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HomeMy WebLinkAbout33 Developmnt Permit 486 Christ United Methodist Chruch~ 'r.===============================================;i · . DRAINAGE REPORT FOR CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH COLLEGE STATION, BRAZOS COUNTY, TEXAS APPROVED FOR CONSTRUCTION OCTOBER, 1997 Submitted By: Michael G. Hester, P.E. Hester Engineering company 7607 Eastmark Drive, Suite 253-B College station, TX 77840 (409) 693-1100 fX:(409}693-1075 .. CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof . . ~ ?.c. to--(0-4(7 . Hester, .E. Professional Engineer No. 69104 CHRIST UNITED METHODIST CHURCH· CERTIFICATION INTRODUCTION: DRAINAGE REPORT CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH COLLEGE STATION, BRAZOS COUNTY, TEXAS OCTOBER, 1997 The proposed site is located at 4203 State Highway 6 South . The legal description is Barron Park Subdivision, Lot 2. The proposed improvements include pavement, drainage and utility improvements for a 27000 square foot church. The existing, vacant site consists of grassland with numerous oak trees. The terrain slopes in a northerly direction toward and existing natural ditch at approximately 2 percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps (48041CO 205C) shows that no portion of the tract is in the regulatory 100 -year flood plain. The site is zoned commercial and is being developed by Christ Un i ted Methodist Church, Gary Draper, 4719 Shoal Creek Road, College Station, TX 77845, (409) 690-4673. EXISTING DRAINAGE BASIN DESCRIPTION: The drainage pathway for the site begins at the intersection of the access driveway for the Desert Hills Hospital and the State Highway 6 South frontage road. The storm water travels across the site and converges at the northern most corner at the existing ditch and then travels approximately 1000 feet to Lick Creek. The proposed development discharges into Lick Creek Drainage Basin No. 8, Regulatory Channel Reach No. II which is a primary channel. This reach of creek is not in a "Special Drainage Basin and Channel Reach Design Standard", Item D, of the College Station "DRAINAGE POLICY AND DESIGN STANDARD", page 10, requiring mandatory detention by ordinance. However this reach does require that the Minimum Floor Elevation be base flood elevation (BFE) plus 3 feet (page 11) . The FEMA Flood Insurance Study (FIS), flood profiles (page 41P) show that the (BFE) for Lick Creek in this area is 270, effective date July 2, 1992. At 1. 19 miles downstream of State Highway 6 South, (which is downstream of the site) there is a drainage area of 1. 72 square miles and Lick Creeks 100 year discharge is 2500 cubic feet per second, page 14. A drainage map has been included for review. PROPOSED DRAINAGE: The proposed grading of the site will route the water into a storm drain system which will discharge into the existing ditch at the northern corner of the site. Grate inlets have been oversized to allow for a possible 25% blockage, the storm drain pipe was sized to carry the QlOO and to suppress the energy after the storm water exits the system, velocities at the outfall have been maintained to an acceptable limit for the expected ground cover. Additionaly rock riprap is proposed and a capable ditch section designed. CHRIST UNITED METHODIST CHURCH ·DRAINAGE REPORT· PAGE 1 OF 2 PAGES An analysis of the existing ditch from the property line to Lick Creek was prepared using HEC -RAS to determine any impacts on the downstream properties caused by the improvements. The QlOO storm water increase at the discharge point into Lick Creek is 13. 93 cubic feet per second, the maximum rise in water surf ace elevation along the creek is 0.08 feet and the maximum velocity increase is 0 .32 feet per second. An analysis of Lick Creek was prepared to determine the change in the water surface elevation due to the proposed improvements. A cross section was evaluated using the City's topographical maps, FEMA' s FIS study QlOO of 2500 cfs and a predevelopment water surface elevation based on the FIRM map (BFE) of 270. The analysis showed a rise of 0.07 feet in the Lick Creek Channel for the QlOO storm. An 18" diameter pipe, which is the smallest allowable is proposed for the frontage road access driveway. The drainage area for this pipe begins at the access driveway for the Desert Hills Hospital and is quite small. The results of the analysis show that the additional flow generated by the proposed improvements will not change the water surf ace elevation dramatically and therefore, detention is not required nor planned for the site. Storm runoff calculations for pre and post-development conditions has been included for review. CONCLUSION: This project is in compliance with the City's Stormwater Design Standards. CHRIST UNITED METHODIST CHURCH ·DRAINAGE REPORT· PAGE 2 OF 2 PAGES LICK CREEK FLOOD PLA IN F IRM 205 C ~ SHENENDOAH SUBDIVIS ION ~ K~Y MAP CHRl51 UNl11f t? Mf1HODl51 CHURCH COL,L,fC1f 51A110NJ BRAZ05 COUNIYJ 11fXA5 JUL. Y, 1991 PRC::P ARC::!/ BY : Ht::5-n::R t::Na lNC::C::RINa COMP ANY 1601 C::A5f MARK l/R IVt::, 5Uln:: 20:?-B COL-L-t::at:: 51 A11 0N, IX 1 1 B40 ( 409) 69:?-11 00 fa :( 409) 69:?-1010 ema il: hec2000@aol.com I I I I I I I ! ! ,, •• ii '.1fA"fe Hla-M'AY 6 FRONffa ROAD L __ _ s1 TE PLA.N ~[f{]lffiO®u [l,DlNJOu~[Q) MICH AEL G. HESTER. PE r-~-+. ----· _._._. -=-· -·---'·'-----· --"'--+.::..::_;_~ ~~·,,.,., BARRON PARK suB01v1s 10N [MJ[g[J[}{]©[Q)O®u HESTER ENGINEERING CO MPANY r--+----------+-~ n e LOT 2 VOLUME 939, PAGE 209 <&;[}={)(L[J~©(}={] ~~E~s~:~~N~TE~iu;~~53-B t--+----------+-------1 J ROBERT STEVENSON LEAGUE A-54 42Ca SV£VIE IKllG!HWAY S eco.IV1HI (409) 693_11 00 fic('40g) 69 J-1 o7~ ----' COLLEGE STATION, BRAZOS COUNTY, TEXAS COLLEGE STATION, BRAZOS COUNTY, TX t--+----------+-------1 =====,r= = ; "' I ~ I ~ I " I ~ I fl\ I ~ I I ~ I 7'l I ~ I cs I ~ I ~ I ~ I ;;i; ' ' \!' I I " I •• I p I I I I I L ___ I • m ' 5fA-rt; Hla-t'vVAY 6 fROf\tfNAE: R01'V \ ! : ! : ~ L _____ ,·.-;<. // // '/ :::.:.,-GRADING & DRAINAGE PLAN (g[}{J[gjQ~'jj OJj[NjQ'jj~[Q) MICHAEL G. HESTER. P.E. ,_~-+. ----' _•_v_•_•------11-'--'--l BARRON PARK suBD1 v 1s 10N 1MJ(g1J[}{]©[Q)O~u HESTER ENGINEERING co ~PANY t-+-----------+-------1 () LOT 2 VOLUME 939, PAGE 209 ~[f{)()J)(Rl~[f{) 7607 EASlMARK ORll.£, SUITE 2>3-B ROBERT STEVENSON LEAGUE A-54 uml3 ST£Tll D<Dal><l"#AY oS 90QJl"D'O-O ~':9i~~~· ~~.~~:~-107 5 N coLLEGE STATION, eRAZo s c ouNTY, TEXAS COLLEGE STATION, BRAZOS COUNTY, nc 1--+----------------+----j \,<Jr:::-. \ ""' /' -'\ \ ( \ \ CHRl5f UNI-rt:!? /\~..-1 " ."' 420~ 5.H. COL.L..E:Cil:: 51A110N. t3RAZ JUL.Y~I. 1991 Pl<E:P At<E't? BY: .c: + H[;5-reR f NalNffRINa COMP 1601 E:A5fMARK t?RIW . 5lJllE: Z? -B COL.L..E:aE: 5fA110N fX 11840 C 409 )6 ~-ll OO F X:C 4o.f )69~-101 ?-~~:~~~;3~~~~~~~~~~~~~~==~~~l-:~~=·~~~~~~~t ~'\-+ <f''+ < 4.1 ACRC:: DRAINMC:: /\RC::A 10 L.ICK CRC::t::K I/RAIN.NAE: mA MN' 5Cl-EMA11C CHRl51 UNl'1'et? Mf;fH0t?l51 CHURCH 420~ 5.H. 6 SOUTl1 Cet.t..i::ae SfA110N , BRAWS COL.MY, fl::XA5 JUL. y 22, 1991 Pl<!::P mt7 BY: Hf5frR E:Nl11NffRINl1 COMP~Y 1601 E:ASfMARK I/RIVE:. 5Ulfl:: 2?~-B COL..L..E:ae 5fA110N. fX 11840 C 409) 69~-1100 FX:C 409) 69~-101 ? I I I I I I / I / / / / /------------------------ 10.9 KRl::5 Af NORTH PL. fF ------------- t/E:SE:Rf HIL..L.. 5 f /'CIL..lfY CHRl5f UNlfE:t/ Mf1HOl?l5f CHU<CH RE:MAININC1 /'Cl<!::5 Af P ASflll(!:: L..ANI/ -1.2 l'Cia::5@ 0.10 -~.1 /'Cl<!::5 @ c-0 .1 0 -~.2 KRE:5 @ C-0.4? / ~~/ > / ,I / / "?4.1 K.11Mf Of CONCE:NfP....A110N: Mt/E:VE:L..OPMfNf: 9?1' @~f/S.-?.~MIN . 166'@2f/5.-6.4MIN. 422'@ I f /5 .. 7 .0 MIN . fOfft. 11ME: -18 .1 MIN. P05f t/E:VE:L..OPMfNf 9?1' @~FIS-?.~MIN. 166'@ 2.? f /5 -?.I MIN . 422'@ I f /5 .. 1.0 MIN. fOfft. 11ME: -11 .4 MIN. / / ' / I I I I \ ' / ~ /'J ( /') ' ' ' ' ' ' / / / ,.../..:::.. ( /,\ / /'/ / ~' / v ' /'J -, ' ' ' ' ' 2.? 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'•, 1/r ""' I ,, 11'---Mo<-1-------------------------·---------....... 1!:..___J _ _.:::,,.. ______ .---------+-+---~"" .. · ... .-; :· ·._... . . .., ' / rt (& I I ·-~ ···""=JU.£0 ;,;~~ I I ·-.---. .. , --------------------------------------------------------------__________ ::::-____________________ r -~-------------:~~ I I ~X l 511 Nu ~CONC l(l;'ft K a55 ROAD fO l?~~Rr HIL.L.5 _JI I t--t---t---_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_------=----- ---- ---- -------I L---------------------------------------------------~ PREDEVELOPMENT RUNOFF CALCULATIONS CHRIST UNITED METHODIST CHURCH ~uick TR-55 Ver.5.44 'Executed: 09:35:17 S/N:l315430080 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 years Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 8.60 2.30 Tc (min) Wtd. 'C' 18.70 0.503 ========================= Adj. I 'C' in/hr 11 0.503 4.630 Total acres 10.90 Peak Q (cfs) 25.37 ·Quick TR -55 Ver.5.44 Executed: 09:35:17 S/N:1315430080 07 -28 -1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 8.60 2.30 Tc (min) Wtd. IC' 18.70 0.503 11 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.503 5.688 Total acres 10.90 Peak Q (cf s) 31.17 'ouick TR-55 ver.5.44 Executed: 09:35:17 S/N:1315430080 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour , A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 8.60 2.30 Tc (min) Wtd. 'C' 18.70 0.503 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.503 6.434 Total acres 10.90 Peak Q (cfs) 35.26 . Quick TR-55 Ver.5.44 Executed: 09:35:17 S/N:l315430080 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 years Subarea Descr. Runoff , C' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 8.60 2.30 Tc (min) Wtd. , C' 18.70 0.503 Adj. I 'C' in/hr 11 0.503 7.373 Total acres 10.90 Peak Q (cfs) 40.40 ·Quick TR-55 Ver.5.44 Executed: 09:35:17 S/N:1315430080 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 8.60 2.30 Tc (min) Wtd. , C' 18.70 0.503 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr II 0.503 8.732 Total acres 10.90 Peak Q (cfs) 47.85 'Quick TR-55 Ver.5.44 Executed: 10:27:46 S/N:l315430080 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 23.80 7.20 Tc (min) Wtd. IC' 17.20 0.508 11 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.508 4.860 Total acres 31.00 Peak Q (cfs) 7 6 .54 •' Quick TR-55 Ver.5.44 S/N:1315430080 07-28-1997 Executed: 10:27:46 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 23.80 7.20 Tc (min) Wtd. 'C' 17.20 0.508 II RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.508 5.944 Total acres 31.00 Peak Q (cf s) 93.62 .. Quick TR -55 Ver.5.44 S /N :1315430080 07-28-1997 Executed: 10:27:46 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (31 .0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0 .450 DESERT HILLS 0.700 Area acres 23.80 7.20 Tc (min) Wtd. 'C' 17.20 0.508 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.508 6.720 Total acres 31.00 Peak Q (cfs) 105.84 .. Quick TR-55 Ver.5.44 Executed: 10:27:46 S/N:1315430080 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC ' PASTURE LAND 0.450 DESERT HILLS 0.7 00 Area acres 23.80 7.20 Tc (min) Wtd. I c I 17.20 0.508 11 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.508 7.696 Total acres 31.00 Peak Q (cfs) 121.21 .. Quick TR -55 Ver.5.44 S/N:1315430080 07-28-1997 Executed: 10:27:46 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS Area acres 23.80 0.700 7.20 Tc (min) Wtd. 'C' 17.20 0.508 11 RETURN FREQUENCY = 100 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.508 9.108 Total acres 31.00 years Peak Q (cfs) 143.45 .Quick TR-55 Ver.5.44 Executed: 11:53:38 S/N:l315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 26.90 7.20 Tc (min) Wtd. IC' 18.70 0.503 11 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.503 4.630 Total acres 34.10 Peak Q (cfs) 79.38 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 11:53:38 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (34 .1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wher e: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0 .70 0 Area acres 26.90 7.20 Tc (min) Wtd. 'C' 18.70 0.503 11 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.503 5.688 Total acres 34.10 Peak Q (cfs) 97.52 Quick TR-55 Ver.5.44 Executed: 11:53:38 S/N:l315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 26.90 7.20 Tc (min) Wtd. 'C' 18.70 0.503 RETURN FREQUENCY = 10 years 'C ' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.503 6.434 Total acres 34.10 Peak Q (cfs) 110.31 ,. Quick TR -55 Ver.5.44 S/N:1315430080 Executed: 11:53:38 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 years Subarea Descr. Runoff , C' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 26.90 7.20 Tc (min) Wtd. , C' 18.70 0.503 ========================= Adj. I 'C' in/hr 1 1 0.503 7.373 Total acres 34.10 Peak Q (cfs) 126.41 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 11:53:38 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH PREDEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 Area acres 26.90 7.20 Tc (min) Wtd. 'C' 18.70 0.503 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.503 8.732 Total acres 34.10 Peak Q (cf s) 149.71 POST DEVELOPMENT RUNOFF CALCULATIONS CHRIST UNITED METHODIST CHURCH .. . Quick TR-55 Ver.5.44 Executed: 11:59:24 S/N:l315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 4.90 2.30 3.70 Tc (min) Wtd. 'C' 17.40 0.588 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.588 4.820 Total acres 10.90 Peak Q (c fs) 30.87 . ' Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 11:59:24 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 4.90 2.30 3.70 Tc (min) Wtd. I c I 17.40 0.588 11 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.588 5.908 Total acres 10.90 Peak Q (cfs) 37.84 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 11:59:24 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 4.90 2.30 3.70 Tc (min) Wtd. 'C' 17.40 0.588 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.588 6.680 Total acres 10.90 Peak Q (cfs) 42.79 • Quick TR-55 Ver.5.44 Executed: 11:59:24 S/N:l315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 4.90 2.30 3.70 Tc (min) Wtd. 'C' 17.40 0.588 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.588 7.652 Total acres 10.90 Peak Q (cfs) 49.01 'Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 11:59:24 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (10.9 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor fo r each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 4.90 2.30 3.70 Tc (min) Wtd. 'C' 17.40 0.588 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.588 9.056 Total acres 10.90 Peak Q (c fs) 58.00 -Quick TR-55 Ver.5.44 S/N:1315430080 07-28-1997 Executed: 10:23:30 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 20.10 7.20 3.70 Tc (min) Wtd. IC' 15.90 0.538 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.538 5.020 Total acres 31.00 Peak Q (cfs) 83.71 'Quick TR -55 Ver.5.44 S/N:l315430080 Executed: 10:23:30 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 20.10 7.20 3.70 Tc (min) Wtd. IC' 15.90 0.538 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.538 6.191 Total acres 31.00 Peak Q (cfs) 103.23 'Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 10:23:30 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 20.10 7.20 3.70 Tc (min) Wtd. IC' 15.90 0.538 11 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.538 6.992 Total acres 31.00 Peak Q (cfs) 116.59 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 10:23:30 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 20.10 7.20 3.70 Tc (min) Wtd. 'C' 15.90 0.538 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.538 8.005 Total acres 31.00 Peak Q (cfs) 133.48 . 'Quick TR-55 Ver.5.44 Executed: 10:23:30 S/N:l315430080 07-28-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (31.0 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 20.10 7.20 3.70 Tc (min) Wtd. 'C' 15.90 0.538 II RETURN FREQUENCY = 100 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.538 9.460 Total acres 31.00 years Peak Q (cfs) 157.75 Quick TR-55 Ver.5.44 Executed: 11:58:35 S/N:1315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for eac h return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 23.20 7.20 3.70 Tc (min) Wtd. 'C' 17.40 0.530 11 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0 .5 30 4.820 Total acres 34.10 Peak Q (cf s) 87.10 'Quick TR-55 Ver.5.44 Executed: 11:58:35 S/N:l315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 23.20 7.20 3.70 Tc (min) Wtd. 'C' 17.40 0.530 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 1 1 0.530 5.908 Total acres 34.10 Peak Q (cfs) 106.76 .. Quick TR-55 Ver.5.44 Executed: 11:58:35 S/N:1315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 23.20 7.20 3.70 Tc (min) Wtd. 'C' 17.40 0.530 11 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.530 6.680 Total acres 34.10 Peak Q (cfs) 120.71 'Quick TR-55 Ver.5.44 Executed: 11:58:35 S/N:1315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 23.20 7.20 3.70 Tc (min) Wtd. IC' 17.40 0.530 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 11 0.530 7.652 Total acres 34.10 Peak Q (cfs) 138.27 ·Quick TR-55 Ver.5.44 Executed: 11:58:35 S/N:l315430080 07-23-1997 CHRIST UNITED METHODIST CHURCH 4203 STATE HIGHWAY 6 SOUTH POST DEVELOPMENT CONDITIONS (34.1 ACRES) * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PASTURE LAND 0.450 DESERT HILLS 0.700 CUMC 0.700 Area acres 23.20 7.20 3.70 Tc (min) Wtd. IC' 17.40 0.530 11 RETURN FREQUENCY = 100 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.530 9.056 Total acres 34.10 years Peak Q (cfs) 163.64 DRIVEWAY DEPTH ANALYSIS CHRIST UNITED METHODIST CHURCH CONCRETE DRIVEWAY @ 0 .5% SLOPE Rating Table for Irregular Channel Project Description Project File c:\haestad\fmw\cumc.fm2 Worksheet DRIVEWAY DEPTH FOR 1.45 ACRES Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Constant Data Channel Slope 0.005000 ft/ft Input Data Minimum Maximum Increment Discharge 0.00 18.00 2.00 cfs Rating Table Water Surface Discharge Wtd. Mannings Elevation Velocity (cfs) Coefficient {ft) (ft/s) 0.00 0.013 100 .00 0.00 2.00 0.013 100.16 1.53 4 .00 0.013 100.21 1.82 6.00 0.013 100.25 2 .02 8.00 0.013 100.27 2.26 l-Xt:llf.S 1 o.oo 0.013 100 .29 2.46 12.00 0.013 100 .31 2.65 14 .00 0.013 100 .33 2.82 16 .00 0.013 100.35 2.97 ~ \1"='18 .00 0.013 100 .37 3.11 10/10/97 08 :56:23AM Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 1 STORM DRAIN SYSTEM CHRIST UNITED METHODIST CHURCH CHRIST UNITED METHODIST CHURCH GRATE INLET CAPACITY 1.5 ACRE DRAINAGE AREA INTO DS-2 SUB AREA - B DEPTH OPEN OF WATER TOP OF DS-2 ELEVATION GRATE NO. PAGE NO. AREA AREA (FT. ) Q 291.49 DESIGN VULCAN V-4881-4 225 (SQ. IN. ) (SQ. FT. ) (CFS) 774 5.38 0.10 0.20 0.30 0.40 0.50 0.60 0.70 8.19 11.59 14.19 16.39 18.32 20.07 21.68 STORM 291.6 291. 7 ~/:A 291.8 ~,oo 291. 9 o:z. F\ 292.0 ~ptn 292.1 292.2 CHRIST UNITED METHODIST CHURCH GRATE INLET CAPACITY @ 25% REDUCTION PER DRAINAGE ORDINANCE 2.16 ACRE DRAINAGE AREA INTO DS-1 SUB AREA - A DEPTH TOP OF DS-1 OPEN OF WATER ELEVATION GRATE NO. PAGE NO. AREA AREA (FT.) Q 291.97 DESIGN VULCAN V-4885-4 231 (SQ. IN. ) (SQ. FT. ) (CFS) STORM 1161 8.06 0.10 0.20 0.30 0.40 0.50 0.60 0.70 \ ' 12. i !f 17.38 21. 29 24.58 27.48 30.10 32.51 292.1 292. 2 +7.-/?. 292 .3 ~00 2 92. 4 = "'· "Z f c::kfth 292.5 292.6 292 .7 Ll:f(., 5TOCZwJ ~lt.:l ?'f~~ (>'~$ t:e9<o~'CO • ~"..,. "U.1~ lF-~'(' 'SU~ .. ~A t:~U..S a To "T~A-N cPt4 FEE'T tr Lull..~ s \:I A>-I> fZ_f:/"'t l J , { 24" RCP DRAIN PIPE Rating Table for Circular Channel Project Description Project File c :\haestad\fmw\cumc.fm2 Worksheet DRAIN PIPE FOR 3.56 ACRES Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient Channe l Slope Diameter Input Data Minimum Discharge 0.00 Rating Table 0.013 0.006053 ft/ft 24 .00 in Maximum 18.00 Discharge Depth Velocity (cfs) (in) (ft/s) 0.00 N/A 0.00 2 .00 5.5 3.72 4.00 7 .8 4 .53 6 .00 9.7 5.07 11.4 5.47 Increment 2.00 cfs ~ cq ~s 8.00 z. c • 10 .00 13 .0 5 .78~ ~t ll.&3 12.00 14 .5 6 .03 lOc l3.o514.00 16 .2 6 .22 ~zc; Q-es= l4.ctl 16 .oo 18 .0 6 .35 ~ - l 18.00 20 .2 6 .38 ~00 -.oo-1·'° 10/1 0/97 08 :44 :15AM Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 1 Project Description 30" RCP DRAIN PIPE Rating Table for Circular Channel Project File c:\haestad\fmw\cumc.fm2 Worksheet DRAIN PIPE FOR 3.56 ACRES Flow Element Method Solve For Circular Channel Manning 's Formula Channel Depth Constant Data Mannings Coefficient Channel Slope Diameter Input Data Minimum Discharge 0.00 Rating Table 0.013 0.005286 ft/ft 30 .00 in Maximum 32 .oo Increment 2.00 cfs Discharge (cfs) Depth (in) Velocity (ft/s) 10 /1 0/97 08 :39:54AM 0.00 N/A 2.00 5.3 4 .00 7.4 6.00 9.1 8.00 10.6 10 .00 12.0 12 .00 13 .2 14 .00 14 .5 16 .00 15.6 18.00 16.8 20.00 18 .0 22.00 19 .2 24.00 20.4 26 .00 21 .7 28.00 23.1 30 .00 24.8 32 .00 27.6 0.00 3.45 4 .23 4 .75 5.15 5.47 5.75 5.98 6.18 6.36 ~:~~~~-t, =&.Z..ct=s 6 .76~Q.t:> ~ zA.. ·"~ 6 .85 6.91~,o a. ~7•67 6 .92 6.78 ~ ~~:~\~(QI a=s SoF;~ k ~A -C wt L.l..-fo.lO; Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755 -1 666 (,_:)fO FlowMaster v5.1 3 Page 1 of 1 \~ .... .. .( .. ' I HYDRAULIC CALCULATIONS OF EXISTING DITCH BETWEEN THE PROPERTY LINE AND LICK CREEK CHRIST UNITED METHODIST CHURCH g c 0 :;:; CIJ iii w 285 280 275 /'lll C,,{L- C(la~ 270 ------ 265 0 200 CUMC PRE DEVELOPMENT . 24-1 ' cha,, Pl Pc:. 400 600 Main Channel Distance (ft) __ _1; 800 ;f j j 1000 Q 100 02 • Invert River Sta. QTotal VelChnl (cfs) (ft/s) J .961 25 .37 2 .79 f'lffl .· 47 .85 3.45 ";T: . 1859 25 .37 3.59 I 47 .85 4 .08 . 25 .37 0 .50 1752 47 .85 0 .70 .n' i i§ 25 .37 1.09 !'· 47 .85 1.35 12;:{ 1t3.2 25 .37 3.12 i 47 .85 1.39 25 .37 3.80 9 47 .85 2 .81 . .,, 4i'H It ! 76 .54 0.52 143.45 0.79 76 .54 0.18 143.45 0.30 76 .54 143.45 ~;;M ' 76 .54 1.19 143.45 0 .95 1,g21 76 .54 1.70 1221 143.45 0 .86 pf'ZQ_. ~el . HEC-RAS Plan: Plan 01 Reach: MAIN 7/28/97 W.S. Elev Max Chi Dpth Min Ch El CulvWSln {ft) (ft) (ft) (ft) 281 .93 0.93 281 .00 282.15 1.15 281 .00 277 .28 0 .78 276 .50 277 .50 1.00 276 .50 277 .05 0 .55 276 .50 277 .24 0 .74 276 .50 276 .72 0 .22 276 .50 276 .82 0.32 276 .50 275 .90 1.90 274 .00 276 .20 2 .20 274 .00 273 .87 0.87 273 .00 274 .12 1.12 273 .00 273 .28 3.28 270 .00 273 .57 3.57 270.00 273 .29 5.29 268 .00 273 .57 5 .57 268 .00 270 .00 270 .00 268 .87 1.87 267 .00 270 .17 3 .17 267 .00 268 .33 1.33 267 .00 270.08 3 .08 267 .00 CulvWSOut CulvVel In CulvVelOut (ft) (ft/s) (ft/s) 268 .87 2 .35 2.41 269 .00 2 .06 2 .06 HEC-RAS Plan: Plan 01 Reach: MAIN 7/28/97 (continued) River Sta. QTotal VelChnl W.S. Elev Max Chi Dptti Min Ch El CulvWSln CulvWSOut CulvVel In CulvVel Out (cfs) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) 76 .54 1.78 266 .55 2 .55 264 .00 '. ·, 097 143.45 0.50 270 .02 6 .02 264 .00 1000 79 .38 1.09 266.00 3 .00 263 .00 f1000 149.71 0 .36 270 .00 7 .00 263 .00 g c: 0 :;:::; ro > Q) w CU MC-PRE POST DEVELOPMENT L~~~~~~~~~~~~~~MAIN ~~~~~~~~~~~~~~ 285 I 280 275 270 265 0 200 400 600 Main Channel Distance (ft) 800 j j j Q 100 02 Invert 1000 ?e >T Devc:uof'~~ ~ HEC-RAS Plan: Plan 01 Reach: MAIN 7/28/97 River Sta. QTotal VelChnl W.S.Elev Max Chi Dpth Min Ch El CulvWSln CulvWS Out CulvVel In CulvVel Out (cfs) A. (ft/s) (ft) I (ft) (ft) (ft) (ft) (ft/s) (ft/s) ~ A 30 .87 :. 2 .94 282 .00 b. 1.00 281 .00 (~ ~c:>t2 1!7~ ,.-.-.-~- ~ to,IS 58 .00 o . '?Z. 3 .77 282 .22 A __ ...., 1.22 281 .00 - r &:>~~7 1859 30 .87 3 .74 277 .34 0 .84 \ 276 .50 58 .00 D.l~ 4.23 277 .58 .!..~ . l ~ ~ .08 ) 276 .50 1'...tO.D'Q _/ ~ 30 .87 0.56 277 .10 0 .60 ~ 276 .50 58 .00 0.77 277 .31 0 .81 ~ '"Rl... 276 .50 tO. C)? 0,07 ~ 30 .87 1.05 276.77 0 .27 276 .50 -58 .00 D,t"J:, 1.48 276 .86 ,, 0 .36 1A. 276.50 ''"""' --r.l (!),o'f ~ 1632 30 .87 5.18 275 .63 1.63 ~ 274 .00 1632 58 .00 0.07 1.46 276 .24 .o.~ 2 .24 ('( 274 .00 -·. 30 .87 3 .93 273 .94 0.94 273 .00 1489 58 .00 0 .2.. 3.01 274 .15 o.o-z. 1.15 273 .00 M 83 .71 0.55 273 .33 3 .33 270 .00 157.75 c.os 0.84 273.61 0.04 3 .61 270 .00 "~ 1321 83 .71 0.19 273.33 5.33 268 .00 1~21 157.75 £0.0> 0.33 273 .62 D,o> 5.62 268 .00 ,· 83 .71 270 .00 269 .00 2 .34 2 .34 157.75 270 .00 269 .00 2 .06 2 .06 ,. 1279 83 .71 1.24 268 .93 1.93 267 .00 1279 ·' h 157.75 0 .0-, 1.02 270 .20 c!J ,o;, 3 .20 267 .00 1221 83 .7 1 1.73 268 .39 1.39 26 7 .00 1221 l lf, -~ 157 .75 0 .a::> 0 .94 270 .10 0 ,o-z.., 3.10 267 .00 HEC-RAS Plan: Plan 01 Reach: MAIN 7/28/97 (continued) River Sta. Q Total Vel Ctinl W.S. Elev Max Chi Dpth Min Ch El CulvWSln CulvWSOut CulvVelln CulvVel Out (cfs) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) ,i •. ~ '. 83 .71 1.83 266 .62 <!:J.07 2.62 264.00 157 .75 o,os 0.55 270 .02 0 6.02 264 .00 1000 87 .10 1.20 266.00 o.o 3.00 263 .00 u1000 .!Lm 1~<3 3 63 .64 (!) • 0 ') 0.39 270.00 0 7.00 263 .00 HYDRAULIC CALCULATIONS OF LICK CREEK CHRIST UNITED METHODIST CHURCH LICK CREEK CROSS SECTION Worksheet for Irregular Channel Project Description Project File c :\haestad\fmw\cumc .fm2 Worksheet LICK CREEK CROSS SECTION Flow Element Method Solve For Input Data Irregular Channel Manning's Formula Water Elevation Channel Slope 0.001622 ft/ft Elevation range : 261.50 ft to 281.70 ft . Station (ft) Elevation (ft) 271 .80 270.00 268.00 266 .00 264.00 262.00 261.50 Start Station 0.00 End Station 580.00 Roughness 0 .100 0 .00 138.00 158 .00 185 .00 210 .00 244 .00 276 .00 308 .00 331 .00 360 .00 375 .00 380.00 395.00 448 .00 475 .00 530 .00 580.00 262 .00 c~ 264.00 T~~ 266 .00 .St"crtc.con ~ uc.tL C'2c:elL_ 'FeoWJ · C · '::> · ToPo ·V'flAPS 270.00 272.00 274 .00 276.00 278.00 280 .00 281.70 Discharge 2 ,500.00 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 0.100 ~r-~ 270.00 ft ~ 1,328 .00 ft2 238 .00 ft 237.00 ft 8.50 ft 264 .77 ft 0.113474 ft/ft 1.88 ft/s 0.06 ft 270.06 ft 0.14 07128197 08:4 7:35 AM Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 2 Project Description LICK CREEK CROSS SECTION Rating Table for Irregular Channel Project File c :\haestad\fmw\cumc.fm2 Worksheet LICK CREEK CROSS SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Constant Data Channel Slope 0 .001622 ft/ft Input Data Minimum Maximum Discharge 2,500.00 2 ,516.00 Rating Table Discharge Wtd . Mannings (cfs) Coefficient 2 ,500 .00 0.100 2 ,502 .00 0.100 2 ,504 .00 0 .100 2 ,506 .00 0 .100 2 ,508 .00 0 .100 2 ,510 .00 0 .100 2 ,512 .00 0 .100 2 ,514 .00 0 .100 2 ,516 .00 0 .100 Increment 2 .00 cfs Water Surface Elevation (ft) 270 .00 270.01 270 .02 270 .03 270.04 270 .05 270 .06 270 .07 270.08 Velocity (ft/s) 1 .88 o/-------a___ \.OO 1.88 1.88 1.88 1.87 1.87 b. -O.o( ~T 07 /28/97 10 :50:47 AM Haest ad Methods , Inc. 37 Broo ks ide Road Waterbury , CT 06708 (203 ) 755-1666 FlowMaste r v5 .13 Page 1 of 1 EXISTING CONDITIONS -CROSS SECTION Cross Section for Irregular Channel Project Description Project File c :\haestad\fmw\cumc.fm2 Worksheet LICK CREEK CROSS SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope 0.100 0.001622 ft/ft Water Surface Elevation Discharge 270.00 ft 2,500.00 cfs 285 .0 280 .0 g 275 .0 c 0 ~ iii 270 .0 [jJ 265 .0 -------T--------.--------r-------,--------r-------T-------,--------r-------,--------r-------T-------, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -------T-------,--------r-------,--------r-------T-------,--------r-------,--------~-----T-------, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -------~-------~--------~-------~--------~-------~-------~--------~----~--------~-------~-------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -------t-------~--.• ---t-------t--------~-------t-------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -------~-------~--------L--------------~-------~--------------L-------~--------~-------L-------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 260 .0...._ ____ __. ______ ....... ______________ ....._ ____ __..__ ____ ___,, ______________________ ..._ ____ __. ______________ _ 07/28/97 08:48 :37 AM 0 .0 50 .0 100 .0 150.0 200 .0 250.0 300 .0 350.0 400 .0 Station (ft) Haestad Methods , Inc. 37 Brooks ide Road Waterbury , CT 06708 (2 03 ) 755-1666 450.0 500.0 550 .0 600 .0 FlowMaste r v5 .13 Page 1 of 1 - ACCOUNT NO . _______________ _ 40142 4 Pa id by~he c k 1J b1 Cash --THANK Y DEVELOPMENT PERMIT PERMIT NO. 486 CHRIST UNITED METHODIST CHURCH FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Barron Park Lot 2 OWNER: Christ United Methodist Church Gary Draper 4 719 Shoal Ck College Station, Texas 77842 409-690-4673 DRAINAGE BASIN: Lick Creek Drainage Basin No. 8, Reach II TYPE OF DEVELOPMENT: SITE ADDRESS: East SH6 This permit is valid for site construction as shown on the approved construction plans. 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. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or 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. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. 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 haz.ard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of City of ollege Station that apply . Date Owner/ Agent Date Contractor \\ I I 7 / 4':1 K~.oL1 )CQ ~ '( DatJ Figure XII Development Permit City of College Station, Texas Site Legal Description~ \:;;,(lt'. k ..,__- Site Owner:GJ@SI LlNITTo W\tzTti-.QolZC~Address Li.1(61 ~LbP<1.-CIL l S . T)( ~/>()vi ~f£12--Telephone : C.~ -4'71.3 I ~c ~.iw-.i'v"1-~ ~ ~Jj'6 ·5 Architect!\\_ _ Address :LCL~ 'Z::>~ .tf<-1~ En gi neer :~~ V , G . Tel e phone No ~~ ,...l I~ Date Application Filed : 7 ~;p 47 Approved : ___________ _ Application is hereby made for the following development specific waterway alterations : N~ ~ Application Fee "El Signed Certifications ~ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. -@ Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------ The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drain age Policy and Design Standards . As a condition of approva1 of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) Contractor Figure XII Continued (for proposed alterations within designated flood hazard areas .) • ~..J-r,._. r (?? certify that any nonresidential structure on or proposed \~-t-Wrt<" site s part of this application is designated to prevent damage to the structure or its ts as a resu t of flooding from the l 00 year stonn. Date B. l, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Date C. f C certify that the alterations or development covered by ermit all not diminish the flood-carrying capacity of the waterway adjoining or crossing ·tted site and that such alterations or development are consistent with requirements of f College Station City Code, Chapter 13 concerning encroachments of flood ways and of fringes . ----,1-At<:~....+-___..,~--....,£--l'---... _~-=-.J do certify that the proposed alterations do not raise the level e elevation established in the latest Federal Insurance Administration pf, ns or co mments as part of approval :-------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debri s from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . [ hereby grant this permit for development. AJI development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. AJI of the applicable codes and ordinances of the City of College Station shall apply . 399130 CITY OF COLq:GE STATION ex )L C/' 1-< ) . I . ---(, l I I • I . • <. -~· L· .1 )l ( ·{ ,· by_Check _____ (Cash __ THANK YOU .. \. - 0 () ,.-. f > > HESTER ENGINEERING COMPANY 7607 Eastmark Drive Suite 250 COLLEGE STATION, TEXAS 77840 PHONE (409) 693-1100 FAX (409) 693-1075 JOB NO . WE ARE SENDING YOU ~ Attached D Under sep ar ate cover via _________ the following item s : D Shop d r awings D Prints D Plans D Samples D Spec ifications I I D Copy of letter D ---------------------- COPIES DATE N O. THESE ARE TRANSMITIED as checked below : D For approval D For your use D As requested ~~ f D Approved as submitted D Approved as noted D Returned for corrections D Resubmit ___ copies for approval D Submit ____ copies for distribution D Return ___ corrected prints D For review and comment D ------------------------ D FOR BIDS DUE-----------19 __ _ D PRINTS RETURNED AFTER LOAN TO US REMARKS _______________________________________ _ fr ll -ta;V( G . COPY TO ___________________ _ SI