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Home My WebLink About3 Development Permit 465 MWM Corporate Office BuildingDEVELOPMENT PERMIT PERMIT NO . 465 MWM Corporate Office Building FOR AREAS OUTSIDE TIJE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF TIJE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Emerald Park Plaza, Block One, Lot 3 OWNER: M .W .M . Corp. Jeff McDowell 2114 Southwood Dr. College Station, Texas 77845 845-4500 DRAINAGE BASIN: Bee Creek, Segment I TYPE OF DEVELOPMENT: SITE ADDRESS: Not Addressed This permit is valid for site construction as shown on the approved site plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood 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 C' of ollege Station that apply. Date Date l I • DRAINAGE ANALYSIS FOR PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY COLLEGE ST A TION, BRAZOS COUNTY, TEXAS MAY, 1997 -. ~PPROVED FO . w7 ~NSTRU~ Submitted By: Hester Engineering Company 7607 Eastmark Drive, Suite 253-B College Station, TX 77840 (409)693-1100 fx:(409)693-1075 CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof. P.c. Engineer No. 69104 PROPOSED OFFICE BUILDING -160 I EMERALD PARKWAY -CERTIFICATION TABLE OF CONTENTS DRAINAGE ANALYSIS INTRODUCTION EXISTING DRAINAGE BASIN DESCRIPTION PROPOSED DRAINAGE DRAINAGE CALCULATIONS CONCLUSION DRAINAGE MAPS PREDEVELOPMENT CONDITIONS POSTDEVELOPMENT CONDITIONS GEMSTONE DRIVE CROSS SECTION CALCULATIONS BEE CREEK CROSS SECTION CALCULATIONS PROPOSED OFFICE BUILDING -1601 EMERALD PARKWAY -TABLE OF CONTENTS DRAINAGE ANALYSIS PROPOSED 12000 S.F. OFFICE BUILDING 1601 EMERALD PARKWAY COLLEGE STATION, TEXAS MAY, 1997 INTRODUCTION: The propose d development is located a l ong the north side of the 1600 block of Emerald Parkway. The legal description is Em erald Park Plaza, Block One , Lot 3. The proposed development includes a 12000 square foot building , parking area and associated infrastructure. The site is zoned A-P and is being developed by M.W.M. Corp., 2 114 Southwood Dri ve, College Station , TX 77840 , (409)845-4500 , Mr. Jeff McDowell. EXISTING DRAINAGE BASIN DESCRIPTION: The drainage area consists of 1. 18 acres of grassland and the terrain slopes with an average grade of approximately 3 .65% in a northwesterly direction toward Gemstone Drive. The latest Federal Emergency Management Agency Flood Insurance Rate Maps show that no portion of the lot is in the regulatory 100-year flood plain. PROPOSED DRAINAGE: The proposed pavement design will route the runoff along driveways and onto Gemstone Drive. From there it travels along Gemstone approximately 500 feet and discharges into Bee Creek Tributary "A", a primary channel. Detention is not planned for the site because the runoff generated by the improvements will be maintained in the curb and gutter section along Gemstone Drive and will not significantly increase the level of the water surface e levati on of Bee Creek Tribu tary "A ". PROP OSED OFFICE BUILDING -1601 EMERALD PARKWAY -PAGE I OF 3 PAGES DRAINAGE CALCULATIONS: Gemstone Drive was evaluated to determine the allowable water surface elevation in the curb and gutter section. It was determined that with the ultimate development of the subdivision draining to Gemstone the maximum water surf ace elevation in the section will not raise above 0. 39 feet (QlO) which is within acceptable limits required by College Station's Drainage Ordinance , (See Gemstone Drive Cross Section Calculations). Bee Creek Tributary change in water surf ace "A" was evaluated elevation due to to determine any the proposed improvements to t he 1 .1 8 acre tract. A QlOO postdevelopment r u noff quantity was determined and added to the existing QlOO flow in the tributary and there was no significant increase in the water surface elevation , (0. 01 feet). The QlOO for Bee Creek Tributary "A" was taken from the Federal Emerge n cy Management Agency, Flood Insurance Study, Summary of Discharges, Table 2 , Page 12. The QlOO at the confluence with the Bee Creek main channel is 3300 cfs and the QlOO at Texas Avenue is 2500 cfs. The 2700 cfs used in this report is an interpolation between the two, (see Bee Creek Cross Section Calculations) . Predevelopme nt discharges for the 2 , 5, 10 , 25 and 100 year storms for the 1.18 acres site wer e determined using the Haestead Methods Quick TR-55 rational method for computing runoff hydrographs. Detailed calculations are contained in PROPOSED OFFICE BUILDING -160 I EMERALD PARKWAY -PAGE 2 OF 3 PAGES PREDEVELOPMENT CONDITIONS. Post-development discharges were determined utilizing the same hydrography methodology. Detailed calcu lations are contained in POSTDEVELOPMENT CONDITIONS. CONCLUSION: This project is in compliance with the City 's Stormwater Design Standards . PROPOSED OFFI CE BUILDING -160 I EMERALD PAR KWAY -PAGE 3 OF 3 PA GES F .M. 2818 >-s I w f- <( f- (f) ~B E E CREEK TRIB . "A" EMERALD PARK PLAZA c 7,~, ,______._.. t:.MERALO pp..RKWAY SITE LOCATION ARC KfY M!\f? PROP05~D Off~CE: BU~~D~Na ~60~ fMfRAlD PARKWAY E: ME:RAl D PARK P~AZA Bl-OCK ONE: J l-01r rHRE:E: COL.l-rear: 5 trAl~ONJ flfXA5 DRAINAGE MAPS PROPOSED OFFICE BUILDING -1601 EMERALD PARKWAY 25 4 '/ J . 254. 200 C ReCt.::Nf fll-l-) Bt:t: APPROXIMAfr.:: .... cRcttL-OOt? Pl-AIN -......::::..1::: c~ ','Os 250 5 ~s sc. IF' VACANf .... ~!\! .. - Mf:RRll-l-l-YNCH 60 'ROW-?:>9'B·-B C=0.6? tc=IOmln. -..( 'lZ-ouJ 010-=CIA ....__ l=8 .6~1n/ hr . f ( _ (-CiE'.MSIONf DR/Ve "' A= 1.7 4 ACRf 5 - ~.?% PAVE:Mt::N-r SL-OPE:: J ?\--. " ; \ 0 10=9.8 cfo \_ \ \\ X-SfM.SWR. {: ~ ~ \__ _ __ _ _ _ 1 I N Non::: t?RAINACit:: WIL-L-ONL-Y RUN t?OWN NORIH 5 1t?t:: Of 5-rRt::e-r . 2 .:7% PAVeMeNr 51.-0Pe ~ ~ SCAL-e, I "-100' 1 ,~VLLIW1AT~ - DRAINAa~ ARfA r-o X -5~M.5WR. PROP05t:t? O f f 1cr: BU IL-t?INa 1601 t:Mf:RAL-t? PARKWAY C OL-L-f:CJE: 51Al lON , BRAZOS COUNIY, lfXA5 A 1.74 ACRe5 ---------------------------. ----· --------.. -------------- ,, PREDEVELOPMENT CONDITIONS PROPOSED OFFICE BUILDING -160 I EMERALD PARKWAY Quick TR-55 Ver.5.44 Executed: 15:28 :01 S/N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1.18 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs , C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C ' adjustment factor for each return frequency Subarea De scr. Runoff IC' PERVIOUS 0.450 IMPERVIOUS 0.900 Area acres 1.13 0.05 Tc (min) Wtd. I C ' 10.00 0.469 RETURN FREQUENCY = 2 years 'C' adjustment , k = 1 Adj . 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C ' in/hr 0.469 6 .300 Total acres 1 .18 Peak Q (cfs) 3.49 Quick TR-55 Ver.5.44 Executed : 15:28 :01 S /N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1.18 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient , I=in/hour, A=acres adj = 'C ' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff 'C ' 0.450 IMPERVIOUS 0.900 Area acres 1.13 0.05 Tc (min) Wtd . IC ' 10.00 0 .469 RE TURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj . 'C ' = Wtd.'C ' x 1 ========================= ======== Adj . I 'C ' in/hr 0.469 7 .690 Total acres 1.18 Peak Q (cfs) 4 .26 Quick TR-55 Ver .5.44 Executed: 15:28:01 S/N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1.18 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient , I=in/hour , A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0 .450 IMPERV I OUS 0 .900 Area acres 1.13 0 .05 Tc (min) Wtd. IC' 10 .00 0.469 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj . 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.469 8 .630 Total acres 1.18 Peak Q (cfs) 4.78 Quick TR-55 Ver.5.44 Executed: 15:28 :01 S/N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1 .18 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs , C=Weighted Runoff Coefficient , I=in/hour, A=acres adj = 'C ' adjustment factor for each return frequency RETURN FREQUENCY = 25 'C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 years Subarea Descr. Runoff 'C ' PERVIOUS 0 .450 IMPERVIOUS 0.900 Area acres 1 .13 0 .05 I Tc (min) Wtd. IC' 10.00 0 .469 ========================= Adj. I 'C ' in/hr 0 .469 9 .860 Total acres 1.18 Peak Q (cfs) 5 .46 Quick TR-55 Ver .5.44 Executed: 15:28:01 S/N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1 .18 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs , C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0.450 IMPERVI OUS 0.900 Area acres 1.13 0.05 Tc (min) Wtd. IC ' 10.00 0 .469 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj . I 'C ' in/hr 0.469 11.640 Total acres 1.18 Peak Q (cfs) 6.44 ,. POSTDEVELOPMENT CONDITIONS PROPOSED OFFICE BUILDING -160 I EMERALD PARKWAY Quick TR-55 Ver .5.44 Executed : 15 :3 1:0 6 S/N :l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1.18 ACRES POST DEVELOPMENT 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 I C' COMMERCIAL 0.650 Area acres 1.18 Tc (min) Wtd. 'C' 10.00 0 .650 RETURN FREQUENCY = 2 years 'C ' adjustment, k = 1 Adj . 'C' = Wtd.'C' x 1 =========================!======== Adj. I Total Peak Q 'C' in/hr acres (cfs) 0 .650 6 .300 1 .18 4.83 ]) VJ. p <U-~. Lf (o d- ft? er~~ ? /(-Pl itZ-A-Slv~ ~ Vri,~ Desb"~1 5, ?:>0fs Quick TR-55 Ver.5.44 Executed: 15 :31 :06 S/N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1.18 ACRES POST DEVELOPMENT 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 I C' COMMERCIAL 0.650 Area acres 1.18 Tc (min) Wtd . 'C ' 10.00 0 .650 RE TU RN FREQUENCY = 5 years 'C ' adjustment, k = 1 Adj . 'C ' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .650 7.690 Total acres 1.18 Peak Q (cfs) 5.90 Quick TR-5 5 Ver.5.44 Executed: 15 :31:06 S/N:l315430080 05-06-1997 PROPO SED OFFICE BUILDING 16 01 EMERALD PARKWAY 1.18 ACRES POST DEVELOPMENT 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 'C ' COMMERCIAL 0.650 Area acres 1.18 Tc (min) Wtd. IC' 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 1.18 Peak Q (cfs) 6 .62 Quick TR-55 Ver.5.44 Executed: 15:31:06 S/N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 1601 EMERALD PARKWAY 1 .18 ACRES POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere : Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea De scr. Runoff 'C' COMM ERCIAL 0 .650 Area acres 1.18 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 1 .18 Peak Q (c fs ) 7.56 Quick TR-55 Ver.5 .44 Executed: 15 :31:06 S/N:l315430080 05-06-1997 PROPOSED OFFICE BUILDING 16 01 EMERALD PARKWAY 1.18 ACRES POST DEVELOPMENT 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 I C' Area acres CO MMERCIAL 0 .650 1.18 Tc (min) Wtd . IC ' RETURN FREQUENCY = 1 00 years 'C ' adjustment , k = 1 Adj . 'C ' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr Total acres Peak Q (cfs) 10.00 0.650 0.650 11 .640 1.18 8.93 Rs1 ~" l\Loo ~ 1flv G\ L UlJ ,. GEMSTONE DRIVE CROSS SECTION CALCULATIONS PROPOSED OFFICE BUILDING -1601 EMERALD PARKWAY GEMSTONE CROSS SECTION Rating Table for Irregular Channel Project Descript ion Project File c :\haestad\fmw\mwm .fm2 Worksheet GEMSTONE SECTION Flow Element Method Solve For Irregular Channel Manning 's Formula Water Elevation -s+-re~t ur"'c(11 . ~CuL~LLOr-.._s Constant Data -~ Q 1 " ___,,,D....,..is_c...,...h-a-rg_e _ ___,,9-.8,.....,0-c""""f-s--~ -~0 Input Data Channel Slope Rating Table Channel Slope (ft/ft) Minimum 0 .015000 Wtd . Mannings Coefficient Maximum Increment 0.023000 0 .008000 ft/ft Water Surface Elevation (ft ) Velocity (ft/s) 0 .015000 ~ 0.018 253 .89 3 .33 0.023000 ) 0 .018 253 .86 3 .91 05107197 08 :53 :30 AM l~ Haestad Methods , Inc. 37 Brookside Road W ate rbury , CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 0~1 GEMSTONE DRIVE CROSS SECTION Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\mwm.fm2 Worksheet GEMSTONE SECTION Flow E lement Method Solve For Input Data Irregular Channel Manning's Formula Water Elevation Channel Slope 0.015000 ft/ft .<;#---- Elevat ion range : 253 .50 ft to 255 .00 ft . Station (ft) Elevation (ft) 0.00 255 .00 10.50 254 .00 1 1 .00 254 .00 1 1 .00 253 .50 30 .50 254 .00 Start Station 0 .00 10.50 End Station 10 .50 30 .50 ~D_i_sc_h_a~rg~e~~~~~~~-9_.8_0~~-cf_s~~<:::.::_~-,~~~ Results Wtd. Mannings Coefficient 0.018 Water Surface Elevation 253 .89 ft Flow A rea 2 .94 ft2 Wetted Perimeter 15 .54 ft Top W idth 15 .14 ft He ight 0 .39 ~~d~~ Critical Depth 253 .94 ,---,. .ct:: ~s-itnG Roughness 0 .030 0 .018 G2 c_....,12.~ Critica l Slope 0 .008120 ft/ft tore_ l' S o(o SL<:J~ Velocity 3 .33 ft/s Velocity Head 0 .17 ft ~ ::-Specific Energy 254 .06 ft cO' ~.q FT Froude Number 1.33 @ Flow is supercritical. ~lO -q.b CFS - 05107197 08 :54 :16 A M Haes tad Methods , In c . 37 Brooksi de Road Waterbury , CT 06 708 (203) 755-1666 Flo wM as te r v 5.13 Page 1 of 1 GEMSTONE CROSS SECTION Cross Section for Irregular Channel Project Description Project File c :\haestad\fmw\mwm .fm2 Worksheet GEMSTONE SECTION Flow Element Irregular Channe l Method Manning's Formula Solve For Water Elevation Section Data Wtd . Mannings Coefficient Channel Slope 0 .018 0 .015000 ft/ft Water Surface Elevation Discharge 253.89 ft 9.80 cfs 255 . 254 .8 254 .6 g 254.4 § 254.2 ~ > Q) w 254 .0 253 .8 253 .6 -------------1-------------1--------------r-------------,--------------r-------------T-------------1 I I I I I I I I I I I I I I I I I I I I I ------------~-------------~--------------~-------------~--------------~-------------+-------------~ I I I I I I I I I I I I I I I I I I I I I -~-------------J--------------L-------------~--------------L-------------L-------------J I I I I I I I I I I I I I I I I I I I I I I I I I ---------;--------------r-------------,--------------r-------------r-------------1 I I I I I I I I I I I I I I I I I I I -------------~------------~--------------~-------------~--------------~-------------+-------------~ I I I I I I I I I I I I I I I' I I I I I I -------------~-------------J -----------L-------------~--------------L------------------------J I I I I I I I I I I I I : : I y I I I : -------------,-------------,-------------r-------------,-----------r-------------r-------------1 I I I I I I I I I I I I I I I I I I -------------~-------------~--------------~--------------~-------------+-------------~ I I I I I I I I I I I I I I I I I I 253.4'---~~~~~---L~~~~~~-L-~~~~~~..._~~~~~---"L--~~~~~-L~~~~~~-'-~~~~~---' 0 5107197 08 :54 :31 AM 0 .0 5.0 ,. 10 .0 15 .0 20 .0 25 .0 Stat ion (ft ) Hae st ad Met hods , In c . 37 Brooksi de Roa d W at erbury , CT 067 08 (203 ) 755 -1 666 30 .0 35 .0 FlowMaster v5 .13 Pag e 1 of 1 BEE CREEK CROSS SECTION CALCULATIONS c AN '1 com PAI?. F- H-y 'D /2hVL-1 C C~f-C f. /o UP& be.~>~ ~ :;J'l:;~~J PROPOSED OFFICE BUILDING -1601 EMERALD PARKWAY BEE CREEK CROSS SECTION PREDEVELOPMENT Worksheet for Irregular Channel Project Description Project File c :\haestad\fmw\mwm.fm2 Worksheet BEE CREEK TRIB "A" SECTION Flow Element Method Solve For Input Data Irregular Channel Manning's Formula Water Elevation Channel Slope 0.007500 tuft Elevation range : 241 .50 ft to 256 .00 ft . Station (ft) 0.00 37 .00 52 .00 65 .00 108 .00 129 .00 14_8 .00 153 .00 175 .00 176 .00 178 .00 185 .00 202 .00 436 .00 455 .00 494 .00 Discharge Results Elevation (ft) 253.70 252 .00 250 .00 248 .00 246 .00 244 .00 242 .00 241 .50 241 .50 244 .00 246.00 248 .00 250 .00 252.00 254 .00 256 .00 2,700.00 Wtd . Mannings Coefficient 0.060 Water Surface Elevation 248 .99 Flow Area 520 .09 Wetted Perimeter 138 .11 . Top Width 134.90 Height 7.49 Critical Depth 246.89 Start Station 0 .00 52 .00 202.00 cf s ft ft2 ft ft ft ft Critical Slope 0.037953 tuft Velocity 5.19 tus Velocity Head 0.42 ft Specific Energy 249.41 ft Froude Number 0.47 Flow is subcritical. End Station 52 .00 202 .00 494 .00 Roughness 0.030 0.060 0 .030 05106197 07 :44 :34 PM Haestad Methods , Inc . 37 Brookside Road Wate rb ury , CT 06 708 (203) 755 -1666 Flow Master v5 .13 Pa ge 1 of 1 ; BEE CREEK CROSS SECTION PRE DEVELOPMENT Rating Table for Irregular Channel Project Description Project File c :\haestad\fmw\mwm .fm2 Worksheet BEE CREEK TRIB "A" SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Constant Data Channel Slope 0 .007500 ft/ft Input Data Minimum Maximum Increment Discharge 500 .00 2,700 .00 250 .00 cfs Rating Table Water Surface Discharge Wtd . Mannings Elevation Velocity (cfs) Coefficient (ft) (ft/s) 500 .00 0 .060 244 .93 3.69 750 .00 0 .060 245 .70 4 .10 1,000 .00 0 .060 246.40 4 .28 1,250 .00 0 .060 246.99 4 .38 1,500.00 0 .060 247.47 4 .50 1,750.00 0 .060 247 .88 4 .62 2 ,000.00 0.060 248 .21 4 .77 2 ,250 .00 0 .060 248 .51 4.93 2 ,500 .00 0 .060 248 .78 5.08 2 ,750.00 0 .060 249 .04 5.22 'E::tx: a2tx:K tbc DEV 05106197 07:46 :14 PM Haestad Meth ods, Inc. 37 Brookside Road Waterbury , CT 06708 (2 03) 755-1666 FlowMaster v5 .13 Page 1 of 1 BEE CREEK CROSS SECTION PRE DEVELOPMENT Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\mwm.fm2 Worksheet BEE CREEK TRIS "A" SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd . Mannings Coefficient Channel Slope 0.060 0.007500 ft/ft ~ ~ tf2__12..t':: Water Surface Elevation Discharge 248.99 ft ~ ,-;rr--~ 2 ,700 .00 cfs --LQ,, 256 .0 254 . 252.0 2 250 .0 - c 2 248.0 (iJ > (lJ w 246 .0 244 .0 242 .0 \0 ---------r---------r---------r---------r---------7---------7---------,---------,---------,-------- 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------~---------~---------r---------~---------•---------•---------~---------~---------~ -------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --r---------r. ---------r.---------[r~-~-~-~-~-~-~-~-~-~1~-~-~-~-~-~-~-~-;-~:~-~-~-~-~-~-~-~-~-~:=-~-~-~-~-~-~-~-~-~~:-~-~-~-~~-1---------1 I I I I I --------r---------r---------------7---------7---------,---------,---------,---------1 I I I I I I I I I : I y I I : : : : : : ---------r--------r---------r--------r---------~---------~---------~---------~---------~---------~ I I I I I I I I I I I I I I I I I I I I I' I I I I I I I I I ---------L---------~ -------L-------L---------~---------~---------~---------~---------~---------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------r---------r--------r--------r---------1---------1---------,---------,---------,---------1 I I I I I I I I I I I I I I I I I I I I I I I I ---------r---------r------------r---------,---------,---------,---------,---------,---------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I 240 .01..-~~~-L~~~~...1.-~~~~.L-~~~---L~~~~.....L.~~~~-'-~~~~1..-~~~-L~~~~-'-~~~---' 0 5 10 6 197 07:46 :55 PM 0.0 50.0 ,, 100 .0 150 .0 200 .0 250 .0 Station (ft ) 300 .0 350.0 Hae sta d Meth ods , Inc . 37 Brook s ide Road W aterbury , CT 06708 (203) 755 -1666 400 .0 450 .0 500.0 F lo wMaster v5 .13 Page 1 of 1 BEE CREEK CROSS SECTION POST DEVELOPMENT Worksheet for Irregular Channel Project Descript ion Project File c:\haestad\fmw\mwm .fm2 Worksheet BEE CREEK TRIS "A" SECTION Flow E lement Method Solve For Input Data Irregular Channel Manning's Formula Water Elevation Channel Slope 0.007500 ft/ft Elevation range : 241 .50 ft to 256 .00 ft . Station (ft) Elevation (ft) 0 .00 253 .70 37 .00 252 .00 52 .00 250 .00 65 .00 248 .00 108.00 246 .00 129.00 244.00 148 .00 242 .00 15 3 .00 241 .50 175 .00 241 .50 176 .00 244 .00 178 .00 246 .00 185 .00 248.00 Start Station 0 .00 52 .00 202 .00 End Station 52 .00 202 .00 494 .00 Roughness 0 .030 0 .060 0 .030 202 .00 250 .00 436 .oo 252 .00 /QLoo ci= ~ST Th-~ 455 .00 254 .00 494 .00 256 .00 cfs t / /1d6. "CD Tu Qc >L,~(26-c. Discha rge 2 ,702.49 1.:-Q_ ---=----...;._______ PF r~ G2z:c~ Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top .Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 0.060 249 .00 ft 520.44 ft2 138 .14 ft 134 .94 ft 7.50 ft 246 .89 ft 0.037950 ft/ft 5.19 ft/s 0.42 ft 249.41 ft 0.47 q l.Oo -= -z..?. o o c~s qoa -=-"270-z,4 \ W5LJ.-= 2~.crCf 24q.oo 05106197 07 :5 1:19 PM Haes tad M et hods , Inc . 37 Brookside Road W aterbury , CT 06708 (2 03) 755-1666 Fl owMaster v 5.13 Page 1 of 1 BEE CREEK CROSS SECTION POSTDEVELOPMENT Cross Section for Irregular Channel Project Description Project F ile c :\haestad\fmw\mwm.fm2 Worksheet BEE CREEK TRIB "A" SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd . Mannings Coefficient Channel Slope 0 .060 0 .007500 ft/ft ------Lu, .s . 0.0\ F-cc( Water Surface Elevation Discharge 249.00 ft 2,702.49 cfs 256 .0 254 . 252 .0 g 250.0 c 0 248.0 ~ > Q) w 246 .0 244 .0 2 42.0 ---------r---------r---------r---------r---------T---------T---------,---------,---------,-------- 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------~---------~---------~---------~---------~---------~---------~---------~---------~ -------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --L---------L---------L---------L---------i _________ J _________ J _________ J____ -J---------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --------r---------r---------------,---------,---------,---------,---------,---------, I I I I I I I I I I I 1' I : : : : : : : ---------r--------r---------r--------r---------~---------~---------~---------~---------~---------~ I I I I I I I I I I I I I I I I I I I I _______ J '-~---------~ _______ i____ _ __ i _________ 1 _________ 1 _________ J _________ J _________ J _________ J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------r---------r--------r--------r---------1---------1---------,---------,---------,---------i I I I I I I I I I I I I I I I I I I I I I I I I I I ---------r---------r------------r ---------T---------T---------,---------,---------~---------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I 240.0L-~~~-L.~~~~.L-~~~-L~~~~....._~~~~~~~~-L-~~~--J~~~~....L..~~~--I...-~~~-' 05 106197 07 :51 :55 P M 0 .0 50 .0 100.0 150 .0 200 .0 250 .0 Station (ft ) 300 .0 350 .0 Haestad Met hods, Inc . 37 Brookside Road W aterbury , CT 06708 (203 ) 755 -1 666 400 .0 450 .0 500.0 Flo wMas ter v5 .13 Pa ge 1 of 1 Figure Xll Development Permit City of College Station, Texas Site Legal Description :~ ~~A Site Owner: t-J\ ·~ • 1/V\ ' Corte j:pf, VlftC CP\FJ ~ l ( Address '2.~ ~"QAo.l!'.:()O Oz, Telephone : ---'S ...... '1-Wo Arc~itect/ ~ G 0_ () Address"l:ool ¢k,"'1'.£W;QI::'. Si, . 7-S.'2, ~B Engineer: ~-' [Lt~lt~ (~et . Telephone No : ~ "'b t ( U O Contractor: ____________ _ Address: ------------- Te 1 e phone No : __________ _ Date Application Filed : S · LS -<q 1 Approved : ___________ _ Application is hereby made for the following development specific waterway alterations : 0 Application Fee ~ Signed Certifications ~ Drainage and erosion control plan , with supporting Drainage Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each. 0 Other: ------------------------------~ ation and conclusions contained in the above plans and supporting documents comply rrent requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code . Contractor Figure XH Continued CERTIFICATIONS (for proposed alterations within designated flood hazard areas .) A. I,M l~ G.~~f Q~ertify that any nonresidential structure on or propo~ed e on this s· as part of this application is designated to prevent damage to the structure or its tents as a re ult of ooding from the l 00 year storm . ~ f!e,. 8-ts-97 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 C. certify that the alterations or development covered by this permit shall not diminish the flo -carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the C y of Coll Station City Code, Chapter 13 concerning encroachments of flood ways and of way frin es . Conditi o ns or comments as part of approval :-------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I here by grant this permit for development. All development shall be in accordance with the plans and s pecifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . fcwmsloW~xnmt/I 0-9} PAY TO THE ORDER OF / · ... .:" .. MW.M CORj:>ORATIO.f.J.;'·········· OBA ROSEWOOD VILLAS . . .. , .OPERATING ACCOUNT •..•.. 4101 t EXli.s AvE : .. ;. surti:: s >4o9 "2as -0331 ....... ; · BRYAN ;'li(118.02 i i; :} v1cToRIA eA°Ni< AND i"Rusi" . ... 3o0o B ~IAR q REST • °;; BRYAN ;'TX77802 ... · · a8~2 s11113 ( .a3s .; > . 'DATE "•': . .. ·· ...... r: . : .. ;~ t . . : .. ~, ; < '; <\ s:f;t~?ff =:. . o~LV\lt 6 ~ o V\E\:'.> ;~L Wu. oci/oo':· ' ·.;;:.~~-:::...;.. · ~~+::--~~ .,t.;rrl · OT=i. CJ?}:c ~ :s--rA:-ntl~.r ·.· .. ·. ~· ·'.'" -:·. ,.;•'.•. ;'.; ·a·i §os 383165 CITY OF C~E STATION s L[tJ VY! D RECEIVE 1 D OF ( VY I :: s:J J (f ,.iil_ ( ,lJil:{) I ' .·'