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HomeMy WebLinkAbout23 DP Oakwood Custom Homes 00-500050 4012 SH6DEVELOPMENT PERMIT pv I~ fCe.,,--...., -.... MI~UM SUBMITTAL REQUIREMENTS 100.00 Devel~e1it P~~it pplication Fee. rainage and erosion control plan, with supporting Drainage Report two (2) copies each. __ Notice oflntent (N.0 .1.) if disturbed area is greater than 5 acres . ld-'·al HG If) I IL=:= ~pt-t 60--ir ES't~Tc"=> LEGAL DESCRIPTION LVAWXJJQ W$'[(2(AA ~ f}\ti..-Se oNt:f k<z7 A: APPLICANT (Primary Contact for the Project): Name At,"[()~ QFG~~P>ttL Street Address LUo 2-S . TX ~ City GJ l \z-vc= Sfi' Tt ~ &.---f 1/)( State 71--Zip Code 17'0 t-±5 E-Mail Address ------------- Phone Number A,v<j 111 t.f '?oo Fax Number _fflt_..._o_Zt? __ {)_i----------- PROPER1Y OWNER'S INFORMATION: Name C.:,eC/ ~o vC Street Address -----------------City -------------- E-Mail Address St ate ----Zip Code _____ _ ------------- ARCHITECT OR ENGrNEER' INFORMATlON: Name _ ~5'rtn--· L:j , Phone Number ___________ Fax Number (Gfl./::.-~-;-N-G~-~~~o-n-l-~---)~~~~ StrcctAddrcss1~ ~ City State =-er= Zip Code ( 7 ~ D E-Mail Address hc_c, e r/45 · V' C~ Phone Number tft? l l ou Fax Number ~ ~ I o7.5 -~~-~~-----------~ Application is hereby made for the fo ll owi ng development spec ifi c site/waterway alterations : \ , ~ Az,r e-Com vr 40 Pt1---s 'd c . ACKNOWLEDGMENTS: I, (Vtce~ ~ 'thi1lf2--:-design e nginee r/own er, he reby acknowledge or affirm that: The information and conclusions contain ed in the above plans and supporting documents comply with the current requi rements of th e City of College Station , Texas City Code, Chapter 13 and its associated Drainage Policy and D esign Standards . As a condition of approval of thi '.\cco rding to DEVELOPMENT PERMIT DPERMIT.DOC J n4/99 o osed in this application de . I of2 To: Bridgette George From: TedMayo ~ cc: Sabine Mccully Date: 02/23/00 Re: OAKWOOD CUSTOM HOMES COMMERCIAL SITE PLAN Dra inage Submittal Review I have reviewed the submittal of 02-17-2000 by Hester Engineering Corporation and all of my concerns relative to drainage have been addressed . •Page 1 HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 253-B COLLEGE STATION, TEXAS 77840 PH: 409.693.1100 FX: 409.693.1075 EMAIL: HEC@GKG.NET FEBRUARY 17, 2000 TED MAYO, STAFF ENGINEER COLLEGE STATION DEVELOPMENT SERVICES DEPARTMENT P.O. Box 9960 COLLEGE STATION, TX 77842 409 . 764.3570 RE: OAKWOOD CUSTOM HOMES COMMERCIAL SITE P LOT A -BRIDLE GATE ESTATES -1.4 ACRES GRADING PLAN 8i DRAINAGE REPORT REVIEW DEAR TED, THANK YOU FOR THE VERY DETAILED REVIEW OF THE GRADING PLAN I WISH I HAD YOUR CHECK LIST BEFORE I TURNED IN THE PLAN AND DRAINAGE REPORT . I PLAN TO USE YOUR CHECK LIST IN THE FUTURE ON ALL MY PROJECTS. LOCATION · 0 SURROUNDING DEVELOPMENT SHOWN THE AREA ALONG THE SOUTH SIDE IS SECURECARE MINI-STORAGE , THE FRONTAGE ROAD OF STATE HIGHWAY NO . 6 ALONG THE EAST SIDE, BRIDLE GATE DRIVE ALONG THE NORTH SIDE AND RESIDENTIAL LOTS OF BRIDLE GATE ESTATES ALONG THE NORTH SIDE . 0 LOCAL STREETS, DRAINAGE SYSTEMS SHOWN THE DRAINAGE SYSTEM CONSISTS OF AN OPEN DITCH ALONG THE SOUTHSIDE OF THE TRACT WHICH IS NOT ON THIS PROPERTY AND WILL NOT BE ALTERED . THERE IS AN EXISTING OPEN DITCH ALONG THE EAST SIDE OF THE TRACT , WHICH IS IN THE TXDOT ROW WHICH WILL BE IMPROVED AS SHOWN ON THE GRADING PLAN AND AN APPLICATION TO TXDOT HAS BEEN SUBMITTED . BRIDLE GATE DRIVE IS ALONG THE NORTH SIDE AND IS CURB AND GUTTER AND ALONG THE WEST SIDE IS BRIDLE GATE ESTATES RESIDENTIAL LOTS . ALL OF THE RUNOFF, EXISTING AND PROPOSED WILL FOLLOW THE SAME PATHWAY . THE STORM WATER NATURALLY SHEET-FLOWS IN A SOUTHEAST DIRECTION TOWARD THE INTERSECTION OF THE GRAVEL ROAD AND THE FRONTAGE ROAD AND FROM THERE TRAVELS ALONG THE FRONTAGE ROAD OPEN DITCH TO LICK CREEK . DRAINAGE BASINS 0 SECONDARY SYSTEM FLOW PATTERNS AND IMPACT OF DEVELOPMENT ON EXISTING SYSTEM : THE EXISTING DRAINAGE SYSTEM ALONG THE FRONTAGE ROAD WILL BE UPGRADED TO ACCEPT THE FLOWS FROM THE RESIDENTIAL AND COMMERCIAL SITES . IN REFERENCE TO THE DRAINAGE REPORT SUBMITTED FOR BRIDLE GATE ESTATES THE CULVERT AND DITCH IMPROVEMENTS AT BRIDLE GATE DRIVE AND THE FRONTAGE ROAD TO LICK CREEK WILL BE RE-GRADED TO ACCEPT THE 25 YEAR STORM EVENT . DESIGN CRITERIA 0 ANY DEVIATION FROM STANDARDS BEING REQUESTED : NONE 0 DISCUSSION OF SITE CONSTRAINTS AND CAPACITIES (STREETS, EXISTING STRUCTURES, ETC .): OAKWOOD CUSTOM HOMES COMMERCIAL SITE PLAN PAGE I OF 4 PAGES \,. BRIDLE GATE DRIVE IS DESIGNED FOR A 10 YEAR STORM EVENT PER CITY STANDARDS . THE CULVERT AT BRIDLE GATE DRIVE AND THE DITCH ALONG THE FRONTAGE ROAD IS DESIGNED FOR THE 25 YEAR STORM EVENT WHICH IS ABOVE TXDOT REQUIREMENTS . 0 DISCUSSION OF ANY APPLICABLE PREVIOUS DRAINAGE STUDIES AND HOW THIS PLAN WILL AFFECT IT : A DRAINAGE STUDY WAS PREPARED FOR THE BRIDLE GATE ESTATES 21.1 ACRE RESIDENTIAL SUBDIVISION . THIS PLAN COMPLIES WITH THIS . HYDROLOGIC CRITERIA 0 RAINFALL/RUNOFF CALCULATION METHOD DESCRIBED AND CALCULATIONS PROVIDED THE RATIONAL METHOD WAS USED TO DETERMINE THE AMOUNT OF RUNOFF. THE RUNOFF DATA WAS SHOWN ON THE GRADING PLAN NEXT TO EACH OUTFALL. THE OUTFALLS FROM THE PAVEMENT WERE EVALUATED TO ASSURE THAT THE VELOCITIES WOULD STAY BELOW 6 FEET .PER SECOND FOR EROSION CONTROL AND ENERGY DISSIPATING FLUMES WERE PROVIDED . THIS INFORMATION WAS SUBMITTED TO TXDOT FOR THEIR CONSIDERATION . 0 DETENTION DISCHARGE/STORAGE CALCULATION METHOD/CALCULATIONS THERE IS NO DETENTION NECESSARY NOR REQUIRED FOR THIS SITE BECAUSE THE DRAINAGE PATHWAY ALONG THE FRONTAGE ROAD DITCH IS BEING IMPROVED AND WHEN COMPLETE WILL NOT AFFECT DOWNSTREAM PROPERTY OWNERS FROM THE SITE TO LICK CREEK WHICH IS A PRIMARY CHANNEL. 0 STORM RECURRENCE INTERVAL USED 10 YEAR STORM FOR SITE OUTFALLS 25 YEAR STORM FOR CULVERT AT BRIDLE GATE DRIVE 25 YEAR STORM FOR DITCH TO LICK CREEK 0 DISCUSSION OF OTHER DRAINAGE FACILITY DESIGN CRITERIA USED IF NOT REFERENCED IN STANDARDS STANDARD DESIGN CRITERIA WAS MET OR EXCEEDED FOR ALL PROPOSED IMPROVEMENTS . HYDRAULIC CRITERIA 0 IDENTIFY CAPACITY OF SYSTEMS USED 10 YEAR STORM FOR SITE OUTFALLS 25 YEAR STORM FOR CULVERT AT BRIDLE GATE DR IVE 25 YEAR STORM FOR DITCH TO LICK CREEK 0 SPECIFY VELOCITIES AT CRITICAL POINTS IN SYSTEM OUTFALL VELOCITIES ARE ON THE GRADING PLAN AND CHANNEL AND CULVERT INCLUDED IN THE DRAINAGE REPORT FOR THE ENTIRE SUBDIVISION . OUTFALLS FROM SITE INTO FRONTAGE ROAD DITCH < 4 FEET PER SECOND CULVERT AT BRIDLE GATE DRIVE IS 5 .12 FEET PER SECOND FRONTAGE ROAD DITCH IS I . 09 FEET PER SECOND 0 IDENTIFY DETENTION/RETENTION OUTLET AND ROUTING N O DETENTION NOR RETENTION IS PLANNED FOR THIS SITE . VELOCITIES 0 DISCUSS ION OF OTHER DRAINAGE FACILITY DESIGN CR ITERIA USED NOT REFERENCED IN STANDARDS STANDARD DES I GN CRITERIA WAS MET OR EXCEEDED FOR ALL PROPOSED IMPROVEMENTS . DRAINAGE FACILITY DESIGN 0 DISCUSS DRAINAGE PATTERNS/FLOW (PRE VS POST) WERE THE DRAINAGE SYSTEM CONS ISTS OF AN OPEN DITCH ALONG THE SOUTHSIDE OF THE TRACT WHICH IS NOT ON THIS PROPERTY AND WILL NOT BE ALTERED . THERE IS AN EXISTING OPEN DITCH ALONG THE EAST SIDE OF THE TRACT, WHICH IS IN THE TXDOT ROW WHICH WILL BE IMPROVED AS SHOWN ON THE GRADING PLAN AND AN APPLICATION TO TXDOT HAS BEEN SUBMITTED . BRIDLE GATE DRIVE IS ALONG THE NORTH SIDE AND IS CURB AND GUTTER AND ALONG THE WEST SIDE IS BRIDLE GATE ESTATES RESIDENTIAL LOTS . ALL OF THE RUNOFF, EXISTING AND PROPOSED WILL FOLLOW THE SAME PATHWAY . THE STORM WATER NATURALLY SHEET-FLOWS IN A SOUTHEAST DIRECTION TOWARD THE INTERSECTION OF THE GRAVEL ROAD AND THE FRONTAGE ROAD AND FROM THERE TRAVELS ALONG THE FRONTAGE ROAD OPEN DITCH TO LICK CREEK . THE EXISTING DRAINAGE SYSTEM ALONG THE FRONT AGE ROAD WILL BE UPGRADED TO ACCEPT THE FLOWS FROM THE RESIDENTIAL AND COMMERCIAL SITES. IN REFERENCE TO THE DRAINAGE REPORT SUBMITTED FOR BRIDLE GATE ESTATES THE CULVERT AND DITCH IMPROVEMENTS AT BRIDLE GATE DRIVE AND THE FRONTAGE ROAD TO LICK CREE K WILL BE RE-GRADED TO ACCEPT THE 25 YEAR STORM EVENT . 0 ARE THEY DRAINING WATER ONTO ANOTHER PROPERTY OWNER? -IF SO , IS IT WHERE THE WATER FLOWED BEFORE? AND IS IT NOT MORE THAN WHAT FLOWED THERE BEFORE? AND NO FASTER THAN IT FLOWED BEFORE? OAKWOOD CUSTOH HOHES COHHERCIAL SITE PLAN PAGE 2 OF 4 PAGES YES YES NO, THE VOLUME OF WATER DOES NOT INCREASE YES THE WATER FLOWS FASTER AT THE OUTFALLS OF THE SITE BUT IMPROVEMENTS HAVE BEEN MADE TO ACCEPT THE CHANGE . 0 DISCUSS DETENTION POND DESIGN (SIDESLOPE, LOW FLOW CHANNELS, OUTLET WORKS, FREEBOARD, EMERGENCY SPILLWAY) THERE IS NO DETENTION NECESSARY NOR REQUIRED FOR THIS SITE BECAUSE THE DRAINAGE PATHWAY ALONG THE FRONTAGE ROAD DITCH IS BEING IMPROVED AND WHEN COMPLETE WILL NOT AFFECT DOWNSTREAM PROPERTY OWNERS FROM THE SITE TO LICK CREEK WHICH IS A PRIMARY CHANNEL. 0 DISCUSS MAINTENANCE ACCESS AND RESPONSIBILITIES MAINTENANCE FOR THE SITE WILL BE PROVIDED BY THE OWNER, OCC CONSTRUCTION CORPORATION . MAINTENANCE FOR THE DITCH ALONG THE FRONTAGE ROAD WILL BE PROVIDED BY TXDOT. CONCLUSIONS 0 VERIFY COMPLIANCE WITH DPDS (SIGNED AND SEALED CERTIFICATION) STANDARD DESIGN CRITERIA WAS MET OR EXCEEDED FOR ALL PROPOSED IMPROVEMENTS AND THE DEVELOPMENT PERMIT APPLICATION WILL BE SUBMITTED WHEN THE GRADING PLAN MEETS WITH YOUR APPROVAL. 0 EXPLAIN EFFECTIVENESS OF IMPROVEMENTS WITH REGARD TO CONTROLLING DISCHARGES OF 5-100 YEAR STORM BY A) DETAINING THERE IS NO DETENTION NECESSARY NOR REQUIRED FOR THIS SITE BECAUSE THE DRAINAGE PATHWAY ALONG THE FRONTAGE ROAD DITCH IS BEING IMPROVED AND WHEN COMPLETE WILL NOT AFFECT DOWNSTREAM PROPERTY OWNERS FROM THE SITE TO LICK CREEK WHICH IS A PRIMARY CHANNEL. B) ACCOMMODATION RUNOFF IN EXISTING/PROPOSED EASEMENTS OR ROW DISCHARGING INTO PRIMARY SYSTEM THE 100 YEAR STORM WILL BE MAINTAINED IN THE OPEN DITCH ALONG THE FRONTAGE ROAD . FOR THE CULVERT THE 025 IS 16 .09 CFS W/ HW = 1.31 FEET AND THE 0100 IS 18 .99 CFS W/ HW = 1.52 FEET SO THE 100 YEAR STORM EVENT WILL RISE ONLY 0 . 21 FEET AND REMAIN IN THE IMPROVED DITCH SECTION. THE DITCH AT 025 IS 2 .06 FEET DEEP AND THE 0100 DEPTH IS 2.19 FEET WHICH IS A RISE OF 0.13 FEET AND WILL REMAIN IN THE IMPROVED DITCH SECTION . C.) COMBINATION OF A & B NOT APPLICABLE APPENDICES 0 REFERENCES (ALL CRITERIA AND TECHNICAL INFORMATION USED) THE RATIONAL METHOD WAS USED FOR HYDROLOGIC DETERMINATIONS (HAESTAD METHODS QUICK TR-55) AND MANNINGS FORMULA WAS USED FOR HYDRAULIC DETERMINATIONS (HAESTAD METHODS FLOW MASTER PRO), 0 HYDROLOGIC COMPUTATIONS SEE ITEM ABOVE 0 LAND USE ASSUMPTIONS FOR ADJACENT PROPERTY PREDEVELOPMENT WAS BASED ON A COEFFICIENT OF 0 .3 AND POST-DEVELOPMENT WAS BASED ON 0.65 FOR THE COMMERCIAL SITE AND 0 . 5 FOR THE RESIDENTIAL. 0 MINOR/MAJOR STORM RUNOFF AT SPECIFIC POINTS THE OUTFALL WAS ANALYZED FOR DEPTH AND VELOCITY AND HELD TO STANDARD . 0 HISTORIC/FULLY DEVELOPED RUNOFF SPECIFIC POINTS SEE ITEM ABOVE 0 HYDROGRAPHS AT CRITICAL POINTS PEAK FLOW IS USED FOR A PROJECT OF THIS SIZE . 0 HYDRAULIC COMPUTATIONS 0 CULVERT CAPACITIES (HEADWATER AND TAILWATER ASSUMPTIONS) THE CULVERT WAS DESIGNED USING THE HAESTAD METHODS "CULVERT MASTER " COMPUTER PROGRAM. A HEADWATER CONSTRAINT WAS USED TO MAINTAIN THE HEADWATER ON THE UPSTREAM SIDE OF THE CULVERT TO WITHIN THE OPEN DITCH . 0 OPEN CHANNEL DESIGN OAKWOOD CUSTOM HOMES COMMERCIAL SITE PLAN PAGE 3 OF 4 PAGES THE OPEN CHANNEL WAS DESIGNED USING THE HAESTAD METHODS "FLOW MASTER PRO " AND USED TXDOT SIDESLOPE SPECIFICATIONS . 0 DETENTION AREA/VOLUME CAPACITY /OUTLET CAPACITY N/A 0 ATTACHED DRAWINGS MUCH OF THE DETAIL MAPS AND DRAWINGS FOR THIS PROJECT WAS INCLUDED IN THE ORIGINAL DRAINAGE REPORT PREPARED FOR THE BRIDLE GATE ESTATES SUBDIVISION AND COPIES ARE ATTACHED FOR YOUR REVIEW . 0 LOCATION MAP WITH DRAINAGE PATTERNS SEE I TEM ABOVE 0 DRAINAGE PLAN WITH TOPO (EXISTING AND PROPOSED WITH ARROW IF NEEDED) SEE ITEM ABOVE TXDOT PERMIT CHECKLIST UTILITY CONNECTIONS ARE ON PRIVATE PROPERTY AND NOT IN THE TXDOT ROW , PLEASE SEE SITE PLAN PREPARED BY OCC CONSTRUCTION CORP . AT YOUR EARLIEST CONVENIENCE PLEASE REVIEW THE INFORMATION AND CALL WITH QUESTIONS . -CULVERT CALCULATIONS -FRONTAGE ROAD DITCH CALCULATIONS -RUNOFF CALCULATIONS -DRA INAGE AREA MAPS -DEVELOPMENT PERMIT APPLICATION -TXDOT APPLICATION OAKWOOD CUSTOM HOMES COMMERCIAL SITE PLAN PAGE 4 OF 4 PAGE S REVIEW INFORMATION OAKWOOD CUSTOM HOMES Project Name: Review Date: __ ....:.o .... z.--o=->"""'..,.;~-"--"~=__;;_'t:) __ _ Reviewer: __ ~"--=--=---1*'-''--l'o""""'~'----- Drainage Reports Location ii' Primary drainage system identified #o O Surrounding developments shown ?"r/,v./ 0 Local streets, drainage systems shown Description ~/'Acreageofproject ~ . Land cover described ~Primary/secondary systems within property shown [Jr General description Dr.efnage Basins ff References to FIRMs if applicable /n"5~.;,,f ~/Secondary system flow patterns and impact of development on existing system [Jr Proposed pathways to Primary system shown or described Design Criteria 0 Any deviation from standards being requested? 0 Discussion of site constraints and capacities (streets, existing structures, etc .) 0 Discussion of any applicable previous drainage studies and how this plan will affect it Hydrologic Criteria /'lo 0 Rainfall/runoff calculation method described and calculations provided ? 0 Detention discharge I storage calculation method I calculations ? 0 Storm recurrence intervals used Alo 0 Discussion of other drainage facility design criteria used if not referenced in Standards Hydaulic Criteria 0 Identify capacity of systems used 0 Specify velocities at critical points in system 0 Identify detention I retention outlet and routing 0 Discussion of other drainage facility design criteria used not referenced in Standards Drainage Facility Design .Jr. /1ki 0 Discuss drainage patterns I flows (pre vs. post) ~bbT )tc.{;. I '7:5v!'hu--./-0 Are they draining water onto another property owner? -if so, is it where the water flowed before? and is it not _/more than what flowed thefe'tifore? and no faster than it flowed before? B' Discuss erosion control measures employed -0 D~ detention pond design (sideslope, low flow channels, outlet works, freeboard, emergency spillway) -0 Discuss maintenance access and responsibilities Conclusions 0 Verify compliance with DPDS (signed and sealed certification) /)o 0 Explain effectiveness of improvements with regard to controlling discharges of 5 -100 year storm by a) Detaining b) Accommodating runoff in existing I proposed easements or ROW discharging into primary system c) Combination ofa & b o :~ve _ ser\forms\engr\chklst.doc 3/2S/99 9ofl2 Project Name: Review Date: __ ....,c;_.2_z--=='~2-~-~=~~-o __ Drainage Reports(cont.) Aooendices D References (all criteria and technical information used) J/o D Hydrologic computations D Land use assumptions for adjacent property D Minor/major storm runoff at specific points 0 Historic/fully developed runoff specific points D Hydrographs at critical points 0 Hydraulic computatjoQS ~ D Culvert capacities (headwater and tailwater assumptions) ~o Storm sewer capacities ~ 0 Street capacities -0 Storm inlet capacities (inlet control rating) Ab 0 Open channel design ? D Detention area I volume capacity I outlet capacity Attached Drawings AA? 0 Location map with drainage patterns -D Floodplain map if any Alo 0 Drainage plan with topo (existing and proposed with arrows if needed) l:l" Details of outlet structures o:\deve _ ser\fonns\engr\chklsldoc 3125199 10of1 2 Project Name: OM.y../(!)12 Ci.lf@M /.Ws Review Date: 2-o z..-2.(t)~O Reviewer: c;-:1~ TXDOTPERMITCHECKLIST ()-;Jl no,,-eo11,l,~ac..c--~....., -54,.d._}/<:tc-~~! CD 0 Permitsign~rDriveway)byowner Co;;..J/:,...foYJ4-n~ .;;;..,...., ..v;/4 j;,.,.,~ fx:.c../~ @ 0 Set or exceii>~~ction plans of what is proposed within ROW v<f Traffic Control Plan (TMUl'CD) J_ -0 Drainage Calculations (if applicable) s...__dft:I<~ ~¥" For City Use 0 Sign permits 0 Attach cover letter 0 Submit in triplicate to TxDOT CD -?~~:\ ~ eo~--1 .Av~ {)YI It ? ·!J-rJJ-an7 h~ ~ins lo wo..4v or -s-~.-c .. ' I~ /"l-L:V7 ,t!ot.U? Alor ,£/1/a.JID# c:OE~b 70 J/~/AJE; o :\dcvc _ smforms\engr\chklst.doc 3/2'5199 12of12 DRAINAGE ANALYSIS OAKWOOD CUSTOM HOMES 4102 S. STATE HIGHWAY NO. 6 1.37 ACRES COLLEGE STATION, BRAZOS COUNTY, TEXAS JANUARY, 2000 ~""''''' ---E. OF r, \\ C 11 l . " I k J. ~f ·*i:11i 1=:\b6 -V~~ti"AELG'.'HESi'ER"!j (-t7-~l,~.~;691o~;?$: ~~~-·~!~-.. ~~ SUBMITTED BY· ,,,s\:'ONAL t~--. :\'"'~~ MICHAEL G. HESTER, P. E. HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 253-8 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 DRAINAG E POLICY AND DESIGN STANDARDS FOR THE OWNERS THEREOF • .... -'''''' -~~€.OF 1f2. '' ;'-<,_~ .............. ~~ f.~,..--Jb,. · .... Cl'.·~ "*' ~ '*:l -;.1icH;ErG.iiE51ER-1 _. .... --iiJj} ~~V.t '-t.~~~~:g __ G ___ H_ ---p· El.\: ~tt~~t-Jd . ESTER, .. REGIST RED PROFESSIONAL ENGINEER No . 69104 STATE OF TEXAS OAKWOOD COUSTOM HOMES -CERTIFICATION DRAINAGE ANALYSIS OAKWOOD CUSTOM HOMES 4102 S. STATE HIGHWAY NO. 6 COLLEGE STATION, BRAZOS COUNTY, TEXAS JANUARY, 2000 INTRODUCTION: THE PROPOSED DEVELOPMENT IS LOCATED ALONG STATE HIGHWAY NO. 6 APPROXIMATELY 800 FEET SOUTH OF GRAHAM ROAD. THE LEGAL DESCRIPTION IS BRIDLE GATE ESTATES PHASE ONE, LOT A AND IS APPROXIMATELY 1.37 ACRES. THE PROPOSED IMPROVEMENTS INCLUDE PAVEMENT, DRAINAGE AND UTILITY IMPROVEMENTS FOR OAKWOOD CUSTOM HOMES . THE SITE WILL EVENTUALLY HAVE THREE BUILDINGS WITH APPROXIMATELY 12,700 SQUARE FEET, PARKING LOTS AND THE ASSOCIATED INFRASTRUCTURE . THE TRACT CONSISTS OF GRASSLAND WITH NUMEROUS TREES AND THE TERRAIN SLOPES TOWARD THE LICK CREEK DRAINAGE BASIN AT AN AVERAGE SLOPE OF LESS THAN ONE PERCENT . ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA) FLOOD INSURANCE RATE MAPS (48041C0 205C) THIS AREA IS OUTSIDE OF A DETAILED STUDY . THE SITE IS ZONED C-1 AND IS BEING DEVELOPED BY MR. ALTON OFCZARZAK, OAKWOOD CUSTOM HOMES, 4102 S. STATE HIGHWAY No. 6, COLLEGE STATION, TEXAS 409 .696. 7206. EXISTING DRAINAGE BASIN DESCRIPTION : THE DRAINAGE AREA FOR THE SITE BEGINS WITH A HIGH POINT ALONG THE WEST SIDE OF THE PROPOSED DEVELOPMENT. FROM THIS POINT STORM WATER FLOWS IN AN EASTERLY DIRECTION TOWARD AN EXISTING DITCH ALONG THE STATE HIGHWAY No. 6 FRONTAGE ROAD . ONCE IN THE DITCH THE RUNOFF FLOWS NORTH TO THE NORTH FORK OF LICK CREEK BASIN REFERENCE No . 8, REGULATORY CHANNEL REACH No. Ill. THIS BASIN IS A PRIMARY DRAINAGE SYSTEM AND IS INCLUDED IN THE "SPECIAL DRAINAGE BASIN AND CHANNEL REACH DESIGN STANDARDS SECTION OF THE COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS, PAGE II AND A MINIMUM FINISHED FLOOR ELEVATION IS REQUIRED OF THREE FEET ABOVE BASE FLOOD. THE BASE FLOOD IN THIS AREA IS APPROXIMATELY 282.50 AND THE MINIMUM PROPOSED FINISHED FLOOR IS 289 .50 . PROPOSED DRAINAGE: THE STORM RUNOFF WILL BE ROUTED THROUGH THE PARKING LOT TO THE DRAINAGE DITCH ALONG THE STATE HIGHWAY NO . 6 FRONTAGE ROAD . THIS DITCH WAS IMPROVED DURING THE INSTALLATION OF A CULVERT AT BRIDLE GATE DRIVE. THE DITCH IMPROVEMENTS WILL PROVIDE A DRAINAGE PATHWAY TO LICK CREEK AND THERE WILL BE NO NEED FOR I j. DETENTION ON THE COMMERCIAL SITE . /{/~ C".?~l'?SO/> /~ ?'°-/,/>t?s,£-c:::A~,f:;:fro'J,S • STATE HIGHWAY No . 6 FRONTAGE ROAD : THE CULVERT AND DITCH IMPROVEMENTS ALONG THE FRONTAGE ROAD AT THE INTERSECTION OF BRIDLE GATE DRIVE WAS DESIGNED FOR THE 25 YEAR STORM EVENT WITH / / J THE HEADWATER REMAINING WITHIN THE IMPROVED DITCH . THE PHYSICAL DESIGN AND SPATIAL ~ Cqfcv/G. h1111y ~,/ OAKWOOD CUSTOM HOHES -DRAINAG E ANALYSIS -PAGE I OF Z PAGES PLACEMENT OF THE STRUCTURE COMPLIES WITH TEXAS DEPARTMENT OF TRANSPORTATION REQUIREMENTS . • EROSION AND SEDIMENT CONTROL : EROSION AND SEDIMENT IS ADDRESSED BY SILT FENCING, HAY BALES AND THEIR MAINTENANCE AS REFERENCED ON THE GRADING PLAN, SHEET C-1 . CONCLUSION: / k<~(oikvd..:s. THE PROPOSED STORM DRAINAGE SYSTEM IS DESIGNED TO HANDLE THE RUNOFF FOR THE DEVELOPMENT AND ROUTE THE FLOW DIRECTLY TO A PRIMARY CHANNEL WIT.;,;H-N~O::.....::.D=E ~ ...... ~= EFFECTS TO DOWNSTREAM PROPERTY OWNERS. No DETENTION IS REQUIRED BY ORDINANCE NOR NECESSARY FOR THE PROPOSED DEVELOPMENT. THIS PROJECT IS IN COMPLIANCE WITH THE CITY'S STORMWATER DESIGN STANDARDS . OAKWOOD CUSTOH HOHES -DRAINAGE ANALYSIS -PAGE 2 OF 2 PAGES / ( ~ «-0 ~~PROJECT 0~"?' \ LOCA Tl ON N - OAKWOOD CUSTOM HOMES COLLEGE STATION, BRAZOS COUNTY, TEXAS JANUARY, 2000 PREPARED BY: HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 253 -8 COLLEGE STATION, TEXAS 77840 PH: 409.693.1100 FX : 409.693.1075 EMAIL : HEC@GKG.NET Project Description Project File Worksheet Flow Element Method Solve For Input Data PARKING LOT FLUME -AREA ONE Worksheet for Rectangular Channel c :\haestad\fmw\bridle g.fm2 PARKING AREA FLUMES Rectangular Channel Manning's Formula Channel Slope Mannings Coefficient 0.013 Depth Bottom Width Discharge Results Channel Slope Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 01/14/00 12:46 :42 PM 0.50 ft 4.00 ft 7.20 cf s 0 .003366 ft/ft 2 .00 ft2 5.00 ft . 4.00 ft 0.47 ft 0.004200 ft/ft 3.60 ft/s 0.20 ft 0.70 ft 0.90 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 1 ,• ' Project Description Project File Worksheet Flow Element Method Solve For Input Data PARKING LOT FLUME -AREA TW O Worksheet for Rectangula r Channel c:\haestad\fmw\bridle g.fm2 PARKING AREA FLUMES Rectangular Channel Manning's Formula Channel Depth Mannings Coefficient Channel Slope Bottom Width Discharge 0.013 0 .00223~ ft/ft 2 .50 ft 2 .60 cfs Results Depth 0.42 ft Flow Area 1.04 ft2 Wetted Perimeter 3.33 ft Top Width 2.50 ft Critical Depth 0.32 ft Critical Slope 0.004877 ft/ft Velocity 2.49 ft/s Velocity Head 0.10 ft Specific Energy 0.51 ft Froude Number 0.68 Flow is subcritical. 01/14/00 12:45:47 PM Haestad Methods, Inc. 37 Brookside Road Wate rbury , CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of1 1 ·''' I • i1 ~. : I Ii :I\ I ii it I \J ~ I ·-~--- BRIDLE GATE DRIVE-= .. ·---~,,,,,---·- AREA TWO CONCRETE FLUME AREA ONE CONCRETE FLUME GENERAL NOTES: -i:F.5""Br~:-:..- ~~ ..... r.-=t'El:!:r.HLr~'='- ~===:::... i: ::r::.1.: ... -====-. ~V':t!rab~-== ~~===:,s. LEGEND t -_..,_M -....:..:r----...::..-1------. --~ ..... _.. __ SEDIMENT CONTROL 1---. • • ·_· • 0 ·_· --+-~-"--'-~~~-'-'-'--'-~~;~::s D=0®~u®IT1 ~rru~DITD®®IT1DITD~ ©@wu~@rruw OAKWOOD CUSTOM HOMES GRADING PLAN & DETAILS 1----------1 ~,..-.. --·w.,,-1 :u·~ t M.~'1'm'H.l/1'Jf.ll ";::.'i. tt\'lf.1tlll\V/r.~ ~1w1nri"!1. ;Cllt'fi.;i1 .. r-.1 «:':l\."Jtt .1.u .:c c\t'!rr! ~·rr.x.i.t'll<t'Xi(J" irJ::?: 11-:;tt~) !l.()lllY.&>D ~'tl~<'IXV) th.v.~~n (N):"H-'1'lll,,.l'I} CUL VERT CALCULA Tl ONS OAKWOOD CUSTOM HOMES Culvert Calculator Report Bridle Gate Drive @State Highway No. 6 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 287 .00 ft Headwater Depth/ Height 1.31 Computed Headwater Elevation 286 .35 ft Discharge 16 .09 cfs ~'? Inlet Control HW Elev 286 .12 ft Tailwater Elevation 285.28 ft Outlet Control HW Elev 286 .35 ft Control Type Outlet Control Grades Upstream Invert 283 .73 ft Downstream Invert 283 .28 ft Length 90 .00 ft Constructed Slope 0 .005000 ft/ft Hydraulic Profile Profile Pressure Slope Type N/A Flow Regime N/A Velocity Downstream 5 .12 Section Section Shape Circular Section Material Concrete Section Size 24 inch Number Sections 1 Outlet Control Properties Outlet Control HW Elev 286.35 Ke 0.50 Inlet Control Properties Inlet Control HW Elev 286 .12 Inlet Type End-Section Conforming to fill slope K M c y Project Title: Bridle Gate Estates c:\haestad\cvm\bridle g .cvm 0 .00980 2 .00000 0 .03980 0 .67000 02/16/00 05 :54 :06 PM © Haestad Methods, Inc. Depth , Downstream Normal Depth Critical Depth ft/s Critical Slope Mannings Coefficient Span Rise ft Upstream Velocity Head Entrance Loss ft Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form Hester Engineering Company 2 .00 ft 1.65 ft 1.45 ft 0 .006643 ft/ft 0 .013 2 .00 ft 2 .00 ft 0.41 ft 0 .20 ft NIA 3 .1 ft 2 1 Project Engineer: Hester Engineering Company CuivertMaster v1 .0 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Culvert Calculator Report Bridle Gate Drive @State Highway No. 6 Solve Fo r: Headwater Elevati o n Culvert S ummary Allowable HW Elevation 287 .00 Computed Headwater Elevation 286.77 Inlet Control HW Elev 286.52 O utlet C on t ro l HW Elev 286.77 Grades Upstream Invert 283 .73 Length 90 .00 Hydraulic Profile Profile Pressure Slope Type NIA Flow Regime NIA Velocity Downstream 6 .04 Section Section Shape Circular Section Material C o ncrete Section Size 24 inch Number Sections Outlet Control Properties Outlet Con t rol HW Elev 286 .77 Ke 0.5 0 Inlet Control Properties Inlet Control HW Elev 286 .52 Inlet Type End -Sectio n Conforming to fi ll slope K M c y Project Title : Bridle Gate Es t ates c:\haestad\cvm\bridle g .cv m 0 .00980 2 .00000 0 .03980 0 .67000 02/16/00 05 :53 :28 PM © Haestad Methods , Inc. ft Headwater Depth/ He ight ft Discharge ft Tai lwater Elev ation ft Co ntrol Type ft Downstream In vert ft Constructed Slope Depth , Downstream Normal Depth Critical Depth ft/s Critical Slope M annings C oefficient Span Rise ft Upstream Ve locity Head Entrance Loss ft Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form He ste r Engineeri ng Co mpany 1.52 18 .99 cfs ~00 2 85 .28 ft Outlet Con trol 283 .28 ft 0 .005000 ft/ft 2 .00 ft NIA ft 1.57 ft 0 .007 686 ft/ft 0 .0 13 2.00 ft 2 .00 ft 0 .57 ft 0 .28 ft Subme rg ed 3 .1 ft ' Project Engineer: Hester Eng in ee ri ng Company C ulvertMaste r v 1 .0 37 Brooksi de Road Waterbury, CT 06708 USA (2 03) 755-1666 Page 1 of 1 FRONTAGE ROAD DITCH CALCULA Tl ONS OAKWOOD CUSTOM HOMES Project Description Project File Worksheet Flow Element Method Solve For Input Data OPEN DITCH ALONG FRONTAGE ROAD -025 Worksheet for Triangular Channel c :\haestad\fmw\bridle g.fm2 Open Ditch Along Frontage Road Triangular Channel Manning's Formula Channel Depth Mannings Coefficient Channel Slope 0 .045 0.001100 ft/ft 4 .000000 H : V 3.000000 H : V Left Side Slope Right Side Slope Dischar e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 02/16/00 07 :09 :42 PM 16.09 cfs 2.06 ft 14.81 ft 2 14.99 ft 14.40 ft 1.06 ft 0.038505 ft/ft 1.09 ft/s 0.02 ft 2 .08 ft 0.19 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data OPEN DITCH ALONG FRONTAGE ROAD-0100 Worksheet for Triangular Channel c:\haestad\fmw\bridle g.fm2 Open Ditch Along Frontage Road Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0.045 Channel Slope Left Side Slope Right S ide Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcr itical. 02/16/00 05 :52 :23 PM 0.001100 tuft 4 .000000 H : V 3.000000 H : V 18.99 cf s ~~ 2.19 ft 16.77 ft2 15 .95 ft 15.32 ft 1.13 ft 0.037663 tuft 1.13 tus 0.02 ft 2 .21 ft 0.19 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 RUNOFF CALCULA Tl ONS (RATIONAL METHOD) OAKWOOD CUSTOM HOMES Quick TR-55 Ver.5.46 Executed: 17:48:21 S/N:l803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES PREDEVELOPMENT CONDITIONS * * * * * * 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 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff IC' PREDEVELOP 0.300 Area acres 2.51 Tc (min) Wtd. 'C' 10.00 0.300 Adj. I 'C' in/hr 0.300 6.300 Total acres 2.51 Peak Q (cfs) 4.74 Quick TR-55 Ver.5.46 Executed: 17:48:21 S/N:1803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES PREDEVELOPMENT CONDITIONS * * * * * * 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 = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff IC' PREDEVELOP 0.300 Area acres 2.51 Tc (min) Wtd. 'C' 10.00 0.300 Adj. I 'C' in/hr 0.300 7.690 Total acres 2.51 Peak Q (cf s) 5.79 Quick TR-55 Ver.5.46 Executed: 17:48:21 S/N:1803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES PREDEVELOPMENT CONDITIONS * * * * * * 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 Subarea Descr. Runoff 'C' PREDEVELOP 0.300 Area acres 2.51 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 8.630 Total acres 2.51 Peak Q (cfs) 6.50 Quick TR-55 Ver.5.46 Executed: 17:48:21 S/N:l803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES PREDEVELOPMENT CONDITIONS * * * * * * 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' PREDEVELOP 0.300 Area acres 2.51 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 9.860 Total acres 2.51 Peak Q (cfs) 7.42 Quick TR-55 Ver.5.46 Executed: 17:48:21 S/N:l803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES PREDEVELOPMENT CONDITIONS * * * * * * 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' PREDEVELOP 0.300 Area acres 2.51 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 11.640 Total acres 2.51 Peak Q (cf s) 8.76 Quick TR-55 Ver.5.46 Executed: 17:49:58 S/N:l803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES POSTDEVELOPMENT CONDTIONS * * * * * * 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' POSTDEVELOP 0.650 Area acres 2.51 Tc (min) Wtd. IC' 10.00 0.650 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.650 6.300 Total acres 2.51 Peak Q (cf s) 10.28 Quick TR-55 Ver.5.46 Executed: 17:49:58 S/N:1803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES POSTDEVELOPMENT CONDTIONS * * * * * * 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' POSTDEVELOP 0.650 Area acres 2.51 Tc (min) Wtd. 'C' 10.00 0.650 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.650 7.690 Total acres 2.51 Peak Q (cf s) 12.55 Quick TR-55 Ver.5.46 Executed: 17:49:58 S/N:1803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES POSTDEVELOPMENT CONDTIONS * * * * * * 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' POSTDEVELOP 0.650 Area acres 2.51 Tc (min) Wtd. I c I 10.00 0.650 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.650 8.630 Total acres 2.51 Peak Q (cfs) 14.08 Quick TR-55 Ver.5.46 Executed: 17:49:58 S/N:1803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES POSTDEVELOPMENT CONDTIONS * * * * * * 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' POSTDEVELOP 0.650 Area acres 2.51 Tc (min) Wtd. IC' 10.00 0.650 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.650 9.860 Total acres 2.51 Peak Q (cf s) 16.09 Quick TR-55 Ver.5.46 Executed: 17:49:58 S/N:1803000009 02-16-2000 BRIDLE GATE ESTATES LOT A 1.4 ACRES POSTDEVELOPMENT CONDTIONS * * * * * * 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' POSTDEVELOP 0.650 Area acres 2.51 Tc (min) Wtd. IC' 10.00 0.650 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.650 11.640 Total acres 2.51 Peak Q (cf s) 18.99 DRAINAGE AREA MAPS BRIDLE GATE ESTATES ...... ,,.,.. / / ( /' \'><f~ ,. / / ! ; .... '•. .... - 1 ,;::• .. ,,, .. / / ' / / ·-...'·. ,,· .·-·' ..... •, '·, i I ' ... -~, •," / '.l ............ -··· . -.~. - ··' ,., J ./ / . ./ / ,.. /·' / ··~' 1 l>1.i: -V>aJ D. ::0 :t>-r-o ···· ·-1-·-· ... ··"' mr m,w'' -II~---G) /N l> '· o-1 om (/) -i '·"; )> -t,, m (/) I , '~\ . ,,:1·. / ( .•· ·-··· -t~~ . ·--~~::~_.:::·'/-: l , N ·-- l _ j ' ... (" ........ . ~-·· / I (/) w ·1- <( ":.I-C/) ,.:uo·. WO <(I-~/ (!)····~I I "'··-··-· ........ ) / ,, ................. ; / ..... ; '.~:< ; J /,· ' . ."'. I i / ,. :sE!'I " ) / / i ,. / , .. / ! J / I .·· '· '• :-. .·:· · .. f N \ .. ·~' BRIDLE GATE ESTATES COLLEGE STATION, BRAZOS COLNTY, TEXAS DRAINAGE AREA HAP OF LICX CREEK 624 ACRES SCALE: 1·=1000 SEPTEMBER 16, 1999 DEVELOPMENT PERMIT APPLI CA Tl ON OAKWOOD CUSTOM HOMES COLLEGE STATION P. 0 . Box 9960 May 17, 2000 Patrick Williams P .E Texas Department of Transportation 1300 N. Texas Av.enue Bryan, Texa.5 77803 11 0 1 Texas Ave nu e Tet. 409 76 4 3500 Co ll ege Stati o n , T X 77 842 Re: Concrete drainage flumes permit for Oakwood Custom Homes SH-6 West Service Road I Bridle Gate Drive Dear 'Mr.' Williams: Enclosed are three copies of a permit for installation of two concrete flumes. The proposed installation of the flumes will be installed in the west ditch , of the west service road , on State Highway 6 , just upstream of Bridle Gate Drive. Also included are copies of the applicant's grading plan and a traffic control plan. The proposed installation is acceptable to the City . Please return two signed copies of the permit for our distribution. I may be reached at 979-764-3763 if you have any questions. Sincerely, ~~'ZJ~/-f: Teddy D. Mayo P .E Assistant City Engineer Xe: Natalie Ruiz, Development Coordinator TXDOT Permit File Encl : Form 1082 Grading Plan Location Plan Traffic Control Home of Texas A&M University FEB-24-2000 09:44 HESTER ENGINEERING COMPANY CIVIL ENGINEERING SERVICES 7607 EASTMARK DRIVE, SUITE 253-B COLLEGE STATION, TX 77840 ph: 979 .693 .1100 fx: 979 .693 .107 5 email: hec@gkg.net *****CONFIDENTIAL NOTE****** P.01 The documents accompanying this telecopy transmission contain information from the firm of Hester En rycering Company which is confidential. The infonnation is intended only for the use of the individual or enti ' named on this transmittal sheet If you are not the intended recipient, you are hereby notified that any dis osure, copying, distribution or the taking of any action in reliance of the contents of this telecopy infi : ation is strictly prohibited, and that the documents should be returned to chis firm immediately. In this reg ti if you ha-ve received this telecopy in error, please notify us by telephone immediately so that we can arr ge for the return of the original documents to us at no cost to you. February 24, 2000 .f\ Michael G. Hester, P.E. J.$1 Ted Mayo fx : 764.3496 Re : 'V Bridle Gate Estates Subdivision -Phase One College Station, Brazos County , Texas Information for TXDOT permit for Bridle Gate Estates Phase One D , Here is the additional information I submitted to TXDOT for the permit for the Bridl e G tb · n to the SH 6 :frontage road. TXD OT was concerned about the si ~lopes and I prepared a graphic showing the proposed sideslopes and the application was ap toved. PLEASE CALL WITH QUESTIONS. T dnk You! Alton Ofczarzak, OCC Construction Corp., :De 690.2504 FEB-24-2000 0 9:4 4 HESTER ENGINEERING COMPANY CIVIL ENGINEERING SERVICES 7607 EASTMARK DRIVE, SUITE 253-8 COLLEGE STATION, TEXAS 77840 Oc QBER 20 , 1999 ! ' PH: 409 .693.1100 FX: 409.693.1075 EMAIL : HEC@GKG .NET PA RICK WILLIAMS. P.E .• AREA ENGINEER TE As DEPARTMENT OF TRANSPORTATION 13 d N. TEXAS AVENUE BR hN . TX 77803 FX · V78. 9708 I RE j BRIDLE GATE ESTATES l TXDOT ACCESS PERMIT APPLICATION I DE ~ MR. WILLIAMS, I ! P .02 FINO ATTACHED THE CROSS SECTIONS OF THE CULVERT INSTALLATION AND DITCH i IH,,OVEMENTS WE DISCUSSED TODAY. WITH THE SECTIONS DRAWN AT A SCALE OF 1:1 THE SL f ES DO NOT APPEAR AS SEVERE . AT YOUR EARLIEST CONVENIENCE PLEASE REVIEW THE I ! IN ORHA TION AND CALL WITH QUESTIONS . I j ' .th.rt. -t/'-t; . _.... ... _.+-----__ !~~-- ! AEL G. ESTER , P.E . i A 1 ACHMENTS : ' CROSS SECTIONS DRAINAGE AREA MAP FINAL PLAT CULVERT HW DETERMINATION 025 CALCULATION DITCH IMPROVEMENTS CALCULATION X : JEFF TONDRE , COLLEGE STATION STAFF ENGINEER. FX :764 .3496 FEE-24-2000 09 :45 PROPOSED DITCH IMPROVEMENT X-NATURAL GROUND : X-ASPHALT I I l FRONTAGE ROAD I i i I 285 60' SOUTH I 1.4 SLOPE OF HEADWALL (TYPICAL) P .03 r-ROW 1:3 SLOPE • (TYPICAL) I -· 285l -~-------- AT s . HEADWALL I ~ : -- SLOPE HEADWALL J I UISTREAM FL 28~. 73 285 AT N . HEADWALL I DO NSTREAM FL 283 .28 I 285 ~' 1 33 ' NORTH I • )~\\ OF H DWALL • --· -~P,E., \o -7.z, -Gfot BRI OLE GATE EST ATES 6 FRONTAGE ROAD DATE : OCTOBER 20 . 1999 SCALE : 1·=20' I ----- w I-< C) w ..J a ~ m • I .. .-- i21':5/4 !5 6l;118 !. • j -'TO -.L. • J " ---• • 0 .32 ACRES BRIDLE GATE ESTATES DRAINAGE AREA MAP FOR STORM DRAINAGE SYSTEM SCALE : 1"=200 1 ----··--------···---·-------·---·---··----·---· ----··---- -·- _ ... ___ ,..,... ....... ... --... ,... .. - LOT --.-------~--=-.:---c-= =-------.. -----;_;-.;;.-·---. . _ _.. .. __ I I -'¥MP.y / .....,........ I w;w:m.,.. . .._ .......... -...... --.... ---.... -......... ......... .,, rn tlJ I l\J A I l\J ~.,_.....--........ lSl ......_ .. ~--~ i..::c...--..... :i=L..-t..-- i:::r.= O: ~~-a~ ii'.? ... ... -- -... -- -~ ...... --..... ... -_.,. ........ --· ----....... - ·--.. ,__. u .. ...,_.. •n• - KEY MAP FINAL PLAT PHASE ONE BRIDLE GATE ESTATES 11.32 ACRES BLOCK ONE LOTS A. 8 1-7 BLOCK TWO, LOTS 1-19 R081!RT STI!ll~SCM IUllVEY, A-SJ, Cou.E:GE St"ATfON, BRAZOS Col.Nn', TEXAS SCALI!: l'•bO' -OCTOlll:lll 4, 1999 ..... - .......... .~ ... .-. ..... .......... ............ ....... ·-· ......... ·-· .......... ........ ·-· ......... , ·-· ......... ..~.,,., ·--· ·--· ·-· PRel"Altf!D av: OWKl!f' ~ Ol!Vl!l.Of'fR ALTON 0FC2ARZAll OAKWOOD CUS"l'Ol'1 HOME& ... - HUTEI EttGIN~ll:ING COl'1f'ANY 7601 EUTHAllll 0RIV1!, SUIT! Z53-B Cou.EGI! Sl'ATIOfl, Tl!XAS 77840 400 .693 .1100 Fii: 400 .693 .1075 l!MAIL: ltECOGkG."41!'1' 1911 TE.KAil AVl!NUI! SOUTH Cot.LEGE S1'ATION, Tl!XAS 77840 PK : 400 .696 .7206 P.11 : 409.694 .&6( lSl lSl lSl UJ A en 'lJ lSl U1 FEB-24-2000 09:47 P.06 i I I Culvert Calculator Report I I I ! Bridle Gate Drive @State Highway No. 6 Solve For: Hea :ater Elevation Allowable HINE Outlet Control Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downst Section Section Shar:ie Section Material Section Si;ie Number Section Outlet Control P Ke Inlet Control · Inlet Type E K M c y vatlon 287.00 ft Jter Elevation 286.35 ft jev 286.12 ft ~lev 286.35 ft 283.73 ft 90.00 ft I Pre5sure ! ! N/A i NIA ~m 5 .12 ft/s ! Circular Concrete 24 inch 11 erties Elev 286.35 ft 0.50 Elev 286.12 f Section Conforming to fill slope I 0.00980 2 .00000 i I i 0.03980 0 .67000 ft Project Title: Srid =I Gate Estates c;\hae&tad\c:vm\b idle g .cvrn 10120/99 i;z :i3: !pM q:> Haiestsd Methods, Inc. Headwater Depth/ Height 1 .31 Discharge 16.09 cfs Tailwater Elevation 285.28 ft Control Type Outlet Control Downstream Invert 283.28 ft Constructed Slope 0 .005000 ft/ft Depth, Downstream 2 .00 ft Normal Depth 1 .65 ft Critical Depth 1.45 ft Critical Slope 0 .006643 ft/ft Mannings Coefficient 0 .013 Span 2 .00 ft Rise 2 .00 ft Upstream Velocity Head 0 .41 ft Entrance Loss 0.20 ft Flow Control Transition Area Full 3 .1 ~ HOSS Chart HOS 5 Scale Equation Form T&.3 :: 'l!J c;.:zt t@_c.tt 0 /. . ~"<2 4'.t;.~ ~& =l'9.o\ c~ V • t;. lZ. CF.s H11t.er Engineering Company Project Engineer: Heater Engineering Company CulvertMaster v1 .0 37 8rookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1of1 FEB-24-2000 09:47 . . . . I' • ! • , . I Quick TR-5 ~Ver.S.46 Executed: J : 03: 57 I I I i i I I I I I S/N:l803000009 10-20-1999 BRIDLE GATE ESTATES CULVERT ALONG FRONTAGE ROAD P .07 * * * !* * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * i i Q = adj * C * I * A Wher j: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A~acres adj = 'C' adjustment factor for each return frequency i I I Subarea / Runoff Area Descr. I 'C' acres ---------1-----·---------- COMMERCI U 0.650 2.51 Tc (min) Wtd. I c I 10.00 0.650 RETURN FREQUENCY = _2~5--~y-e_a_r_s_, 'C' adjustment, k ; 1 Adj. 'C' ~ Wtd.'C' X 1 Adj. IC' 0.650 I in/hr 9.860 Total acres 2.51 •===~===· Peak Q (cfs) 16.09 l ~ ........ FEB-24-2000 09=48 Project!' i/e Worksh et Flow El t ent Method Solve F ti lnout o.1ta OPEN DITCH ALONG FRONTAGE ROAD Worksheet for Triangular Channel c :\haestad\fmw\bridle g. fm2 Open Ditch Along Frontage Road Triangular Channel Manning's Formula Channel Depth Manr.iin1 iS Coefficient Channe Slope . I 0 .045 0 .001100 fVft 4 .000000 H : V 3 .000000 H ; V Left S1de l Slope Right sldr Slope Disch a roe Results I 16.09 ds 2.06 ft - P .08 Depth 1 1 Flow Arb~ I Wetted ~erimeter Top Wi1lth Critical depth 14 .81 tt2 14.99 ft 14.40 ft ~-c 0.ll O(fl Q~ ~ lfo .. 4 v.. t. 01 f=-l-;~ Critical tope . Veloeit Vel0cit ead Specifi1 nergy Froude ~umber Flow is subcritical. 10/20/99 12:07:5e PM 1.06 ft 0 .038505 ftjft 1 .09 fVs 0.02 ft Yl:. P.~S: 2 .08 ft 0 .19 Haestad Methods, tnc:. 37 Brookside Road Waterr:>ury , CT 06708 (203) 755-1656 Flowllllaster v5 . 13 Page 1of1 TOTRL P.08 LEGAL NOTICE DATE TO BE PUBLISHED: WEDNESDAY, JULY 5, 2000 ONLY BILL TO: Jim Callaway Development Services City of College Station P.O. Box 9960 College Station, TX 77842 Eagle Account# 11106712 Mastercard# 5404 8231 9343 5497 Expiration date: 3/02 NOTICE OF PUBLIC HEARING: The College Station Zoning Board of Adjustment will hold a public hearing to consider a front setback variance for 214 Stuttgart Circle. Applicant is W.R. Tubbs, Inc. The hearing will be held in the Council Room of the College Station City Hall, 1101 Texas Avenue at the 6:00 p.m. meeting of the Board on Tuesday, July 18, 2000. -- Any request for sign interpretive services for the hearing impaired must be made 48 hours before the meeting. To make arrangements call (409) 764-3547 or (TDD) 1-800-735- 2989. For additional information, please contact me at ( 409) 764-3570. Shauna Laauwe Staff Planner LEGAL NOTICE DATE TO BE PUBLISHED: WEDNESDAY, JULY 5, 2000 ONLY BILL TO : Jim Callaway Development Services City of College Station P.O . Box 9960 College Station, TX 77842 Eagle Account# 11106712 Mastercard# 5405 8231 9343 5497 Expiration date: 3/02 NOTICE OF PUBLIC HEARING: The College Station Zoning Board of Adjustment will hold a public hearing to consider a rear setback variance for 216 Stuttgart Circle. Applicant is W.R. Tubbs Construction Inc . The hearing will be held in the Council Room of the College Station City Hall , 1101 Texas Avenue at the 6:00 p.m. meeting of the Board on Tuesday, July 18, 2000. Any request for sign interpretive services for the hearing impaired must be made 48 hours before the meeting. To make arrangements call (409) 764-3547 or (TDD) 1-800-735- 2989. For additional information, please contact me at (409) 764-3570. Shauna Laauwe Staff Planner LEGAL NOTICE DATE TO BE PUBLISHED: WEDNESDAY, MAY 24, 2000 ONLY BILL TO : The City of College Station P.O. Box 9960 College Station, TX 77842 REFERENCE PURCHASE ORDER # 149 NOTICE OF PUBLIC HEARING: The College Station Zoning Board of Adjustment will hold a public hearing to consider a setback variance for 500 Graham Road . Applicant is RichDale Properties. The hearing will be held in the Council Room of the College Station City Hall , 1101 Texas Avenue at the 6:00 p.m. meeting of the Board on Tuesday, June 6, 2000. Any request for sign interpretive services for the hearing impaired must be made 48 hours before the meeting . To make arrangements call (409) 764-3547 or (TDD) 1-800-735- 2989. For additional information , please contact m e at (409)764-3570 . MOLL Y HITCHCOC K Staff Planner