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Home My WebLink About17 BTU Private Dr. 04-40~-v DEVELOPMENT PERMIT PERMIT NO. 04-40 Project: BTU MAINTENANCE DRIVE COLllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: EDSEL JONES TRACT ADJACENT TO SALLIE LN AND STEEPLECHASE PARK DATE OF ISSUE: 9/07/04 OWNER: EDSEL JONES TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Clearing Permit SITE ADDRESS: 11775 WELLBORN RD DRAINAGE BASIN: Bee Creek Trib . "B" VALID FOR 6 MONTHS CONTRACTOR: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of th is permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint , oil, solvents , asphalt , concrete , mortar , or other harmful liquids or materials within the drip line of any tree required to remain is also prohib ited . EROSION CONTROL REQUIRED AS SHOWN ON PLANS. (FULL PERMIT IS NOT ISSUED UNTIL TXDOT PERMIT ISSUED FOR WORK WITHIN STATE ROW .) 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. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establ ishment 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 propert ies, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the C ity of College Station , measures shall be taken to insure that debris from construction , erosion, and sedimentation shall not be deposited in c ity streets , or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit appl ication for the above named project and all of the codes and ordinances of the City of College Station that apply. Owner/~t/Contractor Date DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm : Rabon Metcalf I RME Date: 912104 Add ress: P .O . Box 9253. College Station , TX 77842 Phone: (979) 219-4174 Fax: ___ ___....(""-'97;....;:;9""'-)-=69=0:;....-=.;03=2=9 ____ _ We a re t ransmitting the following for Development Serv ices to revi ew and comment: (Check all that apply.): 0 Master Development Plan w/ 0 Redlines 0 Preliminary Plat w/ 0 Redlines 0 Final Plat w/ 0 Redlines 0 FEMA ClOMA/ClOMR/lOMA/lOMR w/ 0 Redlines 0 S ite Plan w/ D Redlines 0 Grading Plan w/ 0 Redlines 0 landscape Plan w/ 0 Redlines 0 Irrigation Plan w/ 0 Redlines 0 Building Construction Documentsw/ 0 Redlines INFRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in t he complete set: 0 Waterline Construction Documents w/ 0 Redlines 0 Sewerline Construction Documents 0 Drainage Construction Documents [gl Street Construction Documents w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines 0 Easement application with metes & bounds decsription [gl Drainage letter or Report w/ D Redlines 0 Fire Flow Analysis w/ 0 Redlines Special Instructions : BTU -20' Private Maintenance Drive 0 Development Perm it App. 0 Conditio nal Use Permit 0 Rezonin g Application 0 Variance Request 0 Other -Please specify -- -- [gl TxDOT Driveway Permit 0 TxDOT Utility Permit 0 Other -Please specify EM AIL: r men gin eer @j u no .c o m September 1, 2004 Alan P. Gibbs, P .E. Development Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Drainage Letter for Bryan Texas Utilities (BTU) West Loop 138 KV -20' Private Maintenance Drive RME No. 158-0196 Dear Alan: Please find the enclosed findings, calculations and attachments for the above referenced project's drainage improvements. lbis drainage letter and the supporting design methods were performed in accordance with the City of College Station's Drainage Design Policies and Standards. Information used for the design, and the resulting calculations, of these drainage improvements are as follows: •!• X-1: •!• X-2: •!• X-3: •!• A-1: •!• A-2: •!• B-1: •!• B-2: General FEMA Map Panel; Watershed-Structure 2 ; Watershed -Structure 3; Structure #2 -Hydrology; Structure #3 -Hydrology; Structure #2 -Hydraulics; Structure #3 -Hydraulics; lbis project consist of the construction of a 20' Wide Private Maintenance Drive for BTU's West Loop 138 KV project. The private maintenance drive is located solely on 6 .79 acre and 70.734 acre tract (387, 3003 I 699, 259) and is located within the Bee Creek watershed . This project site is not located or adjacent to any FEMA mapped floodplain (see Exhibit X-1). With the construction of this private maintenance drive, three (3 ) drainage structures will be required. Drainage structure #I is the extension of an e x isting driveway culvert located at the entrance of the Koppe Bridge Restaurant along FM 2158 (Wellborn Road). Drainage structures #2 & #3 are located along the private drive at minor channel crossings (see Exhibits X-2 & X-3). CDI-158-0 l 96-L03 Page -l BTU -20' Private Maintenance Drive Drainage Letter Hydrology Rabon Metcalf Engineering September 1, 2004 Using the Rational Method for hydrology modeling, runoff values were determined for each watershed. Results from the 2, 5, 10, 25, 50 & 100-year rainfall events for these drainage basins are summarized below in Table #1 (see Exhibits A-1 & A-2). Hydraulics D.A. X-2 X-3 TABLE#l-HYDROLOGYSUMMARY (cfs) 3.8 18 .8 (cfs) 4 .7 23.9 (cfs) 5 .3 27.6 (cfs) 6 .1 31.8 (cfs) 6 .9 36.4 (cfs) 7.2 38.2 Using the hydrologic data, flows were conveyed through the appropriate drainage structure and the drainage pipe sized accordingly (see Exhibit B-1 & B-2). Selected hydraulic data for each drainage structure is summarized below in Table #2. TABLE#2-HYDRAULICSUMMARY 25-Year 100-Year e octty e octty Structure Type & Siz (cfs) (fps) Control (cfs) (fps) Control 2 18" CMP 6.1 5.1 Outlet 7 .2 5.5 Outlet 3 2-24" CMP 15.9 5.1 Outlet 19.l 6.1 Outlet As mentioned previously, the attached engineering calculations are issued for the stated drainage improvements and are issued by me and are applicable to this project. Please call should you have any questions or require assistance. Sincerely, Rabon A. Metcalf, P. rmengineer@verizon.n CDI-158-0 l 96-L03 Page-2 EX APPROXIMATE SCALE 500EEE3~==~E"3=::C::~E?3=::~0::::::::::::::::::::::::::::::J500FEET llATIDllAL FLOOD lllSURAllCE PIOHAM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 182 OF 250 llll MAP INOIX 'O" ll'ANILI NOT ~llUNTIO) 1!!11!111 l.!m 1!llll! •110011 0111 e UN~CORPORATEO AllUI """ 0112 •• Ill UMr: Tiit MAr IUMIH *-k41w ._.. lie ai1t1 •• pllcll1 .., 9'•111; .. COllMUllITT IUl .. U ...... ........... ~ ........ ., .................. Cf -· MAP NUMBER 48041CDl82 C EFFECTIVE DATE: JULY 2, 1992 Thia la 1n otndal copy of a portion of the above ,.,.,.need ftood map . It was extract1d ualng F-MIT V1ralon 1.0 . Thia map doH nol reftact change• or am1ndm1nll which may have bHn made aubaequent lo Iha date on Iha UUe block . Futher lnfOrmati on about National Flood lnaurance Program ftood hazard maps It 1v1ll1ble at www.lema . v/m lt/lld. PDF Crtlll D1te: 7fl/20CM (Cflltld et tcllt and tvP• A) ::2 /, I I I ~~l ~ r ~u..N I U10 ::it: L ......, ( -......... _,. I J --( / ) / o_ ow I ::J w Cl'.'. I . I ::J ; ~~() II w ::J 00 f--Cl'.'. / LO <( p. j //'~"-----..j$~U1 I I II '-) I I / ~ ) -..._ ---__/ I / ~ ----_./ /----/ '-I "'-'-.. j "'-__,/ --.. / " /-/ ~-/ I I ~ i--,,.., ~ / ' ~ \I \" )~ \/ o r".. I / "-, ~ I\\\: z '-"" I \ *~ \\_'-' f--I \ '-' w /' -w x ", l "-Oi "" ~ .,_"<t'_<C_o ___ I_::2....,. '-... /\ ~ .e a::: 0 (.) <( '"'~ O:::a::: ,,-.--..... l"1 x II .. ~c.o: >-"-ai~ m "'---~ "\""-, I /' / // f "' ~ -;:. oo .. ~rn .. w w .. _J f-W<( <(~ <C::::!U O:::I 0 LL V1 0 (.) ///) N w ()'.'.'.: (./) ::J (./) <( 1-w x U-W ::J I-I-()'.'.'.: _J I-I-z-(./) ::J 0 I Ul I-<( <( c.o 0 x I-Ol 0 w w (./) I I I-W CXJ L{) 2Q z C) w <( :=J 0 I->-_J z <( ()'.'.'.: 0 w smu ::2 Cl'.'. .... @"' ~ ~ en ~ N ,.._ ..., g 8ai" IJ'1~ ::::J IN-Nwe o"'+ c:i"""'~ .,,9,), z x ·ll '°o-~ o~ c: ,-..O'IC" ~ ~ <Df:="ij\ ~CD_.. ~ ~~~fi em~ z 23 ~c::vi§ ~e 0 E---~w 1~ i:Q ~ C!J ~<.:l .. w I I < z1-;j_U....1 ~~ vi :::i Ex-' ~~~ ~ow o.1tl _) , __ ./-_,1 ) RABON ~ METCALF~ ENGINEERING POST OFFlCE BOX 9253 COli.EGE STATION, TEXAS 77842 EMAIL: rmengineerOjuno.com OFFlCE -(979) 690-0329 FAX -(979) 690-0329 CELL -(979) 219-4174 "" ! ......., ) \ L. " ( ( / \ ( " ) ) / ,,..1 ( "' / ( \ I WATERSHED -STRUCTURE 3 BRYAN TEXAS UTILITIES COLLEGE STATION, TEXAS RME NO. 158-0196 J ) ) I DATE: 07 /13/04 SHEET NO . FILE: 0196X3RA SCALE : 1''=300' DRAWN BY : RCH x-3 CHK BY : RAM \ l . RATI ONAL METHOD: D rainage Structure #2 GENERAL I NFORMATION Description : W aters hed U ps tream of Drai nage Struct u re #2 Drainage Area = 2 .58 acres Coefficient of Runoff (Cwro} = 0.36 TIME OF CO NCENTRATION CT cl G IVEN Maximum Travel Distan ce (D1} = Velocity of Runoff (VcRee0 = Maximum Travel Distance (D2} = Velocity of Runoff (VcHANNEd = Maximum T ravel Distance (D3 } = Velocity of Runoff (V3 } = 0 ft ft 3.50 lsec 0 ft 2 .2 5 ft/sec 705 ft ft 0.50 fsec **NOTE: M inimum Tc allowed = 10 min. 2 Y EAR F RE QUENCY. RATE OF DISCHARGE (Q) Coefficient ( e} = Coefficient (b} = Coefficien t (d} = 0.806 65 8 5 Y EAR F REQU ENCY . RA TE OF DISC HARGE (Q) Coefficient (e} = 0.785 Coefficient (b} = 76 Coefficie nt (d } = 8.5 10 Y EAR FREQU ENCY. RATE OF DISCHARGE (Q) Coefficient ( e} = Coefficient (b} = Coefficient (d} = 0 .763 80 8.5 25 YEAR FREQUEN CY. RATE O F DISCHARGE (Q ) Coefficient (e} = 0.754 Coefficie nt (b} = Coefficie nt ( d} = 89 8 .5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e} = 0 .745 Coefficient (b} = 98 Coefficient (d} = 8.5 100 Y EAR FR EQUENCY. RATE OF DISCHARGE (Q) Coefficient (e} = 0.73 Coefficient (b} = 96 Coefficient (d} = 8 Bryan Te xas Utilities 20' Private Maintenance Drive 158-0196 Rational Method RESULT Tc1 = Tc2 = Tc3 = Tc= Rainfall Intensity (1 2) = Rainfa ll Intensity (1 5) = gg= 0 .0 min. 0 .0 min. 23.5 min. 23 .5 min . 3.8 cfs 5.003 in/hr 4.7 cfs Rainfall Intensity (1 10) = 5.684 in/hr ----- Q10 = 5.3 cfs Rainfall Intens ity (12s} = ---Q = Rainfall Intensity (1 50) = o.= Rainfall Intensity (1 100) = Q oo= 7.411 in/hr 6.9 cfs 7.736 in/hr 7 .2 cfs A-1 • RATIONAL METHOD: Drainage Structure #3 GENERAL INFORMATION Description : Watershed Upstream of Drainage Structure #3 Drainage Area= 22.45 acres Coefficient of Runoff (Cwm) = 0 .38 TIME OF CONCENTRATION (T cl GIVEN Maximum Travel Distance (D 1) = Velocity of Runoff (V cREEtU = Maximum Travel Distance (D 2) = Velocity of Runoff (VcHANNEd = Maximum Travel Distance (D3 ) = Velocity of Runoff (V3) = 0 ft 3.50 ft/$«; 940 ft 1.40 ft/sec 1445 ft 0 .50 ft/$«; **NOTE: Minimum Tc allowed= 10 min . 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient ( d) = 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8 .5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8 .5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.754 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) RESULT Tc1 = Tc2 = Tc3 = Tc= Rainfall Intensity (1 2 ) = a2= Rainfall Intensity (1 5) = as= Rainfall Intensity (1 10) = 0 .0 min . 11 .2 min . 48.2 min. 59.4 min . 18.8 cfs 23.9 cfs 27.6 cfs Rainfall Intensity (1 25 ) = 3 .701 in/hr ---------Q 25 = 31.8 cfs Rainfall Intensity (1 50 ) = 4 .233 in/hr ----g.= 36A cfs Coefficient (e) = 0.73 Rainfall Intensity (1 100) = 4 .442 in/hr Coefficient (b) = 96 ._Q"""1,..oo,_= _________ 38_.2_cfs __ Coefficient ( d) = 8 Bryan Texas Utilities 20' Private Maintenance Drive 158-0196 Rational Method A-2 output.lis TEXAS HYDRAULIC SYSTEM, CULVERT (ver. 1.2. Feb/2002) wed Sep 01 16:59:01 2004 CULVERT HYDRAULIC COMPUTATIONS CULVERT NAME: PROJECT NAME: X2 BTU: 20' Private Driv 158-0196 Input units: English output units: English PROJECT CONTROL : COUNTY: DESCRIPTION: Brazos county Drainage Study ANALYZE SINGLE OPENING CULVERT MATERIAL: ALUMINIUM SHAPE: CORRUGATED CIRCULAR PIPE. ENTRANCE: THIN PROFILE: STRAIGHT CULVERT FREQUENCY: 2 YR DISCHARGE: 3 .80 FREQUENCY: 5 YS DISCHARGE: 4.70 FREQUENCY: 10 YR DISCHARGE: 5.30 FREQUENCY: 25 YR DISCHARGE: 6 .10 FREQUENCY: 50 YR DISCHARGE: 6.90 FREQUENCY: 100 YR DISCHARGE: 7.20 TAILWATER ELEVATION (computed). n value: 0.0150 Ke value: 0.9000 CULVERT DIAM. = 1.50 ft BARRELS= 1 cf s cf s cf s cf s cf s cf s INLET station: OUTLET station: 0.00 45.00 elevation: elevation: cross section profile (XY coordinates) ft x y x 359.00 287.27 422 .00 Road profile (XY coordinates) ft x y x 310.00 288.90 425.00 CULVERT OUTPUT RUN NO => 1 y 285.73 ft 285.39 ft 285.67 y 288.40 TAILWATER ELEVATION: 286.01 ft (computed). ANALYSIS for discharge frequency of : 2 YR x 454.00 x Barls. Qpb Rise Span Length Max.HW calc.HW HW control elev elev cfs ft ft ft ft ft ft 1 3.80 1.50 0.00 45.00 0.00 286.89 1.16 Inlet Inlet control depth outlet control depth = 1.16 ft 1. 31 ft Page 1 y 287.02 y veloc. out.depth ft/s ft 4.43 0.73 Normal depth 0.73 ft critical depth= 0.75 ft Road top width => 0.00 ft. computed weir coefficient => No discharge over the road. CULVERT OUTPUT output.lis culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 2 TAILWATER ELEVATION: 286.04 ft (computed). ANALYSIS for discharge frequency of : 5 Y5 Barls. Qpb Rise Span Length Max.HW calc.HW HW elev elev cf s ft ft ft ft ft ft 0.00756 0.00713 control 1 4.70 1.50 0.00 45.00 0.00 287.06 1.33 Inlet Inlet control depth = outlet control depth Normal depth = 0.83 ft critical depth = 0.83 ft Road top width => 0.00 ft. computed weir coefficient=> No discharge over the road. CULVERT OUTPUT 1. 33 ft 1.48 ft culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 3 TAILWATER ELEVATION: 286.05 ft (computed). ANALYSIS for discharge frequency of : 10 YR Barls. Qpb Rise Span Length Max.HW calc.Hw HW elev elev cfs ft ft ft ft ft ft 0.00756 0.00753 control 1 5.30 1.50 0.00 45.00 0.00 287.31 1.58 Outlet Inlet control depth outlet control depth = Normal depth = 0.90 ft critical depth = 0.89 ft Road top width => 0.00 ft . computed weir coefficient => No discharge over the road. CULVERT OUTPUT 1.45 ft 1. 58 ft culvert slope = Critical slope = Pavement type => gravel 3.00. RUN NO => 4 TAILWATER ELEVATION: 286 .07 ft (computed). ANALYSIS for discharge frequency of : 25 YR Barls. Qpb Rise Span Length Max.HW calc.Hw HW elev elev cf s ft ft ft ft ft ft Page 2 0.00756 0.00785 control veloc. out .depth ft/s ft 4.67 0.83 veloc. out.depth ft/s ft 4.87 0 .89 veloc . out.depth ft/s ft output.lis 1 6.10 1.50 0.00 45.00 0.00 287.44 1.71 outlet Inlet control depth = outlet control depth = Normal depth = 0.99 ft critical depth = 0.95 ft Road top width => 0.00 ft. computed weir coefficient => No discharge over the road. CULVERT OUTPUT 1. 62 ft 1. 71 ft culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 5 TAILWATER ELEVATION: 286.09 ft (computed). ANALYSIS for discharge frequency of : 50 YR Barls. Qpb Rise Span Length Max.HW calc.Hw HW elev elev cf s ft ft ft ft ft ft 0.00756 0.00834 control 1 6.90 1.50 0.00 45.00 0.00 287.57 1.84 outlet Inlet control depth outlet control depth Normal depth 1.08 ft critical depth = 1.02 ft Road top width => 0.00 ft. computed weir coefficient => No discharge over the road. CULVERT OUTPUT 1. 79 ft 1. 84 ft culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 6 TAILWATER ELEVATION: 286.10 ft (computed). ANALYSIS for discharge frequency of : 100 YR sarls. Qpb Rise Span Length Max.HW calc.Hw HW elev elev cf s ft ft ft ft ft ft 0.00756 0.00892 control 1 7.20 1.50 0.00 45.00 0.00 287.61 1.88 outlet Inlet control depth = outlet control depth Normal depth 1.12 ft critical depth 1.04 ft Road top width => 0.00 ft. computed weir coefficient=> No discharge over the road. 1.86 ft 1.88 ft culvert slope = critical slope = Pavement type => gravel 3.00. 0.00756 0.00917 5.14 0.95 veloc. out.depth ft/s ft 5.41 1.02 veloc. out.depth ft/s ft 5.51 1.04 ------------------------------------------------------------------------------ RUNING MESSAGES LIST: Page 3 output.lis *Computation: Hydraulic jump occurs at culvert outlet. NORMAL TERMINATION OF THYSYS, CULVERT. Page 4 . . output. l is TEXAS HYDRAULIC SYSTEM, CULVERT (ver. 1.2. Feb/2002) wed Sep 01 16:59:13 2004 CULVERT HYDRAULIC COMPUTATIONS CULVERT NAME: PROJECT NAME: X3 BTU: 20' Private Driv 158-0196 Input Units: English Output units: English PROJECT CONTROL: COUNTY: DESCRIPTION: Brazos county Drainage Study ANALYZE MULTIPLE OPENING MATERIAL: ALUMINIUM CULVERT SHAPE: CORRUGATED CIRCULAR PIPE. ENTRANCE: THIN PROFILE: STRAIGHT CULVERT FREQUENCY: 2 YR FREQUENCY: 5 YR FREQUENCY: 10 YR FREQUENCY: 25 YR FREQUENCY: 50 YR FREQUENCY: 100 YR DISCHARGE: DISCHARGE: DISCHARGE: DISCHARGE: DISCHARGE: DISCHARGE: TAILWATER ELEVATION (computed). 18.80 cfs 23.90 cfs 27.60 cfs 31.80 cfs 36.40 cfs 38.20 cfs n value: 0.0170 Ke value: 0.9000 CULVERT DIAM. = 2.00 ft BARRELS = 2 INLET station: OUTLET station: 0.00 30.00 elevation: elevation: cross section profile (XY coordinates) ft x y x 817.00 284.83 839.00 867.00 285.04 Road profile (XY Coordinates) ft x y x 805 .00 285.62 825.00 865.00 285.45 885.00 CULVERT OUTPUT RUN NO => 1 y 281.58 ft 281.38 ft 281.45 y 285.48 285.57 TAILWATER ELEVATION: 282.58 ft (computed). ANALYSIS for discharge frequency of : 2 YR x 844.00 x 845.00 905.00 Barls. Qpb Rise span Length Max.HW calc.HW HW control elev elev cfs ft ft ft ft ft ft 2 9.40 2.00 0.00 30.00 0.00 283.45 1.87 Outlet Inlet control depth = 1. 75 ft Page 1 y 281. 51 y 285.42 285.78 veloc. out.depth ft/s ft 4.79 1.20 . . outlet control depth Normal depth 1.19 ft critical depth 1.10 ft Road top width => 0 .00 ft. computed Weir coefficient=> No discharge over the road. CULVERT OUTPUT 1.87 ft output.lis culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 2 TAILWATER ELEVATION: 282.71 ft (computed). ANALYSIS for discharge frequency of : 5 YR Barls. Qpb Rise span Length Max.HW calc.HW HW elev elev cfs ft ft ft ft ft ft 0.00667 0.00872 control 2 11.95 2.00 0.00 30.00 0.00 283.75 2.17 outlet Inlet control depth = outlet control depth = Normal depth = 1.41 ft critical depth 1.24 ft Road top width => 0.00 ft. computed weir coefficient => No discharge over the road. CULVERT OUTPUT 2.08 ft 2.17 ft culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 3 TAILWATER ELEVATION: 282.79 ft (computed). ANALYSIS for discharge frequency of : 10 YR Barls. Qpb Rise span Length Max.HW calc.Hw HW elev elev cfs ft ft ft ft ft ft 0.00667 0.00953 Control 2 13.80 2 .00 0.00 30.00 0.00 283.96 2.38 outlet Inlet control depth = outlet control depth Normal depth = 1.60 ft critical depth = 1.34 ft Road top width => 0.00 ft. Computed weir coefficient => No discharge over the road. CULVERT OUTPUT 2.34 ft 2.38 ft culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 4 TAILWATER ELEVATION: 282.88 ft (computed). ANALYSIS for discharge frequency of : 25 YR 0.00667 0.01026 veloc. out.depth ft/s ft 5.40 1.33 veloc. out.depth ft/s ft 5.83 1.41 Barls. Qpb Rise span Length Max.HW calc.HW HW Control veloc. out.depth Page 2 . .. output.lis elev elev cf s ft ft ft ft ft ft 2 15.90 2.00 0.00 30 .00 0.00 284.20 2.62 outlet Inlet control depth = outlet control depth = 2.66 ft 2.62 ft Normal depth = 2.00 ft culvert slope = 0.00667 critical depth = 1.44 ft critical slope = 0.01126 Road top width => 0.00 ft. Pavement type => gravel computed weir coefficient => 3.00. No discharge over the road. CULVERT OUTPUT RUN NO => 5 TAILWATER ELEVATION: 282.96 ft (computed). ANALYSIS for discharge frequency of : 50 YR Barls. Qpb Rise Span Length Max.HW calc.HW HW Control elev elev cfs ft ft ft ft ft ft 2 18.20 2.00 0.00 30.00 0.00 284.49 2.91 outlet Inlet control depth = outlet control depth = Normal depth = 2.00 ft critical depth= 1.54 ft Road top width => 0.00 ft. computed weir coefficient => No discharge over the road . CULVERT OUTPUT 3.07 ft 2.91 ft culvert slope = critical slope = Pavement type => gravel 3.00. RUN NO => 6 TAILWATER ELEVATION: 283.00 ft (computed). ANALYSIS for discharge frequency of : 100 YR 0.00667 0.01260 Barls. Qpb Rise span Length Max.HW calc.HW HW control elev elev cf s ft ft ft ft ft ft 2 19.10 2.00 0.00 30.00 0.00 284.62 3.04 outlet Inlet control depth = outlet control depth = Normal depth = 2.00 ft critical depth = 1.57 ft Road top width => 0.00 ft. computed weir coefficient => No discharge over the road. 3.24 ft 3.04 ft culvert slope = critical slope = Pavement type => gravel 3.00. Page 3 0.00667 0.01322 ft/s f t 5.06 2 .00 veloc. out.depth ft/s ft 5.79 2.00 Veloc. Out.depth ft/s ft 6.08 2.00 . . output.lis RUNING MESSAGES LIST: NORMAL TERMINATION OF THYSYS, CULVERT. Page 4 CA '-~...\ ~ DEVELOPMENT PERMIT FOR OFFICE us~ ,O~L y Case No. vq ~ 'ttJ "if, Date Submitted 1 -Lq -{) MINIMUM SUBMITTAL REQUIREMENTS [8J $200.00 development permit fee . [8J Drainage and erosion control plan , with supporting Drainage Report two (2) copies each D Notice of Intent (N .0.1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference: __________________ _ *(Required for areas of special flood hazard) LEGAL DESCRIPTION Called 6.79 Acre & 70.734 Acre Tracts (Vol. 387/3003, Pg. 699/259) APPLICANrS INFORMATION (Primary Contact for the Project): Name ____ ~R~a=bo~n~A~·~M~et=c=a=lf~·~P=.E=·-----E-Mail __ rm ........ e.._n_g_i __ nee......_.r .... @ ... v .... e ..... r .... iz..,..o..,..n ...... n .... e ..... t __ Street Address ----------------"-P""".O=·:....::B"'"'o=x--9=2=5=3 ___________ _ City College Station State _____ T __ e=x=a-.s___ Zip Code _77_84_2 __ _ Phone Number __ _.....(9 ...... 7_9 .... ) ..... 21_9.._-4_1 ..... 7_4 ____ _ Fax Number _____ (.__9 ...... 79__,)...._.6"""'9-.0_.-0--3=29"----- PROPERTY OWNER'S INFORMATION: Name Edsel G. Jones E-Mail -----__...;;;;~---=--.-..,;;...;~-------~ ------------- Street Address --------------"""3 __ 1 __ o __ u __ n __ iv;..;;e-.rs=i=ty"-=D..;..;ri--v=e-=E=a=s--t -------- City ___ C_o_ll_eg_e_S_ta_t_io_n ____ State ___ T ..... e_x ...... as ____ _ Zip Code ___ .... 77.._.8_.4--0 __ _ Fax Number -------------Phone Number ___ __...(9-..;7.__9..._) ..... 6 ...... 93 ..... -....... 15-..;3 .... 0.___ __ _ ARCHITECT OR ENGINEER'S INFORMATION: Name ____ _.R ..... a~b_o~n-A ........... M---...et~c--a~lf_._P--.E~·-----E-Mail -------------- Street Address -------------------------------City ____________ State _______ _ Zip Code-------- Phone Number Fax Number -------------- App Ii cation is hereby made for the following development specific site/waterway alterations: Construction of 20' Wide Private Maintenance Drive for construction and upkeep of BTU West Loop 138 KV power line. ACKNOWLEDGMENTS: I, Rabon A. Metcalf P. • , design engineer/owner, hereby acknowledge or affirm that: 6/13/03 lusions contained in the above plans and supporting documents comply with the e City of College Station , Texas City Code, Chapter 13 and its associated Drainage rds . 1 of 2 As a condition of approval 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 Contractor CERTIFICATIONS: A. I, N/A, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100- year storm. Engineer Date B. I, NIA, 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 . Engineer C. I, Rabon A. Metcalf diminish the flood- such alterations or C er 13 D. Date .E., certify that the alterations or development covered by this permit shall not rrying capacity of the waterway adjoining or crossing this permitted site and that evelopment are consistent with requirements of the City of College Station City ncerning encroachments of floodways and of floodways fringes . Date Conditions or comments 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 debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 6/13/03 2 of 2 DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm: Rabon Metcalf I RME Date: 7/19/04 Address: P.O. Box 9253, College Station. TX 77842 Phone: (979) 219-417 4 Fax: ___ __.(..;:;..97;;...;;9;;..,_)~6-=-90;::;...-=03=2=9 ____ _ We are transmitting the following for Development Services to review and comment: (Check all that apply .): D Master Development Plan w/ D Redlines D Preliminary Plat w/ D Redlines D Final Plat w/ D Redlines D FEMA ClOMA/ClOMR/lOMA/lOMR w/ D Redlines D Site Plan w/ D Redlines D Grading Plan D landscape Plan D Irrigation Plan w/ 0 Redlines w/ D Redlines w/ D Redlines D Building Construction Documentsw/ 0 Redlines INFRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set The following are included in the complete set: 0 Waterline Construction Documents w/ 0 Redlines D Sewerline Construction Documents D Drainage Construction Documents [8J Street Construction Documents w/ 0 Redlines w/ 0 Redlines w/ D Redlines D Easement application with metes & bounds decsription D Drainage letter or Report w/ D Redlines 0 Fire Flow Analysis w/ D Redlines Special Instructions: BTU -20' Private Maintenance Drive D Development Permit App . D Conditional Use Permit D Rezoning Application D Variance Request D Other -Please specify [8J TxDOT Driveway Permit D TxDOT Utility Permit D Other -Please specify [ Alan Gibbs -BTU Driveway From: To: Date: Subject: Alan , Spencer Thompson Alan Gibbs 8/20/2004 3:25 :24 PM BTU Driveway Rabon has submitted a driveway permit for a easement/ utility maintenance drive on Wellborn Road . The spacing does not meet City or TxDOT spacing requirements. The DE can make judgement calls in such case per the UDO. Justification for the drive not meeting the required spacing will have to go in a cover letter to TxDOT. Rabon would like to meet. If you can find a minute I'll set up a meeting. thx st Spencer G . Thompson , Jr. Engineering Services City of College Station PO Box 9960 College Station, TX 77842 Ph . 979 .764.3570 Fx . 979 .764 .3496 www .cstx .gov CC: Rabon Metcalf -Pr-~ c:; r~~ ~UDO -V~~~ ~ Cvti L{~ --JottJ\ ~) Page 1 I