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Home My WebLink About97 Development Permit 439 Smith-Mohawk Unit Well 1DRAINAGE REPORT FOR SMITH-MORA WK UNIT WELL NO. 1 UNION PACIFIC RESOURCES COMP ANY Crawford-Burnett, A-7 College Station, Brazos County, Texas October 7, 1996 APPROVED FOR DEVELOPED BY: Union Pa~ific Resources Company c/o Duane Phillippi 7300 N. F.M. 2818, Suite 200 Bryan, TX 77803 ( 409)778-4867 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 (409)846-6212 Drainage Report for Smith-Mohawk Unit Well No. 1 Union Pacific Resources Company Crawford -Burnett Survey, A-7 College Station, Brazos County, Texas October 7, 1996 GENERAL LOCATION & DESCRIPTION: The proposed drilling site for the Smith-Mohawk # 1 is located approximately 450 feet west of the intersection of F .M . 2818 and the old International and Great Northern railroad, and approximately 473 feet south of the highway (See Appendix 3: "Vicinity Map"). For impact purposes this well is considered to be rural . Existing land cover consists of field grasses with land use being agricultural in nature . Post-developed conditions include a 330'x215' limestoned well pad with accompanying access road . An existing access point and entrance drive on F .M . 2818 will be incorporated into the access road leading to the well pad . DRAINAGE BASINS & SUD-BASINS: This well is in the White Creek drainage basin near the ridge between the White Creek and Bee Creek drainage basins . Currently, stormwater runoff travels overland until intercepted by naturally eroded gullies and conveyed to the main channel of White Creek. The nearest downstream structure is a 6' diameter smooth iron culvert at a 1 % grade located 290' down a private limestone surfaced road which takes access offF.M. 2818 approximately 1500' west of the project site . The contributing area for this structure is divided into two sub-basins . Sub-basin 1 is south of F .M . 2818 and consists of 95.29 acres of field grasses, brush and scattered woods . Sub-basin 2 consists of approximately 19 acres north ofF.M . 2818 . Some residential development has occurred within Sub - basin 2 however stormwater runoff is metered by a 36" RCP at a 0 .5% grade crossing the highway (see Appendix 4 "Topographic Map" prepared from recent City of College Station 2' contour maps and Appendix 1 "General Location Map"). Neither the drilling pad nor the access road lies within the 100 year floodplain according to the Flood Insurance Rate Map for Brazos County, Texas, and Incorporated Areas, Map No. 48041C0182 C, effective July 2, 1992 (See Appendix 2 : "Flood Plain Map "). Two primary studies have been performed on White 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 t o investigat e 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 ill, 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 . Smith-Mohawk Unit Well #1 Drainage Report Page 2 DRAINAGE DESIGN CRITERIA: Due to the expected increase in runoff and the location of the project within the primary drainage basin, detention will be provided. The Rational Method was used to determine runoff quantities for pre-developed conditions and the Modified Rational Method was used to estimate storage requirements for post-developed conditions. The resulting post developed runoff hydrographs were then routed through the design facility using the Level Pool Routing procedure. Additionatly, adequacy of the existing 6' diameter iron culvert was analyzed . DRAINAGE ANALYSIS & DETENTION DESIGN: Field verified flow line information for the 36'_' RCP culvert and 6' diameter iron culvert was obtained by Kling Engineering & Surveying with basis of elevation being 3 23. 8 at the intersection of Dowling Road and the old International and Great Northern Railroad (see Appendix 4 "Topographic Map" prepared from recent City of College Station 2' contour maps). Maximum discharge for the 6' diameter iron culvert was determined to be 491.03 cfs . To determine the adequacy of the 6' diameter iron culvert, runoff flowrates from the two contributing sub-basins were found for the 10 , 25, and 100 year e:vents . The 36" RCP culvert that conveys runoff from Sub-basin 2 is a TxDOT structure with the 10 year event as its design storm. Design flowrate for this structure is 41 cfs, with maximum discharge of50.73 cfs (see Appendix 6 "TxDOT Design Sheets"). The maximum discharge rate was used for both the 25 and 100 year event analysis . Sub-basin 1 has a hydraulic length of 4749' with a time of concentration of 92.1 minutes . Using the Intensity Duration Frequency curve for Brazos County, the following values for rainfall intensity were determined : i 10 = 2 .37 in/hr i25 = 2 . 75 in/hr i100 = 3 .33 in/hr Sub-basin 1 has an average slope of 1.1 % and average "C" value of 0.25. Total pre-developed contributing runoff to the 6' diameter iron culvert is shown in the following table . SUB-BASIN QlO Q2S QlOO (cfs) (cfs) (cfs) 1 56.5 65 .5 79 .3 2 41 50.7 50.7 TOTALS : 97.5 116 .2 130 .0 Table 1 As seen above, the 6' culvert is adequate to convey runoff through the 100 year event. Smith-Mohawk Unit Well #1 Drainage Report Page 3 The proposed well pad has an area of 1.63 acres. A time of concentration of 10 minutes was used for the site with pre and post-developed "C" factors of0.25 and 0 :80 respectively. The pad will be graded to drain to its southwest corner where it will enter a swale and be conveyed to the detention area. Detention will be accomplished by constructing an 80'x80' -2' berm having 3 : 1 side slopes with a top elevation of326. The outlet for the pond will be a 12" CMP on a 1% slope with outlet flowline at 324. The following table summarizes pre and post-developed peak runoff, required attenuation, and detention pond discharge (see Appendix 5 "Hydrologic Computations" and Appendix 7 "Routing Computations" for calculations). lOYREVENT 25YREVENT lOOYREVENT Qpn: (cfs) 3 .52 4 .02 4.74 Qpoea (cfs) 11.25 12.86 15.18 Atten. Reqd 7.73 8 .84 10.44 Pond Discharge 3 .11 3.44 3.93 (cfs) %Attenuated 100 100 100 Table 2 As shown, I 00% attenuation provided for all storm events without overtopping the dam. CONCWSIONS: Smith-Mohawk Unit Well #1 is considered to be a rural well and the drainage analysis and design has been conducted accordingly. The existing conveyance system appears adequate for all storms through the I 00 year event. The detention pond will attenuate I 00% of the increased runoff to pre-developed rates through the 100 year event without overtopping. No adverse impact to downstream landowners or drainage structures is expected due to the proposed construction. "I hereby certify that this report (plan) for the drainage design of the Smith-Mohawk Unit Well #1 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 owhers the~-.!..''''' ~~2!~~~)~~ . '-o~ • . . ' .. Registered Professional En · State of Texas No. 24705 Smith-Mohawk Unit Well #1 Drainage Report Page 4 APPENDICES 1) General Location Map -U.S.G.S. Quad 2) Flood Insurance Rate Map -FEMA 3) Vicinity Map 4) Topographic Map -Kling Engineering 5) Hydrologic Computations 6) TXDOT Design Sheets 7) Routing Computations 8) Hydraulic Computations k:/projcctslmobawlc#l .doc \ APPENDIX 1 General Location Map -U.S.G.S. Quad : _y 'I I APPENDIX2 Flood Insurance Rate Map -FEMA APPENDIX3 Vicinity Map NOlES: I I I I I SMITH-MOHAWK UNIT WELL NO. 1 SURFACE LOCATION ELEVATION: 330 VICINl1Y MAP AND ACCESS PLAT 1.-· -INDICATES CCU.EGE STATION CITY LIMIT LINE. !SMITH-MOHAWK WELL NO. 1 I UNION PACIFIC RESOURCES COMPANY CRAWFORD BURNETT SURVEY, A-7 041 \1581101A COLLEGE STATION, BRAZOS COUNlY, TEXAS OCTOBER, 1996 KLING ENGINEERI NG & SURVEYING BRYAN. TEXAS APPENDIX4 Topographic Map -City of College Station APPENDIXS Hydrologic Computations individual times are calculated with their summation givmg the total travel time . A graphical solution can be obtained from Figure 3.11. However, it will be noted that the graph is simply a log-log plot of values of V/5o·s given in the following table. 100 90 80 70 60 50 40 30 20 -c cu u ... cu D. .5 cu c. 0 (ii 4 3 2 1.0 .,... 0 ~ ~ ~ ~ ~ rS ...;:: ~ ~ ;J ~ .;} ~ ~ '1:i ct-:§ ~ & G s. ;J ~ .:s ~ ... ~ "Q C") ~ 10 <0,...c:omo o o o 0000..= Velocity in Feet Per Second It) 0 .,... ~ Figure 3.11 Velocities for upland method for estimating travel time for overland flow. Vlso·s Relationship for Various Land Covers Land Cover R>rest with heavy ground litter ; hay meadow (overland flow) Trash fallow or minimum tillage cultivation ; contour, strip cropped , woodland (overland flow) Short grass pasture (overland flow) Cultivated, straight row (overland flow) Nearly bare and untilled (overland flow) or alluvial fans in Western mountain regions Grassed waterway Paved areas (sheet flow); small upland gullies V/50 .s (Ft./Sec.) 2.0 5.0 7.5 9.0 10.0 15 .0 20 .0 I I I I /1~ e;1-1reA-n 01U • \:>15 r ~t....::P~ t/i3-L-4 ~VGL-..n""'~ : ~ltAl.D .::o/ 197(,, /,!% a .s~&i 3.9$Z. ~ 5ov71{C,c}P( ::;:, 5))] 3 .7% 3 , 8 r-(s /5fc,. :5e<-I Af oe. TH 6 <HYf ;( 1 1 15 0.8 % \, B r:f<:. ~5:, ~~~ TAk!K ;;,') 4 (.. ~ I f/s 4bS s~ I CL (M 1A1 J 'YZ,I b I T/..(72:.<,/~ '7Y -:I= (c, +d \ff? ea r 'i.XLAf ·, e b d ..X Li,.J /IV) I 10 0. 7ro 3 6o 8.s z,37 ZS o.1sL! 8'7 8 .S 2 , J7.5 I I I Cl;:) 0·730 9(-9.o 3,33 I Q= c i.. A I Oto 95. 2 <y * o .-z.s 1f-z ,37 :; ,5'(:,. s ::.. c..~, Q [\ l r ~ 2-75 -b5,S == -c"""' Q l.:0 :;; l( I< -f 3.33 ::. 7y , 3 c.F5 I = I I -----------------·--·--·-· ---· --··-------·-----------·--- Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Surmary for Maxinin Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 10 YEAR EVENT ********************************************************************** * RETURN FREQUENCY: 10 yr * 'C' Adjustment: 1.000 Allowable outflow: 3.52 cfS * Required Storage: 5,662 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 7.69 cfs Inflow .HYO stored: MOHWK10 .H YO * ********************************************************************** Td = 22 minutes Return Freq: 10 yr /-------Approx. Duration for Max. Storage ------/ C adj.factor: 1.00 I I I I I I x 0 x x 0 Tc= 10.00 8.630 Q = 11.25 ·I· I x x x x x x xix I minutes in/hr cfs I I I I I I I Required Storage I 5,662 cu.ft. I I Area (ac): Weighted C: Adjusted C: Td= I 1.63 0.80 0.80 x x x x x x x x x x Q 22 minutes 5.900 in/hr 7.69 cfs x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 3.52 cfs 0 0 ,. I I I NOT TO SCALE ------------------------ Ix (Allow.Outflow) I I I x I o I I x '-----------------------1-------------------"·--------1------------ 16.87 minutes 27.42 minutes Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 10 YEAR EVENT **** Modified Rational Hydrograph ***** Weighted C = 0.800 Area= 1.630 acres Tc= 10.00 minutes Adjusted c = 0.800 Td= 22.00 min. I= 5.90 in/hr RETURN FREQUENCY: 10 year storm output file: MOHWK10 .HYO Adj.factor= 1.00 HYDROGRAPH FOR MAXIMlJ4 STORAGE For the 10 Year Storm Time I Time increment = 0.017 Hours Qp= 7.69 cfs Hours I Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.000 I 0.111 I 0.233 I o.35o I o.467 I 0.00 5.39 7.69 7.69 3.08 0.77 6.15 7.69 7.69 2.31 1.54 6.92 7.69 6.92 1.54 2.31 7.69 7.69 6.15 0.77 3.08 7.69 7.69 5.39 0.00 3.85 7.69 7.69 4.62 4.62 7.69 7.69 3.85 Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 SMITH/MOHAIJK UNIT WELL NO. DETENTION REQUIREMENT 10 YEAR EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A IJhere: Q=cfs, C=Weighted Runoff Coefficient, l=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================!======== Subarea Runoff Area I Tc Wtd. 11 Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I · (cfs) --------------------------1--------------11-----------------------1-------- WELL PAD 0.800 1-63 I II I ---------------1--------------11-----------------------1-------- 1 10.00 0.800 11 0.800 8.630 1.63 I 11.25 Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * Grand Slll'lllllry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT llELL NO. Area = DETENTION REQUIREMENT 10 YEAR EVENT 1.63 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--------------------- 10 0.800 22 5.900 7.69 3.52 1 10, 156 5,662 Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 MODIFIED RATIONAL METHOD Siinnary for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 10 YEAR EVENT RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 3.52 cfs Hydrograph file duration= 22.00 minutes Hydrograph file: MOHWK10 .HYO Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Weighted Adjusted Duration Intens. Areas Qpeak I Inflow Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.800 0.800 10 8.630 0.800 0.800 15 7.190 0.800 0.800 20 6.210 1.63 1.63 1.63 11.25 I 9.38 I 8.10 I 6,752 8,438 9,717 4,640 5,336 5,622 ************************************************************ Storage Maxirm.n 0.800 0.800 22 5.900 1.63 7.69 I 10,156 5,662 **************************************************************************** 0.800 0.800 30 4.940 1.63 6.44 11,595 5,506 0.800 0.800 40 4.140 1.63 5.40 12,957 4,867 0.800 0.800 50 3.590 1.63 4.68 14,044 3,948 0.800 0.800 60 3.180 1.63 4.15 14,928 2,822 0.800 0.800 120 1.970 1.63 2.57 Qpeak < Qal low Quick TR-55 Ver.5.46 S/N: Executed: 17:14:13 10-08-1996 MODIFIED RATIONAL METHOD ----Graphical SUllll8ry for MaxillLlll Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 25 YEAR EVENT ********************************************************************** * RETURN FREQUENCY: 25 yr * 'C' Adjustment: 1.000 Allowable outflow: 4.02 cfs * Required Storage: 6,522 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 8.41 cfs Inf low .HYO stored: MOHWK25 .HYO * ********************************************************************** Td = 24 minutes /-------Approx. Duration for Max. Storage ------/ I I Tc= 10.00 minutes I = 9.860 in/hr I Q = 12.86 cfs I ·I· I Return Freq: 25 yr C adj.factor: 1.00 Area (ac): 1.63 Weighted C: 0.80 Adjusted C: 0.80 F I L Required Storage I O 6,522 cu.ft. I Td= 24 minutes w I I I = 6.450 in/hr x x x x x x xix x x x x x x x x x x Q = 8.41 cfs c I f x x s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 4.02 cfs x o I· Ix CAL low.Outflow) o I · I x 0 I NOT TO SCALE I x o I ============ I I o I I x '-----------------------1-----------------------------1------------ 16.87 minutes 29.22 minutes Quick TR-55 Ver.5.46 Executed: 17: 14: 13 S/N: 10 -08-1996 SMITH/MOHAWK UNIT WELL NO . DETENTION REQUIREMENT 25 YEAR EVENT **** Modified Rational Hydrograph ***** Weighted c = 0.800 Area= 1.630 acres Tc= 10.00 minutes Adjusted C = 0.800 Td= 24.00 min . I= 6.45 i n/hr RETURN FREQUENCY: 25 year storm Output file: MOHWK25 .HYO Adj.factor = 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time I Time increment = 1.00 Minutes Qp= 8.41 cfs Minutes! Time on left represents time for first Q in each row. --------1 --------------------------------------------------------------- 0.00 I 7.oo I 14.00 I 21.00 I 28.00 I 0.00 5.89 8 .41 8.41 5.05 0.84 6.73 8.41 8.41 4.21 1.68 7.57 8.41 8.41 3.36 2.52 8.41 8.41 8.41 2 .52 3.36 8.41 8.41 7.57 1.68 4 .21 8.4 1 8.41 6.73 0.84 5.05 8.41 8.41 5.89 0.00 Quick TR·SS Ver.S.46 S/N: Executed: 17:14:13 10-08-1996 SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 2S YEAR EVENT * * * * * * 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 = 2S 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-------- WELL PAD 0.800 1.63 I II I ---------------1--------------11-----------------------1-------- 1 10.00 0.800 11 0.800 9.860 1.63 I 12.86 Quick TR-55 Ver.5.46 S/N: Executed: 17:14:13 10-08-1996 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * Grand Slill11Bry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assiined to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT \JELL NO. Area = DETENTION REQUIREMENT 25 YEAR EVENT 1.63 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 24 6.450 8.41 4.02 I 12,112 6,522 Quick TR-55 Ver.5.46 S/N: Executed: 17:14:13 10-08-1996 MODIFIED RATIONAL METHOD SIJllllllry for Single Storm Frequency First peak outflow point assLmed to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 25 YEAR EVENT RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 4.02 cfs Hydrograph file duration= 24.00 minutes Hydrograph file: MOHWK25 .HYO Tc = 10.00 minutes ............................................................................ ............................................................................ Weighted Adjusted Duration lntens. 'C' 'C' minutes in/hr Areas acres Qpeak I cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.800 0.800 0.800 0.800 0.800 0.800 10 15 20 9.860 8.230 7.120 1.63 1.63 1.63 12.86 I 10.73 I 9.28 I 7,714 9,659 11,141 5,302 6, 115 6,462 ************************************************************ Storage Maximum 0.800 0.800 24 6.450 1.63 8.41 I 12,112 6,522 **************************************************************************** 0.800 0.800 30 5.670 1.63 7.39 13,309 6,351 0.800 0.800 40 4.770 1.63 6.22 14,928 5,683 0.800 0.800 50 4.140 1.63 5.40 16, 196 4,657 0.800 0.800 60 3.680 1.63 4.80 17,275 3,437 0.800 0.800 120 2.290 1.63 2.99 Qpeak < Qallow Quick TR-55 Ver.5.46 S/N: Executed: 17:15:23 10-08-1996 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical S1.1111111ry for MaxillLlll Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 100 YEAR EVENT ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable outflow: 4.74 cfs * * 'C' Adjustment: 1.000 Required Storage: 7,771 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 9.98 cfs Inflow .HYO stored: MOHWK100.HYD * ********************************************************************** /------- x 0 0 Td = 24 minutes Approx. Duration for Max. Storage ------/ Return Freq: 100 yr c adj.factor: 1.00 x x 0 ' Tc= 10.00 = 11.640 Q = 15.18 .1. minutes I I I I I I I in/hr cf s Required Storage I 7,771 cu.ft. I I Area (ac): 1.63 Weighted C: 0.80 Adjusted C: 0.80 Td= 24 minutes = 7.650 in/hr xx xx xx xjx ·x xx xx xx xx x Q = 9.98 cfs 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 4.74 cfs 0 ,. Ix (Allow.outflow) I I I NOT TO SCALE ============ I I I I I x x '-----------------------1-----------------------------1------------ 16.88 minutes 29.25 minutes Quick TR-55 Ver.5.46 Executed: 17:15:23 S/N: 10-08-1996 SMITH/MOHAWK UNIT lo/ELL NO. DETENTION REQUIREMENT 100 YEAR EVENT **** Modified Rational Hydrograph ***** Weighted c = 0.800 Area= 1.630 acres Tc= 10.00 minutes Adjusted C = 0.800 Td= 24.00 min. I= 7.65 in/hr RETURN FREQUENCY: 100 year storm output file: MOHWk'.100.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time I Time increment = 1.00 Minutes Qp= 9.98 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 28.00 I 0.00 6.98 9.98 9.98 5.99 1.00 7.98 9.98 9.98 4.99 2.00 8.98 9.98 9.98 3.99 2.99 9.98 9.98 9.98 2.99 3.99 9.98 9.98 8.98 2.00 4.99 9.98 9.98 7.98 1.00 5.99 9.98 9.98 6.98 0.00 Quick TR-55 Ver.5.46 Executed: 17:15:23 S/N: 10-08-1996 SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 100 YEAR EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Rll"loff 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 Rll"IOff 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-------- WELL PAD 0.800 1.63 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 0.800 11 0.800 11.640 1.63 I 15.18 Quick TR-55 Ver.5.46 Executed: 17:15:23 S/N: 10-08-1996 ************************************************************************ ************************************************************************ * * * * * MOOIFIED RATIONAL METHOO * * ----Grand SUT1118ry For All Storm Frequencies * * * * * ***********************************************'************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. Area = DETENTION REQUIREMENT 100 YEAR EVENT 1.63 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 0.800 24 7.650 9.98 4.74 1 14,365 1,n1 Quick TR-55 Ver.5.46 S/N: Executed: 17:15:23 10-08-1996 MODIFIED RATIONAL METHOD Slillll8ry for Single Storm Frequency First peak outflow point asslllled to occur at Tc hydrograph recession leg. SMITH/MOHAIJK UNIT WELL NO. DETENTION REQUIREMENT 100 YEAR EVENT RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 4.74 cfs Hydrograph file duration= 24.00 minutes Hydrograph file: MOHWK100.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 0.800 0.800 0.800 0.800 10 15 20 11.640 9.730 8.430 1.63 1.63 1.63 15.18 I 12.69 I 10.99 I 9, 107 11,419 13, 191 6,263 7,240 1,6n ************************************************************ Storage Maxirrun 0.800 0.800 24 7.650 1.63 9.98 I 14,365 1,n1 **************************************************************************** 0.800 0.800 30 6.750 1.63 8.80 15,844 7,633 0.800 0.800 40 5.690 1.63 7.42 17,807 6,896 0.800 0.800 so 4.950 1.63 6.45 19,364 5,745 0.800 0.800 60 4.410 1.63 5.75 20,702 4,366 0.800 0.800 120 2.780 1.63 3.63 Qpeak < Qallow APPENDIX 6 TxDOT Design Sheets _,,.:., ___ ..... ~ --··'-' ....... -"" ....... -·----· --'"·~+loO'+"'l' .. E< .. · ·;.;;-:......· ·:·:.j ~-----------------------------------------:--~------------------------------------~-J-....::. 0-..?: ,.,, 0 6'{' \~,}.' .\: i.. \ -'-(;:~ . . ~1··:i --·----.~ .. : . "'(' \ <o'? ~:-"':,;: -:-: .'..:. I .., ·--. -. -··•':' -_' \ .. -: :· -... -. ~ ~ -~ ... ~--· ...:. · .. :. t -· • ~ .: '. -· . __ _, __ ---~--·· . : .. -. ·. . :"" .. : ·--·. ~ ... · . -. ; . .·-.... .. .... -:.;· /'· ./ . .... :. -··· /; ... / ___ ;..--·-· 051 O'ill /11,,0/ °'A •:t .T ; -~ ~'! 0 :JL i! l ~ . . ... I . ~L ,t_J--~~-:~~~: . i . . . l . ; :~ •. ~· t ---: __ I .. )~ ~~ ') °' (l'P/ ~. ..._ \ .·/ ·- :-·-.-· .. 0["/ ··--~.-_":. ~ ....... ... . :1. ... ·.>v !A:'S-• ""'-'V >i-f-7C.:; ,i -t>"..L l>O .Jnr ........ .... .. .... • .. ... 1,,,:,,1 .•.1J._·s1.-:-.~-, ~~-...... J(·;:J~.1Jfi,JfJ'"..L ,,-... ~:.; -·.:-"--...;..;.·c..:..";-:: ____ ;.;_-1 --- -. I II;, f• .'I ), ~ ' / /.· _! -- ·.::--~---·· .. "' &---'()'1 ·- ~ Q: _,·Std. ·- h. i,,·Q. ~'" -. "'196.,40 ··:. /-l'r'DRAULIC .. ~ ;· : ....: ..... ·,.. .. _:· ..... :" ; . ' . 1--"='""'---'--o~+----+-"=,..--t---o.30..,,..-1~C~.36~~=t-,c~S=---+-~-·6~-· 1-==-'--"=-+--'c::;-.+_::<::::;:--4..:.~:,.,b.;,..+.:~==,;;:~;;:l'.1(,+:=~"-· _ _:_~:-+-96!../S::;....i ;.:; -/;"~.,; • ~~:.; L . --:--·-· ... ,;,o oae ~--6 41 ~-.,·;;.·'.~<::f.:.; i--:=<,-'---"'-'--==''=---+-.-..c.:-__,1--..;...;.,:----+-':3"-=o+o'=-4..:0'""-~4-:-:S:!-'..<='"3=-i ---· -... -- .30 U .SCI LJ..S d I . --·: -·. : --.,.."r.:r:· .. ; -. .. . ~ __ ... .! . ::;· ~-.:~ ..... ~ a SO•OO 2 0 <1 ..30 0 3C tJ s .5 "-: ; -r.,· . ~- ,1c.s ~oo 21 4 3 0 O ~~O 4.S .5 4 /(')., ; t-=--.3 19 700 · 90 {),34 2 .4 5 71 5 14 •c S ~.;:_ c 3 0 0 .3:. 4 .5 1.3 . ·':_-:---.;::·: _;. .~ :~ ~~~·:.:--~ .:;·35 •d5 2.: I.? .30 o ;s <t .S 14 ·.~ - I -· .. :.~-~ ........ , ·~ __,,,.. .·. ~ ..... DAT_A . -· , -.--l3E-E-CREE-K-----... -- Drd.1nac<1 Arrta.. ·~ .. l/'.lood/.;.nd Rxstur~ C v /ti va. t<cl · --' Pesi drtnt1al L T c I --- Qti'SI . -- Vr0.<1~n) • /<!JtJOAcs. .. 210 ..r.cs. • 1170 Ac.s. . 40Acs & C60Acs. • f/OOOAcs. "•' 100 C4c_g/ • '(}.j/ ·- .. 2.65J~/.,,HI'.'. • /.Sd ~ cir. ~ :-/.:: .-~ ?t - ---·--i -·~- --. >------+--! l -' --I ~\ct '-) \ . ~.\~ I,)"' ~ao . -- G~Ni'-RAL NOTE-: llvnoflco,.,,puf•ul on IO~•r fr•91.1t1ncy for ro•a"""•!I .struc-fura3 /.u_, -;;-,._,, V•d3• ch11S-J1t /cA-l1on ""d .ZS y11a r fre9.,11ncy ror .brid!JttS: ... . ~' .. ... ··,\ ·- OPAINAG ... c.. Sc;;;.'.:! : : , j • .: ~ A.Q f A ;11.'A P /' •!(()0 ' ---------· ___ .,.......,..,........,...,,,......,....,,..,....,__..,._..,._..--.,,..--...,...,...,.....,._.....,_..., ______ .. _.,.,.---.-. ,.. ... -·f":"i;.,; .~~.E :_"'·;"';:>.:""+-----:.·~~r .----.--• ~ ---~~~~~~~~~~L ' -----; ---... , ,- ..... ---_,,._......,...,__ ............ _,_, --------....... -...... _ .... I .~ I~ \~ 0 I I I I ~. I I I -' '-. 'P ~ ' , -~-I I I I I I ~ I I I I ~ I I I I I I I \ \ I I ~ I APPENDIX 7 Routing Computations outlet Structure File: MOHWIC .STR POND·2 Version: 5.17 S/N: Date Executed: Time Executed: **************************** SMITH/MOHAWK UNIT WELL NO. 1 ClJTLET STRUCTURE 12 11 CMP **************************** ***** COMPOSITE ClJTFLOW SUMMARY **** Elevation Cft) Q Ccfs) Contributing Structures -------------------------------------- 324.00 0.0 324.20 0.1 324.40 0.5 324.60 1.0 324.80 1.5 325.00 2.0 325.20 2.6 325.40 3.1 325.60 3.4 325.80 3.8 326.00 4.1 POND-2 Version: 5.17 S/N: Page 1 Return Freq: 10 years EXECUTED: 10-09-1996 11:41:22 10 YR ******************************************** * * * SMITH/MOHAWK UNIT WELL NO. 1 * * ROUTING OF 10, 25, AND 100 YEAR STORMS * * * * * * * ******************************************** Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWIC10 .HYO Rating Table file: e:\haestad\pi\mohawk\MOHWIC .PND ----INITIAL CONDITIONS---- Elevation = 324.00 ft outflow = Storage = 0.00 cfs 154 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS I ELEVATION OUTFLOW I STORAGE I I 2S/t 2S/t + 0 I (ft) Ccfs) I (cu-ft) I I Ccfs) Ccfs) ------------------1 ----------1 1------------------------- 324.00 0.0 I 1541 I 5. 1 5. 1 32,4.20 0. 1 I ' 1,0961 I 36.5 36.6 324.40 0.5 I 2,0701 I 69.0 69.5 324.60 1.0 I 3,0781 I 102.6 103.6 324.80 1.5 I 4, 1201 I 137.3 138.8 325.00 2.0 I 5, 1981 I 173.2 175.2 325.20 2.6 I 6,3111 I 210.3 212.9 325.40 3. 1 I 7,4611 I 248.6 251.7 325.60 3.4 I 8,6461 I 288. 1 291.5 325.80 3.8 I 9,8691 I 328.9 332.7 326.00 4. 1 I 11,1301 I 370.9 375.0 -------------------------------------------------------- Time increment (t) 1 .0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-09-1996 11:41:22 10 YR Return Freq: 10 years Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK10 .HYO outflow Hydrograph : e:\haestad\pi\mohawk\100UT .HYO INFLOlol HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TIME INFLOlol I 11+12 2S/t -0 2S/t + 0 I OUTFLOlol ELEVATION I I (min) Ccfs) I Ccfs) Ccfs) Ccfs) I Ccfs) (ft) I 1-----------------1 --------------------------------1 ------------------ 0.0 0.001 5.1 5.11 0.00 324.00 1.0 o.n1 0.8 5.9 5.91 0.00 324.00 2.0 1.541 2.3 8.2 8.21 0 .01 324.02 3.0 2.311 3.9 12.0 12.01 0.02 324.04 4.0 3.081 5.4 17.3 17.4 I 0.04 324.08 5.0 3.851 6.9 24.1 24.21 0.06 324.12 6.0 4.621 8.5 32.4 32.61 0.09 324.17 7.0 5.391 10.0 42.1 42.41 0.17 324.24 8.0 6.151 11.5 53.0 53.61 0.31 324.30 9.0 6.921 13.1 65.2 66.11 0.46 324.38 10.0 7.691 14.6 78.5 79.81 0.65 324.46 11.0 I 7.691 15.4 92.1 93.91 0.86 324.54 12.0 I 7.691 15.4 105.4 107.51 1.06 324.62 13.o I 7.691 15.4 118.3 120.81 1.24 324.70 14.0 I 7.691 15.4 130.8 133.71 1.43 324.n 15.0 I 7.691 15 ,.4 143.0 146.21 1.60 324.84 16.0 ' 7.691 15.4 154.8 158.41 i.n 324.91 17.0 7.~91 15.4 166.4 170.21 1.93 324.97 18.0 7.691 15.4 1n.5 181. 71 2.10 325.03 19.0 7.691 15.4 188.4 192.91 2.28 325.09 20.0 7.691 15.4 198.8 203.71 2.45 325. 15 21.0 7.691 15.4 209.0 214.21 2.62 325.21 22.0 7.691 15.4 218.9 224.41 2.75 325.26 23.0 6.921 14.6 227.7 233.51 2.86 325.31 24.0 6.15 I 13.1 234.9 240.81 2.96 I 325.34 25.0 5.391 11.5 240.4 246.41 3.o3 I 325.37 26.0 4.621 10.0 244.2 250.41 3.o8 I 325.39 27.0 3.851 8 .5 246.5 252.71 3. 11 I 325.40 28.0 3.081 6.9 247.2 253 ~41 3. 11 I 325.41 29.0 2.311 5.4 246.3 252.61 3.11 I 325.40 30.0 1.541 3.9 244.0 250.21 3.08 I 325.39 31.0 o.n1 2.3 240.3 246.31 3.03 I 325.37 32.0 0.001 0.8 235.1 241.1 I 2.96 I 325.34 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 10 YR Page 3 Return Freq: 10 years ****************** SlMMARY OF RCXJTING COMPUTATIONS ****************** Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK10 .HYO outflow Hydrograph: e:\haestad\pi\mohawk\10CXJT .HYO Starting Pond w.s. Elevation = 324.00 ft ***** Sl.lllll8ry of Peak OUtflow and Peak Elevation ***** Peak Inf low • Peak outflow = Peak Elevation = 7.69 cfs 3.11 cfs 325.41 ft ***** Sl.lllll8ry of Approximate Peak Storage ***** Initial ~torage = Peak Storage From Storm = Total Storage in Pond 154 cu-ft 7,356 cu-ft 7,510 cu -ft POND-2 Version: 5.17 S/N: Page 4 10 YR Return Freq: 10 years Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\HOHWK10 .HYO outflow Hydrograph: e:\haestad\pi\mohawk\100UT .HYO EXECUTED: 10-09-1996 Peak Inflow = Peak outflow 7.69 cfs 3.11 cfs Peak Elevation = 325.41 ft 11:41:22 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- 3.1 4.1 5.1 1 -Ix Ix -Ix Ix -Ix 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 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - 21.4 - TIME (min) x x x x x x x x x x x * x x x x * x x * * * * * * * * x File: e:\haestad\pi\mohawk\100UT .HYO * File: e:\haestad\pi\mohawk\MOHWK10 .HYO * * * * * * * * * * * * * * * * * * * * * * * * * * * * Qmax = Qmax = 3.1 cfs 7.7 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 25 YR Page 1 Return Freq: 25 years ******************************************** * * * SMITH/MOHAWK UNIT WELL NO. 1 * * ROUTING OF 10, 25, AND 100 YEAR STORMS * * * * * * * ******************************************** Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWK25 .HYO Rating Table file: e:\haestad\pi\mohawk\MOHWK .PND ----INITIAL CONDITIONS---- Elevation = 324.00 ft outflow = 0.00 cfs Storage = 154 cu-ft GIVEN POND DATA ------------------------------ ELEVATION OUTFLOW I STORAGE I (ft) (cfs) I (cu-ft) I ------------------1----------1 324.00 0.0 I 1541 324.20 0.1 I 1,0961 324.40 0.5 I 2,0701 324.60 1.0 I 3,0781 324.80 1.5 I 4,1201 325.00 2.0 I 5, 1981 325.20 2.6 I 6,3111 325.40 3.1 I 7,4611 325.60 3.4 I 8,6461 325.80 3.8 I 9,8691 326.00 4.1 I 11,1301 ------------------------------ Time increment INTERMEDIATE ROUTING COMPUTATIONS ------------................................ 2S/t 2S/t + 0 (cfs) (cfs) ------------------------- 5.1 5.1 36.5 36.6 69.0 69.5 102.6 103.6 137.3 138.8 173.2 175.2 210.3 212.9 248.6 251.7 288.1 291.5 328.9 332.7 370.9 375.0 -------------------------- (t) 1.0· min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-09-1996 11 :41 :22 25 YR Return Freq: 25 years Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e :\haestad\pi\mohawk\MOHWK25 .HYO outflow Hydrograph: e:\haestad\pi\mohawk\250UT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TIME INFLOW I I 11+12 I 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (min) Ccfs) I I Ccfs) I Ccfs) Ccfs) I Ccfs) I (ft) I 1-----------------1 1---------1-----------------------1---------1--------- I 0.0 0.001 -----I 5.1 5. 11 0.00 324.00 I 1.0 0.841 o.8 I 6 .0 6.01 0.00 324.01 I 2.0 1.681 2.5 I 8.5 8.51 0.01 324.02 I 3.0 2.521 4.2 I 12.6 12.71 0.02 324.05 I 4.0 3.361 5.9 I 18.4 18.51 0.04 324.08 5.0 4.211 7.6 I 25.9 26.01 0.07 324.13 6.0 5.051 9.3 I 34.9 35.11 0.10 324.19 7.0 5.891 10.9 I 45.4 45.91 0.21 324.26 8.0 6.731 12.6 I 57.3 58.1 I 0.36 324.33 9.0 7.57 14.3 I 70.6 71.61 0.53 324.41 10.0 8.41 16.0 I 85.1 86.61 0.75 324.50 11.0 8.41 16.8 I 99.9 101.91 0.98 324.59 12.0 8.41 16.8 I 114.4 116.71 1.19 324.67 13.0 8.41 16.8 I 128 .4 131.2 I 1.39 324.76 14.0 8.41 16.8 I 142.1 145.21 1.59 324.84 15.0 8.41 16.8 I 155.3 158.91 1.78 324.91 16.0 I 8.41 16.8 I 168.2 1n.1 1 1.96 324.98 17.o I 8.41 16.8 I 180.7 185.ol 2.16 325.05 18.0 I 8.41 16.8 I 192.8 197.61 2.36 325.12 19.0 I 8.41 16.8 I 204.6 209.71 2.55 325 .18 20.0 I 8.41 16.8 I 216.0 221.41 2.71 325.24 21.0 I 8.41 16.8 I 227.1 232.81 2.86 325.30 22.0 8.41 16.8 I 237.9 243.91 3.00 325.36 23.0 8.41 16.8 I 248.5 254.71 3.12 325 .41 24.0 8.41 16.8 I 258.9 265.31 3.20 325.47 25.0 7.571 16.0 I 268.3 274.91 3.27 325 .52 26.0 6.731 14.3 I 276.0 282.61 3.33 325 .56 27.0 5.891 12.6 I 281.8 288.61 3.38 325.59 28.0 5.051 10.9 I 285.9 292.81 3.41 325 .61 29.0 4.211 9.3 I 288.3 295.21 3.44 325.62 30.0 3.361 7.6 I 289.0 295.91 3.44 325.62 31.0 2.521 5.9 I 288.0 294.91 3.43 325.62 32.0 1.681 4.2 I 285.4 292.21 3.41 325.60 33.0 0.841 2.5 I 281.2 287 .91 3.37 325.58 34.0 0.001 0.8 I 275.4 282.01 3.33 325.55 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 25 YR Page 3 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: e:\haestad\pi\mohawk\MOH~ .PND Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWK25 .HYO outflow Hydrograph: e:\haestad\pi\mohawk\250UT .HYO Starting Pond W.S. Elevation = 324.00 ft ***** S\.lllllllry of Peak outflow and Peak Elevation ***** Peak Inflow = 8.41 cfs Peak outflow = 3.44 cfs Peak Elevation = 325.62 ft ***** S\.lllllllry of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 154 cu-ft 8,621 cu-ft 8, 775 cu-ft POND ·2 Version: 5.17 S/N: Page 4 25 YR Return Freq: 25 years Pond Fi le: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOH WK25 .HYO outf l ow Hydrograph: e:\haestad\pi\mohawk\250UT .HYO EXECUTED : 10 ·09 -1996 Peak Inflow 8.41 cfs 11:41:22 Peak Outflow 3 .44 cfs Peak Elevation = 325.62 f t 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 3.1 4.1 -Ix Ix -Ix Ix 5.1 -x 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 - TIME x x x x (min) x x 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 * e:\haestad\pi\moh awk\25 0U T .HYO Qmax = 3.4 cfs e:\haestad\pi\mohawk\MOH WK25 .HYO Qmax = 8.4 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 100 YR Page 1 Return Freq: 100 years ******************************************** * * * SMITH/MOHAWK UNIT WELL NO. 1 * * ROUTING OF 10, 25, AND 100 YEAR STORMS * * * * * * * ******************************************** Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWK100.HYD Rating Table file: e:\haestad\pi\mohawk\MOHWK .PND ----INITIAL CONDITIONS---- Elevat i on = 324.00 ft outflow = 0.00 cfs Storage = 154 cu-ft GIVEN PONO DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW I STORAGE I 2S/t 2S/t + 0 (ft) (cfs) I Ccu-ft) I Ccfs) Ccfs) I I ------------------1 ----------1 -------------------------1 324.00 0.0 I 1541 5.1 5.1 I 324.20 0.1 I 1,0961 36 .5 36.6 I 324.40 0.5 I 2,0701 69.0 69.5 I 324.60 1.0 I 3,0781 102.6 103 .6 I 324.80 1.5 I 4,1201 137.3 138.8 I 325.00 2.0 I 5, 1981 173.2 175.2 I 325.20 2.6 I 6,3111 210.3 212.9 I 325.40 3.1 I 7,4611 248.6 251.7 I 325.60 3.4 I 8,6461 288.1 291.5 I 325.80 3.8 I 9,8691 328.9 332.7 I 326.00 4.1 I 11, Bo I 370 .9 375.0 I -------------------------------------------------------- Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-09-1996 11 :41 :22 100 YR Return Freq: 100 years Pond File: e:\haestad\pi\mohawk\MOHIJIC .PND Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWIC100.HYD outflow Hydrograph: e:\haestad\pi\mohawk\1000UT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- TIME INFLOW I I 11+12 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI (min) (cfs) I I (cfs) Ccfs) (cfs) I (cfs) I (ft) I -----------------1 1--------------------------------1---------1---------1 0.0 0.001 5. 1 5.11 0.00 I 324.oo I 1.0 i.001 1.0 6 .1 6 .11 0.00 I 324.01 I 2.0 2.001 3.0 9.1 9.11 0.01 I 324.03 I 3.0 2.991 5.0 14.0 14.1 I 0.03 I 324.06 I 4.0 3.991 7.0 20 .9 2i.01 0.05 I 324. 10 I 5.0 4.991 9.0 29.7 29.91 0.08 I 324.16 I 6.0 5.991 11.0 40.4 40.71 0.15 I 324.23 7.0 6.981 13.0 52.8 53.41 0.30 I 324.30 8.0 7.981 15.0 66.8 67.71 0.48 324.39 9.0 8.981 17.0 82.3 83.71 0. 71 324.48 10.0 9.981 19.0 99.4 101.3 I 0.97 324.59 11.0 9.981 20.0 116.9 119.31 1.22 324.69 12.0 9.981 20.0 133.9 136.81 1.47 324.79 13.0 9.981 20.0 150.4 153.81 1. 71 324.88 14 .0 9.981 20.0 166 .5 170.41 1.93 324.97 15.0 9.981 20.0 182 .1 186.51 2.18 325.06 16.0 9.981 20.0 197.2 202.11 2.43 325.14 17.0 9.981 20.0 211.9 211 .21 2.65 325.22 18.0 9.981 20.0 226.2 231.81 2.84 325.30 19.0 9.981 20.0 240.1 246.11 3.03 325.37 20.0 9.981 20.0 253.7 260.01 3 .16 325.44 21.0 9.981 20.0 267.1 273.71 3.27 325.51 I 22.0 9.981 20.0 280.4 287.11 3.37 325.58 23.0 9.981 20.0 293.3 300.31 3.49 325.64 24.0 9.981 20.0 306.1 313.31 3.61 325. 71 25.0 8.981 19.0 317.6 325.ol 3.73 325.76 26.0 7.981 17.0 326.9 334 .51 3.81 325.81 27.0 6.981 15.0 334.2 341.91 3.87 325.84 28.0 5.991 13.0 339 .3 347.11 3.90 325.87 29.0 4.991 11.0 342.4 350.31 3.92 325.88 30.0 3.991 9.0 343.6 351 .41 3.93 325.89 31.0 2.991 7.0 342.7 350 .51 3.93 325.88 32.0 2.001 5.0 339.9 347.71 3.91 325.87 33.0 i.001 3.0 335 .1 342.91 3.87 325.85 34.0 0.001 1.0 328.5 336.11 3.82 325 .82 -------- -------------------------------------------------------------- POND-2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 100 YR Page 3 Return Freq: 100 years ****************** SUMMARY OF RClJTING COMPUTATIONS ****************** Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK100.HYD outflow Hydrograph: e:\haestad\pi\mohawk\100ClJT .HYO Starting Pond W.S. Elevation = 324.00 ft ***** Si.innary of Peak outflow and Peak Elevation ***** Peak Inf low = Peak outflow = 9.98 cfs 3.93 cfs Peak Elevation = 325.89 ft ***** Si.innary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = = 154 cu-ft 10,273 cu-ft 10,427 cu-ft POND-2 Version: 5.17 S/N: Page 4 100 YR Return Freq: 100 years Pond File: e:\haestad\pi\mohawk\MOHWIC .PND Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWIC100.HYD OUtflow Hydrograph: e:\haestad\pi\mohawk\1000UT .HYO EXECUTED: 10-09-1996 Peak Inflow = 9.98 cfs 11 :41 :22 Peak outflow = 3.93 cfs Peak Elevation = 325.89 ft 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- 3.1 4.1 5.1 6.1 7 .1 8.2 1 -Ix Ix -Ix Ix -Ix I x -I x I x -I x I x -I x I x 9.2 - x ' x .10.2 -x x 11.2 -x 12.2 - 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19.4 -1 I 20.4 -I I 21.4 -I I I TIME (min) x x x x x x x x x x x x x x * x x x x x x x * * * * * * * * * x File: e:\haestad\pi\mohawk\1000UT .HYO Qmax = * File: e:\haestad\pi\mohawk\MOHWIC100.HYD Qmax = * * * * 3.9 cfs 10.0 cfs * * * * * * * * * * * * * * * * * * * * * * * * APPENDIX 8 Hydraulic Computations Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 36" RCP -200' NORTH OF HOLLEMAN Worksheet for Circular Channel e:\haestad\pi\mohawk. fm2 36" RCP CULVERT Circular Channel Manning's Formula Full Flow Capacity 0.013 0.005000 V : H 3.00 ft 3.00 ft 47 .16 ft3/s 7.07 ffZ 9.42 ft 0.00 ft 2.24 ft 100.00 0.006095 V : H 6.67 ft/s 0.69 ft FULL ft FULL 50 .73 ft3/s 47 .16 ft3/s 0.005000 V : H Kling Engineering & Surveying Oct 8 , 1996 14:51 :51 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope GORZYCKI 6' IRON CULVERT Worksheet for Circular Channel e:\haestad\pi\mohawk. fm2 6' SMOOTH IRON CULVERT Circular Channel Manning's Formula Full Flow Capacity 0.012 0.009900 V : H 6.00 ft 6.00 ft 456.48 ft3/s 28.27 ft2 18.85 ft 0.00 ft 5.55 ft 100.00 0.008575 V : H 16.14 ft/s 4.05 ft FULL ft FULL 491 .03 ft3/s 456.48 ft3/s 0.009900 V: H Kling Engineering & Surveying Oct 8 , 1996 14:52:36 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 DEVELOPMENT PERMIT PERMIT NO . 439 SMITH-MORA WK UNIT WELL# 1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CI1Y CODE SITE LEGAL DESCRIPTION: Situated in the C. Burnett Survey, A-7 Property owned by John Douglas Smith at the NW corner of Marion Pugh Drive and FM 2818 SITE ADDRESS: NIA OPERATOR: Union Pacific Resources Company DRAINAGE BASIN: White Creek Tributary "B" TYPE OF DEVELOPMENT: This permit is valid for site construction as per approved plans for the drilling and production pad associated with the Smith-Mohawk Unit Well No. 1. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. Owner & Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing of hay bales used for temporary erosion control. Owner & Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . Owner & Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. This permit expires six months from the date of issuance . 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 <level ment permit application for the above named project and all of the codes and · s of the City f College Station that apply. I l-Zl,-9(,, Date Date ACCOUNT NO . ______________ _ 3 81200 CITY 9~,,Q~GE STATION $ lu_)~ ·q,r' RECEIVED OF 1 7 I --./ j( ·- II /:xiu . ,,q(t: Pa id by _ Check __ Cash __ _ , . Figure XII Application Form Development Permit Inside/Outside Established Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) SiteLegalDescription: Smith-Mohawk Unit We ll No. 1 , Part of a 172 Ac. Tr. at the S\4 c orne r of th e interse ction of FM Z8 1B and I .~.G .M . ~oad . Site Address: ---------------------------------- 0 w n er: Un i on Paci fi e Res ou rces Company Architect/ Engineer: Kl ing Engi neer in g & Sur vey ing 7300 N. FM 2818, Ste 200 Address:Bryaq, TX 1 1301 Telephone No.: (409) 778 -4867 4 103 Texas Ave. Ste 2 1 2 Address: Br yan, TX 77802 TelephoneNo.: (409 ) 846-62 12 Contractor: Address: --------------------------------Telephone No.: _________ _ Date Application Filed: ______________ Approved: ___________ _ Application is hereby made for the following specific waterway alterations: None -Pro pose d c onstruc t i on of oil we ll d rill in ~ pa d a nd a c c ess ro ad. Attached as part of this application: 0 Application Fee 0 Signed Certificate 0 Site and Construction Plans, with supporting documentation: two (2) copies of each cj Other: drain a ge rep o r t -2 co pi e s . ACKNOWLEDGEMENTS: I, () !\; ~---Bu .. 1 C~ a~ D.r!=;( , as owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies with the requirements of Ord inance No. 1728 , and ~ Ul\.1 ->~o Pa s...:C,-s. n.'","C1& 6 ... ~l>.i D "1~61"' Owner t ~n~a~te...-....~...._ __________ _ ~ -n-e-v-el ... o-p-er------------------Date Contractor Date Page 1 of 2 \ 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, 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 formsldl"'PP·doc 11/91 DRAINAGE REPORT FOR S:MITH-MOHA WK UNIT WELL NO . 1 UNION PACIFIC RESOURCES COMP ANY Crawford -Burnett, A-7 College Station, Brazos County, Texas October 7, 1996 APPROVED FOR DEVELOPED BY: Union Pa~ific Resources Company c/o Duane Phillippi 7300 N . F .M . 2818, Suite 200 Bryan, TX 77803 ( 409)778-4867 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 ( 409)846-6212 Drainage Report for Smith-Mohawk Unit Well No. 1 Union Pacific Resources Company Crawford -Burnett Survey, A-7 College Station, Brazos County, Texas October 7, 1996 GENERAL LOCATION & DESCRJPTION: The proposed drilling site for the Smith-Mohawk #1 is located approximately 450 feet west of the intersection of F .M . 2818 and the old International and Great Northern railroad, and approximately 473 feet south of the highway (See Appendix 3 : "Vicinity Map"). For impact purposes this well is considered to be rural. Existing land cover consists of field grasses with land use being agricultural in nature. Post-developed conditions include a 330'x215' limestoned well pad with accompanying access road. An existing access point and entrance drive on F .M. 2818 will be incorporated into the access road leading to the well pad. DRAINAGE BASINS & SUB-BASINS: This well is in the White Creek drainage basin near the ridge between the White Creek and Bee Creek drainage basins . Currently, stormwater runoff travels overland until intercepted by naturally eroded gullies and conveyed to the main channel of White Creek. The nearest downstream structure is a 6' diameter smooth iron culvert at a 1 % grade located 290' down a private limestone surfaced road which takes access offF.M. 2818 approximately 1500' west of the project site . The contributing area for this structure is divided into two sub-basins. Sub-basin 1 is south of F .M. 2818 and consists of 95 .29 acres of field grasses, brush and scattered woods. Sub-basin 2 consists of approximately 19 acres north ofF.M. 2818 . Some residential development has occurred within Sub- basin 2 however stormwater runoff is metered by a 36" RCP at a 0.5% grade crossing the highway (see Appendix 4 "Topographic Map" prepared from recent City of College Station 2' contour maps and Appendix 1 "General Location Map"). Neither the drilling pad nor the access road lies within the 100 year floodplain according to the Flood Insurance Rate Map for Brazos County, Texas, and Incorporated Areas, Map No. 48041C0182 C, effective July 2, 1992 (See Appendix 2 : "Flood Plain Map"). Two primary studies have been performed on White 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 Incoqmrated 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 ill, 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. Smith-Mohawk Unit Well #1 Drainage Report Page 2 DRAINAGE DESIGN CRITERIA: Due to the expected increase in runoff and the location of the project within the primary drainage basin, detention will be provided. The Rational Method was used to determine runoff quantities for pre-developed conditions and the Modified Rational Method was used to estimate storage requirements for post-developed conditions. The resulting post developed runoff hydrographs were then routed through the design facility using the Level Pool Routing procedure . Additionally, adequacy of the existing 6' diameter iron culvert was analyzed . DRAINAGE ANALYSIS & DETENTION DESIGN: Field verified flow line information for the 36'.' RCP culvert and 6' diameter iron culvert was obtained by Kling Engineering & Surveying with basis of elevation being 323 .8 at the intersection of Dowling Road and the old International and Great Northern Railroad (see Appendix 4 "Topographic Map" prepared from recent City of College Station 2' contour maps). Maximum discharge for the 6' diameter iron culvert was determined to be 491.03 cfs. To determine the adequacy of the 6' diameter iron culvert, runoff flowrates from the two contributing sub-basins were found for the 10, 25, and 100 year eyents. The 36" RCP culvert that conveys runoff from Sub-basin 2 is a TxDOT structure with the 10 year event as its design storm. Design flowrate for this structure is 41 cfs, with maximum discharge of50.73 cfs (see Appendix 6 "TxDOT Design Sheets"). The maximum discharge rate was used for both the 25 and 100 year event analysis . Sub-basin 1 has a hydraulic length of 4 7 49' with a time of concentration ~f 92.1 minutes . Using the Intensity Duration Frequency curve for Brazos County, the following values for rainfall intensity were determined : i10 = 2 .37 in/hr i2s = 2. 75 in/hr i100 = 3 .33 in/hr Sub-basin 1 has an average slope of 1.1% and average "C" value of 0 .25 . Total pre-developed contributing runoff to the 6' diameter iron culvert is shown in the following table . SUB-BASIN QlO Q2S QlOO (cfs) (cfs) (cfs) 1 56 .5 65 .5 79 .3 2 41 50 .7 50.7 TOTALS : 97 .5 116 .2 130 .0 Table 1 As seen above, the 6' culvert is adequate to convey runoff through the 100 year event. Smith-Mohawk Unit Well #1 Drainage Report Page 3 The proposed well pad has an area of 1. 63 acres . A time of concentration of 10 minutes was used for the site with pre and post-developed "C" factors of 0.25 and 0 :80 respectively . The pad will be graded to drain to its southwest comer where it will enter a swale and be conveyed to the detention area. Detention will be accomplished by constructing an 80'x80' -2' berm having 3: 1 side slopes with a top elevation of 326. The outlet for the pond will be a 12" CMP on a 1 % slope with outlet flowline at 324 . The following table summarizes pre and post-developed peak runoff, required attenuation, and detention pond discharge (see Appendix 5 "Hydrologic Computations" and Appendix 7 "Routing Computations" for calculations). lOYREVENT 25 YR EVENT lOOYREVENT Qpre (cfs) 3.52 4 .02 4.74 Qpoet (cfs) 11.25 12 .86 15 .18 Atten. Reqd 7.73 8 .84 10.44 Pond Discharge 3.11 3.44 3.93 (cfs) %Attenuated 100 100 100 Table 2 As shown, 100% attenuation provided for all storm events without overtopping the dam. CONCLUSIONS: Smith-Mohawk Unit Well #1 is considered to be a rural well and the drainage analysis and design has been conducted accordingly. The existing conveyance system appears adequate for all storms through the 100 year event. The detention pond will attenuate 100% of the increased runoff to pre-developed rates through the 100 year event without overtopping. No adverse impact to downstream landowners or drainage structures is expected due to the proposed construction. "I hereby certify that this report (plan) for the drainage design of the Smith-Mohawk Unit Well #1 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 the~~''"' &~2?.~~~)~~ C,,,~ O' •t '.] •/ ~~~~-l-~~~~~~~"~J.J0 Registered Professional En · State of Texas No. 24705 Smith-Mohawk Unit Well #1 Drainage Report Page 4 APPENDICES 1) General Location Map -U.S .G .S. Quad 2) Flood Insurance Rate Map -FEMA 3) Vicinity Map 4) Topographic Map -Kling Engineering 5) Hydrologic Computations 6) TXDOT Design Sheets 7) Routing Computations 8) Hydraulic Computations k :/projccts/mohawk#l.doc APPENDIX 1 General Location Map -U.S.G.S. Quad '· APPENDIX2 Flood Insurance Rate Map -FEMA APPENDIX3 Vicinity Map NO'TES: I I I I I SMITH-MOHAWK UNIT WELL NO. 1 SURFACE LOCATION ELEVATION : 330 VICINl1Y MAP AND ACCESS PLAT 1.-• -INDICATES COLLEGE STATION CITY LIMIT LINE . !SMITH-MOHAWK WELL NO. 1 I UNION PACIFIC RESOURCES COMPANY CRAWFORD BURNETT SURVEY, A-7 041\1 '81101 A COLLEGE STATION, BRAZOS COUNlY, TEXAS OCTOBER, 1996 KLING ENGINEERING & SURVEYING BRYAN . TEXAS I I APPENDIX4 Topographic Map -City of College Station '· APPENDIXS Hydrologic Computations '· individual times are calculated with their summauon g1vmg me muu uavt::1 time. A graphical solution can be obtained from Figure 3.11 . However, it will be noted that the graph is simply a log-log plot of values of V /50· s given in the following table. 100 90 80 70 60 50 40 30 20 -c C» u ... C» Q. .5 • D. 0 ii5 4 3 2 1.0 ..... ci N 0 ~ ~ ~ ~ ii rS ~ ~ ~ ~ ~ ~ ~ l1j ~ ~ ~ ~ & G ~ ~ ~ -~ ~ ;:,- ~ 1.,,,.0 (f) ~ U> <O,.._CX>O>O o o c> ocioo...: Velocity In Feet Per Second \ Figure 3.11 Velocities for upland method for estimating travel time for overland flow. Vlso·s Relationship for Various Land Covers Land Cover Forest with heavy ground litter; hay meadow (overland flow) Trash fallow or minimum tillage cultivation ; contour, strip cropped , woodland (overland flow) Short grass pasture (overland flow) Cultivated, straight row (overland flow) Nearly bare and untilled (overland flow) or alluvial fans in Western · mountain regions Grassea waterway Paved areas (sheet flow); small upland gullies V/50 .s (Ft./Sec.) 2.0 5.0 7.5 9.0 10.0 15.0 20.0 I I I Aie . '(: " o. z.s Ir~ e;NT/?A-11 ON. ~.sr l(c;.L-4 Te.A. l.G.-. f7A I'"\ ~ ,' ~l'tAJ.D ~ 197G. /.I% 0 . s <;('? 37SZ. 522. I 5ovT1{ 6<.J...LJ..( ::, 5~5 3 .7% 3,g f{s I 5Cc. 5eL I A./ oe. n; 6 uu.y ;{ 1115 0 .8 % \I B ~,.,,. ~5 "":> ~.:::~ TA~{(. ;;.'J 4 (. ~ I rfs 4'=>S $~ I C'-(M 1A!J 'JZ ,I b T NT?:"M 'S I 7Y -::L;;:. (e, +J \ff? I &r \.kZ_'-( 'I e b d T ... ,..,hv·l '· I 10 D 7Co3 ea e.s z,37 Q . 75-'l 8'7 e.s ZS 2 , 7.5 I I Gl;:) 0·730 9(.. 9 .o 3 ,33 I Q= cl.. A I O,o 95 . 2 cy * o .zs 11-z.37 :; _s-e:,. s ::. c_F='.'' t \ l 1 ~ 2-75 -b5.S == -c"'., Q lr.:Q :::: ti 1 ' f 3 .33 :::. 7y , '3 t:FJ I <; ,,~ ~ A tZ-~A :; '"3 y ' ~ z.1S = i.b'3A~ C ·e~ -;. 0 .Z-S ,, '-'""~ ~ro ;.;5 $ul'tf'1 c..C ---- -tc... ~ < IO""i0 I ------·-------------- ------------------------- Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 MODIFIED RATIONAL METHOD ----Graphical Sinmary for Maxina.111 Required Storage First peak outf Low point asslllled to occur at Tc hydrograph recession Leg. SMITH/MOHAYK UNIT YELL NO. DETENTION REQUIREMENT 10 YEAR EVENT ********************************************************************** * RETUR N FREQUENCY: 10 yr * 'C' Adjustment: 1.000 Allowable outflow: 3.52 cfS * Required Storage: 5,662 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 7.69 cfs Inflow .HYO stored: MOHYK10 .HYO * ********************************************************************** Td = 22 minutes /-------Approx. Duration for Max. Storage ······/ Tc= 10.00 = 8.630 Q = 11.25 .,. minutes in/hr cfs I I I I I I Return Freq: 10 yr C adj.factor: 1.00 Area (ac): 1.63 Weighted C: 0.80 Adjusted C: 0.80 F I L Required Storage I o 5,662 cu.ft •. I Td= 22 minutes w I = 5.900 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 7.69 cfs I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 3.52 cfs 0 0 ,. I I I NOT TO SCALE -------------·----------- jx (Allow.Outflow) I I I x I o I I x '-----------------------1-----------------------------1------------ 16.87 minutes 27.42 minutes Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 SMITH/MOHAWK UNIT ~LL NO. DETENTION REQUIREMENT 10 YEAR EVENT **** Modified Rational Hydrograph ***** Weighted C = 0.800 Area= 1.630 acres Tc= 10.00 minutes Adjusted C = 0.800 Td= 22.00 min. I= 5.90 in/hr RETURN FREQUENCY: 10 year storm output file: MOHWK10 .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time I Time increment = 0.017 Hours Qp= 7.69 cfs Hours I Time on left represents time for first Q in each row. --------1-----------------------------------------------------------~--- o.ooo I 0.111 I 0.233 I o.35o I o.467 I 0.00 5.39 7.69 7.69 3.08 o.n 6.15 7.69 7.69 2.31 1.54 6.92 7.69 6.92 1.54 2.31 7.69 7.69 6.15 o.n 3.08 7.69 7.69 5.39 0.00 3.85 7.69 7.69 4.62 4.62 7.69 7.69 3.85 Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 SMITH/MOHAWK UNIT llELL NO. DETENTION REQUIREMENT 10 YEAR EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================!======== Subarea Runoff Area 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-------- WELL PAD 0.800 1.63 I 11 I ---------------1---------------11-----------------------1-------- 1 10.00 0.800 11 0.800 8.630 1.63 I 11.25 Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 ************************************************************************ ************************************************************************ * * * * * MCX>IFIED RATIONAL METHCX> * * Grand SllllllBry For All Storm Fr~ncies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. Area = DETENTION REQUIREMENT 10 YEAR EVENT 1.63 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Frequency Adjusted Duration Intens. Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 10 o.soo 22 " s.9oo 1.69 3.s2 I 10, 1s6 s,662 Quick TR-55 Ver.5.46 S/N: Executed: 09:17:06 10-09-1996 MODIFIED RATIONAL METHOD S1.1111111ry for Single Storm Frequency First peak outflow point assl.llled to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 10 YEAR EVENT RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 3.52 cfs Hydrograph file duration= 22.00 minutes Hydrograph file: MOHWK10 .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--------------------- 0.800 0.800 0.800 0.800 0.800 0.800 10 15 20 8.630 7.190 6.210 1.63 1.63 1.63 11.25 I 9.38 I 8.10 I 6,752 8,438 9,717 4,640 5,336 5,622 ************************************************************ Storage Maxi11a.111 0.800 0.800 22 5.900 1.63 7.69 I 10,156 5,662 **************************************************************************** 0.800 0.800 30 4.940 1.63 6.44 11,595 5,506 0.800 0.800 40 4.140 1.63 5.40 12,957 4,867 0.800 0.800 so 3.590 1.63 4.68 14,044 3,948 0.800 0.800 60 3.180 1.63 4.15 14,928 2,822 0.800 0.800 120 1.970 1.63 2.57 Qpeak < Qallow Quick TR·55 Ver.5.46 S/N: Executed: 17:14:13 10-08-1996 MODIFIED RATIONAL METHOD ----Graphical SU111111ry for Maxi111.111 Required Storage First peak outflow point assl.Jlled to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT \JELL NO. DETENTION REQUIREMENT 25 YEAR EVENT ********************************************************************** * RETURN FREQUENCY: 25 yr Allowable outflow: 4.02 cfs * * 'C' Adjustment: 1.000 Required Storage: 6,522 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 8.41 cfs Inf low .HYO stored: MOHWK25 .HYO * ********************************************************************** Td = 24 minutes /-------Approx. Duration for Max. Storage ------/ Tc= I = Q = .1. , I 10.00 9.860 12.86 minutes in/hr cfs I I I I I Return Freq: 25 yr C adj.factor: 1.00 Area (ac}: 1.63 Weighted C: 0.80 Adjusted C: 0.80 F I L Required Storage I O 6,522 cu.ft. I Td= 24 minutes w I = 6.450 in/hr x x x x x x xix x x x x x x x x x x Q 8.41 cfs c I f x x s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 4.02 cfs x o I· Ix CAL low.outflow} o I I x 0 I NOT TO SCALE I x o I ============ I o I I x ----·------------------1-----------------------------1------------ 16.87 minutes 29.22 minutes Quick TR-55 Ver.5.46 S/N: Executed: 17:14:13 10-08-1996 SMITH/MOHAWK UNIT ~LL NO. DETENTION REQUIREMENT 25 YEAR EVENT **** Modified Rational Hydrograph ***** Weighted C = 0.800 Area= 1.630 acres Tc= 10.00 minutes Adjusted C = 0.800 Td= 24.00 min. I= 6.45 in/hr RETURN FREQUENCY: 25 year storm Output file: MOHWK25 .HYO Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE F.or the 25 Year Storm Time I Time increment = 1.00 Minutes Qp= 8.41 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 28.00 I 0.00 5.89 8.41 8.41 5.05 0.84 6.73 8.41 8.41 4.21 1.68 7.57 8.41 8.41 3.36 2.52 8.41 8.41 8.41 2.52 3.36 8.41 8.41 7.57 1.68 4.21 8.41 8.41 6.73 0.84 5.05 8.41 8.41 5.89 0.00 Quick TR-55 Ver.5.46 S/N: Executed : 17:14:13 10-08-1996 SMITH/MOHAIJIC UNIT WELL NO. DETENTION REQUIREMENT 25 YEAR EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Rl.Wl<>ff Coefficient, I=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 Rl.Wl<>ff 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-------- \IELL PAD 0.800 1.63 I . 11 I ---------------1--------------11-----------------------1-------- 1 10.00 0.800 11 0.800 9.860 1.63 I 12.86 Quick TR -55 Ver.5 .46 S/N: Executed: 17:14:13 10 -08-1996 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * Grand S'-""'8ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point asslllled to occur at Tc hydrograph r ecession leg. SMITH/MOHAWK UNIT WELL NO. Area = DETENTION REQUIREMENT 25 YEAR EVENT 1.63 acres Tc = 10.00 mi~tes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency Adjusted Duration lntens. Qpeak Allowable I (years) 'C' minutes in/hr cfs cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------!--------------------- 25 0.800 24 6.450 8.41 4.02 ' 12, 112 6,522 Quick TR-55 Ver.5.46 S/N: Executed: 17:14:13 10-08-1996 MODIFIED RATIONAL METHOD Sunnary for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHA~ UNIT ~LL NO. DETENTION REQUIREMENT 25 YEAR EVENT RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 4.02 cfs Hydrograph file duration= 24.00 minutes Hydrograph file: MOHWK25 .HYO Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Weighted Adjusted Duration Intens. 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 0.800 0.800 10 15 20 9.860 8.230 7.120 1.63 1.63 1.63 12.86 I 10.73 I 9.28 I 7,714 9,659 11,141 5,302 6, 115 6,462 \ ************~*********************************************** Storage Maxin111 o·.800 0.800 24 6.450 1.63 8.41 I 12, 112 6,522 **************************************************************************** 0.800 0.800 30 5.670 1.63 7.39 13,309 6,351 0.800 0.800 40 4.770 1.63 6.22 14,928 5,683 0.800 0.800 50 4.140 1.63 5.40 16, 196 4,657 0.800 0.800 60 3.680 1.63 4.80 17,275 3,437 0.800 0.800 120 2.290 1.63 2.99 Qpeak < Qal low • Quick TR-55 Ver.5.46 S/N: Executed: 17:15:23 10-08-1996 MOOIFIED RATIONAL METHOO ----Graphical Sunnary for Maxilll.lll Required Storage First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 100 YEAR EVENT ********************************************************************** Allowable outflow: 4.74 cfs * * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 Required Storage: 7,771 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 9.98 cfs Inflow .HYO stored: MOHWK100.HYD * ********************************************************************** Td = 24 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 I = 11.640 in/hr I Area (ac): 1.63 I Q = 15.18 cfs I Weighted C: 0.80 I ·I· I Adjusted C: 0.80 F I I L I Required Storage I O I 7,771 cu.ft. I Td= 24 minutes W I I = 7.650 in/hr I x x x x x x xix x x x x x x x x x x Q = 9.98 cfs c I I f I x x s I o o o o o o o o o o o o o o o o Q= 4.74 cfs I x o I· Ix CAL low.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------------ 16.88 minutes 29.25 minutes Quick TR-55 Ver.5.46 Executed: 17:15:23 S/N: 10-08-1996 SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 100 YEAR EVENT **** Modified Rational Hydrograph ***** Weighted C = 0.800 Area= 1.630 acres Tc= 10.00 minutes Adjusted C = 0.800 Td= 24.00 min. I= 7.65 in/hr RETURN FREQUENCY: 100 year storm output file: MOHWK100.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time I Time increment = 1.00 Minutes Qp= 9.98 cfs Minutes! Time on left represents tiine for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 1.00 I 14.oo I 21.00 I 28.00 I 0.00 6.98 9.98 9.98 5.99 1.00 7.98 9.98 9.98 4.99 2.00 8.98 9.98 9.98 3.99 2.99 9.98 9.98 9.98 2.99 3.99 9.98 9.98 8.98 2.00 4.99 9.98 9.98 7.98 1.00 5,99 9.98 9.98 6.98 0.00 Quick TR-55 Ver.5.46 S/N: Executed: 17:15:23 10-08-1996 SMITH/MOHAWK UNIT WELL NO. DETENTION REQUIREMENT 100 YEAR EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Rl.W'loff Coefficient, l=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 Rl.WlOff Area Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I (cfs) --------------------------1--------------11-----------------------1-------- WELL PAD 0.800 1.63 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 0.800 I I 0.800 11.640 1.63 I 15.18 Quick TR-55 Ver.5.46 S/N: Executed: 17:15:23 10-08-1996 ************************************************************************ ************************************************************************ * * * * * M<X>IFIED RATIONAL METHCX> * * ----Grand S~ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT WELL NO. Area = DETENTION REQUIREMENT 100 YEAR EVENT 1.63 acres Tc = 10.00 minutes ............................................................................ ............................................................................ VOLUMES Frequency Adjusted Duration Intens. Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 100 0.800 z_4 1.650 9.98 4.74 I 14,365 1,111 Quick TR-55 Ver.5.46 S/N: Executed: 17:15:23 10-08-1996 MODIFIED RATIONAL METHOD Surmary for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. SMITH/MOHAWK UNIT IJELL NO. DETENTION REQUIREMENT 100 YEAR EVENT RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 4.74 cfs Hydrograph file duration= 24.00 minutes Hydrograph file: MOHWK100.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Weighted Adjusted Duration Intens. 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 1.63 15 .18 I 9 I 107 6,263 0.800 0.800 15 9.730 1.63 12.69 I 11,419 1,240 0.800 0.800 20 8.430 1.63 10.99 I 13, 191 1,6n ************************************************************ Storage Maxilllill 0.800 0.800 24 7.650 1.63 9.98 I 14,365 7,771 **************************************************************************** 0.800 0.800 30 6.750 1.63 8.80 15,844 7,633 0.800 0.800 40 5.690 1.63 7.42 17,807 6,896 0.800 0.800 50 4.950 1.63 6.45 19,364 5,745 0.800 0.800 60 4.410 1.63 5.75 20,702 4,366 0.800 0.800 120 2.780 1.63 3.63 Qpeak < Qal low APPENDIX6 TxDOT Design Sheets "~, ' \ .0 I ·.·. \ <:: ;:_ ····/· / // < (/"'I ....... \~ ....... : I I . I \ /·: ~ ,,,,.. ... ,.·" . . ' . f/0~ /20 1 • • ~C'CO'. ·,,,," . . . : .. :. ~· $'7 ·-~1· ~-~~~~~~6'-liii'. / · -; _i ---__ \ .)· --·-· __ ... ..i::::.~.:; ,. 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"' . .. __ .. .1 -· .• -.l ·• • : ... ·'.-;;.-~ .... ··: aSO•OO ,20 <1 ..30 03C dS .5 <165 •00 . 21 4 30 0 30 4..S .5 ... : .' -?::· • ~.-.. -.... · ... ~ ~ .• _;_-· ! 41(~., 'c.~3 19 700· 90 u.34 24 571 514 -c.s 2.i:. c 30 03-d .5 13 .53.5 •d.5 .z.= Ii? -30 02.5 4 . .5 14 1--- I ~ .... ··:.:.:--· HYDRAULIC DA r:_~ .. .. . . .. . !3E-E CREf.K-. --.-.. Drd.tna.act Area \l'.loodlc.nd Rxstur~ Cultlva.t,d· P,:;idt?nt1a.1 L T c I -. ~ .. Q1;>S) . -· Vro.r<i~,,) GNVrRAL NOTF-: • NN30Ac.s . .. 210.Acs. • 1170 Aa. . 40Acs . C60Acs. • llOOCAcs. ·•· 100C4c~ •'().!JI ... .. Z..65-'~/..,lh-: a /54 ~ cir. . :,,::·.-~ "' ~ .. . ., . ---·---i -·--,~. 1---4--1--1 t ~··,-··: •_•,·;, ·' . ..i.l . .J p .. ~ . . Pu,.ofl co,.,puf,cl on 10 yc•r lr•9u•ncy for roac:lu-• !f .s truc-furo3 J..s:t th.9.,, IY•d9• clas.s1t /c11d1on ,.,,cl ~S !:f••r fre9•""'c!I for i>r1dg<t!.S'. · .. ·- DPAINAG£- Scc;:~ APEA MA P ·2_ c) (•!(00' / j •• 1 tl&U 1· • ra•UCf •I. J :. '",--,~ -U:Jt»-'~'}~-----1-:;..:,·-· ... 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'' I · I I ... , ,~ 1- 1 I ' ~\ 6<';~·~ ~~~~ 3:/~30'7 ... ·--.. _____________ .00<1 ___________ t;;],p ______ o~-------_____ . __ .. _____________ .. . ---. -------. --~~9!'...J. ·-----~--........--·~ .... -"":"·· ,.,-. .. ---__ ....... ......,_._...._..._ ___ ..._. __ ......., __ ........ _ \ ---------------- 6 :/?0J>.: 7 •• G'o A? • -' .X./ = 0 ;/(Y. 6d'.£ • C7 I 9.L 'Pr.?P= /d' .r;.?(7 ~/1../1'?._? \ I I ~ I~ \~ I I~ ~- 'P k. 0 1 I I I I I -I \.. ~. , - I I I I I l I I I I I I I I 1 I I APPENDIX7 Routing Computations '· outlet Structure File: MOHWIC .STR POND-2 Version: 5.17 S/N: Date Executed: Time Executed: **************************** SMITH/MOHAWK UNIT WELL NO. 1 OUTLET STRUCTURE 12" CMP **************************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures -------------------------------------- 324.00 0.0 324.20 0.1 324.40 0.5 324.60 1.0 324.80 1.5 325.00 2.0 325.20 2.6 325.40 3.1 325.60 3.4 325.80 3.8 326.00 4.1 '· POND-2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 10 YR Page 1 Return Freq: 10 years ******************************************** * * * SMITH/MOHAWK UNIT \JELL NO. 1 * * ROUTING OF 10, 25, AND 100 YEAR STORMS * * * * * * * ******************************************** Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWK10 .HYO Rating Table file: e:\haestad\pi\mohawk\MOHWK .PND ----INITIAL CONDITIONS---- Elevation = 324.00 ft outflow = 0.00 cfs Storage = 154 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW I STORAGE I I 2S/t 2S/t + 0 (ft) Ccfs) I (cu-ft) I I Ccfs) Ccfs) I I ------------------1----------1 1-------------------------1 324.00 0.0 I 1541 I 5.1 5. 1 I 324.20 0.1 I 1,0961 I 36.5 36.6 I 324.40 0.5 I 2,0701 I 69.0 69.5 I 324.60 1.0 I 3,0781 I 102.6 103.6 I 324.80 1.5 I 4, 1201 I 137.3 138.8 I 325.00 2.0 I 5,1981 I 173.2 175.2 I 325.20 2.6 I 6,3111 I 210.3 212.9 I 325.40 3.1 I 7,4611 I 248.6 251.7 I 325.60 3.4 I 8,6461 I 288.1 291.5 I 325.80 3.8 I 9,8691 I 328.9 332.7 I 326.00 4.1 I 11,1301 I 370.9 375.0 I -------------------------------------------------------- Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-09 -1996 11:41:22 10 YR Return Freq: 10 years Pond File: e :\haestad\pi\mohawk\MOHWK .PND Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWK10 .HYO outflow Hydrograph: e:\haestad\pi\mohawk\100UT .HYO INFLOW HYDROGRAPH ROUT! NG COMPUT A Tl ONS ---------------------------------------------------------------------- I TIME INFLOW I 11+12 2S/t -0 I 2S/t + 0 I OUTFLOW IELEVATIONI I (min) Ccfs) I Ccfs) Ccfs) I Ccfs) I Ccfs) I (ft) I -----------------1 --------------------------------1---------1---------1 0.0 0.001 5.1 5.11 o.oo I 324.00 I 1.0 o.n1 0.8 5 .9 5 .91 0.00 I 324.00 I 2.0 1.541 2.3 8.2 8.21 0.01 I 324.02 I 3.0 2.311 3.9 12 .0 12.01 0.02 I 324.04 I 4.0 3.081 5.4 17.3 17.41 o.04 I 324.08 I 5.0 3.851 6.9 24.1 24.21 o.06 I 324.12 I 6.0 4.621 8.5 32.4 32.61 o.o9 I 324.17 I 7.0 5.391 10.0 42.1 42.41 0.17 I 324.24 I 8.0 6.15 I 11.5 53 .0 53.61 0.31 I 324.30 I 9.0 I 6.921 13.1 65.2 66.11 0.46 I 324.38 10.0 I 7.691 14.6 78.5 79 .81 0.65 I 324.46 11.0 I 7.691 15.4 92.1 93.91 0.86 I 324.54 12.0 I 7.691 15.4 105.4 107.51 1.06 I 324.62 13.0 I 7.691 15.4 118 .3 120.81 1.24 I 324.70 14.o I 7.691 15 .4 130.8 133.71 1.43 I 324.n 15.o I 7.691 1,5.4 143.0 146.21 1.60 I 324.84 16.0 ·-1 7.691 15.4 154.8 158.41 1.n I 324.91 17.o I 7.691 15.4 166.4 170.21 1.93 I 324.97 18.0 I 7.691 15.4 1n.5 181.71 2.10 I 325.03 19.0 I 7.691 15.4 188.4 192.91 2.28 325.09 20.0 I 7.691 15.4 198.8 203.71 2.45 325. 15 21.0 I 7.691 15.4 209.0 214.21 2.62 325.21 22.0 I 7.691 15.4 218.9 224.41 2.75 325.26 23.0 I 6.921 14.6 227.7 233 .51 2.86 325.31 24.0 I 6.15 I 13.1 234.9 240.81 2.96 325.34 25.0 I 5.391 11.5 240.4 246.41 3.03 325.37 26.0 I 4.621 10.0 244.2 250 .41 3.08 325.39 27.0 I 3.851 8.5 246.5 252.71 3. 11 325.40 28.0 I 3.081 6.9 247.2 253 ~41 3. 11 325.41 29.0 I 2.31 I 5.4 246.3 252.61 3.11 325.40 30.0 I 1.541 3.9 244.0 250.21 3.08 325.39 31.0 I o.n1 2.3 240.3 246.31 3.03 325.37 32.0 I 0.001 0.8 235.1 241. 11 2.96 325.34 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 Return Freq: 10 years EXECUTED: 10-09-1996 11:41:22 10 YR ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK10 .HYO Outflow Hydrograph: e:\haestad\pi\mohawk\100UT .HYO Starting Pond W.S. Elevation = 324.00 ft ***** Sl.lllllllry of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 7.69 cfs 3.11 cfs 325.41 ft ***** Sl.lllllllry of Approximate Peak Storage ***** Initial St~rage = Peak Storage From Storm = Total Storage in Pond = 154 cu-ft 7,356 cu-ft 7,510 cu-ft PON0-2 Version: 5.17 S/N: Page 4 10 YR Return Freq: 10 years Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK10 .HYO outflow Hydrograph: e:\haestad\pi\mohawk\100UT .HYO EXECUTED: 10-09-1996 Peak Inflow 7.69 cfs 11:41:22 Peak OUtflow = 3.11 cfs Peak Elevation = 325.41 ft 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 3.1 -Ix Ix 4.1 -Ix Ix 5.1 -Ix Ix 6.1 -1 x I x 7.1 -1 x I x 8.2 -I x I x 9.2 -I x I 'l< ·10.2 -I I 11.2 -I I 12.2 -I 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - 21.4 - TIME <min> x x x x x x x x x x x x x x x x * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * x * x * x * x * x * x * x * x * x File: e:\haestad\pi\mohawk\100UT .HYO Qmax = * File: e:\haestad\pi\mohawk\MOHWK10 .HYO Qmax = 3.1 cfs 7.7 cfs POND·2 Version: 5.17 S/N: Page 1 Return Freq: 25 years EXECUTED: 10·09·1996 11:41:22 25 YR ******************************************** * * * SMITH/MOHA\JK UNIT WELL NO. 1 * * ROUTING OF 10, 25, AND 100 YEAR STORMS * * * * * * * ******************************************** Inf low Hydrograph: e:\haestad\pi\mohawk\MOHIJK25 .HYO Rating Table file: e:\haestad\pi\mohawk\MOHIJK .PND ····INITIAL CONDITIONS···- Elevation = 324.00 ft outflow = 0.00 cfs Storage = 154 cu-ft GIVEN POND DATA ------------------------------ INTERMEDIATE ROUTING COMPUTATIONS ------------------------- jELEVATION OUTFLOW I STORAGE I 2S/t 2S/t + 0 I (ft) (cfs) I (cu-ft) I Ccfs) (cfs) 1------------------1----------1 ------------------------- I 324.00 o.o I 1541 5.1 5.1 I 324.20 o. t. I 1,0961 36.5 36.6 'j \ 324.40 o.5 I 2,0701 69.0 69.5 I 324.60 1.0 I 3,0781 102.6 103.6 I 324.80 1.5 I 4,1201 137.3 138.8 I 325.00 2.0 I 5,1981 173.2 175.2 I 325.20 2.6 I 6,3111 210.3 212 ;9 I 325.40 3.1 I 7,4611 248.6 251. 7 I 325.60 3.4 I 8,6461 288.1 291.5 I 325.80 3.8 I 9,8691 328.9 332.7 I 326.00 4.1 I 11,1301 370.9 375.0 Time increment (t) = 1.0· min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-09-1996 11 :41 :22 25 YR Return Freq: 25 years Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWK25 .HYO OUtflow Hydrograph: e:\haestad\pi\mohawk\250UT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TIME INFLOW I I 11+12 2S/t -0 I 2S/t + 0 I OUTFLOW ELEVATION I (min) (cfs) I I (cfs) (cfs) I (cfs) I (cfs) (ft) 1-----------------1 --------------------------------1------------------ I 0.0 0.001 5.1 5.11 0.00 324.00 1.0 0.841 0.8 6.0 6.01 0.00 324.01 2.0 1.681 2.5 8.5 8.51 0.01 324.02 3.0 2.521 4.2 12.6 12.71 0.02 324.05 4.0 3.361 5.9 18.4 18.51 0.04 324.08 5.0 4.211 7.6 25.9 26 .ol 0.07 324.13 6.0 5.051 9.3 34.9 35.11 0.10 324.19 7.0 5.891 10.9 45.4 45.91 0.21 324.26 8.0 6.731 12.6 57.3 58.11 0.36 324.33 9.0 7.57 14.3 70.6 71.61 0.53 324.41 10.0 8.41 16.0 85.1 86.61 0.75 324.50 11.0 8.41 16.8 99.9 101.91 0.98 324.59 12.0 8.41 16.8 114.4 116.71 1.19 324.67 13 .0 8.41 16.8 128.4 131.21 1.39 324.76 14.0 8.41 16.8 142.1 145.21 1.59 324.84 15.o . 8.41 t·6.8 155.3 158.91 1.78 324.91 16.0 I 8.41 16.8 168.2 1n.11 1.96 324.98 17.0 I 8.41 16.8 180.7 185.ol 2.16 325.05 18.0 I 8.41 16.8 192.8 197.61 2.36 325.12 19.0 I 8.41 16.8 204.6 209.71 2.55 325.18 20.0 I 8.41 16.8 216.0 221.41 2.71 325.24 21.0 I 8.41 16.8 227.1 232.81 2.86 325.30 22.0 I 8.41 16.8 237.9 243.91 3.00 325.36 23.0 8.41 16.8 248.5 254 .71 3.12 325.41 24.0 8.41 16.8 258.9 265.31 3.20 325.47 25.0 7.571 16.0 268.3 274 .91 3.27 325.52 26.0 6.731 14.3 276.0 282.61 3.33 325.56 27.0 5.891 12.6 281.8 288.61 3.38 325.59 28.0 5.051 10.9 285.9 292 .81 3.41 325.61 29.0 4.211 9.3 288.3 295.21 3.44 325.62 30.0 3.361 7.6 289.0 295.91 3.44 325.62 31.0 2.521 5.9 288.0 294.91 3.43 325.62 32.0 1.681 4.2 285.4 292.21 3.41 325.60 33.0 0.841 2.5 I 281.2 287.91 3.37 325.58 34.0 0.001 o.8 I 275.4 282.01 3.33 325.55 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 25 YR Page 3 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inf low Hydrograph: e:\haestad\pi\mohawk\MOHWK25 .HYO Outflow Hydrograph: e:\haestad\pi\mohawk\250UT .HYO Starting Pond W.S. Elevation = 324.00 ft ***** Surmary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = 8.41 cfs 3.44 cfs Peak Elevation = 325.62 ft ***** Surmary of Approximate Peak Storage ***** Initial\ Storage = Peak Storage From Storm = Total Storage in Pond = 154 cu-ft 8,621 cu-ft 8, 775 cu-ft POND -2 Version: 5.17 S/N : Page '4 25 YR Return Freq: 25 years Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK25 .HYO Outflow Hydrograph: e:\haestad\pi\mohawk\250UT .HYO EXECUTED: 10-09 -1996 Peak Inflow = 8.41 cfs 11 :41 :22 Peak Outflow = 3.44 cfs Peak Elevation = 325.62 ft 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- 3.1 4.1 5.1 6 .1 7.1 8.2 9.2 1 -Ix Ix -Ix Ix -Ix I x -Ix I x -1 x I x -1 x I x -I x 1·, x 10 .2 - 11.2 - 12.2 - 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - 21.4 - TIME (min) x x x x x x x x x x x x x x x x x * x x x x x x * x * * * * * * * * * * * x File: e:\haestad\pi\mohawk\250UT .HYO Qmax = * File: e:\haestad\pi\mohawk\MOHWK25 .HYO Qmax = * * * * * * * * * * * * * * * * * * * * * * * * * 3.4 cfs 8.4 cfs POND -2 Version: 5.17 S/N: EXECUTED: 10-09-1996 11:41:22 100 YR Page 1 Return Freq: 100 years ******************************************** * * * SMITH/MOHAWK UNIT \ELL NO. 1 * * ROUTING OF 10, 25, AND 100 YEAR STORMS * * * * * * * ******************************************** Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK100.HYD Rating Table file: e:\haestad\pi\mohawk\MOHWK .PND ----INITIAL CONDITIONS---- Elevation = 324.00 ft outflow = 0.00 cfs Storage = 154 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS !ELEVATION! OUTFLOW I STORAGE I I 2S/t 2S/t + 0 I (ft) I (cfs) I (cu-ft) I I Ccfs) (cfs) I I 1---------1---------1----------1 1-------------------------1 I 324.00 I 0.0 I 1541 I 5 .1 5.1 I I ·,324.20 I 0.1 I I 1,0961 I 36.5 36.6 I I 324.40 I 0.5 I 2,0701 I 69.0 69.5 I I 324.60 I 1.0 I 3,0781 I 102.6 103.6 I I 324.80 I 1.5 I 4,1201 I 137.3 138.8 I I 325.00 I 2.0 I 5,1981 I 173.2 175.2 I I 325.20 I 2.6 I 6,3111 I 210.3 212.9 I I 325.40 I 3.1 I 7,4611 I 248.6 251. 7 I I 325.60 I 3.4 I 8,6461 I 288.1 291.5 I I 325.80 I 3.8 I 9,8691 I 328.9 332.7 I I 326.00 I 4.1 I 11,1301 I 370.9 375.0 I Time increment Ct>= 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-09-1996 11 :41 :22 100 YR Return Freq: 100 years Pond File: e:\haestad\pi\mohawk\MOHWIC .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWK100.HYD outflow Hydrograph: e:\haestad\pi\mohawk\1000UT .HYO INFLOIJ HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ I TIME I INFLOIJ I 11+12 I 2S/t -0 I 2S/t + 0 I OUTFLOIJ IELEVATIONI I (min) I Ccfs) I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1--------1 ---------1 ·-------------------------------1 ---------1--------- 0.0 I 0.001 5.1 5.11 0.00 I 324.00 1.0 I 1.001 1.0 6.1 6.11 0.00 I 324.01 2.0 I 2.001 3.0 9.1 9.11 0.01 I 324.03 3.o I 2.991 5.0 14.0 14.11 0.03 I 324.06 4.0 I 3.991 7.0 20.9 21.01 0.05 I 324.10 5.0 4.991 9.0 29.7 29 .91 0.08 I 324.16 6.0 5.991 11.0 40.4 40.71 0.15 I 324.23 7.0 6.981 13.0 52.8 53.41 0.30 I 324.30 8.0 7.981 15.0 66.8 67.71 0.48 I 324.39 9.0 8.981 17.0 82.3 83.71 0.71 I 324.48 10.0 9.981 19.0 99.4 101 .31 o.97 I 324.59 11.0 9.981 20.0 116.9 119 .3 I 1.22 I 324.69 12.0 9.981 20.0 133.9 136 .81 1 .47 I 324.79 13.0 9.981 20.0 150.4 153.81 1. 71 I 324.88 14.0 9.981 .20.0 166.5 170.41 1.93 I 324.97 \ 15.0-9.981 20.0 182. 1 186.51 2.18 I 325.06 16 .0 9.981 20.0 197.2 202.11 2.43 I 325. 14 17.0 9.981 20.0 211.9 217.21 2.65 I 325.22 18.0 9.981 20.0 226.2 231.81 2.84 I 325.30 19.0 9.981 20.0 240. 1 246.11 3.03 I 325.37 20.0 9.981 20.0 253.7 260.01 3.16 I 325.44 21.0 9.981 20.0 267.1 273.71 3.21 I 325.51 22.0 9.981 20.0 280.4 287.11 3.37 I 325.58 23.0 9.981 20.0 293.3 300.31 3.49 I 325.64 24.0 9.981 20.0 306. 1 313.31 3.61 I 325. 71 25.0 8.981 19.0 317.6 325.ol 3.73 I 325.76 26.0 7.981 17.0 326.9 )34.51 3.81 I 325.81 27.0 6.981 15.0 334.2 341.91 3.87 I 325 .84 28.0 5.991 13.0 339.3 347.11 3.9o I 325.87 29.0 4.991 11.0 342.4 350.31 3.92 I 325.88 30.0 3.991 9.0 343.6 351.41 3.93 I 325.89 31.0 2.991 7.0 342 .7 350.51 3.93 I 325.88 32.0 2.001 5.0 339 .9 347.71 3.91 I 325.87 33.0 1.001 3.0 335.1 342.91 3.87 I 325.85 34.0 0.001 1.0 328.5 336.11 3.82 I 325.82 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 Return Freq: 100 years EXECUTED: 10-09 -1996 11:41:22 100 YR ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: e:\haestad\pi\mohawk\MOHWIC .PND Inflow Hydrograph: e:\haestad\pi\mohawk\MOHWIC100.HYD outflow Hydrograph: e:\haestad\pi\mohawk\1000UT .HYO Starting Pond W.S. Elevation = 324.00 ft ***** S~ry of Peak OUtf low and Peak Elevation ***** Peak Inflow = 9.98 cfs Peak outflow = 3.93 cfs Peak Elevation = 325.89 ft ***** S~ry of Approximate Peak Storage ***** Initial Storage Peak Sto;age From Storm = Total Storage in Pond = 154 cu-ft 10,273 cu-ft 10,427 cu -ft POND-2 Version: 5.17 S/N: Page 4 100 YR Return Freq: 100 years Pond File: e:\haestad\pi\mohawk\MOHWK .PND Inflow Hydr ograph: e:\haestad\pi\mohawk\MOH ~K 10 0.HYD outflow Hydrograph: e:\haestad\pi\mohawk\1000UT .HYO EXECUTED: 10-09-1996 Peak Inflow = 9.98 cfs 11:41:22 Peak outflow = 3.93 cfs Peak Elevation = 325.89 ft 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 3.1 -Ix Ix 4.1 -Ix Ix 5.1 -Ix I x 6.1 -I x I x 1.1 -I x I x 8.2 -I x I 9.2 -I I .10.2 -I I 11.2 -I I 12.2 -I I 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 -I I 21.4 -I I I TIME (min) x x x x x x x x x x x x x * * * * * * * * * * x x x x x x x x x x x x x x x File: e:\haestad\pi\mohawk\1000UT .HYO Qmax = * File: e:\haestad\pi\mohawk\MOHWK100.HYD Qmax = * * * * 3.9 cfs 10.0 cfs * * * * * * * * * * * * * * * * * * * * * * * * APPENDIX8 Hydraulic Computations Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 36" RCP -200' NORTH OF HOLLEMAN Worksheet for Circular Channel e:\haestad\pi\mohawk.fm2 36" RCP CULVERT Circular Channel Manning's Formula Full Flow Capacity 0.013 0.005000 V : H 3.00 ft 3.00 ft 47.16 ft3/s 7.07 ft2 9.42 ft 0.00 ft 2.24 ft 100.00 0.006095 V : H 6.67 ft/s 0.69 ft FULL ft FULL 50.73 ft3/s 47 .16 ft3/s 0.005000 V : H Kling Engineering & Surveying \ Oct 8 , 1996 14:51 :51 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Sloee GORZYCKI 6' IRON CULVERT Worksheet for Circular Channel e:\haestad\pi\mohawk.fm2 6' SMOOTH IRON CULVERT Circular Channel Manning's Formula Full Flow Capacity 0.012 0.009900 V : H 6.00 ft 6.00 ft 456 .48 ff'/s 28.27 ft2 18 .85 ft 0.00 ft 5.55 ft 100.00 0.008575 V : H 16 .14 ft/s 4.05 ft FULL ft FULL 491 .03 ff'/s 456.48 ff'/s 0.009900 V : H Kling Engineering & Surveying \ Oct 8 , 1996 14:52:36 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1