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HomeMy WebLinkAbout34 Development Permit 99-314 Birdle Gate Estates> > TO HESTER ENGINEERING COMPANY Civil Engineering Services 7607 Eastmark Dri ve Suite 253-8 COLLEGE STATION, TEXAS 77840 PHONE (409) 693-1100 FAX (409) 693-1075 E-mail: hec2000@aol.com WE ARE SENDING YOU ----S. Attached D Under separate cover via __________ the following items: COPIES I D Shop drawings D Copy of letter DATE NO . ,... D Prints D Change order --...... ' lhr~) -() D Plans D /"'\ ~-' \ ~ \ THESE ARE TRANSMITIED as checked below: D For approval D For your use D As requested D Approved as submitted D Approved as noted D Returned for corrections D Samples D Specifications , DESCRIPTION D Resubmit ____ copies for approval D Submit ____ copies for distribution D Return ___ corrected prints --i;i For review and comment o _________________________ _ D FOR BIDS DUE----------------D PRINTS RETURNED AFTER LOAN TO US REMARKS __________________________________________ _ P.~ I r (. v , DRAINAGE REPORT BRIDLE GATE EST ATES 21.I ACRES COLLEGE STATION, BRAZOS COUNTY, TEXAS I ! l ; ' I CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance wit h the provisions of the Cities Drainage Policy and Design Standards for th e owners thereof. _,,,,,,, --:-<. E. OF r \\ ..:".:"\to-............ €'.,r·_,. ,F'":J _,,. * .... ';'tS' tL i! .,~ \_-•. ,, "* \*' , ........................... ! .... ~ I MICHAEL G. HESfEA J l .................... " .......... \~\1)(C:69104~Q/~, fa~'·.9:1srE-~ •. ·'~~ ., $.(\~ ..... ...\~ -n>c;;:. \\u/ONAL t:.-- y.; G /) '''"''-. Hester, .E . ··-··-i·[{J.qq d Profess 'o nal Engineer No . 69104 BRIDLE GATE ESTATES· CERTIFICATION DRAINAGE REPORT BRIDLE GATE ESTATES COLLEGE STATION, BRAZOS COUNTY, TEXAS SEPTEMBER 16, 1999 INTRODUCTION : THE PROPOSED DEVELOPMENT IS LOCATED ALONG STATE HIGHWAY No. 6 APPROX I MA TEL Y 600 FEET SOUTH OF GRAHAM ROAD . THE LEGAL DESCRIPTION IS BRIDLE GATE ESTATES AND IS APPROXIMATELY 21.1 ACRES . THE PROPOSED IMPROVEMENTS INCLUDE PAVEMENT , DRAINAGE AND UTILITY IMPROVEMENTS FOR 53 SINGLE FAMILY RESIDENTIAL HOMES AND A 1.4 ACRE COMMERCIAL RETAIL SITE . THE TRACT CONSISTS OF GRASSLAND WITH NUMEROUS TREES . 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 (48041CO 205C) THIS AREA IS OUTSIDE OF A DETAILED STUDY. THE SITE IS ZONED R-6 FOR THE SINGLE FAMILY RESIDENTIAL AREA AND C-1 FOR THE SMALL COMMERCIAL AREA AND IS BEING DEVELOPED BY MR . AL TON OFCZARZAK , OAKWOOD CUSTOM HOMES , 1911 TEXAS AVENUE SOUTH, 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 AND IN THE MIDDLE OF THE SITE SPLITS WITH A PORTION OF THE RUNOFF GOING NORTH TOWARD THE NORTH FORK OF LICK CREEK BASIN REFERENCE NO . 8, REGULATORY CHANNEL REACH NO . Ill AND A PORTION GOING SOUTH TOWARD THE LICK CREEK REGULATORY CHANNEL REACH NO . IV, SEE GRAPHIC IN THE DRAINAGE AREA MAP APPENDIX. BASIN REFERENCE NO . 8 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 . PROPOSED DRAINAGE : • RES I DENTIAL AREA : THE STORM RUNOFF WILL BE HANDLED BY ROUTING IT THROUGH THE STREETS WHICH WERE DESIGNED FOR THE 10 YEAR STORM EVENT AND INTO A PROPOSED UNDERGROUND DRAINAGE SYSTEM WHICH WAS DESIGNED FOR THE 10 YEAR STORM EVENT . THE 100 YEAR STORM EVENT WILL BE HANDLED IN THE RIGHT-OF-WAYS . THE DRAINAGE SYSTEM WILL DISCHARGE INTO THE NORTH FORK OF LICK CREEK . THE DRAINAGE SYSTEM WAS DESIGNED TO INSURE THAT NO INCREASE IN STORM RUNOFF WILL BE RELEASED TO THE SOUTH OF THE DEVELOPMENT . BR IDLE GATE ESTATES -DRA INAGE REPORT -PAGE I OF 3 PAGES • LONGMIRE DRIVE : WITH THE SMALL DRAINAGE AREA, A NATURAL HIGH POINT AND THE SLOPE OF THE LAND NO STORM SEWER WILL BE REQUIRED ALONG LONGMIRE DRIVE FOR THIS DEVELOPMENT. HOWEVER WHEN LONGMIRE DRIVE IS EXTENDED SOUTH BEYOND THIS DEVELOPMENT A DRAINAGE SYSTEM WITH STORM SEWER AND POSSIBLY DETENTION BASIN WILL BE REQUIRED. • COMMERCIAL : THE PROPOSED 1.4 ACRE COMMERCIAL SITE WILL CONSIST OF A 5000 SQUARE FOOT BUILDING, PARKING LOT AND THE ASSOCIATED INFRASTRUCTURE . THE STORM RUNOFF WILL BE ROUTED THROUGH THE PARKING LOT TO THE DRAINAGE DITCH ALONG THE STATE HIGHWAY No. 6 FRONTAGE ROAD . THIS DITCH WILL BE IMPROVED DUE TO 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 DETENTION ON THE COMMERCIAL SITE . • STATE HIGHWAY NO. 6 FRONTAGE ROAD : THE CULVERT AND IMPROVEMENTS TO THE DITCH ALONG THE FRONTAGE ROAD ARE DESIGNED FOR THE 25 YEAR STORM EVENT WITH THE HEADWATER REMAINING WITHIN THE IMPROVED DITCH. THE PHYSICAL DESIGN AND SPATIAL PLACEMENT OF THE STRUCTURE COMPLIES WITH TEXAS DEPARTMENT OF TRANSPORTATION REQUIREMENTS . A MODEL OF THIS CULVERT WAS PREPARED FOR REVIEW , SEE THE MISCELLANEOUS STRUCTURES APPENDIX . • LICK CREEK : To DETERMINE A MINIMUM LOT ELEVATION AND TO ASSURE THERE ARE NO LOTS IN THE FLOODPLAIN AND TO DETERMINE A TAILWATER ELEVATION FOR THE STORM SEWER SYSTEM AN ANALYSIS OF LICK CREEK WAS PERFORMED USING THE HAESTAD METHODS VERSION OF HEC-RAS . ALSO AN ANALYSIS OF THE WATER SURFACE ELEVATION WAS PERFORMED USING HAESTAED METHODS FLOWMASTER PROFESSIONAL PROGRAM . A SECTION WAS PREPARED USING THE CROSS SECTION FROM THE HEC-RAS MODEL WHICH SHOWED PREDEVELOPMENT CONDITIONS . A SECOND SECTION WAS PREPARED WHICH SHOWED POST DEVELOPMENT CONDIT I ONS . THE INCREASE CAUSED BY THE DEVELOPMENT WAS 0 .06 FEET . • EROSION AND SEDIMENT CONTROL : EROSION AND SEDIMENT IS ADDRESSED BY SI LT FENCING , HAY BALES AND THEIR MAINTENANCE AS SHOWN ON THE STORM WATER POLLUTION PREVENTION PLAN INCLUDED IN THE CO NSTRUCTION PLANS . BR IDLE GATE ESTATE S -DRA INAGE REPO RT -P AGE 2 OF 3 PAGE S CONCLUSION : THE PROPOSED STORM DRAINAGE SYSTEM IS DESIGNED TO HANDLE THE INCREASED RUNOFF FOR THE DEVELOPMENT AND ROUTE IT DIRECTLY TO A PRIMARY CHANNEL WITH NO DETRIMENTAL EFFECTS ON 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 . BR IDLE GATE ESTATES -DRAINAGE REPORT -PAGE 3 OF 3 PAGES / ( ~ «:-0 ~~ ~tr PR00ECT 0«-'ir \LOCATION N ~ BRIDLE GATE ESTATES COLLEGE STATION, BRAZOS COUNTY, TEXAS OCTOBER , 1999 PREPARED BY : 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 --______________ _____, DRAINAGE AREA MAPS BRIDLE GATE ESTATES BRIDLE GATE STATES SCALE 1"=200' EXISTING DRAIN GE \_ ' ' \ "-.. \ \ \ l : ' ,. ,. / ; v' .BRIDLE GATE SCALE 111 =200 1 I PROPOSED DRAI \ \ \ x,_, "-. .. ' ' ; ' \ ' ' STATES "-.. J . / ~ \ '' '.=/¥# ~ ' I '\ 'i \ (' '-.. \ '·, \., ,,. ~-·, ' } ' ! f STORM DRAINAGE SYSTEM BRIDLE GATE ESTATES L IN-1 P-1 SM-1 P-2 P-3 [l IN-2 Project T itle : Brid le Gate Estates c ·\haest ad\s tmc \bridle g s tm 09/16/99 11 :4 5 :33 AM SM-2 BRIDLE GATE ESTATES STORM SEWER SYSTEM IN-4 P-5 SM-3 P-4 IN-6 P-10 P-7 SM-4 . ------------------------..._._ I P-6 IN-3 HESTER ENGINEERI NG © H aestad M eth o d s . Inc 37 Bro okside Road Waterbury , CT 06708 U SA (203) 755-1666 .._. P-8 IN-5 D P-9 DS-2 P roject Engineer: M ichael G . Hester, P .E . StormCAD v1 .0 Pa g e 1 of 1 UJ -. a: l o I ::: I <{ (!) w _J l o I a'. I Cil --. --- 4 5 6 7 ! 2 3 / 0.32 ACRES E ESTATES BRIDLE GAT A MAP DRAINAGE ~~~GE SYSTEM FOR STORM DRA I SCALE: 1"=200 ------------------Be ginning Calculation Cycle ------------------- Discharge: 3.57 cfs at node IN-1 Dis c harge: 3 .50 cfs at node SM-1 Discharge: 3.61 cfs at node IN-2 Discharge: 6.81 cfs at node SM -2 Discharge: 8.05 cfs at node IN-4 Discharge: 6 .75 cfs at node IN-3 Discharge: 20.36 cfs at node SM-3 Discharge: 7.49 cfs at node IN-6 Discharge: 25.83 cfs at node SM-4 Discharge: 35.02 cfs at node IN-5 Discharge: 34.51 cfs at node DS-2 Beginning iteration 1 Discharge : 3 .57 cfs at node IN-1 Discharge: 3 .47 cfs Discharge: 3.61 cfs Discharge: 6.70 cfs at node SM-1 at node IN-2 at node SM-2 Discharge: 8.05 cfs at node IN-4 Discharge: 6.75 cfs at node IN -3 Discharge: 19.87 cfs at node SM-3 Discharge: 7.49 cfs at node IN -6 Discharge: 24 .86 cfs at node SM-4 Discharge: 33.69 cfs at node IN-5 Discharge: 33.21 cfs at node DS-2 Completed iteration 1 Current d ischarge convergence relativ e error: 0.39314863e-l Target discharge convergence relativ e error : 0.001 Beginning iteration 2 Discharge: 3.57 cfs at node IN-1 Discharge: 3.47 cfs Discharge: 3.61 cfs Discharge: 6 .71 cfs Discharge: 8 .05 cfs Discharge: 6.75 cfs Discharge: 19.90 cfs at nod e SM-1 at node IN -2 at node SM-2 at node IN-4 at node IN-3 at node SM-3 Discharge: 7 .49 cfs at node IN-6 Discharge: 24.89 cfs at node SM-4 Discharge: 33.74 cfs at node I N-5 Discharge: 33.25 cfs at n ode DS-2 Completed iteration 2 Current discharge convergence relative error: 0.12758674e-2 Target discharge convergence relative error: 0 .001 Be ginning iteration 3 Disc harge : 3.57 cfs at node IN-1 Dis c harg e: 3.4 7 c fs a t n o de SM-1 Disc h arg e : 3.6 1 c fs a t n o de IN-2 Di s c harg e: 6 .71 c f s at n o de SM -2 Dis c harg e : 8.0 5 c fs a t nod e IN-4 Di s c harg e : 6 .75 c f s at n o d e IN-3 Di s c harge: 1 9 .9 0 c f s at n o de SM -3 Dis c harge : 7 .49 c f s at n o de IN-6 Dis c harge : 24 .89 c fs a t n o de SM -4 Dis c harge : 33.73 c fs a t n o de IN -5 Dis c harge: 33.25 c fs a t n o de DS-2 Dis c harg e Conve rge n ce Ac hieved in 3 iterations: relative e rror: 0 .6 0 6 331 2e-4 Informa ti on : P -9 Su rc ha r ged condition Inf o rm ati o n : P -8 Surc h a rge d conditi o n ---------------------Ca lculations Complete ---------------------- ** Ana lysis Opti o ns ** Frict ion metho d: Manning's Formula HGL Co nvergence Test : 0 .001000 Ma ximum Netwo r k Trave rs a ls : 5 Numbe r o f Fl o w Pro file Steps : 5 Di scharge Co n v ergenc e Test : 0 .001000 Maximum Design Passes : 3 Project Title : B rid le Gate E sta tes c :lhaestad\stm c\b ridle g .s tm P roject Eng ineer: M ichae l G . H ester , P.E . HESTER ENGINEERING Storm CAD v1 .o 09/16/99 1 1 :5 9 :39 A M © Haest ad Method s, Inc. 37 B roo ks ide Road Waterb ury, CT 06708 USA (2 0 3) 7 55-1666 Page 1 of 2 -----------------Network Quick View ------------------------ Hydraulic Grade Labe l Length Size Discharge Upstream I Downstream P-1 109.07 P-2 169.70 P-3 42.05 P-4 14 8 . 41 P-5 60.08 P -7 626. 72 P-8 25 .67 P-9 126.96 P-10 290 .64 P -6 30.65 Label Discharge IN-1 3.57 SM -1 3.47 SM-2 6.71 IN-2 3.61 IN-4 8.05 SM-3 19 .90 IN-6 7.49 SM-4 24 .89 IN-5 33.73 DS-2 33.25 IN-3 6.75 Elapsed: 0 minute(s) 1 Project Title : Bridle Gate Estates c :\haestad\stmc\bridle g .stm 18 inch 18 inch 18 inch 24 inch 18 inch 30 inch 30 inch 36 inch 18 inch 18 inch ----------- Ground 292.50 292.20 291. 76 291.50 294 .50 293 .25 291.50 286.90 287.00 285.00 294.00 second(s) 09/16/99 11 :59 :39 AM © Haestad Methods, Inc. 3.57 288.62 288.46 3.47 288 .41 288.09 3.61 288 .15 288 .09 6. 71 288 .03 287 .81 8.05 291 .64 290 .72 19.90 287.49 284. 71 24.89 284 .51 284 .41 33.73 284.32 284.00 7.49 288.33 2 84 . 71 6.75 291.01 290 .81 Elevations ----------------I I Upstream HGL I Downstream HGL I 288.75 288.62 288 .46 288. 41 288 .09 288 .03 288.51 288 .15 292 .32 291 .64 287.81 287 .49 288.97 288.33 284. 71 284.51 284.41 284 .32 284 .00 284.00 291 . 58 291.01 Project Engineer: Michael G . Hester, P .E . HESTER ENGINEERING StormCAD v1 .0 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Node Inlet Weighted Inlet Extern a Area ~oughnes CA (acres) Coefficien (acres) IN-6 1 .72 0 .50 0 .8 6 IN-3 1.55 0 .50 0 .78 IN-4 1 .85 0 .50 0 .93 IN -2 0 .83 0 .50 0.42 IN -1 0.82 0 .50 0.41 SM-1 N/A NIA N/A SM-2 NIA N/A NIA SM-3 NIA NIA NIA SM~ NIA NIA NIA IN-5 2.43 0.50 1.22 DS-2 NIA NIA NIA Project Title : Bridle Gate Estates c :\haestad\stmc\bridle g .stm 09/16/99 11 :57:40 AM CA (acres) 0 .00 0 .00 0 .00 0 .00 0 .00 N/A N/A NIA NIA 0 .00 NIA Total Inlet CA TC (acres) (min) 0.86 0 .00 0 .78 0 .00 0 .93 0 .00 0.42 0 .00 0.41 0 .00 0.41 N/A 0 .83 N/A 2 .52 NIA 3 .38 NIA 4 .60 0 .00 4 .60 NIA Node Report Extern a Wpstrean System System Total !\dditiona :arryove Known Total Discharge Ground TC Flow Flow lntensit) i/Vatershec Flow (cfs) Flow Jpstrean (cfs) l::levatior (min ) Time T ime (in/hr) (CIA) (cfs) (cfs) Added (ft) (min) (min) (cfs) (cfs) 0 0 0 0 .00 10.00 8.63 7.49 0 .00 0 .00 0 .00 0 .00 7 .49 291 .50 0 .00 0 .00 10.00 8 .63 6 .75 0 .00 0 .00 0 .00 0.00 6 .75 294.00 0 .00 0 .00 10.00 8 .63 8 .05 0 .00 0.00 0.00 0.00 8.05 294.50 0 .00 0 .00 10 .00 8 .63 3 .61 0.00 0.00 0 .00 0 .00 3 .61 291 .50 0 .00 0 .00 10.00 8 .63 3 .57 0 .00 0 .00 0 .00 0 .00 3 .57 292 .50 0 .00 10 .71 10.71 8 .39 3.47 NIA N/A N/A 0 .00 3.47 292 .20 0 .00 11 .73 11 .73 8 .06 6 .71 N/A N/A NIA 0 .00 6 .71 291.76 0 .00 12 .57 12 .57 7 .82 19.90 NIA NIA NIA 0.00 19.90 293.25 0 .00 14 .57 14 .57 7.30 24.89 NIA NIA NIA 0.00 24 .89 286.90 0 .00 14 .66 14.66 7 .28 33 .73 0 .00 0 .0 0 0 .00 0.00 33.73 287.00 0.00 15.10 15 .10 7 .17 33 .25 NIA NIA NIA 0 .00 NIA 285.00 HESTER ENGINEERING © Haestad Met hods . In c . 3 7 Bro okside Road Waterbury , CT 06708 USA (203) 755-1666 Rim HGL In HGLOu Inlet Inlet Elevatior (ft) (ft) lntensit} Discharge (ft) (in/hr) (cfs) 291.27 88 .97 288 .33 8.63 7 .49 294.00 91 .58 291.01 8 .63 6 .75 294.50 92 .32 291.64 8.63 8 .05 290.92 88 .51 288 .15 8 .63 3.61 291 .02 88 .75 288.62 8 .63 3.57 292 .70 88.46 288.41 N/A N/A 291 .76 88 .09 288 .03 NIA NIA 293.25 87 .81 287.49 NIA NIA 286.90 84 .71 284 .51 NIA NIA 286.57 84.41 284.32 8 .63 10.57 285.00 84 .00 284 .00 NIA NIA Project Engineer: M ichael G . Hester, P .E StormCAD v 1 .o Page 1 of 1 Pipe Jpstrearl Downstrear h Inlet Node Node Area (acres) P-10 IN-6 SM-4 1.72 P-6 IN-3 SM -3 1.55 P-5 IN-4 SM -3 1.85 P-3 IN-2 SM -2 0 .83 P-1 IN-1 SM-1 0 .82 P-2 SM-1 SM-2 N/A P-4 SM-2 SM -3 N/A P-7 SM-3 SM-4 N/A P-8 SM-4 IN -5 N/A P-9 IN-5 DS -2 2.43 Project T itle : Bridle Gate Estates c :\haestad\stmc\bridle g .stm 09/16/99 11 :57 :13 AM Weighted Inlet ~oughnes CA Coefficien (acres) 0 .50 0 .86 0 .50 0 .78 0 .50 0 .93 0.50 0.42 0 .50 0.41 N/A N/A N/A N/A N/A N/A N/A N/A 0.50 1.22 Pipe Report Total System Discharge Length Jonstructe Section ~oughnes~ ~apacity Upstrean ~ownstrean ii.Jpstrean CA lntensit~ (c fs ) (ft) Slope S ize (cfs) Invert Invert Ground (acres) (in/hr) (ft/ft) Elevatior Elevation Elevatior (ft) (ft) (ft) 0 .86 8 .63 7.49 90 .64 0.015517 18 inct 0 .013 13 .08 287 .27 282 .76 291.50 0 .78 8 .63 6 .75 30 .65 0 .006525 18 inct 0 .013 8.48 290 .00 289 .80 294.00 0 .93 8 .63 8 .05 60 .08 0.012317 18 inct 0 .013 11 .66 290.54 289 .80 294 .50 0.42 8 .63 3 .61 42 .05 0 .006897 18 inct 0 .013 8 .72 287.42 287 .13 291 .50 0.41 8 .63 3 .57 09 .07 0.001375 18 inct 0.013 3.90 287.51 287.36 292 .50 0.41 8.39 3.47 69 .70 0.001355 18 inct 0.013 3.87 287 .36 287.13 292 .20 0 .83 8 .06 6 .71 48.41 0 .001011 24 inct 0.013 7 .19 286 .63 286.48 291 .76 2 .52 7.82 19 .90 26 .72 0 .006733 30 incr 0 .013 33 .66 285 .98 281 .76 293.25 3.38 7.30 24.89 25 .67 0 .004285 30 inc~ 0.013 26 .85 281.76 281.65 286.90 4 .60 7 .28 33.73 26 .96 0 .005120 36 inct 0 .013 47 .72 281.15 280.50 287 .00 HESTER ENGINEERING © Haestad Methods , Inc 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 ~ownstrear ILJpstreari Downstrear ILJpstrearr Ground Cover Cover HGL Elevation (ft) (ft) (ft) (ft) 286 .90 2 .73 2 .64 288.33 293.25 2 .50 1.95 291.01 293 .25 2.46 1.95 291 .64 291.76 2 .58 3 .13 288.15 292.20 3.49 3 .34 288 .62 291 .76 3.34 3 .1 3 288.41 293 .25 3 .13 4 .77 288 .03 286 .90 4.77 2 .64 287.49 287.00 2 .64 2 .85 284 .51 285 .00 2 .85 1.50 284 .32 Project Engineer: Michael G . Hester, P .E StormCAD v1 .0 P age 1 of 1 1-------1l°'et: IN-S ! Outtet: OS-2 Rlm : 266.57 ft Junction : SM-4 Ri~es .oo Somp: 2a1.1s ~1n ~286 .90 ft Su'.'E_2eo .so ft____ ~: 2eus ~ _ 0+00 Pipe : P-9 Up Invert: 281.15 ft on Invert: 2ao.so n Length: 126.116 ft Si ze : 36 lnch 2+00 Pipe : P-8 l)p Invert 281 76 ft on lnver1: 281 .65 ft Length : 25.67 ft Size: 30 inch Project Title : Bridle Gate Estates c :\haestad\stmc\bridle g .stm 09/16/99 11 :50:24 AM Pipe : P-7 ~ Invert 285 98 ft Oil Invert: 28 1.76 ft ~;eot'Jo ~72 ft 6+00 © Haestad M ethods , In c - - Jwlction : SM-3 Rim: 29325 ft Sump: 285.98 ft I I I Junction : SM-2 Rim · 291 76 ft ~ .. _:_.?AA i:;;i. tt II II " I 8+00 Station ft HESTER ENGINEERING I Pipe : p~ Up Invert 286.83 ft On Invert 2$6.48 ft Lengtn : 145 . .C 1 ft Size: 24 Inch 10+ I Junction : SM-1 Rim: 292 .70 ft Su~: 287 .36 ft II i Pipe : P-2 Up Invert 287.361\ Dn Invert 287.13 ft Length: 169.70 ft Size : 18 inch 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 I I I I n Inlet IN-1 Rim: 291 .02 ft Sufl"ll: 2e 1.s1 ft \ 12+00 Pipe :P-1 Up Invert 287 .51 ft on Invert: 287 .36 ft Length : 109 .07 ft Size : 18 ioch 1 21M .OO 292.00 290.00 288.00 286.00 2M.OO 282.00 280.00 4+00 Elevation ft Project Engineer: M ichael G . Hester, P .E . StormCAD v1 .0 Page 1 of 1 Outlet: OS-2 Rim : 285 .00 ft Sump: 280 .50 ft I Inlet: IN-5 Rim : 286 .57 ft Sump: 281 .15 ft Jun:C tion: SM -4 Rim : 286 .90 ft sump : 281 .76 ft I . 1-------I ' -.: ii -· H=======;------;t= 1•- : ii ';, 0+00 1+00 .--- 2+00 3 +00 Pi p e : P -8 Up Invert: 281 .7 6 ft On Invert: 281 .65 ft / Length : 25 .67 ft i Size : 30 inch Pipe : P-9 Up Invert: 281 .1 5 ft On Invert: 280 .50 ft L~ngth : 126.96 ft Size : 36 inch - - 4 +00 --· I I I I 5+00 Stati on ft Pipe : P-7 Up Invert: 285 .98 ft On Invert: 281.76 ft Length : 626 .72 ft S ize : 30 inch 6+00 HESTER ENG IN EER ING Inlet: IN-3 Junction: SM-3 Rim : 293 .25 ft Sump : 285 .98 ft Rim : 294 .00 ft Sump : 290 .00 ft 7+00 --- '--i--; I I I I I I II =11 8+00 294 .00 292 .00 290 .00 288.00 286 .00 284 .00 282 .00 280 .00 9+00 Pipe : P-6 Up Invert: 290 .00 ft On Invert: 289.80 ft Length: 30 .65 ft Size : 18 inch Elevation ft Project Engineer: Michael G . Hester, P .E . P roject Title : B r idle Gate Estates c :\haestad\stmc\bridle g .stm 09/16/99 11 :55 :2 7 AM © H a est a c1 M e t hods , Inc 37 Brookside Road W aterbury , CT 06708 U S A (203) 755-1666 StormCAD v1 .0 Page 1of1 lnl~t : IN-5 I Junction : SM-4 -Rim: 286 .~7 ft Rim : 286.90 ft Outlet: OS-2 Rim:-Z85-:00 _Sump : 281 1.15 ft Sump; 281 .76 ft · .!J m Q.;_2_~0.5 ft 1 0+00 1+00 2+00 3+00 Pipe : P-8 , Up Invert: 281 .76 ft Pipe-P-9 On Invert: 281 .65 ft Up I rive rt : 281 .15 ~E?ngth : ~5 .67 ft On Invert: 280 .50 ff:>1ze : 30 inch Length : 126.96 ft Size : 36 inch 4+00 -- - I ----- 5+00 I - 6+00 Junction : SM-3 Rim: 293.25 ft Sump : 285 .98 ft 7+00 Station ft Pipe : P-7 Up Invert: 285 .98 ft On Invert: 281 . 76 ft Length: 626 .72 ft Size : 30 inch HESTER ENGINEERING - .____ - I \ \ \ Inlet: IN-4 Rim : 294.50 ft Sump : 290.54 ft - II ::::JJ 296 .00 294.00 292 .00 290.00 288 .00 286 .00 284 .00 282 .00 280 .00 \ \ _, I Elevation ft 8+0G> 9+00 \ Pipe : P -5 Up Invert: 290 .54 ft On Invert: 289 .80 ft Length : 60.08 ft Size : 18 inch Project Engineer: Michael G . Hester, P .E . Project Title: Bridle Gate Estates c :\haestad\stmc\bridle g .stm 09/16/99 11 :53 :13 AM © Haestad Methods, In c 37 Brookside Road Waterbury , CT 06708 USA (2 03 ) 755-1666 StormCAD v1 .o Page 1 of 1 Outlet: OS-2 Rim : 285.00 ft sump~-280~50 ft--- Inlet: I -5 Rim : 2 6.57 ft Sump: 281 15 ft --=-~ ttt==~~ ---- 0+00 I i I l 0+50 ! 1+00 Pipe : P -9 Up Invert: 281 .15 ft On Invert: 280.50 ft Length : 126.96 ft Size : 36 inch Project Title : Bridle Gate Estates c :\haestad\stmc\bridle g .stm 09/16/99 11 :51:49AM I . I I' ! Junction : SM-4 Rim : 286 .90 ft Inlet: IN-6 Rim : 291.27 ft Sump: 287 .27 ft 292 .00 Sump: 281 .76 ft-·-----+-------+-----==""+==-----+------++-! 290 .00 r ' 1+50 Pipe : P-8 Up Invert: 281 . 76 ft On Invert: 281 .65 ft Length: 25 .67 ft Size: 30 inch 2+00 2+50 Station ft HESTER ENGINEERING 3 i 00 3+50 Pipe: P-10 Up Invert: 287.27 ft On Invert: 282.76 ft Length : 290.64 ft Size: 18 inch © Haes tad M ethods , In c 37 Brookside Road Waterbury, CT 06708 USA (2 03) 755-1666 4+00 288.00 286.00 284 .00 282 .00 280.00 4+50 Elevation ft Project Engineer: M ichael G . Hester, P .E . Storm CAO v1 .0 Page 1 of 1 CONSTRUCTION PLANS BRIDLE GATE ESTATES ~[PJ(Q)~(Q)~~[Q) ~~ '¥'~[!¥1]~[N]lJ9 [Q)[PJ~~[N]~@~ ~ lUJlJ~l~lJW ~M~lR1(Q)'\ff~M~[N]lJ~ BRIDLE GATE ESTATES SUBDIVISION PHASE ONE & TWO CC©ll ~~~ ~Li ffe\U~(Q)[N]~ ~~ffe\g:(Q)~ (C(Q)lUJ[N]LJW~ Li ~~ffe\~ (Q)~LJ(Q)~~~~ ~ ®®® [pi [PJ ~[pi ~[PJ ~IQ) IB3 )f ~ [R1lj~~[}={Jffi\~l (GL [}={J~~tr~~9 [p)c~c ~~)f ~~[pl G=O~~u~~ ~lNl@~lM~~~~lNl@ ~(Q)[R1l][p)ffi\lMW 1@@1 ~ffi\~trft¥11ffi\~~ [Q)~~~~9 ~UJC ~~~C~ ~(Q)ll~@~ ~tr ffi\ [J ~(Q)[N]9 tr ~ 11®i(}@ «~@®»@®~o ~ ~ @@ ~~~«i(}@®»@®~•O l~ @15) n9~•~ro1111nc ~c.. R E VI E W C>NL V IQ)~~~ [L(Q) [pi~ [PJ ~ ffi\l tr (Q)[M (Q)[F~~ffi\~~ffi\~ (Q) ffi\ ~WW (Q) (Q) [Q) ~ UJ ~tr (Q) rt¥11 [}={] (Q) [t¥1] ~ ~ ~ ®~ ~ tr~~~ ffi\ ~~c ~(Q)UJtr[}={J ~(Q)ll~@~ ~tr ffi\ tr~(Q)[M9 tr~~ffi\~ 11®~@ «~@®»@®@c 1 ~@@ ~~~«~@®»@ ®~t®@@ @ --·----·------='----------=----~--=---------- __ .. """ --.-- 7 ... _."41. ___ ....._ ... LEGEND -----------~ :=.:--u. • ---------------- PREPARED BY: HESTER ENGINEERING COMPANY 7607 EAST1'1ARK DRIVE, SUITE 25::1 -B COLLEGE STATI ON, TEXAS 77840 409 .69::1 .1100 FX : 409 .69::1 .1 075 EMAIL : HEC@GKG .NET 18.76' KEY MAP OWNER & D EVELOPER AL TON 0FCZARZAK OAKWOOD CUSTOM HOMES 1911 TEXAS AVENUE SOUTH C OLLEGE S TATI ON, TEX A S 77840 PH : 409 .696 .7206 FX : 409 .694 .8606 ___ ,i,a .... __ -.. ...... -- STATE 20 21 HIG HWAY NO . 6 40ll 01.J ,,,.llUO fX ' 409 .09..'}.10/tl f:MA!l · HEC@GKG NET COi...1-fGC S T~\TI ON. lEX.AS I /Qi.O:J PH: i.09 696 l20 6 FX : 1,09 691. !l60t; STORM WATER POLLUT~~EVENTION PLAN Sl'1"E: DESCRIPTION ----_____ .. ___ , -----.. ··-===-~~..e.:.- DESCRIPTION; LEGEND ------------- ---__ .,Jr. __ .. " -~..r'-~Z:-~,.:-:D.:,.·-· =.i:~'L---~ --·-- i!:.-£-~-:&.F.::.n=<.:-:t :.J'l.I .:r= ::.=-=-== ::z,.::t-........ - - aes::a---::--=n:.-= =- ~"lt.J:.~~ --}!;," ,ti/~ 1/1 /1/ ~ .. /// /1/ SEDIMENT CONTROL POLLUnON PREVENTION CERTIFICAnON -~ -· w:-=:J==-:E~ ~-.:. -., ~t;r" .. KEY MAP STORM WATER POLLUTION PREVENTI ON PLAN BRIDLE GATE ESTATES COLLEGE STATION . BRAZOS COUNTY, TEXAS SEPTEMBER 14, 1999 -SCALE" 1"=60' PREPARED BY: M I CHAEL G . HESTER, P . E . .- • --HESTER ENGINEERING COMPANY @*. .. 7607 EASTMARK DRIVE . SUITE 25::1 -B = • ~ : ........ '. COLLEGE STATION . TX 77840 =-"°"'!·~04"""!' (409)69::1-1100 FX :(409 )69J -1075 --------• E MAIL: HEC@GKG .NET ~ i I I I I -~~ ~ BRIDLE GATE DRIVE -_.,,_ 0.00" ----;::;----------~~ ~..-.o" v.1·-4· l~>,£1r~1 I~-::--~:---!GENERAL NOTES: ~ MISCEL.lAliEOUS: 0 -.xi \\Ii~~ LEGEND -------0 . . a ----~ ----f---r -. --->----->-------------..... CllOO.IWOff.llCUMID"<*--Ol"I FOR REVIE\N' ONLY --~Ol"I ~L~~~ ~ .... Cll'IM"Wll(~ ;}00 295 290 285 280 275 ~~=~~-=:?'~----·--. ~:-:=..~--·-­:ouc::s:-..-.,,.,,,'llirmrl:"'_.. z===:=-= =----= :..=:u ~..:.r=nr-.:'Ef.=~ :=:--..n:~~-::.. ~~~~.F" F-."",;:e...~::; ~".!Y'-~~="-­::ur::r: =i.'I Sr.N.Z".r:n=..-~·"1..-="-"::&T' UTILITIES: ~.::i:n:i::..."all.l'.:t::r='.:= ~~~"'\!Z :.5LEH.&E:'~ SW.~~ K~~-=-=-"""-:=-=--~:;-:~-=-.u------------------...--·-------·-------------PAVEMENT: ~.Ai4t!lf' ----...------CONCRETE: ~ .. -----· =='-~~s::-~.------":l"l.u.a.~-r=i'i'""-d:.~n..~­a::~~~~-=;:::::=.:. ==-~Trlll'==-=-· -. -i.ifiiP"'~iO.l=o~ . n~..e!~ ELECTRICAL GTE 6 GAS ~ ... .. .. D=O®~~®[? ~ITU~DmJ®®[?OITU~ ©@mru[F)@ITUW ~~'lg~~~~~~ E;R~~JEs I 1-·~·.~·.-·. 1~ t.lf.>.\>"'1rrt.'iV.-.~"" l•llli<lU\Vlf~. o<ll\!J:v~ . .,..,,~··!•• ·=ilJL~C{iofll ~,,,'[j'[)<~'JOO. 'll'lZ 'il'-:'"~'<(]..'ll a~Jq[)D·""~B-~~<l!>@CW«<OOJll>P<NJ:J!.~<Jl?Til:\ PLAN & PROFILE -..110T: f----------lBRIDLE GATE ESTATES ,_ _________ _, ST'lltllrr, ~r; ....... o UTIUTY U..P~Ol'r. °"""' OCTOaCft. 1 989 SHl!:CT NO, OT 8 Sl'<f'.S, n r:'\ r>n nnn 11 ~ icr. ::.d ~ 7 18 17 300 295 290 260 16 4 5 6 BLOCK TWO TRAILS COURT PROPOSED TOP OF CURB ~ H:t ... '60. V:1·-··· -~ • .....--.. ~Ol'I FOR RE VI E """ ONLY t=="='"=···=··==:~~~:s [}{]®~~®[[ ~ITU~DITU®®[?O[Ji)~ ©@WD~@ITU~ ~~1,~~~ ~I~L ;sJ~~~~ 1--------+:-'-_-· ---'-':-.~~-~--H:--1 !i<ro!"J".~1 ·.a,.t-..;,.....-:-t~l"...L;Ufi{ ")v<t:'M'l!~ ~~~q1 • ~:: 1.-?~,, .. t_, \'\uttj'l11 .tu .1i:.!'cl1!: ~t:.:•\".ftl<tr.CtYJ , ?bt n·~ «~l> ...... "'71\'13-'tl 'llll:OO:l t.~11~~)11~.i:l:tl•"O('Xflffli PLAN & PRO F l L E n r::...... " n n n n r--i 300 295 290 285 260 275 270 255 SMEl[T 0,. 0 SHTS v 8 PROPOSED TO P O F CURB 295 I j ____________ _ 290 265 2 60 270 ., ~ I!·• ;I• .. 35 34 25 BRIDLE COURT 33 BRIDLE TRAILS COURT :==··="=···=··=~~~~~s C=iJ®~~@[f ~ITU~O ITU@@[?OITU~ ©@WD[R)@ITDW ~~,1 ~~~ ~~TuER ~STATES 1---------+-:::-... -,~"""'·.:,..,,·.:·.---i 'tl ~<})'V W~'-:rl.':£~J,J:_ ~').··~L\t/1~~ .-."1 ·~il -~"fr'.i3-l !fl CNDCLll.Gil~CI ~t..\'trOQ}OO p m:3 ~~.D ~~lD ct;~;i)~'O '\l©Xi'.11 ('I:Il~.ck'C!QJD"''~:j}..1]\C•TWW· p LAN & p R 0 Fl LE ii '! 295 70 ------ ------ 37 36 35 34 305 PROPOSED TOP Or CURB 300 --------- 290 285 33 BLOCK TWO 32 _.,,_ --- 305 ;500 295 290 265 -~. -..... ---1--Q---=-'28"-'0'-j FOR REVIEW O NL Y 275 SHCCT" 2 85 42.~·-1 ··~ C:7• C:U• ~ $C#CJl • 0 .130X --~ 161.70' ... U""CP C7e CUii ST'Of'M SCW!:ft • D , I JOK w 1- ...J 0:: 0 :J (( 0 CDU 2 85 109.07'-ta '"lrt<:P C78 0-.MI S"fORM SEWOI • _O,IJ&X I:· 280 275 10 \ 1 ~-~~--vr==;:-~ ..... (\! ......... ""'1 ...:t SECTION A ·A -~- DRAINAGE STRUCTURE H E ADWALL #DS-Z MONOLITHIC _, ·-·-:=-..= i:i:::.·~ .:-~ =-=- STANDARD STORM SEWER MANHOLE -1------ i :ia: r:& ! I ~, .. ELEVATI ON DRA I NAGE STRUCTURE RECESSED INLET -· 1------------<eRIDLE GATE ESTAT >------------< ST'MCf. °"""NA.CC N'4 UTIUTV IMPftOll'O.O::NTS ®@~®[? ~ITD~DITO®®IT3 DITO~ ©@mm [~XfilITO~ BRIDLE GATE EST ATES DRAIN AGE DETAILS PLAN & PROFILE .~ttrtt r,.r.9'.~'-~"!11'tiJA\fMX.'. -l:IXMl \Vl~r.i '-~(~lllJ'\t.I'\ :~1 -r. 'V~l ~ :::::<'IDM..f.i('~t'l! @"O"~VU<!:i~J~ trr.:: iY':'/OO(l(tl) (l.()©..'W'Dot'£~!J .. 1.l il~ C"l.:!sU~JD<.~:l\ .. 1Jamt~ $HECT DETAI L ' I -A PRECAST M A NHOLE (AST M Cl.78) DE TAIL ' 1-C T RAN SITIO N DE T A I L F OR 5 ' e. 6' DI A . C AST I N PL AC E MAN HOLES GENERAL NOT ES. DETAIL ' 1-B S TANDARD CAST IN PLACE MAN HOL E TYP I CAL COM B I N E D CON CRE T E CURB e. GUTTER SECTION TYPI CAL M ONOLI T HI C CURB TYPE ·1;· f l(rAN.SlON ll COf'fSTRUC TION .JOINT CITY ST ANOAJU> LAYOOW N CURB DETAILS DE TAI L ' 1-0 TYrE' ... DUHl'1Y JOINT 51 DEW/i.K 6 " L.IN\f 510NE: 6" 51AB IL-IZW PAV'EiVtNI CR055 5eC110N ~s... ;;;.=r.=~ DROP CONNECTION = :::-..r:...• .. =. :-..:.-:i:r...:-4 .. ~ ___ ..,.,... __ _ DET AI L ' 3 -E SE WER LI N E SERVI CE LINE CO N NECTI ON DET A I L DETAIL 3 -F SEWE R LI N E SER VI CE LI N E DE TAIL ~,"\. ,,,_., .. _ ~=- r=l.'==:J r _,,~ CU.SS D E MOEOMENT (N.A..$.P'.L) =-:...-:.-~ ~--- a:-~--.. -..--·"""-......., DETAIL' Z-G EMBEOMENT DETAILS T Y P I CAL A SH PAL T S T REET SECTI ON CONCRETE VALLEY GUTTER DETAI L PAVEMENT DETAILS SANITARY SEWER DETAILS F'O'R"Re""Ji'E w o"N'r v UoOCl'lf'C"'1'-"'CIJ') '---•-•_•_• •_• 0-"-"----<~ CJ.TE ESTATES 1----------j ~,:~ [}:{]®~~®[? ~ITU~DITU®®[?D ITU~ ©@mru ~®ITU W BRIDLE GATE ESTATES SAN ITARY SEWER D ET A ILS P AV E MENT D ETA I LS 'W . l:V.:\. 1 1"f?.-fo:rll\~ !,!.i~U1\'"'.1J=<. '/o."'}C:Jifl'i::.: ~:f-·fil ~.;n,~1..fl:CCI~ ~ri\"i7fltll'(l(l , 'TI7,:'.{ 'W'S~-.ciV il"'~D~'fl 'fl~ !r:~([ bctQ'):D-'{)<i:fn'~ 0 " e S H TS. - '~ © .. @ ... - ~­-® r=:.~ ~ .. _,.~ -_ _.. _____ ..,. 'iiRiDl£ GATE ESTATES !------------;~ .• ~£~ STANDARD FIRE HYDRANT ~~~ GATE VALVE DETAIL GENERAL NOTES ·-~':ll"""-"~· ----·~ ~~--,,.,~--if£r-=.-:~~===-T. T~= .. s=:EI.~~--... .::J:~-. DETAIL : &-8 T'l'ftCAI.. HORIZON'T ""'-T\.IRUST SLOCfl (Sl:f. MOMJQWUol •U<D SettlPIJL.IU De'TAll..: S ·S wATERi:iNe WATER SERVICE DETAIL WATER SERVICE CROSSING STREET WATERLINE DETAILS SIDEWALK DETAILS -:-~ -/:fr. -F '·-- ~~-....,.-r.:::::,- STANDARD CONCRETE SIDEWALK DETAILS C=G®~~®[? ~rm@orm®®[?DITU~ ©@mm[F)crurm~ BRIDLE GATE ESTATES :SHE~ NO. l------------;-~-c·----:-:M-:C:-:.H-:-.---t 7trtJWw !,..J.~\~'°'li1M:V1i'Jl(\fr( .'f~111\"lt ~ .. lii>!!J,i111"' "l.1!11)~" .... i •i'.:\'Q)ilJ l.!('/i~.r. ~~4rlA\'fi"!l<U>i'M 11 't i?~{ Yh'fMkt) «d~l)®~~·'\1 1'l tllX~ fflu\I'6C/;l)Q;OD~~'\1 (Ql,,..~ WATERLINE DETAILS SIDEWALK DETAILS OF' 0 SHTS . GENERAL REQUIREMENTS ________ ,_ :..-::."::.."'..: ':"'--. -er--=: ........... _ _.. _ _.... ::::-r=:-~z:::..:!:: ::.==--· ---.. -·--·-... -:-=-.:..; :-=.:--.....::::-.:. =:-..r =~== ==---.~:. ____ ...,. _____ .__ .. :;::::-.·.=--,~ -~;:~:?.r"E:~-:: ..----........------------:-~ =--= :..:-.-::..--=.. __ ...,._ --·-"------·---·-----...... c:r-~=---=-=~ _, ::r-.:. :::::~ .r .-:.:. -= ~-:-:":. ....... ...,.. ... _ _..,.._~­-·-..-.·-~ -..------... ;:;,;~~~~ ::=-:~.:.-=-=... .. SOIL CLASSIFICATION = :.!4..:' "::i :::.:-.::::z-c-=.:..--~ ~.:.-:. -------~ 'C"'.!-~· -... ~ • • ~ ~ ~ ~-===. ':' !.:-: ~ .. -n?.:::: !:":" :-"'~-·--~"' ~. ~ -:--..:....--: :-= .=.. !I".!_-~.==.:.~-:-~ .. ---. .. .;"C.. -..--·----_...., __ :ljl..-...-----:r:.. -..:: .:-....::.!I".!..::.. ~~ .. ·..::-:-...;::-;:-....:. ~ °"'--·---____ ... _.. __ ---------~~-:.s.-..:.-~~~~-=--1)-=-~..:::==~ .. ~.:.-·--· :. ";!:. "-:*E ~·~ REQUIREMENT FOR PROTECTIVE SYSTEMS ___ .......,OOM-> 1.::--=:.;.:r--;.::...• .... ..!:O--: :::s: == =--:: =-=---= -:-i.:.~~:.~-S:.E~~:::::?5~-;.~ _ .. _._,. . ..=:.. ... ~ r: • -:.:.::r .... --__,... ::..:::1::'""-.. =:t:"" .. -~ ..... -~~::---="..:.:~~ =---=---_..:.. .... -~ .... ---... ._. .... _....,.___..,,.._. ~ ...... ----.·---·--~ -t::-c-;.::-::. :-=.: .:-; -. -. -:-r1:::"3' ~ "::":-:::.~ = ::?E:.-E":~~ :-:. ~ ~::i:::~-::=--......... -. .. ---.. .. --=::..~=:\:.,.::=W: :..· .. -::..... '::' ::--... _, -., -..::,._~ -':?-$-?:-=::-.. ~;":.if.:::=... =-:::="' =:..? :::? .. :-:? ::::-:_-TABLE Of MAXllolUlol ALLOWABLE SLOPES -~-==...:::.....::;;--:-~ .. -:-I-·-,... I ~~.;. ~~~= -u~~ ... ~·.-=:-~=.-·---... £:::..-= ::.=. = ;:----. -._ .... -I !i-I -~..:.-:-:::-I -.. -=---:---l r\f.. 1E :! TIMBER TRENCH SHORING MINIMUM TIMBER REQUIREMENTS ..... _ .......... ~ ............ -S)O,,. _....., __ ~--I :l-::1 .. ;:i~.~-·@:"§ i~ Soil Type A • I••• \•••l•••l•·•i. •• 1 •• ..i. 1-~-'-~· I I I I .L L .I l?:P·I I L .I I IPa •25xH+72 p•f ...... · ............... ...... ...... ... ...... ...... ••••I~ (2 ft Surcharge) ...... --· ...... ...... ... . . ... ...... ........ . " ...... ...... . ... •· ...... ...... ... •I ... .. . .. ...... ........ ... . ... ...... . ..... ······ ..... --ro -~--·--Soil Type 8 :1=:-1-.. ~:;:::T .. 71 .... ~:PA ..... :; I -.;::;-I Pa-~5xH+72 p•f .... I::: 1:::1:::1:::1:::n: u: I I n I I .... 1:::1:::1:::1:::1:::u: U : I 1:-:1 I I I .. :.1 ··' l'"l'"l'"'l'"f·~ · t-i · 1··~ I I I I --(•) .-.I -~-..c:i;-·--~ I = l•."j;_it.:;T'l.'1'-'"~=~ .,,.-":· 1 ::: rrrr+· .. :•1_-~·r-rrrr1·r-1-1--1 1 1 1 1 .. " --· .... I---+-+-+-+--+-+--+-+--+-+-+-<-+-< (2 ft Surcharge) Soil Type C Pa •80xH + 72 psi (2 ft Surcharge) o...,.llm .... -.... ·~ ....... -.... -''°°""' -~--·--':!'" :1~ -·-"""'° ..,-,·1·.·1~. -':~ --=-. :::1:::1:::1:::U:l§:I~ ,.M. I••• 1"1"'1"1'"1"'1 · 1 ... 1 ·I I 1""1 I I .. ~-~ ~----(1) .... . .. M. .. :· 1:::1::j:::1:::1:::1:::1·t·j·1· .. n I I I ..:-1 ::: u:::1:::1:::u. n 'l"'I I I I I --(I} -~--·--':l'"I --~~ -I : = l·.~:i;r~ri ..... £: ~ __ -:-:=: .. :.1 ... r·1 .. T'1"T"1. r·i. 1'"1 I I I I .. :• 1 ... F"1 .. T'1 .. 1""1 . F"l" 1 .. 1 I I I I .~ .... ..;.1--·1 I I I I I I I I I I I I I ALUMINUM HYDRAULIC SHORING l 11-·1 --0' 1 ,I --(1) ----.-··· ;::-=-;:==-,_,-=-'-'''-~-----~--~ ':1'"1-:= -:"' '""" .. "'-"' •<"'9• -.::~I -=· -·-· ..:· .. _. -, -·-•-o 5 .... j-·l-111 ·-II '-•II . 1~1::;1~ --(1) .:::: -~I= ~ l;~~~;r:r1 .-1, .. 1a.L!.':Ja.l1• -. .. ~. I u 1w1•·1-i;.iol-1 .. 1-1-•" n: -~ ..,,-I -1-1--1-1·-1-1"1-•·•--~ .. .. -(1) ,., 1:ro:c-1=r-.t= =h"-1•"-I -·--i-':f.:I -..... 1 ... -:~.1~·.~ T ~ -~1= -I -1-1 .. 1-rat-1'"r·•-•-. .... -'I°:· I -1-1--1-1--1-1--r••-•--M ~-I -1-1 .. 1-c1-l'T•-·-__ ,I.) r~ • ..._ _, ..,_...-.. °'".,,,..... ~ -found Ill~ D. IWll (t) COft~ ~ m-w~ ond/or ~~tor s.c:tloot......,,. .t.....,.. ....._ '==-... ~ 11) .__. ____ .., ~--.. ------· ~~o.-.·,.,.....---· -----· _lWol ................ ........ --~---s=:.a:s.:·:.-c=-;,....... • ..,.., ........... :-.:E..~-=iS =-=-----................ UI .::.~ w.w a -""' _.. L=-a::..::... ....... -.... Z? .:.: .=..--=-:. ':..:' .-: ., -------.................. -.... _.,. ............ --.. ...--.. :::::-:-.:-~-= :_-_ .._ -... .._. ................... ____ ...., __ __ --.-a-...,....._ =.~-........ --... ., .. {~ ...... ~ ......... ., .... .........,._ ..... _ ,,, ___ ......_.. ---.......... _ .......... S:..!:...J-.~:--=-.................. _ ... ~ .... ....... ...... -lMSooo..NIM'•~-'ltC~Drl FOR REVIEW ONLY UICJal: nc .tt.m«MnT on ~ .. ~~ I • •., "0 • • 1~ GATE ESTATES 1-----------1 ~·~c:t:~ C=G®~U®[[ ~ITU~DITU®®[[OITU~ ©@ITUD[fe)@ITDW BRIDLE GATE ESTATES °"''•' OCTO&D'll. 'ggg TRENCH SAFETY DETAILS .'•'i."'vrl" 1xv1.\'J.~uic.~1 .. \l:.1 ~\ 1t•1l;:,11•-./I"'., .:.,1 tr lo'! :·•:I'!\,•!··~" •· :·,f1 .1•JW1rla< 1;; '".""\ :11'!1'ti:.:J,. ':l~< -:1·t. a>-'~71 Q."'°""1"lDD<WJ:.B-··J 1Jta\U'I f'i=:a(l.(J.(".l~D(O.~ .. ·iJ1.'»7ff:/) -· ·---·-· . '-----------.-1~.ou.~·-" ,,---...... r----n n n n ,---, •HEU ® or s Sl"ft2. HEC -RAS & FLOWMASTER MODEL BRIDLE GATE ESTATES --,----66550 I i ---66300 --r-66100 ~g;;~~~66045 --+----65950 --t--65700 ~Lick Creek -~ 65500 () 65250 -r---65050 -64800 63920 63870 63770 -63470 63220 ----62720 HE C-RA S Pla n Plan 02 Rive c lick Creek Reach: Lick Creek Reach RI-Sii OIOVll Min Ch El W.S.Elev YTIYV.S. E.G. t:teV E.G.l)IOl)9 Vel Vlf1I FIOwArea TopV'<!Qlll trowe#Chl .. (ds) ·(ft) .(It) (ft) (II) (Mt) (ft/s) (1qll) (ft) .. Lick Creek 66560 '' 1024.00 282 .50 289.09 289.19 0 .001292 2.67 486 .00 172 .80 0.22 Lick Creek 66560 1291 .00 282 .50 289.38 -~ -28!f5o 0 .001608 3.10 -536 .08 181 .29 0.25 - UCkCreek 66300 . ,,. 1024.00 282 .00 288.78 288.a6 0 .001311 2.58 535.06 245.89 0.22 Lick Creek 66300 1291 .00 282 .00 288.97 289.09 0 .001714 3.03 584 .31 262.36 0.25 Lick Creek 66100 1024.00 281 .00 288.62 288.68 0.000727 2.54 714 .17 382.31 0.20 Lick Creek 66100 . 1291 .00 281 .00 288.76 288.85 0 .000970 2.99 770.41 394.61 0 .23 I Lick Creek 66045 1024.00 280.80 288 .58 287.51 288 .63 0.001026 3.19 838 .56 510.65 0.23 Lick Creek 6604.5 1291 .00 280.80 288.72 287.51 288.78 0.001333 3.69 910.10 531 .93 0.26 Lick Creek 86022 Culvert •. Lick Creek 66000 ,,, 1024.00 280.70 287.50 287.50 287.59 0.003400 4 .23 552 .01 325.00 0.32 UCk Creek 66000 1291 .00 280.70 287 .58 287 .51 287 .72 0.004798 5.08 579 .95 334.33 0.39 Lick Creek 65960 ' 1024.00 280.30 286.84 287.01 0.002806 3.83 435.75 268.44 0.32 Lick Creek 65950 ., 1291 .00 280.30 287.39 287.55 0.002400 3.83 605.55 349.50 0 .30 Lick Creek 65700 ·. ' 1024.00 279.50 286.43 286.53 0.001282 2.76 473.70 169.36 0 .22 Lick Creek 657()0 1291 .00 279.50 286 .98 287 .09 0.001327 3.01 572 .74 193 .90 0 .23 • ,.>.!' UCkCreek 65600 ·' ~ .. 1024.00 278.90 285.99 286.18 0.002406 4.20 38 7.06 149.49 0.31 Lick Creek """""'~ " 1291 .00 278.90 286.45 286 .70 0 .002902 4.86 471.47 216.23 0.34 ;. . Lick Creek 65250 1024.00 278.20 285.38 285 .56 0 .002542 4.06 45 7.45 243.05 0 .31 UCkCreek 65250 1291 .00 278.20 285.84 286 .01 0 .002469 4.23 574 .35 270.37 0.31 "r >: Lick Creek 65060 ... , 1024.00 277.60 284 .62 284 .92 0 .003799 4.81 307.76 156.05 0 .38 Lick Creek 65050 .. , 1291 .00 277.60 284.98 285 .34 0 .00437 1 5.40 368.59 185.44 0 .41 . Lick Creek 6-4800 •·,;,:. 1024.00 276.90 283.91 284 .13 0 .002588 4.63 420.07 227 .72 0 .35 Lick Creek 64800 A 1291.00 276.90 284 .08 284 .37 0.003434 5.44 458.75 238 .85 0 .40 .i'itA ,__. -LICk Creek 64500 !.>• 1024.00 276.00 281 .63 --2 82 .62 0 011303 8.95 185.93 143.11 0.83 Lick Creek 04:>UU '': .,,,. 1291 .00 276.00 282 .51 ~------2 a:fci5 0 .005534 7.25 344.46 22 1.34 0.60 ----~~~· Lick Creek 64;,uo .I ~ I ':. 1024 .00 274.85 281 .88 27731 --2-82.03 -0.000659 3.14 325.62 148 .57 0.22 LICkCreek 64395 .},, .,, 1291 .00 274 .85 282 .52 277 .95 -28i72 -0 .000765 3.61 357 .78 210 .96 0 .24 -------------•· ~ lick Creek 64158 ... Culvert -· -· ---I -___ , -1 i i I I -· --------r --< I I UCk Creek ---273~40! 281 ~32 201 so 1 o 000673 ' I 296 73 : J""oa .56 0 .22i 63920 ~ 1024 .00 1 276 53 3 45 Lick Creek 63920 ., 1291 .00 1 273.40 I 281 .64 277 02 281 91 0 .000927 4 17 309 81 335~ 0 .26 ,__, --' lick Creek 63870 1024.00 ' 273 30 ' 281 .28 28 1 42 o 002109 3 73 ' 529 85 33 2~51 --028 LICk Creek 63870 1291 .00 ' 273 30 , 281 .64 281 78 o 002120 390 653 31 361 .00 ' o 28 -· I Lick Creek 63770 1024 oo ' 273 .20 281 11 28 1 22 o 00 1884 3 31 61 7 14 4191 0 -o 24 Lick Creek 63770 1291 .00 273 20 281.48 281 58 o 001756 3 33 777 53 448 .67 . -0.24 ~-- -lick Creek 63470 1024.00 272 80 278.6 9 279 79 o 023674 9 25 159 25 104.98 o 77 Lick Creek 63470 ' 1291 .00 272 .80 279 .16 280 25 o 02 2307 9.60 2 19 03 158 .72 ' 0.76- ----- ' --LiCkCreek 63220 1442 .00 272 .40 278 26 278 36 o 002302 3 27 682 88 259.19 0.25 1UckCreek 63220 1818.00 272~40 278 .75 278 86 o 002257 3 44 813 83 -VS.31 1 -·a .2s __ _J Lick Creek 62720 2167.00 268 .50 . 276 .00 275.05 276 32 0.006586 5 86 676 25 360-:00----0~4:f 1Lick Creek 62720 2786 .00 260-:-50 276 .50 275 56 276 82 0 .006617 6 .21 94 6 .88 ~2~~-0 .44- --- Bridle Gate Estates Plan 03 9/17/99 286 -.06 . f+---.06 ~ ' ~ i egen ~ --·-· I _:G!~ I EG PF 1 ! ws PF 2 I I ' WS PF 1 ' "' Ground • Bank Sta 284 • '\---------·--- 282 \ g \ \ c \ .Q -ro > Q) Li] \ ' 280 1 278 . • • 2 7 6 +1 ~~~~-,-~~~~~~~~~~~-,-~- 1000 1100 1200 1300 1400 1500 1600 17 00 Station (ft) g c .Q ro > Q) iJj Bridle Gate Estates Plan 03 9/17/99 290 ,..__ ___________ Lick Creek ___________ _,,,,, ' Legend I i ---·---1 I ~~~\ WS PF 2 t EG PF 1 ./ WS PF 1 , .. . ................... . • Crit PF 2 . ,. Crit PF 1 ----Ground v I • • • • 275 I . . • • 270 - I / 265 -t--~-~~ 0 -~----,--------, 1000 3000 4000 Main Channel Distance (ft) LICK CREEK R.S.64500 -EXISTING COND. Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\fmw\bridle g.fm2 LICK CREEK CROSS SECTION -EXISTING Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0 .012000 ft/ft Elevation range : 276.00 ft to 286 .00 ft . Station (ft) Elevation (ft) 0.00 286 .00 200 .00 284 .00 340 .00 282 .00 440 .00 280.00 448 .00 278.00 455 .00 276.00 460 .00 278 .00 465 .00 280.00 510 .00 282 .00 570 .00 284 .00 610 .00 286 .00 Discharge 1,291 .00 cf s Results wtd. Mannings Coefficient 0 .057 Water Surface Elevation 282.49 ft Flow Area 338 .22 ft2 Wetted Perimeter 219 .88 ft Top Width 218.50 ft Height 6.49 ft Critical Depth 281.71 ft Critical Slope 0 .040303 ft/ft Velocity 3.82 ft/s Velocity Head 0 .23 ft Specific Energy 282 .71 ft Froude Number 0 .54 Flow is subcritical. Start Station 0.00 440 .00 465 .00 End Station 440 .00 465 .00 610 .00 0 9/17/99 11 :09 :45 AM Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Roughness 0.060 0.040 0.060 FlowMaster v5 .13 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data LICK CREEK R.S . 64500 -EXISTING COND. Cross Section for Irregular Channel c :\haestad\fmw\bridle g.fm2 LICK CREEK CROSS SECTION -EXISTING Irregular Channel Manning's Formula Water Elevation Wtd . Mannings Coefficient Channel Slope 0 .057 0 .012000 ft/f~------ Water Surface Elevation Discharge 286. - -~ 282.49 ft~ 1,291.00 cfs ~ -r I 284 . 0 ~ I '<:/ c 0 :;::; Cll > ~ 282 . 0 w 280 . 0 09/17/99 1 1 :3 1 :22AM 278 . 0 0 276 . 0 .0 "' -I \ I "' I 100.0 200 .0 300 .0 400 .0 500.0 600 .0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 700 .0 FlowMaster v5 .13 Page 1 of 1 LICK CREEK R.S.64500 -PROP. COND . Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\fmw\bridle g .fm2 LICK CREEK CROSS SECTION -PROPOSED Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0 .012000 ft/ft Elevation range : 276 .00 ft to 286 .00 ft . Stat ion (ft) Elevation (ft) Start Station 0.00 286 .00 0.00 200 .00 284.00 440 .00 340 .00 282 .00 465 .00 440 .00 280 .00 487.50 448 .00 278 .00 503 .50 455 .00 276 .00 460 .00 278 .00 465 .00 280 .00 487 .50 281 .00 503 .50 285 .00 610 .00 286 .00 Discharge 1,341 .00 Results 0.057 End Station 440.00 465 .00 487 .50 503.50 610 .00 I Wtd . Mannings Coefficient Water Surface Elevation Flow A rea 282 .55 ft <:---z-Ll :=IC?_ C>G Wetted Per imeter Top Wid t h Height Cr itical Depth Crit ical Slope Velocity Velocity Head Speci fi c Energy Froude Number Flow is subcritica l. 09/17/99 11 :36:47 AM 328 .99 ft2 193.63 ft 192 .09 ft 6 .55 ft 281 .74 ft 0.040585 fUft 4 .08 ft/s 0 .26 ft 282 .81 ft 0 .55 Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Roughness 0.060 0.040 0.060 0.040 0.060 FlowMaster 11 5 .13 Pag e 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data LICK CREEK R.S.64500 -PROP . COND . Cross Section for Irregular Channel c :\haestad\fmw\bridle g.fm2 LICK CREEK CROSS SECTION -PROPOSED Irregular Channel Manning's Formula Water Elevation Wtd . Mannings Coefficient 0 .057 Channel Slope 0 .012000 fUft Water Surface Elevation 282 .55 ft A ~ o. ~ I _D_is_c_ha_r_ge _______ 1.._,3_4_1._00 ___ cf_s _ ...... 4=-::: t;X:> CFS Teo l/YJ e_)< t.ST, c 0 :;; ro > ~ w 280 .0f-~~~---11--~~~--1-~~~~--+-~~~~--+-~....+--a..~-1-~~~~.i--~~~---1 09/17/99 11 :34 :12 AM 276 .0'---~~~--'~~~~-'-~~~~--'-~~~~_._~~L-~~~~~~.L..-~~~-- O.O 100.0 200.0 300 .0 400 .0 500 .0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 600.0 700 .0 FlowMaster v5 .13 Page 1 of 1 MISCELLANEOUS STRUCTURES BRIDLE GATE ESTATES Culvert Calculator Report Bridle Gate Drive @State Highway No. 6 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 287 .00 Computed Headwater Elevation 286.47 Inlet Control HW Elev 286 .2 4 Outlet Control HW Elev 286 .47 Grades Upstream Invert 283.85 Length 70.00 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 286.47 Ke 0 .50 Inle t Control Properties Inlet Control HW Elev 286 .24 Inlet Type End-Section Conform ing 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 ft ft ft ft ft ft ft/s ft ft 09/16/99 12 :02 :19 PM © Haestad Methods , Inc. Headwater Depth/ He ight Discharge Ta il water Elevation Control Type Downstream Invert Constructed Slope Depth , Downstream Normal Depth Critical Depth Critical Slope M annings Coefficient Span Rise Upstream Ve locity Head Entrance Loss Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form Hester Engineering Company 1 .31 16 .10 cfs 285.50 ft Outlet Control 283.50 ft 0 .005000 ft/ft 2 .00 ft 1.65 ft 1.45 ft 0 . 006646 ft/ft 0 .013 2 .00 ft 2 .00 ft 0.41 ft 0 .20 ft N/A 3 .1 ft2 Project Engineer: Hester Eng ineering Company CulvertMaster v1 .0 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1of1 38' B-B PAVEMENT SECTION CAPACITY Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\fmw\bridle g.fm2 Bridle Gate Pvm't. (half section) Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope Water Surface Elevation Elevation range : 0 .00 ft to 0 .58 ft. Station (ft) Elevation (ft) 0.00 0 .50 0.00 0 .00 18 .50 0 .58 Results Wtd . Mannings Coefficient 0.018 Discharge 9.91 Flow Area 3 .99 Wetted Perimeter 16.46 Top Width 15.95 Height 0 .50 Critical Depth 0.47 0 .006000 fVft 0 .50 ft cfs ft2 ft ft ft ft Start Station 0 .00 End Station 18 .50 Roughness 0.018 Critical Slope 0 .007953 ft/ft Velocity 2.49 ftls I ~p Yee~ ~<[::, P>-tS Velocity Head Spec ific Energy Froude Number Flow is subcritica l. 0 9/17/99 03 :00 :34 PM 0 .10 ft 0 .60 ft 0.88 !~~~-=-~ .~f CFCS ~ ::= CLc-...- CJ, 4t I -==o_ 5 -6 .6-> ~ "' -£. -; J:>-C-(~ t Hae stad Methods , Inc. 3 7 Brookside Roa d Wat e rbury , CT 067 0 8 (203) 755-1666 FlowMaster v5 .13 Page 1 o f 1 27' 8-8 STREET CAPACITY Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope c :\haestad\fmw\bri dl e g.fm2 28' B-B Pvm't. Section Irregular Channel Manni ng's Fo rm ul a Discharge 0.006 000 ft/ft Water Surface Elevation Elevation range : 0 .00 ft to 1.00 ft . 0.50 ft Station (ft) Ele vation (ft) 0 .00 1.00 11 .50 0 .50 12 .00 0 .50 12 .00 0.00 25 .00 0.50 38 .00 0.00 38 .00 0.50 38 .50 0 .50 50 .00 1.00 Results Wtd . Mannings Coefficient 0.018 Discharge 16 .08 cfs Flow Area 6 .50 ft2 Wetted Perimeter 27 .02 ft Top Width 26.00 ft Height 0.50 ft Critical Depth 0.47 ft Critica l Slope 0 .008034 ft/ft Velocity 2.47 ft/s Velocity Head 0.10 ft Speci fi c Energy 0.60 ft Froude Number 0.87 Flow is subcrit ical. Flow is divided . Start Stat ion 0.00 11 .50 38 .50 End Stati o n 11 .50 38 .50 50 .00 Roughness 0.030 0.018 0.030 I ~ PVW' 1+ Xe~_:_ ~!' (N\1 Y) Sl..ofC: '2\ 0. 6 ° !"o {,,,.CAO-0.. l ~ -uS .:. ::. o . c:; ~ . b 3 C4__ Q,:: -;/72 P,cn.c..5 f°ULL.-~C~ 09/17/99 02 :58 :06 PM Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 1 DEVELOPMENT PERMIT PERMIT NO. 99-500314 Bridle Gate Estates -Phase 1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: Bridle Gate Estates, Block One, Lots A & 1-7, and Block Two, Lots 1-19 DATE OF ISSUE: =-l0=/2=5"'"'/1=9..:;;...99=------ OWNER: Alton Ofczarzak 1911 Texas Avenue S . College Station, TX 77842 409-696-7206 SITE ADDRESS: 1800 Bridle Gate DRAINAGE BASIN: Lick Creek VALID FOR .!1_ MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Full Permit SPECIAL CONDITIONS: For Phase 1 construction only. 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 p ermit for development of an area INSIDE the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of Colle Station tha:/pply. (-\. · ~ !o/zdY'7 -++.~'--"-=~-'---'-----~r-r---Date r "'7 I Lo /z<J1f I I Date , Contractor Date FOR OFFICE USE ONL y CASE NO.: -, I DATE SUBMITTED: DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS -1l_ $100.00 Development Permit Application Fee. __ Drainage 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 . LEGAL DESCRIPTION~ ~k &:.E.fV>-- APPLICAN'f::ry Contact for the Project): (') d,c._. &m..Jru.d :.,.,.. C. ''(?, Name ~N (()Ee. 2412...e-"1--~ StreetAddresslql( rr AK.~. City _c._.s_ .. _______ _ State ""'[°JC Zip Code 712' tf 2 E-Mail Address Phone N~r {t;ff{p 72.Pb Fax Number fCt14 ~=------------ PROPERTY OWNER'S INFORMATION: Name S~ Street Address -----------------City -------------- State ____ Zip Code ______ E-Mail Address ------------- Phone Number Fax Numb e r ----------~ ------------------- Application is hereby made for th e following developme nt specific site/wateiway alterations : ~~~ ACKNOWLEDGMENTS: 1,ftrn,n ~ , desi gn engineer/own er, hereby acknowledge or affinn tha t: The information and conclusion s co nt a in ed in the above plans a nd s upporting documents comply with the current requirements of the Cit y of College Stati o n , Texas City Code, Ch a pter 13 and its associated Drainage Policy and Design Standards . DEVELOPM ENT PERMIT DP ERMIT.DOC Jn4/99 c m1it application, I agree to construct the improvements proposed in this application 1ire ments of Chapte r 13 of the College Station City Code . 1 of2 CERTIFICATIONS: (for proposed alterations within des ignated flood hazard areas .) A . ltJA'4i. l-b' l'~ that any nonresidential structure on or proposed to be on this site as part ion ·s designated to prevent damage to the structure or its contents as a result of flooding from the 100 year ./Jx, Date B. I, 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 Date Engineer Date Conditions or comments as part of approval : ~~~~~~~~~~~~~~~~~~~~~~~~~~~~ In accordance with Chapter 13 of th e Code of Ordinances of th e City of College Station, measures shall be taken to insure that debris from construction , e rosio n, and sedimentation shall not be deposited in city streets, or existing drainage faciliti es . All developm ent shall be in accordance with th e plans and specifications submitted to and approved by the City Engineer for the above named project. All of th e applicable codes and ord inances of the City of College Station shall apply. DEVELOPMENT PERMIT DPERMIT .DOC 3/24 /99 2 of2 -QCT-19-1999 11:11 . . HESTER ENGINEERING COMPANY CIVIL ENGINEERING SERVICES 7607 EASTMARK DRIVE, SUITE 253-8 COLLEGE STATION, TEXAS 77840 PH: 409 .693.1100 FX: 409.693.1075 M . ALTON OFCZARZAK 0 KWOOD CUSTOM HOMES, INC . P .. Box 9849 C LLEGE STATION, TX 77842 .OF : 696. 7206 MOB: 777 .4500 FX 694.8606 BRIDLE RIDGE ESTATES FORMERLY RIDGEWOOD ESTATES ENGINEERS ESTIMATE THE ESTIMATED CONSTRUCTIO~~ COST OF BRIDLE RIDGE DRIVE FROM STATE HI HWA Y NO. 6 TO THE FUTURE PROPOSED LONGMIRE DRIVE IS APPROXIMATELY $1 6,349, SEE ATTACHED ENGINEERS ESTIMATE DATED 6/.8/99. THIS ESTIMATE SH ULD BE SUBMITTED TO THE CITY FOR THE LETTER OF CREDIT. THE ESTIMAIEQ. CONSTRUCTION COST OF PHASE ONE -300 FEET OF BRIDLE RI GE DRIVE AND PHASE TWO -THE FIRST 24 SINGLE FAMILY LOTS IS APPROXIMATELY $ 07,316, SEE ATTACHED ENGINEERS ESTIMATE DATED 3/2.9/99. APPROXIMATELY 2 % SHOULD BE ADDED TO THE CONSTRUCTION COST FOR MISCELLANEOUS COSTS IN LUDING ENGINEERING, SURVEYING, FILING FEES, FENCING, GAS, ELECTRICAL. P KLAND DEDICATIONS. ETC . WHICH WILL BRING THE TOTAL TO $384,145 . IF I CAN BE OF FURTHER ASSISTANCE PLEASE CONTACT ME. ~ ENGINEERS ESTIMATE DATED 6/8/99 ~ ENGINEERS ESTIMATE DATED 3/29/99 P.01 -OCT-19-1999 11:12 BRIO E RIDGE ESTATES BRIDEL RIDGE DRIVE 950' -39' 8-8 MINOR COLLECTOR P .02 STATE HIGHWAY No. 6 TO THE FUTURE PROPOSED LONGMIRE DRIVE ENGIN ERS CONSTRUCTION COST ESTIMATE JUNE , 1999 ITEM DESCRIPTION UNIT QUANTITY UNIT EXTENSION COST I CLEARING ROW L .F. 950 $2.75 $2.613 2 ROADWAY EXCAVATION L.F. 950 $3.00 S2.850 3 6• LIME STABILIZATION @3$/S . Y. L.F. 950 $13.67 SIZ,987 4 6" GRAVEL BASE (1$/IN/S. Y.) L .F. 950 S23 .33 $22,164 5 1.5" H.M .A.C . (l.5"@7 .5) L .F. 950 S29.17 $27 ,712 6 CURB & GUTTER@ $7 .5/L.F. L.F. 950 SIS.00 $14.250 7 4' SIDEWALK (2 . 75$/S.F.) BOTH SIDES L.F. 950 s22.oo S20 ,900 8 STORM SEWER L.F . 475 $65 .00 $30 ,875 9 EROSION CONTROL L.S. I s2 .ooo .oo $2,000 ESTIMATED CONSTRUCTION COST = $136,349 -----~ -·----- -· OCT-19-1999 11:12 . . HESTER ENGINEERING COMPANY CIVIL ENGINEERING SERVICES 7607 EASTMARK DRIVE, SUITE 253-8 COLLEGE STATION, TEXAS 77840 PH: 409.693.1100 FX : 409 .693 .1075 JI CALLAWAY, ADMINISTRATIVE DIRECTOR OF DEVELOPMENT SERVICES Cl Y OF COLLEGE STATION DEVELOPMENT SERVICES DEPARTMENT P .. Box 9960 C LLEGE STATION, TEXAS 77842 FX 409 . 764 .'?';496 R : BRIDLE RIDGE ESTATES FORMERLY RIDGEWOOD ESTATES. BRIDLE RIDGE DRIVE 60 FOOT WIDE RIGHT OF WAY LAND COST ESTIMATE HERE IS THE ESTIMATE YOU REQUESTED : ~ COMMERCIAL LAND : 0 .37 ACRES@ 35.714$/ACRE = $13 ,21£. );.. RESIDENTIAL LANO : 0. 94 ACRES @ 10.062$/ACRE = $9,458 TOTAL ESTIMATED COST FOR ROW ACQUISITION= $22,672 . IF I CAN BE OF FURTHER ASSISTANCE PLEASE CONTACT ME . MR . ALTON OFCZARZAK. OAKWOOD CUSTOM HOMES, INC .• FX : 694 .8606 P.03 TOTRL P.03 ... BRIDLE GATE ESTATES PHASE ONE 11. 32 ACRE DEVELOPMENT. -26 SINGLE FAMILY RESIDENTIAL HOMES & 1.4 ACRE COMMERCIAL DEVELOPMENT OCTOBER 4, 1999 ENGINEERS QUANTITY AND COST ESTIMATE OF CONSTRUCTION COST ITEM DESCRIPTION UNITS QTY. UNIT PRICE EXTENSION I CLEARING EASEMENTS AC. 1.35 s2.ooo .oo $2,700 2 ROADWAY EXCAVATION (IN PLACE) · C.Y. 3000 $3 .00 $9,000 3 6• STABILIZED SUBGRADE (4%) S.Y. 7663 $3 .00 $22 ,989 4 EXTRA LIME (TYPE A) UP TO 6% TONS 31.0 $90 .00 $2,790 5 6• GRAVEL BASE BETWEEN C&G S.Y. 2780 $6.00 $16,680 6 r GRAVEL BASE BETWEEN C&G S.Y. 3625 $7.00 $25,375 7 1.5· H.M.A.C S.Y. 6405 $5 .50 $35,228 8 CURB AND GUTTER L.F. 3468 $7 .00 $24,276 9 CONCRETE VALLEY GUTTER L.S. 583 $4 .00 $2,332 10 4' WIDE SIDEWALK S.F . 6644 $3.00 $19 ,932 II SIDEWALK RAMP EA . 4 $450 .00 $1,800 12 RE-VEGATATION S.Y. 3595 $0.50 $1 ,798 13 18• RCP C-76 CLlll L.F . 474 $38.00 $18,012 14 24· RCP C-76 CLlll L.F. 148 . $42 .00 $6 ,216 15 30• RCP C-76 CLlll L.F . 652 $48.00 $31 ,296 16 36• RCP C-76 CLlll L.F . 127 $54.00 $6 ,858 17 5' RECESSED INLET EA . 3 $2 ,500.00 . $7,500 18 10' RECESSED INLET EA. I $3,000.00 $3,000 19 STORM SEWER MANHOLE EA. 4 $1,700.00 $6 ,800 20 DRA INAGE STRUCTURE DS -1 L.S . I $3,000.00 $3,000 21 DITCH EXCAVATION -SH-6 C.Y. 530 $3 .00 $1,590 22 RE-VEGATATION -SH-6 S.Y . 1660 $0.50 $830 23 DRAINAGE STRUCTURE DS-2 L.S . I $3,000.00 $3,000 24 ROCK RIP RAP S.Y . 35 $30.00 $1,050 2 5 6• PVC WATERLINE L.F . 793 $18.00 $14,274 26 8" PVC WATERLINE L.F. 914 $20 .00 $18 ,280 27 24 "X8 " TAPPING SLEEVE a VALVE L.S. I $5,500 .00 $5 ,500 28 8"X6 " CROSS EA . 2 $600.00 $1 ,200 29 8" VALVE EA . 2 $750 .00 $1 ,500 30 8" TEE EA. I $500.00 $500 31 STD . FIRE HYDRANT EA . 3 $1 ,750.00 $5 ,250 32 6 " VALVES EA. 4 $600 .00 $2,400 33 BLOW OFF ASSEMBLY EA . 2 $375 .00 $750 34 WET CONNECTION L.S . I $500 .00 $500 35 WATER SERVICES L.F . 648 $20.00 $12 ,960 ... 36 6• PVC SAN. SWR. L.F . 296 $22.50 $6,660 37 8• PVC SAN. SWR. L.F . 860 $22.50 $19,350 38 STD. SAN . MH (6'DEPTH) EA. 4 $1,650.00 $6,600 39 X-DEPTH MH V.F. 13 .2 $90.00 $1,188 40 SEWER SERVICE CONNECTIONS L.F. 503 $15.00 $7,545 41 EROSION & SEDIM . CONTROL LS. I $2,000.00 $2,000 42 TRENCH SAFETY LS. I $2,000.00 $2,000 43 END OF ROAD SIGNAGE EA. 8 $80.00 $640 44 PERFORMANCE AND PAYMENT BOND L.S . I $5,447.22 $5,447 TOTAL PAVEMENT = $164,899 TOT AL DRAINAGE = $89,152 TOTAL WATER LINE = $63,114 TOTAL SAN. SWR . = $41,343 MISCELLANEOUS = $10,087 TOTAL ESTIMATED CONSTRUCTION COST = $368,595 THIS FORM REPLACES PREVIOUS FORM 3510-6 (8 -98) See Reverse for Instructions Form Approved. OMB No. 2040 -01138 NP DES FORM &EPA United States Environmental Protection Agency Washington, DC 20460 Notice of Intent (NOi) for Stonn Water Discharges Associated with CONSTRUCTION ACTIVITY Under a NPDES General Pennit Submission of this Notice or Intent constitutes notice that the party identified in Section I of this form intends to be authorized by a NPDES permit issued for storm water discharges associated with construction activity in the State/Indian Country Land identified in Section II of this form . Submission or thi s Notice of Intent also constitutes no tice that the party identified in Section I or this form meets the eligibility requirements in Part 1.8. of the general permit (induding those related to protection or endangered species determined through the procedures in Addendum A of the general permit), understands th at continued authorization to discharge is contingent on maintaining permit eligibility, and that implementation or the Storm Water Pollution Prevention Plan required under Part IV of the general permit will begin at the time the permittee commences work on the construction project identified in Secion II below. IN ORD ER TO OBTAIN AUTHORIZATION , ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM . SEE INSTRUCTIONS ON BACK OF FORM. I. Owner/Operator (Applicant) Information OC. G ~( Name : IA1L1T10N1 I Pif1C17!1A'21~A1#; I Address : I\ I 1il ii I iT 1e1.X ,b. GI Aµ I ~I 1 1$io iV 1T1t11 City : ~~1£...k1E1t-1e1 1Sif 1P1T1t P~1 II. ProjecUSite Information Project Name : 1~1Z l 1P1U:.1 f?iA jT 1E. I 1E 1.S1r1P.1T1E1Si Phone : I I d1Df"f1h8€> 1 7rz_~ Status of fa Owner/Operator : Lr::J State : 1\ I ~I Zip Code : j7 111B401 -I I j_J 1l~Z Is the facility located on Indian Country Lands? Yes 0 N~ Project Address/Location : ~I ~I ~I ~~~~~~~~~~~~~~_.___.,~-~~~~l__.,l~~-~~~I _._I _._l__.,l___,I City : State : ~ Zip Code : 11i1BAf1 -I Latitude : @e l~A-A1 11 Longitude : fr ib I i 1 i6 i'E;'"!I County: ~~I~ Q$1 I I I I I I I Has the Storm Water Po ll ution Prevention Plan (SWPPP) been prepared? Yes~ NoO Optional : Address of location of SWPPP for viewing 0 Address in Section I above 0 Address in Section II above 0 Other address (if known) l.Jclow : SWPPP Phone : Address :~! _,__.__.__.__.__.__.__.___.___.__.___.___.---''--'--'--'--'--'--'---'--'--'--'--~l__.l___.l___.___.__,1__,1.__, ~I ~l~l~~~~~-_l_l_J City: I I I Name of Receiving Water : 1I101 ( '41 ( 1tfflj't1 l'26k?1\!ZIOA11 Month Day Year Month Day Year Estimated Construction Start Date Estimated Completion Date Estimate of area to be disturbed (to nearest acre): '~~I ~~I ~12~1_(~! Estimate of Likelihood of Discharge (choose only one): 1.-EJ Unlikely 3. 0 Once per week 5. 0 Continual 2. 0 Once per month 4 . 0 Once per day Ill. Certification State: LLJ Zip Code : ~I __.___.___.___._~l_-~I~~~~ I I I Based on instruction provided in Addendum A of the permit, are there any listed endangered or threatened species, or de signated aitical habitat in the project area? Yes 0 No-EJ I have satisfied permit eligibility with regard to protection or endangered species through the indicated section or Part 1.£3 .3.e.(2) of the permit (check one or more boxes): <*EJ (b) 0 (c) 0 (dJO I certify under penalty of law that this document and all attachments were prepared under my d irection or supervision in accordance with a system designed to assure that qualified personnel property gather and evaluate the information submitted . Based on my inquiry of the person or person s wh o manage this system. or those persons directly respons ible for gathering the information. the information submitted is, to the best of my knowledge and belief, true , accurate. and complete . I am aware that there are significant penalties for submitting false information, induding the poss ibility o f fi ne anc.J imprisonment for knowing violations . )< Signature : ,.,.. BRIDLE GATE ESTATES PHASE ONE 11. 32 ACRE DEVELOPMENT. -26 SINGLE FAMILY RESIDENTIAL HOMES & 1.4 ACRE COMMERCIAL DEVELOPMENT OCTOBER 4, 1999 ENGINEERS QUANTITY AND COST ESTIMATE OF CONSTRUCTION COST ITEM DESCRIPTION UNITS QTY. UNIT PRICE EXTENSION I CLEARING EASEMENTS AC . 1.35 $2 ,000.00 $2,700 2 ROADWAY EXCAVATION (IN PLACE) · C.Y. 3000 $3.00 $9,000 3 6" STABILIZED SUBGRADE (4%) S.Y. 7663 $3 .00 $22 ,989 4 EXTRA LIME (TYPE A) UP TO 6% TONS 31.0 $90 .00 $2,790 5 6" GRAVEL BASE BETWEEN C&G S.Y. 2780 $6 .00 $16,680 6 7" GRAVEL BASE BETWEEN C&G S.Y. 3625 $7 .00 $25,375 7 1.5" H.M.A.C S.Y. 6405 $5.50 $35,228 8 CURB AND GUTTER L.F. 3468 $7.00 $24,276 9 CONCRETE VALLEY GUTTER L.S. 583 $4 .00 $2,332 10 4' WIDE SIDEWALK S.F. 6644 $3 .00 $19 ,932 II SIDEWALK RAMP EA . 4 $450 .00 $1 ,800 12 RE-VEGATATION S.Y. 3595 $0 .50 $1 ,798 13 18" RCP C-76 CLlll L.F. 474 $38 .00 $18 ,012 14 24" RCP C-76 CLlll L.F . 148 $42 .00 $6,216 15 30 " RCP C-76 CLlll L.F. 652 $48.00 $31,296 16 36" RCP C-76 CLlll L.F . 127 $54 .00 $6,858 17 5' RECESSED INLET EA. 3 $2,500 .00 $7,500 18 10 ' RECESSED INLET EA . I $3,000 .00 $3 ,000 19 STORM SEWER MANHOLE EA . 4 $1,700 .00 $6,800 20 DRAINAGE STRUCTURE DS-1 L.S . I $3,000 .00 $3 ,000 21 DITCH EXCAVATION -SH-6 C.Y. 530 $3.00 $1,590 22 RE-VEGATATION -SH-6 S.Y . 1660 $0.50 $830 23 DRAINAGE STRUCTURE DS-2 L.S. I $3,000 .00 $3 ,000 24 ROCK RIP RAP S.Y. 35 $30.00 $1,050 25 6" PVC WATERLINE L.F. 793 $18 .00 $14,274 26 8" PVC WATERLINE L.F . 914 $20 .00 $18,280 27 24 "X8" TAPPING SLEEVE & VALVE L.S. I $5,500 .00 $5,500 28 8"X6" CROSS EA . 2 $600 .00 $1,200 29 8" VALVE EA. 2 $750.00 $1,500 30 8" TEE EA. I $500 .00 $500 31 STD . FIRE HYDRANT EA. 3 $1,750 .00 $5,250 32 6" VALVES EA . 4 $600.00 $2,400 33 BLOW OFF ASSEMBLY EA. 2 $375.00 $750 34 WET CONNECTION L .S. I $500.00 $500 35 WATER SERVICES L .F. 648 $20 .00 $12 ,960 .- 36 6" PVC SAN . SWR. L.F . 296 $22.50 $6,660 37 8" PVC SAN . SWR . L.F . 860 $22.50 $19 ,350 38 STD . SAN . MH (6'DEPTH) EA. 4 $1,650.00 $6 ,600 39 X-DEPTH MH V.F . 13 .2 $90.00 $1,188 40 SEWER SERVICE CONNECTIONS L.F . 503 $15.00 $7 ,545 41 EROSION a SEDIM. CONTROL LS. I $2,000 .00 $2,000 42 TRENCH SAFETY LS. I $2 ,000 .00 $2,000 43 END OF ROAD SIGNAGE EA . 8 $80.00 $640 44 PERFORMANCE AND PAYMENT BOND L.S. I $5,447.22 $5,447 TOTAL PAVEMENT = $164,899 TOTAL DRAINAGE = $89 ,152 TOTAL WATER LINE = $63,114 TOTAL SAN. SWR . = $41,343 MISCELLANEOUS = $10,087 TOTAL ESTIMATED CONSTRUCTION COST = $368,595 > > HESTER ENGINEERING COMPANY Civil Engineering Services 7607 Eastmark Drive Suite 253-B COLLEGE STATION, TEXAS 77840 PHONE (409) 693 -1100 FAX (409) 693-1075 E-mail: hec2000@aol.com WE ARE SENDING YOU -ts Attached 0 Under separate cover via __________ the following items: COPIES \ 0 Shop drawings 0 Copy of letter DATE NO. 0 Prints 0 Plans 0 Samples 0 Specifications 0 Change order 0 ~ • DESCRIPTION .. . l '1i.4r"P'ft-.-{)LTd ·-"7....,7;0,,,. ~d?JM"' fit~IJ ~ (.. '-" . -- I THESE ARE TRANSMITIED as checked below: 0 For approval 0 For your use 0 As requested 0 Approved as subm itted 0 Approved as noted 0 Returned for corrections .0 Resubmit ___ copies for approval 0 Submit ____ copies for distribution 0 Return ___ corrected prints ~ For review and comment o ________________________ _ 0 FOR BIDS DUE----------------0 PRINTS RETURNED AFTER LOAN TO US REMARKS_~~-------------------------------------~ 'Phzw; ~ {v CJt1 .T. , WATER DISTRIBUTION SYSTEM ANALYSIS BRIDLE GATE ESTATES 21.1 ACRES COLLEGE STATION, BRAZOS COUNTY, TEXAS 7607 EASTMARK DRIVE, SUITE 253-8 COLLEGE STATION, TX 77840 (409) 693-1100 FX:(409)693-1075 WATER DISTRIBUTION SYSTEM ANALYSIS BRIDLE GATE ESTATES -PHASE ONE 8t TWO BRAZOS COUNTY, COLLEGE STATION, TEXAS SEPTEMBER 22, 1999 I NTRODUC Tl ON : THE PROPOSED DEVELOPMENT IS LOCATED ALONG STATE HIGHWAY No. 6 APPROXIMATELY 600 FEET SOUTH OF GRAHAM ROAD. THE LEGAL DESCRIPTION IS BRIDLE GATE ESTATES AND IS APPROXIMATELY 21.1 ACRES. THE PROPOSED IMPROVEMENTS INCLUDE PAVEMENT, DRAINAGE AND UTILITY IMPROVEMENTS FOR 53 SINGLE FAMILY RESIDENTIAL HOMES AND A 1.4 ACRE COMMERCIAL RETAIL SITE . THE TRACT CONSISTS OF GRASSLAND WITH NUMEROUS TREES. THE SITE IS ZONED R-6 FOR THE SINGLE FAMILY RESIDENTIAL AREA AND C-1 FOR THE SMALL COMMERCIAL AREA AND IS BEING DEVELOPED BY MR. ALTON 0FCZARZAK , OAKWOOD CUSTOM HOMES , 1911 TEXAS AVENUE SOUTH, COLLEGE STATION, TEXAS 409.696 . 7206 . THE PROPOSED SYSTEM WILL CONNECT TO AN EXISTING 24" WATERLINE ALONG THE STATE HIGHWAY NO . 6 FRONTAGE ROAD . STATIC PRESSURE INFORMATION WAS OBTAINED FORM THE COLLEGE STATION WATER AND SEWER DEPARTMENT AND WAS BASED ON AN ONSITE PRESSURE TEST OF THE FIRE HYDRANT LOCATED ALONG PUFFIN WAY . THE EXISTING STATIC PRESSURE IS OF THE FIRE HYDRANT WAS 105 PSI . THE PROPOSED SUBDIVISION WAS MODELED USING THE HAESTEAD METHODS "CYBERNET" PROGRAM AND SCENARIOS WERE PREPARED PLACING FIRE FLOW DEMANDS AT EACH PROPOSED FIRE HYDRANTS . THE MAXIMUM DAILY DEMAND GENERATED BY THE DWELLING UNITS WAS ADDED TO THE FIRE FLOW DEMAND. THE RESULTS OF THE ANALYSIS HAS BEEN INCLUDED IN THIS REPORT . BRIDLE GATE ESTATES -WATER DISTRIBUT ION SYSTEM ANALYSIS PAGE I OF 2 PAGES ANALYSIS REQUIREMENTS I CONSTRAINTS -PVC WATER LINE PIPE WITH A ROUGHNESS COEFFICIENT OF 150 -FIRE FLOWS OF 750 GPM -6" MINIMUM WATERLINE SIZE -MAXIMUM WATER LINE VELOCITIES DURING A FIRE FLOW SIMULATION WERE HELD AT 10 FEET PER SECOND. -MINIMUM RESIDUAL PRESSURES AT 20 P .S.I. MAXIMUM DAILY FLOW CALCULATIONS RESIDENTIAL (I D.U. )*(2. 7 PEOPLE/D.U .)*(130 GPCD)*(I DAY /1440 MIN.)= 0.24 GPM MAXIMUM DAILY FLOW FOR A SECTION OF WATERLINE = 0 .24 GPM TIMES THE NUMBER OF LOTS . COMMERCIAL (I ACRE)*(30 PEOPLE/ ACRE)*(25 GPCD)*(I DAY /1440 MIN.) = 0 . 52 GPM MAXIMUM DAILY FLOW FOR SECTION OF WATERLINE = 0.52 GPM TIMES THE NUMBER OF LOTS . CONCLUSION: I N CONCLUSION THE PROPOSED SYSTEM CAN PROVIDE A FIREFLOW DEMAND OF 750 GPM AT EACH FIRE H Y DRANT WITH A RESIDUAL PRESSURE GREATER THAN 20 PSI. BRIDLE GATE ESTATES -WATER DISTR IBUTION SYSTEM ANAL YSIS PAGE 2 OF 2 PAGES / ( ~ «:-0 ~./' ~ PROJECT 0~"?' \ LOCA Tl ON N - BRIDLE GATE ESTATE S COLLEGE STATION, BRAZOS COUNTY, TEXAS OCTOBER , 1999 PREPARED BY: 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 PUFFIN WAY STATIC PRESSURE e 105 PSI ~-..X·-flj-----l,_P_-1 ___ J-l X-6"WATERLINE w ...J C> ct ,P-2 x-a"WATERLINE LONGMIRE DRIVE • _J_-_1• __ P_-1• __ J-_7 _________ P-_l3 _________ J-l3 J-15 P-15 w z :::; ffi P-8 ... <( 31: 8" WATERLINE BRIDLE COURT FH J-8 P-12 _______ _.. ____________________ __. W P-7 z :::; 6" WATERLINE FHffi J-10 ... ~ ~ P-(; BRIDLE TRAILS COURT :. J-12 J-16 P-16 J-5 P-10 J-7 P-U J-11 e-------..---6~.-W-AT~E~R-Ll-NE.,.-_.._F_H ________ __. w z :::; P-5 a: .)4 w i FH • P-4 .. w > a: 0 w .... ct C> w J-2 P-3 J-3 w ...J 0 .__ __________ ..._ __________ _. X-24" 01 WATERLINE STATE HIGHWAY NO . 6 24X8" TSS.V a: ID PREPARED BY MICHAEL G. HESTER, P.E. HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 253-8 COLLEGE STATION, TEXAS 77840 PH:409.693.llOO FX:409.693.1075 EMAIL: HEC@GKG.NET BRI OLE GATE EST ATES WATER SYSTEM ANALYSIS SEPTEMBER 22, 1999 ---·-------------------------------------------------- --- .... ~ f!H'~ Node Needed Total Satisfies Available Res idua l Label Fire Flow Needed Fire Flow Fire Pressure (gpm) Flow Constraint~ Flow (psi) (gpm) (gpm) J-10 750.00 750 .00 true ,000 .00 20 .00 J-9 750.00 750 .00 true ,000.00 20 .00 J-8 750 .00 750 .00 true ,000 .00 20 .00 J-7 750 .00 750 .00 false NIA 20 .00 J-6 750 .00 750 .00 false NIA 20 .00 J -5 750 .00 750 .00 false NIA 20 .00 J-4 750 .00 750 .00 true ,000 .00 20 .00 J-3 750 .00 755.82 false NIA 20 .00 J-2 750 .00 750 .00 false NIA 20 .00 J-1 750.00 751 .92 false NIA 20 .00 J-11 750 .00 754 .56 false NIA 20.00 J-12 750 .00 754 .56 false NIA 20.00 J-13 750 .00 750 .00 false NIA 20 .00 J-14 750 .00 750 .00 false NIA 20 .00 J -15 750 .00 751 .92 false NIA 20 .00 J -16 750 .00 751 .68 false NIA 20 .00 T itle : Bridle Gate Estates Scenario: Base Fire Flow Analysis Fire Flow Report Ca lculatec lll inimum Zeni Calculated Residual Pressure lll inimum Zeni Pressure (psi) Pressure (psi) (psi) 84 .05 20 .00 82 .97 75 .17 20 .00 77.54 72 .81 20 .00 74 .32 NIA 20.00 NIA NIA 20 .00 NIA NIA 20 .00 NIA 88 .69 20.00 85.87 NIA 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA Hester Engineering Company M in imum Zone Junction J -8 J -11 J -12 NIA NIA NIA J-8 NIA NIA NIA NIA NI A NIA NIA NIA NIA c :\ ... \bridle gate\water report\bg-water.wcd 09122/99 10 :34 :35 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA ~inimum Syster n Calculated Minimum Pressure I ~i nimum Syste f1System (psi) Pressure Junction (psi) 20.00 -82 .97 J-8 20 .00 -77 .54 J-11 20 .00 -74 .32 J-12 20 .00 NIA NI A 20.00 NIA NI A 20.00 NIA NI A 20.00 -85 .87 J-8 20.00 NIA NIA 20.00 NIA NIA 20.00 NIA NIA 20.00 NIA NIA 20 .00 NIA NI A 20 .00 NIA NIA 20 .00 NIA NIA 20 .00 NIA NI A 20 .00 NIA NIA Project Engineer: Michael G . Hester, P .E . Cybernet v3 .1 [071 c] (203 ) 755-1666 Page 1 of 1 Node Elevation Demand Demand Demand Label (ft) Type (gpm) Pattern J-10 295 .00 Demand 0 .00 Fixed J-9 293 .50 Demand 0 .00 Fixed J -8 297 .50 Demand 0 .00 Fixed J -7 296 .00 Demand 0 .00 Fixed J-6 296 .00 Demand 0 .00 Fixed J-5 294 .00 Demand 0.00 Fixed J-4 291 .00 Demand 0 .00 Fixed J-3 289 .00 Demand 5.82 Fixed J-2 279.80 Demand 0 .00 Fixed J-1 279 .70 Demand 1 .92 Fixed J-11 288 .00 Demand 4 .56 Fixed J-1 2 294 .00 Demand 4 .56 Fixed J-13 292 .50 Demand 0.00 Fixed J-14 291 .00 Demand 0.00 Fixed J-15 293.00 Demand 1.92 Fixed J -16 292 .50 Demand 1 .68 Fixed T itle : Bridle Gate Estates Calculated Demand (gpm) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 5 .82 0 .00 1.92 4 .56 4 .56 0.00 0 .00 1.92 1 .68 Scenario: Base Fire Flow Analysis Junction Report Calculated Pressure Hydraulic (psi) Grade (ft) 519 .73 97.18 519 .73 97 .83 519 .73 96 .10 519 .73 96 .75 519 .73 96 .75 519 .73 97 .61 519 .74 98 .91 519 .74 99 .78 519 .74 103.76 519 .74 103.80 519.73 100.21 519 .73 97.61 519 .73 98 .26 519 .73 98 .91 519 .73 98.05 519.73 98 .26 Hester Engineering Company c :\ ... \bridle gate\water report\bg-water .wcd 09/22/99 11 :01 :48 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Michael G. Hester, P.E. Cybernet v3 .1 (07 1 c] (203) 755-1666 Page 1 of 1 Link Length Diamete1 Material Roughnes! Label (ft) (in) P-7 75 .00 8 PVC 150 .0 P-11 54 .00 6 PVC 150.0 P-12 90 .00 6 PVC 150 .0 P-13 00 .00 8 PVC 150 .0 P-1 4 93.00 8 PVC 150.0 P-8 66.00 8 PVC 150.0 P-9 15.00 6 PVC 150.0 P-15 11 .00 6 PVC 150.0 P-6 16.00 8 PVC 150.0 P-10 70 .00 6 PVC 150.0 P-16 81 .00 6 PVC 150.0 P-5 18 .00 8 PVC 150.0 P-4 56 .00 8 PVC 150.0 P-3 84 .00 24 Ductile 130 .0 P-2 56 .00 12 PVC 150.0 P-1 91 .00 6 PVC 150 .0 Title : Bridle Gate Estates c:\ ... \bridle gate\water report\bg-water.wcd Minor Los~ 0 .35 0 .35 0 .35 1.28 1.28 0 .39 1 .28 0.75 0.39 1.28 0 .75 0 .35 1.28 1 .28 1 .28 1.28 Scenario: Base Fire Flow Analysis Pipe Report Initial Current Discharge Start Status Status (gpm) Calculated Hydraulic Grade (ft) Open NI A NIA NIA Open NIA NIA NIA Open NI A NI A NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Hester Engineeri ng Company End Calculated Hydraulic Grade (ft) NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA 09122199 11 :02 :19 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA Head loss Friction (ft) Slope (ft/1 OOOft ) NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA Project Engineer: Michael G. Hester, P .E. Cybernet v3. 1 (071 c] (203) 755-1666 Page 1 of 1 Node Reservoir Reservoir Calculated Label Surface Inflow Hydraulic Elevation (gpm) Grade (ft) (ft) X-FH 519 .75 NIA NIA Title : Bridle Gate Estates c :\ ... \bridle gate\water report\bg-water.wcd 09122199 11 :02 :50 AM ~ Haestad Methods, Inc. Scenario: Base Fire Flow Analysis Reservoir Report Hester Engineering Company 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Michael G. Hester, P .E . Cybernet v3 .1 [071 c] (203) 755-1666 Page 1 of 1 Link Length D ia meter Material Roughnes~ Minor Los~ Label (ft) (i n) P-7 75 .00 8 PVC 150.0 0.35 P-1 1 54 .00 6 PVC 150.0 0 .35 P-1 2 90 .00 6 PVC 150.0 0 .35 P-13 00.00 8 PVC 150.0 1 .28 P-1 4 93 .00 8 PVC 150.0 1.28 P-8 66.00 8 PVC 150.0 0.39 P-9 15.00 6 PVC 150.0 1 .28 P-1 5 11 .00 6 PVC 150.0 0 .75 P-6 16 .00 8 PVC 150.0 0 .39 P-1 0 70 .00 6 PVC 150.0 1 .28 P-16 81 .00 6 PVC 150 .0 0 .75 P-5 18.00 8 PVC 150.0 0 .35 P-4 56 .00 8 PVC 150 .0 1 .28 P-3 84 .00 24 Ductile 130 .0 1 .28 P-2 56 .00 12 PVC 150 .0 1 .28 P-1 91 .00 6 PVC 150.0 1 .28 Title: Bridle Gate Estates c :\ ... \bridle gate\water report\bg -water.wcd Scenario: Base Fire Flow Analysis Pipe Report Initial Current Discharge Start Status Status (gpm) Ca lculated Hydraulic Grade (ft) Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Open NIA NIA NIA Hester Engineering Company End Calculated Hydraul ic Grade (ft) NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NI A 09122 /99 10 :36:26 AM C Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA Head loss Friction (ft) Slope (ft/1 OOOft) NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA Project Engineer: Michael G . Hester, P .E . Cybernet v3 .1 [071 c] (203) 755-1666 Page 1 of 1 DEVELOPMENT PERMIT PERMIT NO . 99-500314 Bridle Gate Estates -Phase 1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Bridle Gate Estates, Block One, Lots A & 1-7, and Block Two, Lots 1-19 DATE OF ISSUE: =-10=/2=5'""'/1=9..:;...9"'""9 ___ _ OWNER: Alton Ofczarzak 1911 Texas Avenue S. College Station, TX 77842 409-696-7206 SITE ADDRESS: 1800 Bridle Gate DRAINAGE BASIN: Lick Creek VALID FOR g_ MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Full Permit SPECIAL CONDITIONS: For Phase 1 construction only. 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 pennitted 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 pennit for development of an area INSIDE 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 pennit application for the above named project and all of the codes and ordinances of the City of Colle Station tha:/pply .... ~ _-"? ---+-17oq,c........:..-==--'(~-\.---='--~f=:.-Io /zdY-7 p Date r .,....., / Date Contractor Date OCC CONSTRUCTION CORPORATION 1911 Texas Avenue South College Station, Texas 77842 ph: ( 409)777-4500 fx: ( 409)690-2504 October 27 , 1999 Mr. Jeff Tondre, StaffEngineer College Station Development Services 1101 Texas Avenue South College Station, Texas 77842 Re: Bridle Gate Estates ~ Phase One Construction Plan Approval Dear Mr. Tondre, It is my understanding that you will not approve the construction plans for this development until I provide the following statement: "I Alton Ofczarzak, President, OCC Construction Corp do not have the Phase One Final Plat approved by the Planning and Zoning Commission and I am proceeding at my own risk by beginning construction of this development." Jeff, I have respectfully complied with all Planning and Zoning Commission and staff conditions for the Master Development Plan, the Preliminary Plat and construction plans and hope to sign a Contract for the construction of the development later this week. If you are aware of any additional conditions that the Planning and Zoning Commission or staff may impose upon this development that could be of negative consequence to the success of this development please let me know before I sign this Contract. I hope the above statement will fulfill your condition for the approval of the construction plans. Please Acknowledge receipt of this letter and fax to 690-2504, thank you . Respectfully Submitted, ACKNOWLEDGMENT : o Staff Engineer College Station Development Services xc : Michael Hester, P.E. Project Name: Review Date: ___ ..,,......,.,,,__ ____ _ Reviewcr:~f 6 ____ 7)£ __ Public Water Infrastructure ~ ,.lf Overall utility layout sheet -showing casements (platted or by separate instrument) 0 If separate instrument casements are needed -do not approve until we get them recorded Q TXDOT permits needed? E Sealed and Signed 0 Rngjncen &iimates Linet d'Pipe material .~Pipe sizes (allowable .... 6 ,8,12,16,18 -note no 10" approved) )::!' _ Depth (4'+)(min,max) '? ,'!> '~ Z Separation distances (TNRCC) ~ All utilities in plan & profile w/sizes and type ~ . Private vs. Public liDc distinction ~ Wycs not past property liDc (so meter can be within ROW/easement) .)'.! • Max # of connections for size waterline (TNRCC) £( Pipe deflection (noted as '1., degrees, radius -with begin/end curve. not atjl) ~ Grades -existing and proposed (centerline, right and left) shown in profile ,.t:::i Full TNRCC compliance )( Conflicts with other utilities shown ~ Labels on all major items in plan & profile (crossings) ~ SiuJLocation sufficient for overall City needs/masterplan )::I • Minimize dead~ lines ;.r(' Lines located in PUE/ROW ft Stationing on all fittings and taps ~VV'alve spacing (SOO') ~ Valves -&ystem isolation ,kl'_ Valves -at hydrant £ Bacldlow preventen/ and check valves uses as necessary (@irrigation/fire sprink)ff/pooJslhaµr4s) f ,.,. ~ , 0 Blowoffs(FHoktoo)@endofdeadend~,{ked_ Fl/ 6./ Pl~·-« er "''k f ~ ~ ,rl ~e . 0 Air release valves at all major high points Fire Hydrants P:_ Fire hydrant spacing (Coverage) )1 Fire hydrant location (relative to curb) jlf Fire hydrant -detail/type specified 0 Fire flow calculations provided Service Lines a Scrvic:c lines -materials and size specified from main to meter 0 Services provided to all lots to a point beyond sidewalks on both sides of street ------------ 1 a{Jl Project Name:. __________ _ Review Date:. __________ ~ Reviewer:. ___________ ~ Public Water Infrastructure<cont.) Details tCf' Standard Details noted or included (referenced as city of CS Standard Details) ..0"' Details for all non-standard items (included/ok) (not on CS Std. detail sheet) .Id"' All MJ valves and fittings .ff' Thrust blocking ;;:Y .'Easement width adequate IJ""" Embcdmeot details (spt.eify option) p//Trcoch safety if deeper than 5' .0'" Erosioncontrolootes The following items arc variances to the College Station public waterline standards: 2afl2 Project Name: _________ _ Review Date: __________ _ Reviewer: ___________ _ Public Wastewater Infrastructure General .0""' Overall utility layout sbcct -showing easements (platted or by separate instrument) ,)(' If separate instrument easements are needed -do not approve until we get them recorded D TXDOT permits needed? ~ Sealed and Sigocd 0 Engineers Estimates ~ ,ff' /Pipe material );/Pipe sizes (allowable .... 6,8,10,12,lS,18) ;a" Depth (min cover) ~ Depth (excessive) d: Separation distances (TNRCC) ~All utilities in plan & profile w/sizcs and type if Private vs. Public line distinction $ Wyes not past property liDc J1" Grades -existing and proposed (centerline, right and left) shown in profile ~ Flowlines (specified/labeled) ~ Full TNR.CC compliance ~ Conflicts with other utilities shown (min. l 'clcar I except water -see 1NRCC) ~Labels on all major items in plan & profile (crossings) ~ Siz.e/Location sufficient for overall City needs/masterplan A::!" Lines located in PUE/ROW E Stationing on all manholes and scrvicc.s Manholes j{' Lines cod in MH ~Manhole spacing (max SOO') rManhoJc djame.&er based OD depth and line li7.c ( 4 'vs.s' diam.) ,la"' Manhole covers -"'watertight" cover if in floodplain ff:.. Manholes acces.Uble from public ROW/easement ;rJ Manholes at change of alignment, grade or size Z' Drops through manhole (TNRCC) Service Ling .0"' Service lines -materials and size specified from main to end fr Services provided to all lots to a point beyond sidewalks on both sides V Services ~ 6" enter at manholes 3 o(l:Z "· Public Wastewater lnfrastructure(cont.) Details ~dard Details noted or included (referenced as city of CS Standard Details) .er Details for all non-standard items (include/ok) (not on CS Std. detail sheet) ...tY' Easement width adequate ,2"' Emhcdmcnt details (specify option) ..ef" Trench safety if deeper than s• rQ./Erosion c::onuol notes The following items are variances to the College Station public wastewater standards: 4al12 Project Name: _________ _ Review Date:. __________ _ Reviewer: ___________ ~ Public/Private Streets J5n~erall plan layout of streets %: Plan and pmfilc for all streets Ja/ If separate instrument casements arc needed -do not approve until we get them rccorded 0 TXDOT permits needed? z" Sealed and Signed 0 En~ 'Estimates Street Paving Plan Jt.. Sidewalk locations per subdivision regs . ..fl Curb inlets shown ~ Culverts location ,..t:J Storm Sewer location )2( ,,Bike lanWitriping ,0',, Street widths :ef': Right of way/casement width ~Radius sizes for (curb returns, median noses, tum lanes, etc) ~ Cwb and Gutter delineated tt:1 , Street Names ~Plan and Profile • stationed ,E:J" Benchmarks refcrcnccd .%' ~tcrlinc stationing info. (PC, Pl, PT, other anglelbearing) ~ Cwvc info (length. tangent, radius, angle) ~Min. and Max. grades A Radii ii~ewalkJ Width £1" 1.-0cation ~ X-slopc a" X«dion (bcddin& thickness, stccl) ·&CC details ,er" Handicap ramps (location, x-slopc, long slope, landing width, sideslopes, no cwb returns on ramps) Paving Profile }a' All proposed and existing utility conflicts shown with size and tlowline r0"" Profile of C.Yisting ground (centerl.i.Dc, right and left) J3"' Location of proposed storm &CWCrS with size and grade ~ Top of cwb pmfilc with grades ,.CJ Proposed paving pmfilc 'at'l2 ----------------~ Public/Private Streets(cont.) ~ ,..0' Sidewalk x-scc:tion ~ Tic between sidewalk aod back of cwb ( if applicable) z Paving x-section w/crown dimensioned ~ Handicap ramps .f] Cwb aod gutter Project Name: __________ _ Reviewer: ___________ ~ The following items arc wriances to the College Station street standards: 6a{l2 Projc:ct Name:. _________ _ R.cvicw Date: ---------- Reviewer: ___________ _ Public/Private Storm Sewer Es0~cran plan layout of drainage facilities (can be shown on street plan) showing casements A!" If separate instrument casements arc needed -do not approve until we get them recorded .B" Plan and profile for all storm sewers ~ TXDOT permits nccdcd? Jd Scaled and Sigocd a Enginccrs Estimates J?..rm Sewer/Culverts .; Pipe material (RCP • storm, RCPorCMP • culvert) .t::1 Pipe sizes 1abc1cd (&ee pg.47 DPDS) ~ SiulLocation sufficicot for overall City oecds/masterplan ,.t::1 Depth (min cover) Z Depth (cxce&Sivc) I?f. All utilities in plan ct profile w/sizcs and type ~ Private vs. Public line distinction if Sucet grades· c.~h;ting and proposed (centerline, right and left) shown in profile ~Flow lines (spccificd/labcled) )::! . Cono.icts with other utilities shown ~Labels on all major items in plan & profile Y 1.-0catcd within drainage casement or right~-way (specify width) (public only) X' Easement width adequate per DPDS .ef Stationing ibown ~ Outfall location (if open. is rip-rap nccdcd per design calcs) -M" Docs it match drainage report (sizes, inlets, etc) p/ Hydraulic Grade Lioc (on plan or in drainage report) _,/'Junction Boxes/Mp boles/Inlet! ,t::J LiDcs cod in JBIMH ,a/' JBIManhole spacing (sec pg 47 DPDS) ~ JBIManholes accessible from public ROW/easement tU JBl'Manholes at change of alignment, grade or size ,ft' Drops through inlet/manbole/IB (see pg 48 DPDS) V Cwb inlets shown and labeled (referenced to drainage report) l!.m!!1 . $'Standard Details noted OI' included (referenced as city oCCS Standard Details) .a" Details for all oon-st.a.odard items (included/ok) (not on CS Std. detail sheet) ;er' En>bcdmeot details (specify option) ~ Trcoch saf.cly if dccpcr than , • .fl' Erosion cootrol notes g1 Culvert£ (SET) ef Inlct/1-Box or manhole details (manhole ~) 7ol12 Review Date: __________ _ Reviewer..~----------~ Public/Private Storm Sewer (cont.) Channels 0 Cross &CCtions with side slopes • meets DPDS 0 Channel LiDcr • per DPDS 0 Longitudinal slope (0.4% min.) 0 Rip Rap DCCdcd? Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Erosion control notes Detention System D Side 5lopes 0 Boaom slopes 0 Grading plan 0 Low fiow flume 0 OuUct Suueturc shown • concspoods to drainage report 0 Inlet Strudurc shown • corresponds to drainage report 0 Emergency spillway • concspoods to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -lengthlwidth/siu/dctails 0 Flowllnes at inlet and outlet O Complicl with drainage report Detailt 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Erosion control notes 0 IDkt .liCJuc;Wrc 0 Outlet suucturc The following items arc variaoccs to the College Station drainage standards: loll2 Drainage Reports ~ ~· J>rima1Y drainage system identified .e( Surrounding devdopmcots shown ~ Loc:a1 streets, drainage syacms shown Description JZ. Acreage of project '%, Land cover described A Primary/secondary syacms within property shown 'y/ Gcocral description Drafoage Basins A'. R.cfcrCDCCS to FIRMs if applicable '¢' Secondary system flow patterns and impact of devdopment on existing system /f Proposed pathways to Primary system shown or described Design Criteria JJu 0 Ally deviation from standards being rcquc:stcd? J! Discussion of site constraints and capacities (streets, existing structures, etc.) Al< 0 Discussion of any applicable previous drainage studies and how this plan will affect it Hydrologic Criteria D Rainfall/runo1f calculation method described and calculations provided D Detention discharge I aorage calculation method I calculations 0 S&onn rccwrcnc:c intcrva15 used 0 Disaission of other draioage facility design criteria used if not referenced in Standards Hydaullc Criteria o Identify capacity of syacms used 0 Specify 'VdocitiCI at critical points in system 0 Identify detention I retention outlet and routing 0 Disaission of other drainage facility design aiteria used not referenced in Standards Drainage Facility Dgign 0 Diicuia drainage paucma I flows (pre w. post) 0 Axe they draining waler onto another property owner? • if so, is it wbcrc the water flowed before? and is it not more than what flowed there before? and no faster than it flowed before? 0 Discuss erosion control mcasurcs employed 0 Discuss detention pond design (sidcslopc, low flow channels, outlet works, frceboard, emergency spillway) 0 Discuss maintcnaooc access and responsibilities nclusion Verify compliance with DPDS (signed and scaled certification) Explain cffectivcn~ of improvements with regard to controlling discharges of S -100 year storm by a) Detaining b) Aa::ommodating runoff in CNisting I proposed casements or ROW discharging into primary system c) Combination of a & b 9 at'12 Drainage Reports(cont) Appendicn a RdCrcDccs (all criteria and technical infonnation used) 0 Hydrologic computations 0 Land USC assumptions for adjacent property a Minor/major storm runoff at specific points a Historidfully developed runoff specific points 0 Hydrographs at critical points 0 Hydraulic computations 0 Culvert capacities (headwater and tailwatcr assumptions) 0 Storm scwcr capacities a SlRct capacities 0 Storm inlet capacities (inlet control rating) 0 Open dutnncl design 0 Dc&.cntion area I volume capacity I outlet capacity Attached Drawings D 1-0cation map with drainage patterns 0 Floodplain map if any 0 Drainage plan with topo (existing and proposed with anows if needed) 0 Dctaih of outlet stlUcturcs 10 af12 Project Name: __________ _ Review Date:. __________ _ Reviewer:. __________ ~ DEVELOPMENT PERMIT 1. Application Fee ($100) 2. Application 3. Erosion Control Plan 4. EPA/NOI (> 5 acres) 5. Public Infrastructure Inspection Fee ($300) 6. Drainage Report 7. HOA Covenants for maintenance of detention/retention ponds 8. Easements Dedicated (separate instrument) 9. TXDOT permits is.med 10. Engineer's Estimates (l-4 neccssaiy for rough grading/clearing ....... all others neccssaiy for full permit) 11 af12 \. Project Name:. __________ _ Review Date: __________ _ TXDOT PERMIT CHECKLIST 0 Permit signed (Utility or Driveway) by owner 0 Set or excerpts of construction plans of what is proposed within ROW 0 Traffic Control Plan (TMUTCD) 0 Drainage Calculations (if applicable) For City Uac 0 Sign permits 0 Attach cover letter 0 Submit in triplicate to TxDOT 12 oC12