT-25 .HYO Qmax = ·1.6 cfs POND-2 Version: 5.17 S/N: •::XECUTED: 11-03-1995 09:28:24 ********************************** * * * WINGS & MORE * * LOTS 5,6,7, & 8, BLOCK 16 * * SOUTHWOOD VALLEY SECTION Ill * * 100 -YEAR STORM * * * •••••••••••••••••••••••••••••••••• Inflow Hydrograph: LOT-100 .HYO Rating Table file: LOT5678 .PND ----INITIAL CONDITIONS---- Elevation = 276.00 ft outflow 0.00 cfs Storage 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------- ELEVATION OUTFLOW I STORAGE I 2S/t 2S/t + 0 (ft) (cfs) I (cu-ft) I (cfs) (cfs) ------------------ __________ , ........................ ------------- 276.00 0.0 01 0.0 0.0 276.10 0.0 s 1 0.2 0.2 276.20 0.1 121 0.4 o.s 276.30 0.2 221 0.7 0.9 276.40 0.4 351 1.2 1.6 276.50 0.6 521 1.7 2.3 276.60 0.8 n1 2.4 3.2 276.70 2.6 951 3.2 5.8 276.80 2.7 1201 4.0 6.7 276.90 2.9 1491 5.0 7.9 277.00 3.0 1811 6.0 9.0 277.10 3.0 2171 7.2 10.2 277.20 3.1 261 I 8.7 11.8 277.30 3.2 3131 10.4 13.6 277.40 3.3 3731 12.4 15.7 277.50 3.4 4421 14.7 18.1 277.60 3.5 5191 17.3 20.8 277.70 3.6 6041 20.1 23.7 277.80 3.7 6971 23.2 26.9 277.90 3.7 7971 26.6 30.3 278.00 3.8 9061 30.2 34.0 278.10 3.9 1,025 I 34.1 38.0 278.20 4.0 1, 151 I 38.4 42.4 278.30 4.0 1,2861 42.9 46.9 278.40 4.1 1,4311 47.7 51.8 278.50 4.2 1,585 I 52.8 57.0 278.60 4.3 1, 7551 58.5 62.8 278.70 4.6 1,9481 64.9 69.5 278.80 4.8 2, 1671 n.2 77.0 278.90 5.2 2,4111 80.4 85.6 279.00 5.5 2,6841 89~4 94.9 ------------------------------------------------------- Time increment (t) = 0.017 hrs. POND-2 Version: 5 .17 S/N: Page 2 EXECUTED: 11-03-1995 09:28:24 Pond File: LOT5678 .PND Inflow Hydrograph: LOT-100 .HYO outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ I TIME INFLOW I I 11+12 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION I (hrs) (cfs) I I (cfs) (cfs) (cfs) I Ccfs) I (ft) -----------------1 1--------------------------------1---------1 --------- 0.000 0.001 I o.o 0.01 0.00 I 276.00 0.017 0.901 I 0.9 0.5 0.9, 0.19 I 276 .29 0.033 1.791 I 2.7 1.6 3.21 0 .81 I 276.60 0 .050 2.691 I 4.5 0.8 6.11 2.63 I 276. 73 0.067 3.591 I 6.3 1.6 7 .11 2.76 I 276.83 0.083 4.48, I 8.1 3.6 9.6, 3.00 I 277.05 0.100 5.381 9.9 7.1 13.51 3.19 I 277.29 0.117 6.281 11. 7 11.9 18.81 3.42 I 277.52 0.133 7.17 1 13.5 18.1 25.41 3.65 I 277 .75 0.150 8.071 15.2 25.7 I 33.31 3.78 I. 277.98 0.167 8.961 17.0 34.8 42.81 4.00 278.21 0.183 8.961 17.9 44.5 52.71 4.12 278.42 0.200 8.961 17.9 53.8 62.41 4.29 278.59 0.217 8.961 17.9 62.4 71.71 4.66 278.73 0.233 8.071 17.0 69.6 79.41 4.91 278.83 0.250 7.171 15.2 74.5 84.8, 5.17 278 .89 0.267 6.281 13.5 77.4 88.01 5.28 278 .93 0.283 5.381 11. 7 78.4 89.11 5.31 278.94 0.300 4.481 9.9 77.7 88.3, 5.29 278.93 0.317 3.591 8.1 75.4 85.81 5.21 278.90 I 0.333 2.691 6.3 71.6 81.71 5.02 278.85 I 0.350 1.791 4 .5 66.5 76.1 I 4.78 278.79 I 0.367 0.901 2.7 60.1 69.21 4.59 278.70 I 0.383 0.001 0.9 52.4 61.ol 4.27 218.57 I ----------------- ------------------------------------------------------ . POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 11 -03-1995 09:28:24 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: LOT5678 .PND Inflow Hydrograph: LOT-100 .HYO outflow Hydrograph: OUT .HYO Starting Pond w.s. Elevation 276.00 ft ***** Sl.J'llllllry of Peak outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = 8.96 cfs 5.31 cfs Peak Elevation = 278.94 ft ***** Sl.J'llllllry of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 2,513 cu -ft 2,513 cu-ft POND-2 Version: 5.17 S/N: Pond File: LOT5678 .PND Inflow Hydrograph: LOT-100 .HYO outflow Hydrograph: CXJT .HYO Peak ·lnflow = Peak outflow 8.96 cfs 5 .31 cfs Peak Elevation = 278.94 ft Page 4 EXECUTED: 11-03-1995 09:28:24 Flow Ccfs) o.o 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 .OS -I I .07 - .09 - • 1 .12 - .14 - .15 - .17 - .19 -I .2 .22 - .24 - .26 - .27 - .29 - .31 - * 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 .32 - .34 - .36 - TIME (hrs) * x File: CXJT * * * * * .HYO Qmax = * Fi le: LOT -100 .HYO · Qmax = x x x x x x 5.3 cfs 9.0 cfs * * * * * * * * * * * * * * * * * * Quick IR-55 Ver.5.46 •Executed: 07:28:59 S/N: 11-03-1995 MODIFIED RATIONAL METHOD ----Graphical S1.1111111ry for Maxill'llll Required Storage First peak outflow point assuned to occur at Tc hydrograph recession l-eg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOCX> VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM ********************************************************************** * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 5.40 cfs * 2,884 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 8.96 cfs Inflow .HYO stored: LOT-25 .HYO * ********************************************************************** Td = 13 minutes /-------Approx. Duration for Max. Storage ------/ Tc= 10.00 I = 11.640 Q = 10.03 .1. minutes in/hr cf s I I I I I I Return Freq: 100 yr C adj.factor: 1.00 Area (ac): 1.16 ~eighted C: 0.74 Adjusted C: 0.74 F I L Required Storage I O 2,884 cu.ft. I Td= 13 minutes ~ I 10.400 in/hr c f s x x x 0 0 0 x x x x x x xix x x x x x x x x x x Q 8.96 cfs 0 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 5.40 cfs I· I I I Ix (Allow.Outflow) I NOT TO SCALE I x I ------------------------ I I x -----------------------1-----------------------------1------------ 14.62 minutes 16.98 minutes Quick TR-55 Ver.5.46 Executed: 07:28:59 S/N: 11-03-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM **** Modified Rational Hydrograph ***** ~eighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted C = 0.743 Td= 13.00 min. 1=10.40 in/hr Qp= 8.96 cfs RETURN FREQUENCY: 100 year storm Output file: LOT-25 .HYO Adj.factor= 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 100 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 2i.oo I 0.00 6.28 8.07 1.79 0.90 7.17 7.17 0.90 1.79 8.07 6.28 0.00 2.69 3.59 4.48 5.38 8.96 8.96 8.96 8.96 5.38 4.48 3.59 2.69 'Quick TR-55 Ver.5.46 Executed: 07:28:59 S/N: 11-03-1995 LOTS 5,6,7, & 8, BLOCK 16 SCXJTH1"000 VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM * * * * * * SUMMARY OF RATIONAL METHOO 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 I Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- LOTS 5,6,7 0.730 0.78 I II I LOT 8 0.770 0.38 I II I ---------------1--------------11-----------------------1-------- 1 10.00 0.143 11 o.743 11.640 1.16 I 10.03 ·Qui ck TR-55 Ver .5 .46 Executed: 07:28:59 S/N: 11-03-1995 ************************************************************************ ************************************************************************ * * * * * MOOIFIED RATIONAL METHOO * * Grand Sllllll8ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOO VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM Area = 1. 16 acres Tc = 10.00 minutes ............................................................................ ............................................................................ Frequency Adjusted Duration lntens. Qpeak Allowable I (years) 'C' minutes in/hr cfs cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 100 0.743 13 10.400 8.96 5.40 1 6,993 2,884 Quick TR-55 Ver.5.46 S/N: Executed: 07:28:59 11-03 -1995 MODIFIED RATIONAL METHOO Slillll8ry for Single Storm Frequency First peak outflow point assl.llled to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTH\JOOO VALLEY SECTION Ill -DETENTION DESIGN 100YEAR STORM RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 5.40 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-25 .HYO Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Yeighted Adjusted Duration lntens. Areas Qpeak I Inf low Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.743 0.743 10 11.640 1.16 10.03 I 6,020 2,780 ************************************************************ Storage Maxi11a.111 0.743 0.743 13 10.400 1.16 8.96 I 6,993 2,884 **************************************************************************** 0.743 0.743 15 9.730 1.16 8.39 7,549 2,860 0.743 0.743 20 8.430 1.16 7.27 8,720 2,572 0.743 0.743 30 6.750 1.16 5.82 10,473 1,385 0.743 0.743 40 5.690 1.16 4.90 Qpeak < Qallow Quick TR·55 Ver.5.46 S/N: ·Executed: 14:17:40 11·02·1995 MOOIFIED RATIONAL METHOD ···· Graphical SUllll8ry for Maxilllin Required Storage First peak outflow point assYl!ed to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHl.IOOO VALLEY SECTION Ill · DETENTION DESIGN 25 YEAR STORM ********************************************************************** * RETURN FREQUENCY: 25 yr * 'C' Adjustment: 1.000 Allowable outflow: 4.58 cfs * Required Storage: 2,439 cu.ft. * *····································································* * Peak Inflow: 7 .59 cfs Inf low .HYO stored: LOT-25 .HYO * ********************************************************************** Td = 13 minutes /······· Approx. Duration for Max. Storage ······/ Tc= I = Q = ·I· 10.00 9.860 8.50 minutes in/hr cf s I I I I I I Return Freq: 25 yr c adj.factor: 1.00 Area (ac): 1.16 Weighted C: 0.74 Adjusted C: 0.74 F I L Required Storage I o 2,439 cu.ft. I Td= 13 minutes w I = 8.810 in/hr c f s x x x 0 0 0 x x x x x x xix x x x x x x x x x x Q 7 .59 cfs 0 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 4.58 cfs I· I I I Ix (Allow.Outflow) NOT TO SCALE ============ I I I I I x x '·········--------------1-~---------------------------1------------ 14.61 minutes 16.97 minutes Quick TR-55 Ver.5.46 Executed: 14:17:40 S/N: 11-02-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHIJOOO VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM **** Modified Rational Hydrograph ***** Weighted C = 0.743 Area= 1.160 acres Tc= 10.00 minutes Adjusted C = 0.743 Td= 13.00 min. I= 8.81 in/hr RETURN FREQUENCY: 25 year storm Output file: LOT-25 .HYO Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time Time increment = 1.00 Minutes Op= 7.59 cfs Minutes! Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 1.00 I 14.oo I 2i.oo I 0.00 5.32 6.83 1.52 0.76 1.52 6.08 6.83 6.08 5.32 0.76 0.00 2.28 3.04 7.59 7.59 4.56 3.80 3.80 7.59 3.04 4.56 7.59 2.28 Quick TR-55 Ver.5.46 S/N: Executed: 14:17:40 11-02-1995 LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM * * * * * * 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 =========================I======== Subarea Runoff Area I 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-------- LOTS 5,6,7 0.730 0.78 I 11 I LOT 8 a.no o.38 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 o.743 11 o.743 9.860 1.16 I 8.5o Quick TR-55 Ver.5.46 S/N: Executed: 14:17:40 11-02-1995 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHCXI * * ----Grand Surmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assi.med to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM Area = 1.16 acres Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Frequency Adjusted Duration lntens. Qpeak Allowable I Inflow (years) 'C' minutes in/hr cfs cfs I (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 25 0.743 13 8.810 7.59 4.58 1 5,923 2,439 Quick TR·55 Ver.5.46 Executed: 14:17:40 S/N: 11-02-1995 MODIFIED RATIONAL METHOD SU1111ary for Single Storm Frequency First peak outflow point assl.llled to occur at Tc hydrograph recession leg. LOTS 5,6,7, & 8, BLOCK 16 SOUTHWOOD VALLEY SECTION Ill -DETENTION DESIGN 25 YEAR STORM RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 4.58 cfs Hydrograph file duration= 13.00 minutes Hydrograph file: LOT-25 .HYO Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inflow Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.743 0.743 10 9.860 1.16 8.50 I 5, 100 2,352 ************************************************************ Storage Maxilll.lll 0.743 0.743 13 8.810 1.16 7.59 I 5,923 2,439 **************************************************************************** 0.743 0.743 15 8.230 1.16 7.09 6,385 2,409 0.743 0.743 20 7.120 1.16 6.14 7,365 2, 154 0.743 0.743 30 5.670 1. 16 4.89 8,798 1, 101 0.743 0.743 40 4.770 1.16 4.11 Qpeak < Qallow , Figure XII Application Form Development Permit Insid~ &tablished Flood Hazard Areas -·~r College Station, Texas (re: Ordinance No. 1728) SiteLegalDescription: Lots 5, 6, 7, 8 Block 16, Southwood Valley, Section 3 Site Address: Deacon Ori ve between Longmire & Texas Ave. 1045 Texas Ave. S. 77845 Owner: Mark Denna rd, Wings & More Address: College Station, TX Telephone No.: _,(_4_0_9._) ------- Architect/ Engineer: Kling Engineering & Surveying 4103 Texas Ave. Ste Address: Bryan, TX 77802 Telephone No.: ( 409) 846-6212 212 Contractor: Address: --------------------------------~ Telephone No.:---------- Date Application Filed:---------------Approved:------------ Application is hereby made for the following specific waterway alterations: Site work/Gradi nq associated with the construction of restaurant drive-thru; Detention will be provided; Site is not in FEMA Flood Hazard Area . Attached as part of this application: --> O Application Fee ~ Signed Certificate 1XJ Site and Construction Plans, with supporting documentation: two (2) copies of each O Other: ------------------ ACKNOWLEDGEMENTS: L Mark Dennard as owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and Date '7=----------------------Developer Date Date Page 1of2 .. Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date .. B. I, B. J. K 1 i ng certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Admioistratio flood hazard study and maps, as amended. No portion of this development 11es i in a fTooa hazard area. -:---:--:---='--~~· ~--SfYl/JLf ) 9 9 u Date / I C. I, certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the adjoining waterway or crossing this permitted site and that such alterations or development are consistent with requirements concerning encroachments of floodways and of floodway fringes as illustrated in the latest Federal Insurance Study. Architect/Engineer Date D. I, do certify that any alterations, addressed in Certification "D" do not raise the level of 100-year flood as referred to Certification "B". Architect/Engineer Date REVIEWED FOR APPROVAL: ---------=---~......,....---..,...-,..........,.......,..---~ Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval:--------------------- Page 2of2 form•ldi:-pp.doc 1119 1 DRAINAGE REPORT FOR WINGS & MORE -DRIVE-THRU LOT 5, 6, 7 & 8, BLOCK 16 SOUTHWOOD VALLEY, SECTION 3 Crawford Burnett Survey, A-7 College Station, Texas May 4, 1994 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 5 , 6 , 7 & 8 , Bloc k 16 Southwood Valley, Section 3 Crawford Burnett Survey , A-7 College Station, Brazos County, Texas May 4 , 19940 GENERAL LOCATION & DESCRIPTION The proposed site is Lot 5 through Lot 8 , 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 car wash and washateria to the southwest, an apartment complex to the northwest and numerous commercial businesses to the northeast. The tract is currently vacant and is covered entirely by grass. Proposed improvements include an 800 ft 2 drive-thru restaurant with supporting drives and parking and a 400 ft 2 outdoor seating area. 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. Secondary drainageways include curb and gutter flow down the alley adjoining the apartment complex and down / Longmire Drive to the bridge structure for Tributary "A" (See Appendix 1: "General Location V , 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"). V 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 Flood 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 V 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 . DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Due to the expected increase in peak runoff caused by this deve~opm -nt, detention will be provided near the northwest corner of the tract. The design storm u was _Qi e 25-year event, though the lOO :Y ear event was anal yzed as well. The Ration ethod was used to calculate peak runoffs and the Modified Rational Method was used to estimate detention storage requirements. Wings & More Drive Thru -Drainage Report Page 2 A runoff coepicient of 0.35 <,as used for pre-development conditions whi ~ runoff coefficient of 0 .90 was used for post-development impervious areas and 0.50 for post- development landscaped areas. The area affected by the development is approximately 0.50 acres . This yielded a pre-development peak runoff of <bs = 1. 70 cfs and Q100 = 2 .00 cfs and a post-development peak runoff of Q25 = 3.94 cfs and Q 100 = 4.66 cfs and thus a required attenuation of 2 .24 cfs for the 25-year event. The site will be graded to drain to the detention pond near the northwest comer of the site . The pond will have a volume of approximately 1800 ft3 at a depth of 2.5 feet. The outlet structure will be a concrete retaining wall with a 6" orifice to meter the 25-year storm. The top of the wall will have a 5 ft long weir formed into it 0.5 feet lower than the top of the wall to provide controlled overflow for the 100-year storm. A concrete line swale and splash pad will be constructed from the outlet to the alley in order to dissipate the concentrated flow. The flow line of the orifice is at elevation 275 .5 and the flow line of the weir is at elevation 277.5. After routing the 25-year storm through the outlet works, the resulting peak outflow was 1. 77 cfs at an elevation of 277.43 . The routed 100-year storm had a peak outflow of 2.69 cfs at an elevation of 277.60 . Because of the detention facilities proximity to the existing washateria , the water surface elevations had to be kept lower than the finish floor elevation of the structure . The building has a finish floor of 279.08 and the air conditioner pad outside the building adjacent to the pond has a slab elevation of 278.63 . The 100 -year water surface elevation in the pond is 277.60, which is approximately 1 ft lower than the air conditioner pad . CONCLUSIONS The peak runoff for the 25-yea r ey ent is attenuated 96o/Q.. and the J OO-xea r ev ent is .. ... attenuated 74 %. Therefore _the detention facility accommodates the 25-year storm and a portion of the 100-year storm . No impact to downstream landowners or drainage structures is expected. The water surface elevations in the pond are significantly lower than the building structures surrounding it , and therefore no impact to these structures is expected . "I hereby certify that this report (plan) for the drainage design of Wings & More Drive- Thru 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 ~~rs thereof." ---0 "' 1'\\ .... ~~ ,. 1'/:!'' ,;"..t~·:;.. ........... fa'·· • ,~:·, • •e:L " "' . . tr ... . Wings and More Drive-Thru -Drainage Report Page 3 APPENDICES 1) 2) 3) 4) 5) 6) General Location Map -U.S. G. S. Quad / Flood Insurance Rate Map -FEMA / Site Plan -Kling Engineering & Surveying Hydrologic Calculations -Modified Rational Method Storage -Routing Calculations Hydraulic Calculations -Outlet works lccs94-0l b : \wing smor. rpt GENERAL LOCATION MAP -U.S.G.S. QUAD HYDROLOGIC CALCULATIONS MODIFIED RATIONAL METHOD Quick TR-55 Ver.5.46 S/N: Executed: 16:25:23 03-15-1994 MODIFIED RATIONAL METHOD ----Graphical Sl.lllllary for Maxill'-'ll Required Storage First peak outflow point assl.llled to occur at Tc hydrograph recession leg. Wings & More ********************************************************************** * RETURN FREQUENCY: 25 yr Allowable Outflow: 1. 70 cfs * * 'C' Adjustment: 1.000 Required Storage: 1,484 cu.ft. * •--------------------------------------------------------------------* * Peak Inflow: 3.10 cfs Inf low .HYO stored: WING-25 .HYO * ********************************************************************** Td = 17 minutes /-------Approx. Duration for Max. Storage ------/ Tc= 10.00 I = 9.860 Q = 3.94 ·I· minutes/ in/hr cfs I I I I I I Return Freq: 25 yr C adj.factor: 1.00 Area (ac): Weighted ·t : Adjusted C: 0.50 ~ 0.80 0.80 F I L Required Storage I o 1,484 cu.ft. I Td= 17 minutes w I = 7.740 in/hr c f s x x x 0 0 x x x x x x xix x x x x x x x x x x Q 3.10 cfs I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 1. 70 cfs 0 0 I· I I I NOT TO SCALE ============ Ix (Allow.Outflow) I I I x I o I I x '-----------------------1-------------·-------·-------1------------ 15.69 minutes 21.51 minutes Quick TR-55 Ver.5.46 S/N: Executed: 16:25:23 03-15-1994 \lings & More **** Modified Rational Hydrograph ***** \leighted C = 0.800 Area= 0.500 acres Tc = 10.00 minutes Adjusted C = 0.800 Td= 17.00 min. I= 7.74 in/hr RETURN FREQUENCY: 25 year storm Output file: \llNG-25 .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time I Time increment= 1.00 Minutes Qp= 3.10 cfs 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 2.17 3.10 1.86 0.31 0.62 2.48 2.79 3.10 3.10 1.55 1.24 0.93 3.10 3.10 0.93 1.24 3.10 2.79 0.62 1.55 3.10 2.48 0.31 1.86 3.10 2.17 0.00 Quick TR-SS Ver.S.46 S/N: Executed: 16:2S:23 03-1S-1994 \lings & More * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A \lhere: Q=cfs, C=\leighted RtM'loff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2S years 'C' adjustment, k = 1 Adj. 'C' = \ltd.'C' x 1 =========================I======== Subarea Runoff Area I Tc \ltd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' II 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- 0.800 a.so I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 0.800 II 0.800 9.860 a.so I 3.94 Quick TR-55 Ver.5.46 S/N: Executed: 16:25:23 03-15-1994 ************************************************************************ ************************************************************************ * * * * * MCX>IFIED RATIONAL METHCX> * * Grand SIJllllllry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. Wings & More Area = a.so acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . VOLUMES Frequency Adjusted Duration lntens. Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 25 0.800 11 7.740 3.10 1.10 I 3,1s8 1,484 Quick TR-55 Ver.5.46 S/N: Executed: 16:25:23 03-15-1994 MODIFIED RATIONAL METHOD S1.1111111ry for Single Storm Frequency First peak outflow point assi.med to occur at Tc hydrograph recession leg. Wings & More RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 1.70 cfs Hydrograph file duration= 17.00 minutes Hydrograph file: WING-25 .HYO Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inflow Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.800 0.800 0.800 0.800 10 15 9.860 8.230 0.50 3.94 I 0.50 3.29 I 2,366 2,963 1,346 1,476 ************************************************************ Storage Maxirrun 0.800 0.800 17 7.740 0.50 3.10 I 3,158 1,484 **************************************************************************** 0.800 0.800 20 7.120 0.50 2.85 3,418 1,462 0.800 0.800 30 5.670 0.50 2.27 4,082 1,185 0.800 0.800 40 4.no 0.50 1.91 4,579 734 0.800 0.800 so 4.140 0.50 1.66 Qpeak < Qallow Quick TR-55 Ver.5.46 S/N: Executed: 16:25:57 03-15-1994 MODIFIED RATIONAL METHOD ----Graphical Surmary for Maxi111.111 Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. WING'S & MORE DRIVE THRU FACILITY ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable Outflow: 2.00 cfs * * 'C' Adjustment: 1.000 Required Storage: 1,767 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.66 cfs Inflow .HYO stored: WING-100.HYD * ********************************************************************** Td = 17 minutes /-------Approx. Duration for Max. Storage ------/ I I Tc= 10.00 minutes I I = 11.640 in/hr I Q = 4.66 cfs I -1· I Return Freq: 100 yr C adj.factor: 1.00 Area (ac): 0.50 Weighted C: 0.80 Adjusted C: 0.80 F I L Required Storage I O 1,767 cu.ft. I Td= 17 minutes w I = 9.160 in/hr xx x x x x xix x x x x x x x x x x Q = 3.66 cfs c I f x x s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 2.00 cfs x o I· Ix (Al low.Outflow) 0 I I x 0 I NOT TO SCALE I x o I ============ I I o I I x '--------~--------------1-----------------------------1------------ 15.70 minutes 21.54 minutes Quick TR-55 Ver.5.46 S/N: Executed: 16:25:57 03-15-1994 WING'S & MORE DRIVE THRU FACILITY **** Modified Rational Hydrograph ***** Weighted C = 0.800 Area= 0.500 acres Tc = 10.00 minutes Adjusted C = 0.800 Td= 17.00 min. I= 9.16 in/hr RETURN FREQUENCY: 100 year storm Output file: WING-100.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time I Time increment= 1.00 Minutes Qp= 3.66 cfs 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 2.56 3.66 2.20 0.37 2.93 3.66 1.83 0.73 3.30 3.66 1.47 1.10 3.66 3.66 1.10 1.47 3.66 3.30 0.73 1.83 3.66 2.93 0.37 2.20 3.66 2.56 0.00 Quick TR-55 Ver.5.46 S/N: Executed: 16:25:57 03-15-1994 WING'S & MORE DRIVE THRU FACILITY * * * * * * 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. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- 0.800 o.5o I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 0.800 11 0.800 11.640 o.5o I 4.66 Quick TR-55 Ver.5.46 S/N: Executed: 16:25:57 03-15-1994 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * Grand Surmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assl.llled to occur at Tc hydrograph recession leg. WING'S & MORE DRIVE THRU FACILITY Area = 0.50 acres Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Frequency Adjusted Duration lntens. Qpeak Allowable I Inflow (years) 'C' minutes in/hr cfs cfs I (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 100 0.800 17 9.160 3.66 2.00 1 3,737 1,767 Quick TR-SS Ver-S.46 S/N: Executed: 16:2S:S7 03-1S-1994 MCX>IFIED RATIONAL METHCX> Sl.lllll8ry for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession Leg. WING'S & MORE DRIVE THRU FACILITY RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 2.00 cfs Hydrograph file duration= 17.00 minutes Hydrograph file: WING-100.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inflow Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft°.) (cu.ft.) ------------------------------------------------------1--------------------- 0.800 0.800 10 11.640 o.so 4.66 I 2,794 1,s94 0.800 0.800 1s 9.730 a.so 3.89 I 3,So3 1,753 ************************************************************ Storage Maximum 0.800 0.800 17 9.160 a.so 3.66 I 3, 737 1, 767 **************************************************************••··~········· 0.800 0.800 20 8.430 o.so 3.37 I 4,046 1, 74S 0.800 0.800 30 6.750 o.so 2.70 I 4,860 1,447 0.800 0.800 40 S.690 o.so 2.28 I S,462 932 0.800 0.800 so 4.9SO o.so 1.98 I Qpeak < Qal Low STORAGE -ROUTING CALCULATIONS POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 03-31-1994 12:31:49 ********************************************************* * * * WINGS & MORE DRIVE THRU FACILITY * * Lots 5,6,7,8 Block 16 Southwood Valley Section 3 * * 25 Year Storm * * * * * ********************************************************* Inflow Hydrograph: WING-25 .HYD Rating Table file: WINGS .PND ----INITIAL CONDITIONS---- Elevation = 275.50 ft Outflow = 0.00 cfs Storage = 0 cu -ft GIVEN PONO DATA ----------------------------- ELEVATION OUTFLOW STORAGE I (ft) Ccfs) (cu-ft) I ----------------------------1 275.50 0.0 01 275. 75 0.3 151 276.00 0.7 1201 276.25 1.0 3161 276.50 1.2 5451 276.75 1.4 8071 2n.oo 1.5 1,1031 2n.25 1.7 1,4341 2n.5o 1.8 1,8031 2n.75 4.0 2,2121 ------------------------------ INTERMEDIATE ROUTING COMPUTATIONS I 2S/t 2S/t_ + 0 I Ccfs) Ccfs) I 1-------------------------1 I o.o o.o I I o.5 o.8 I I 4.o 4.7 I I 10.5 11.5 I I 18.2 19.4 I I 26.9 za,3 I I 36.8 38.3 I I 47.8 49.5 I I 60.~ 61.9 I I 73.7 n.1 I Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 03-31-1994 12:31:49 Pond File: WINGS .PND Inflow Hydrograph: WING-25 .HYO Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TIME I INFLOW I 11+12 2S/t -0 2S/t + 0 I OUTFLOW ELEVATIONj I (min) I Ccfs) I Ccfs) Ccfs) Ccfs) I Ccfs) (ft) I -----------------1 --------------------------------1------------------1 0.0 0.001 0.0 0.01 0.00 275.50 I 1.0 0.311 0.3 0.1 0.3j 0.12 275.60 I 2.0 0.621 0.9 0.4 1.0j 0.32 275. 76 I 3.0 0.931 1.6 1.1 1.91 0.41 275.82 I 4.0 1.241 2.2 2.2 3.31 0.55 275.91 I 5.0 1.55 I 2.8 3.5 4.91 0.71 276.01 I 6.0 1.861 3.4 5.3 6.91 0.80 276.08 7.0 2.171 4.0 7.6 9.41 0.90 276.17 8.0 2.481 4.7 10.2 12.21 1.02 276.27 9.0 2.791 5.3 13.2 15.41 1.10 276.37 10.0 3.101 5.9 16.7 19.1 I 1.19 · 276.49 11.0 3.101 6.2 20.4 22.91 1.28 276.60 12.0 3.101 6.2 23.9 26.61 1.36 276.70 13.0 3.101 6.2 27.2 30.11 1.42 276.79 14.0 3.101 6.2 30.5 33.41 1.45 276.88 15.0 3.101 6.2 33.8 36.71 1.48 276.96 16.0 3.101 6.2 36.9 40.01 1.53 2n.04 17.0 3.101 6.2 39.9 43.11 1.59 .. 2n.11 18.0 2.791 5.9 42.5 45.81 1.63 m.11 19.0 2.481 5.3 44.5 47.81 1.67 2n.21 20.0 2.171 4.7 45.7 49.11 1.69 2n.24 21.0 1.861 4.0 46.4 49.81 1.70 2n.26 22.0 1.55 I 3.4 46.4 49.81 1.70 2n.26 23.0 1.241 2.8 45.8 49.21 1.69 2n.24 24.0 0.931 2.2 44.6 47.91 1.67 2n.22 25.0 0.621 1.6 42.9 46.11 1.64 2n.18 26.0 0.311 0.9 40.6 43.81 1.60 2n.12 27.0 0.001 0.3 37.8 40.91 1.55 2n.06 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 03-31-1994 12:31:49 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: WINGS .PNO Inf low Hydrograph: WING-25 .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation = 275.50 ft ***** Sllllll8ry of Peak Outflow and Peak Elevation ***** Peak Inflow = 3.10 cfs Peak Outflow = 1.70 cfs Peak Elevation = 277.26 ft ***** Sllllll8ry of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1,442 cu -ft 1,442 cu-ft POND-2 Version: 5.17 S/N: Pond File: IJINGS .PND Inf low Hydrograph: IJING-25 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 3.10 cfs Peak Outflow = 1.70 cfs Peak Elevation = 277.26 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Page 4 EXECUTED: 03-31-1994 12:31:49 Flow (cfs) 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- I 3.1 -I x * I x * 4.1 -I x * I x * 5.1 -I x * I x * 6.1 -I x * I 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 * x * 16.3 -x * x * 17.3 -x * x * 18.4 -x * x * 19.4 -x * x * 20.4 -x * x * 21.4 -I x* I *x I TIME (min) x File: OUT .HYO Qmax = 1. 7 cfs * File: IJING-25 .HYO Qmax = 3.1 cfs POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 03-31-1994 12:33:49 ********************************************************* * * * WINGS & MORE DRIVE THRU FACILITY * * Lots 5,6,7,8 Block 16 Southwood Valley Section 3 * * 100 Year Storm * * * * * ********************************************************* Inf low Hydrograph: WING-100.HYD Rating Table file: WINGS .PND ----INITIAL CONDITIONS---- Elevation = 275.50 ft Outflow = 0.00 cfs Storage = 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS !ELEVATION! OUTFLOW STORAGE I I 2S/t 2S/t + 0 I (ft) I Ccfs) (cu-ft) I I (cfs) Ccfs) 1---------1-------------------1 1------------------------- I 275.50 I 0.0 01 I 0.0 0.0 I 275. 75 I 0.3 151 I 0.5 0.8 I 276.00 I 0.7 1201 I 4.0 4.7 I 276.25 I 1.0 3161 I 10.5 11.5 I 276.50 I 1.2 5451 I 18.2 W.4 I 276.75 I 1.4 8071 I 26.9 28.3 I 2n.oo I 1.5 1, 1031 I 36.8 38.3 I 2n.25 I 1. 7 1,4341 I 47.8 49.5 I 2n.5o I 1.8 1,8031 I 60 .1 61.9 I 2n.75 I 4.0 2,2121 I 73.7 n.7 -------------------------------------------------------- Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 03-31-1994 12:33:49 Pond File: WINGS .PND Inf low Hydrograph: WING-100.HYD Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME I INFLOW I 11+12 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION (min> I (cfs) I (cfs) (cfs) Ccfs) I (cfs) I (ft) --------1---------1 --------------------------------1 ------------------ o.o I 0.001 0.0 O.OJ 0.00 275.50 i.o I 0.371 0.4 0.1 0.41 0.14 275.61 2.0 I 0.731 1.1 0.5 1.21 0.34 275.77 3.o I 1.101 1.8 1.4 2.31 0.46 275.85 4.o I 1.471 2.6 2.7 4.01 0.63 275.95 5.o I 1.831 3.3 4.5 6.01 0.76 276.05 6.0 I 2.201 4.0 6.8 8.61 0.87 276.14 7.0 I 2.561 4.8 9.6 11.61 1.00 276.25 8.0 I 2.931 5.5 12.9 15.11 1.09 276.36 9.0 3.301 6.2 16.7 19.1 I 1.19 276.49 10.0 3.661 7.0 21.1 23.71 1.30 276.62 11.0 3.661 7.3 25.6 28.41 1.40 276.75 12.0 3.661 7.3 30.0 32.91 1.45 276.87 13.0 3.661 7.3 34.4 37.41 1.49 276.98 14.0 3.661 7.3 38.6 41.71 1.56 277.08 I 15.0 3.661 7.3 42.6 45.91 1.64 277.17 16.0 3.661 7.3 46.5 49.91 1. 70 277.26 17.0 3.661 7.3 50.4 53.91 1.74 277.34 18.0 3.301 7.0 53.8 57.31 1.76 . 277.41 19.0 2.931 6.2 56.5 60.01 1.79 277.46 20.0 2.561 5.5 58.4 I 62.01 1.81 I 277.50 21.0 2.201 4.8 59.2 I 63~11 1.97 I 277.52 22.0 1.831 4.0 59.2 I 63.21 1.98 I 277.52 23.0 1.471 3.3 58.8 I 62.51 1.89 I 277.51 24.0 1.10 I 2.6 57.7 I 61.31 1.80 I 277 .49 25.o I 0.731 1.8 56.o I 59.61 1.78 I 277.45 26.0 I 0.371 1.1 53.6 I 57.1 I 1.76 I 277.40 21.0 I 0.001 0.4 5o.5 I 54.ol 1. 74 I 277.34 ----------------------------------------------------------------------- POND·2 Version: 5.17 S/N: Page 3 EXECUTED: 03-31-1994 12:33:49 ****************** SUMMARY OF RCXJTING COMPUTATIONS ****************** Pond File: WINGS .PND Inflow Hydrograph: WING-100.HYD Outflow Hydrograph: CXJT .HYO Starting Pond W.S. Elevation = 275.50 ft ***** Sl111118ry of Peak Outflow and Peak Elevation ***** Peak Inf low = 3.66 cfs Peak outflow = 1.98 cfs Peak Elevation = 277.52 ft ***** Sl111118ry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1,837 cu-ft 1,837 cu-ft POND-2 Version: 5.17S/N: Page 4 Pond File: WINGS .PND Inf low Hydrograph: \llNG-100.HYD Outflow Hydrograph: OUT .HYO EXECUTED: 03-31-1994 Peak Inf low = 3.66 cfs 12:33:49 Peak outflow = 1.98 cfs Peak Elevation = 277.52 ft 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 -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 * x * 16.3 -x * x * 17 .3 -x * I x * 18.4 -I x * I x * 19.4 -I x * I x * 20.4 -I x * I x * 21.4 -I x* I * x I TIME (min) x File: OUT .HYO Qmax = 2.0 cfs * File: \llNG-100.HYD Qmax = 3.7 cfs HYDRAULIC CALCULATIONS OUTLET WORKS ,,,.,,.,, ......... ......... ......... ::c::c::c "'"'"' 000 11100 -N _('4.., ..,..,.., ---NNN ('4('4('4 C2 s" /, 7D e.~ h., = J, 75' Jl-3 /.7 0 ___ ,g(,fbVi o. ?)) :: a.1 B.ta If v ::: . l/9 /f -----------------? ------ ,.J:bk. ,.:.p-r"'-f>