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HomeMy WebLinkAbout47 Development Permit 329 Classic Realty Ph 1HESTER ENGINEERING COMPANY CIVIL ENGINEERING SERVICES 7607 EASTMARK DRIVE, SUITE 253-B COLLEGE ST A TION, TEXAS 77840 (409)693-1100 fx:(409)693-1075 October 31, 1996 Mrs. Veronica Morgan, P.E. College Station Development Services P .O . Box 9960 College Station, TX 77842 Re: CLASS I C REALTY 2607 HARVEY ROAD DRAINAGE REPORT Dear Veronica, Please find attached a drainage report for the proposed Classic Realty site at 2607 Harvey Road. In November of 1995 a drainage report was submitted for the site and a Development Permit was obtained. Since that time I have determined that detention will not be required for the site and have revised the drainage report to support this finding. Upon approval of the report I will prepare a revised grading plan for your review. Please call with question or if you need additional information. Drainage Report, Classic Realty DRAINAGE REPORT FOR - CLASSIC REALTY 2607 HARVEY ROAD COLLEGE STATON, BRAZOS COUNTY, TEXAS OCTOBER, 199 APPROVED FOR Submitted By: Michael G. Hester, P.E. NSTRUC ION Hester Engineering Compan!LlC~0~!..!.!.!.:-=:...:.;...;--- 7607 Eastmark Drive, Suite 2 - College Station, TX 77840 ( 409) 693-1100 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. --'''''• --~OF r~''1 ~t-: ........... ..;;~ ... i#'C:> '·"'· * .. ::"~'ti J'•l ... -.~ ;,.,. '*:l 4 .... Mic'H..\a<i~H'esre1r-1 J.-:oOf••·· ... --....... "T~J ~~\~ 69~04L.Q/~,. 1,0,('••.~'°' G~V,~ ~ P ' ~s·;:fJ1:.·· .. ~".:' · , .C,. [o-3 < -'iC:> ,,,s,10N;\.. ~~-----=::.._-1-~-+-~~~~~~~__:.-~'""~-G . Hester, P.E. ed Professional Engineer No. 69104 Texas CLASSIC REAL TY -CERTIFICATION :.~ INTRODUCTION: DRAINAGE ANALYSIS CLASSIC REAL TY 2607 HARVEY ROAD· COLLEGE STATION, TX NOVEMBER, 1996 The proposed development is located along Harvey Road approximately 300 feet east of the State Highway 6 frontage road. The legal description is Harvey Road East Subdivision, Lot 2. There will be two phases to the proposed project. Phase One of the proposed development will include a 6000 square foot building, parking area and associated infrastructure. Phase Two is not proposed at this time. The drainage area for the site consists of grassland with numerous large oak trees. The west side of the site has a private access driveway to the Furrows store and the north side of the tract has a large concrete lined drainage channel. The terrain slopes in a northerly direction toward the channel with an average grade of about 0. 5%. The latest Flood Insurance Rate Maps show that a portion of the lot is in the regulatory 100-year flood plain. The site is zoned commercial and is being developed by Classic, Inc. Mr. Frank Thurmond, P .O. Box 3905 Bryan, TX 77805 (409)776-6000. EXISTING DRAINAGE BASIN DESCRIPTION: The runoff from the site is managed within the boundaries of the site which sheet flows in a northern direction toward the lined channel. Once the sheetflow reaches the channel the water travels along the channel, goes under Harvey Road and to Carter Creek. The peripheral water along the west side of the site is routed toward Furrows by the private driveway and the water along the south side is managed by an open ditch along Harvey Road which routes the water to Carter Creek. The proposed development is located in the Carter's Grove drainage basin No. 6 which is a primary channel per the City of College Station Drainage Policy and Design Standards. Base Flood Elevations (BFE) were taken from two reports prepared by Meyer, Lytton, Allen, Inc. (MLA) . The MLA reports were prepared for the original Furrows store and the corner lot at Harvey Road and the East By-Pass. MLA determined the BFE using a HEC2 hydraulic model of the area and both reports concluded that the BFE is controlled by the tailwater from Carter Creek and the base flood is contained in the existing concrete lined channel. Storm water quantities were taken from a drainage analysis prepared by Civil Design Services, Inc. and states that the existing basin QlOO is 802 cfs an the ultimate QlOO is 1100 cfs. PROPOSED DRAINAGE: and The proposed design will route the runoff across discharge it into the existing concrete lined CLASSIC REALTY DRAINAGE ANALYSIS PAGE 1 OF 3 PAGES the site channel. ~ ---· ~ Predevelopment and postdevelopment conditions were calculated to determine the additional runoff generated by the development of the site. Ultimate development of the site will generate a QlOO of 18.5 cfs but will only contribute an additional 9.2 cfs because 9. 3 cfs is being released from the site under existing c o nditions. The additional runoff for the entire site will raise the water surface elevation in the concrete l ined channel by 0. 01 feet for QlOO. See appendix "Concrete Lined Channel. With regard to impacting down stream property owners, the additional runoff generated by the improvements to this site was analyzed using the flood study prepared b y Wal ton & Associates Consulting Engineers, Inc. (Walton Study) which was approved by the City of College Station as the governing flood information for the community. The focus of the analysis was to determine if the water surface elevation changed due to the proposed improvements. The cross section chosen as the point of interest was Section 11.89 in Reach 5 of Carters Creek, which is located along the south right -of-way line of Harvey Road and parallel to Harvey Road. Two analysis were ran, the first was an analysis at ultimate flow for the cross section (CLASSIC REAL) and the second analysis (POST DEVEL.) added the additional runoff from the proposed improvements . Below is a table showing a summary of the results of the Walton Study HEC2 run at Sect i on 11.89 before and after the proposed improvements. O RIG INAL HEC 2 RUN OF WA LTON STUDY CLASSIC REAL Q Hydraulic Storm Ultimate Depth (ft) Event (cfs) (yr) 10 11838 5.01 25 14231 5.42 50 15705 5 .70 1 0 0 17477 6 .0 2 RUN WITH PRO PO SED IMPROV EM EN TS POST DEVEL. Post site Q Storm improvements Ultimate Event addition (cf s ) (yr) (cf s ) 10 6.84 11845 25 7.8 1 14239 50 8.60 15714 100 9.22 1748 7 Hydraulic Depth (ft ) 5.0 1 5.42 5.7 0 6.0 2 CLASSIC REALTY DRAINAGE ANALYSIS PAGE 2 OF 3 PAG ES Comments no increase no increase no increase no increase ~he table ~hows that the additi6nal flow generated by the proposed improvements will not change the water surf ace elevation and therefore, detention is not required nor planned for the site. Storm runoff calculations for pre and post-development conditions, the concrete lined channel and the Walton Study HEC2 model run for the reach have been included for your review. CONCLUSION: This project is in compliance with the City's Stormwater Design Standards. ' REFERENCES: "DRAINAGE STUDY REPORT", K.D. TIMMONS PROPERTY, CIVIL DESIGN SERVICES, INC. 575 Spencer Lane, San Antonio, TX 78201-2030 (210)736-3188, July, 1995 CLASSIC REALTY DRAINAGE ANALYSIS PAGE 3 OF 3 PAGES LOCATION MAP CLASSIC REAL TY L-OCA110N MAP CL-A55~C Rf AL, fY 2601 Hf\RVf Y ROAD COL-L-fC1f 5fA110N, r?RAZ05 COUNIY, fX TABLE ONE CLASSIC REAL TY OCTOBER, 1996 PREDEVELOPMENT RUNOFF CONDITIONS AREA RUNOFF AREA NO. IC I (ACRES) PERVIOUS 0.3 1. 84 IMPERVIOUS 0.9 0.27 PREDEVELOPMENT RUNOFF (CFS) S YEAR 10 YEAR 2S YEAR SO YEAR 6.11 6.86 7.84 8.63 POSTDEVELOPMENT RUNOFF CONDITIONS AREA RUNOFF NO. 'C' PERVIOUS 0.3 IMPERVIOUS 0.9 AREA (ACRES) O.S2 1. S9 POSTDEVELOPMENT RUNOFF (CFS) 100 YEAR 9.2S / S YEAR 10 YEAR 2S YEAR SO YEAR 100 YEAR 12.20 13.7 15.6S 17.23 18.47 ~ CONCRETE LINED CHANNEL HYDRAULIC DEPTH PREDEVELOPMENT {QlOO) 2.73 POSTDEVELOPMENT {QlOO) = 2.74 CLASSIC REALTY -TABLE ONE DRAINAGE MAP CLASSIC REAL TY / / 5C/'U: 111 -60' ~21 5f. r?m'tWAY 297 5f . 1~7 5.f. r?m'tWAY ,AND Pm.JNU < IMJ'fRl/IOU5) ror!i. NYt./'a Of 51re 92226 5f. < 2 .11 ...ai:5> moeV!'~Ol'lv'tNf 1~, 54~5f. + 6416 5.f. 11912 5.f. Plif:l/f:'VaOl'MENf PE:RVIOU5 92226 Sf. -119125.f. ~14S.f. I I vf'KA.5e ~11\e 609 S.f. I flJ!lff: l/f:Vl'~Ol'lv'i:Nf I f'!1A.5e f'WO I I I 606 5.f. 11605.f. I I I I I P05f t?fvacl'MENf IMJ'fRVIOU5: 624~8 5.f. P05f l/f:Vl'~Ol'lv'eNf ~Rl/JOU5: 92226 5f. 1-18? 5f. ~215 .f. 1~7 5f. 297 5f. 1605f. 606 5f. ~45f. 5215f. 609 S.f . -2&15.f . 576~4Sf. + 119125.f . 69?46 5 .f . 119125f. -516~ 5.f . 22680 5.f . PE:RVIOU5 -V5-IMPE:RVIOU5 CL-A551C Rf AL-fY 2601 ~y ROAD COL-L.E:aE: 5fA110N, BRAZOS COUN1Y, feXA5 OCf~f;R, 1996 ........................ ---------------------------------~~- PREDEVELOPMENT CONDITIONS CLASSIC REAL TY Quick TR-55 Ver.5.44 Execµted: 17:22;24 S/N:1315430080 10-10 -:1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff IC' PERVIOUS 0 .300 IMPERVIOUS 0 .900 Area acres 1. 84 0.27 Tc (min) Wtd. I c I 10.00 0 .377 Adj.· I . 'C' in/hr 0 .377 7.690 Total acres 2.11 Peak Q (cf s) 6.11 Quick TR-55 Ver.5.44 Executed: 17:22:24 S/N:l315430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where : Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 1. 84 0.27 Tc (min) Wtd. IC' 10.00 0.377 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj . I 'C' in/hr 0.377 8.630 Total acres 2 .11 Peak Q (cf s) 6.86 Quick TR~55 Ver.5.44 Executed: 17:22:24 S/N:13l5430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cf s , C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runof f I c I Area acres PERVIOUS 0.300 1.84 IMPERVIOUS 0.900 0.27 Tc (min) Wtd. IC' 10.00 0.377 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj . 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.377 9.860 Total acres 2 .11 Peak Q (cfs) 7.84 Quick TR~55 Ver .5.44 Executed: 17:22:24 S/N:1315430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I Area acres PERVIOUS 0.300 1.84 IMPERVIOUS 0.900 0.27 Tc (min) Wtd. , C' 10.00 0.377 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.377 10.860 Total acres 2.11 Peak Q (cfs) 8 .63 Quick TR-55 .Ver.5.44 Executed: 17:22:24 S/N:1315430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 1. 84 0.27 Tc (min) Wtd. 'C' 10.00 0.377 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.377 11.640 Total acres 2.11 Peak Q (cfs) 9.25 I I I POSTDEVELOPMENT CONDITIONS CLASSIC REAL TY I Quick TR-55 Ver.5-44 Executed: 17:24:42 S/N:13.15430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'c' Area acres PERVIOUS 0.300 0.52 IMPERVIOUS 0.900 1.59 Tc (min) Wtd . 'c' 10.00 0.752 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.752 7.690 Total acres 2.11 Peak Q (cfs) 12.20 Quick TR~55 Ver.5.44 Executed: 17:24:42 S/N:l315430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.52 1. 59 Tc (min) Wtd. IC' 10.00 0.752 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.752 8.630 Total acres 2 .11 Peak Q (cfs) 13.70 Quick TR-55 Ver.5.44 Executed: 17:24:42 S/N:1315430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'c' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.52 1. 59 Tc (min) Wtd. 'C' 10.00 0.752 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.752 9.860 Total acres 2.11 Peak Q (cfs) 15.65 Quick TR-55 Ver.5.44 Executed: 17:24:42 .. S/N: 131543-0080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE 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 I PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.52 1. 59 Tc (min) Wtd. IC' 10.00 0.752 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.752 10.860 Total acres 2.11 Peak Q (cfs) 17.23 Quick TR-55 Ver.5.44 Executed: 17:24:42 S/N:1315430080 10-10-1996 CLASSIC REALTY -2607 HARVEY ROAD -COLLEGE STATION, TEXAS 2.11 ACRES COMMERCIAL SITE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.52 1. 59 Tc (min) Wtd. IC' 10.00 0.752 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0. 752 11. 640 Total acres 2 .11 Peak Q (cfs) 18.47 CONCRETE LINED CHANNEL I CLASSIC REAL TY -CONCRETE LINED CHANNEL WORK SHEET Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\classic.fm2 Worksheet CONCRETE LINED CHANNEL Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.012 0.007000 ft/ft 1.000000 H : V 1.000000 H : V 20 .00 ft 1,100 .00 cfs 2.73 ft 62.05 ft 2 27.72 ft 25.46 ft 4.22 ft 0.001599 ft/ft 17.73 ft/s 4.88 ft 7.61 ft 2.00 10/10/96 11 :59 :16AM Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Project File c:\haestad\fmw\classic.fm2 Worksheet CONCRETE LINED CHANNEL Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient Channel Slope Left Side Slope 0.012 0.007000 ft/ft 1.000000 H : V 1.000000 H : V Right Side Slope Bottom Width 20 .00 ft Input Data Minimum Discharge 1, 100 .00 Rating fable Discharge (cfs) 1,100.00 1, 110.00 Depth (ft) 2 .73 2.74 Maximum 1.110.00 Velocity (ft/s) 17 .73 17.78 Increment 10 .00 ds 10/10/96 06 :07 :43 PM Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755 -1666 FlowMaste r v5 .13 Page 1 of 1 CONCRETE LINED CHANNEL CROSS SECTION Cross Section for Trapezoidal Channel Project Description Project File c:\haestad\fmw\classic.fm2 Worksheet CONCRETE LINED CHANNEL Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width Discharge 0.012 0.007000 ft/ft 2.73 ft 1.000000 H: V 1.000000 H : V 20 .00 ft 1, 100 .00 cfs 20 .00 ft 10/10/96 11 :58 :50 AM Haestad Methods , Inc . 37 Brooks ide Road Waterbury , CT 06708 (203) 755-1666 1 v~ H 1 NTS FlowMaste r v5 .13 Page 1 of 1 WALTON STUDY HEC2 COMPUTER MODEL CLASSIC REAL TY WA LTON S TUDY SECTION 11 .89 L,OCA110N WP ClA55~C RE:Al fY 2601 HARVE:Y ROAt? COL,lf:Cif: 51A110NJ ~RAZ05 COUNfYJ IX g c:: 0 ~ ro > Cl> [j 265 1 260 j 255 250 245 0 500 CARTER CREEK FLOODWAY Reach= 5 11.89 PRE DEVELOPMENT COND . 1000 1500 2000 Station (ft) 2500 3000 WS4 WS3 WS2 WS1 ------Ground --A-- lneff • Bank Sta HEC-RAS Plan: CLASSIC REAL Reach: 5 10/17/96 14231 .00 254 .93 4 .20 3.64 15705.00 254 .93 255 .81 4.43 12.43 5.18 3 .85 17477 .00 254 .93 256 .16 4 .69 12 .78 5.49 4 .09 11838 .00 254 .78 254 .78 4 .73 6 .67 4.60 4.36 14231 .00 254.78 255 .35 5.10 7 .24 5.00 4 .61 15705.00 254.78 255 .65 5 .29 7 .54 5.20 4 .75 17477.00 254 .78 255.99 5.49 7 .89 5.41 4 .90 11838.00 254 .76 254 .76 5.21 5 .21 14231 .00 254 .76 255 .33 5.62 5 .74 2 .64 15705.00 254.76 255 .64 5 .89 6 .02 2.80 17477.00 254 .76 255 .98 6 .19 6.33 2 .97 11838.00 254 .76 14231 .00 255.33 15705.00 255 .64 17477.00 255 .98 11838.00 254.55 254 .55 5.01 5 .01 14231.00 254 .55 255 .11 5.42 5 .53 2 .53 15705.00 254 .55 255.43 5.70 5.83 2 .69 17477.00 254 .55 255 .79 6 .02 6 .15 2 .88 11838.00 254 .53 254 .53 4 .74 4 .67 4 .94 14231 .00 254 .53 255.09 5 .24 5 .18 5.41 15705.00 254.53 255.41 5 .53 5.47 5 .69 17477.00 254 .53 255 .77 5 .84 5 .79 5 .99 11838.00 254.41 254.41 4.49 12 .24 4 .30 4 .31 14231 .00 254.41 254 .96 5.02 12 .80 4.83 4 .84 15705.00 254.41 255.29 5.32 13.12 5 .14 5.15 17477.00 254.41 255.64 5.66 13.48 5.48 5.48 12078.00 254 .20 254 .20 5.40 11 .83 2.08 3 .81 14636.00 254 .20 254.73 5 .71 12 .36 2 .29 4 .17 16232 .00 254 .20 255 .03 5 .89 12 .67 2.42 4 .37 18108.00 254 .20 255 .37 6 .08 13.01 2 .57 4 .59 12078.00 254.06 254 .06 5 .14 9 .65 2 .03 4 .38 14636.00 254 .06 254 .57 5.56 10 .16 2.29 4 .81 16232.00 254 .06 254.87 5 .81 10.46 2.43 5.06 18108.00 254 .06 255 .19 6 .07 10.79 2 .60 5 .33 12078.00 252 .73 252 .73 2 .71 12.44 1.68 2 .61 14636.00 252 .73 253 .21 3.14 12 .92 2 .13 3.04 16232.00 252 .73 253.48 3 .38 13.20 2.38 3.29 i;.·I. 18108.00 252 .73 253 .79 3 .65 13 .51 2 .66 3.56 12078.00 250 .87 250 .87 3 .53 11 .16 1.59 3 .49 HEC-RAS Plan: CLASSIC REAL Reach: 5 10/17/96 (continued) 16232.00 250.87 251.63 4.15 11.92 2.06 4.17 18108.00 250.87 251.93 4.39 12.22 2.24 4.44 12078.00 249.82 249.82 3.05 8.29 1.43 3.58 14636.00 249.82 250.33 3.48 8.79 1.85 4.06 16232.00 249.82 250.64 3.76 9.10 2.12 4.34 18108.00 249.82 250.95 4.03 9.41 2.40 4.63 12078.00 249.18 249.18 3.25 9.60 0.59 3.26 14636.00 249.18 249.71 3.54 10.13 0.85 3.63 16232.00 249.18 250.02 3.21 10.44 0.54 3.63 18108.00 249.18 250.35 3.46 10.76 0.83 3.91 13972.00 248.24 248.24 4.02 8.51 3.59 4.25 16980.00 248.24 248.78 4.50 9.05 4.07 4.75 18803.00 248.24 249.09 4.78 9.37 4.34 5.03 20891.00 248.24 249.43 5.08 9.71 4.64 5.33 I 13972.00 247.95 247.95 3.99 10.09 3.89 3.69 16980.00 247.95 248.50 4.48 10.64 4.38 4.17 18803.00 247.95 248.81 4.76 10.95 4.66 4.45 20891.00 247.95 249.15 5.06 11.29 4.97 4.75 I 13972.00 247.46 247.46 4.48 8.51 4.57 3.25 16980.00 247.46 247.99 4.92 9.04 5.00 3.75 18803.00 247.46 248.30 5.18 9.35 5.25 4.03 20891.00 247.46 248.63 5.45 9.68 5.51 4.33 I 13972.00 245.88 245.88 3.05 10.70 3.35 2.04 16980.00 245.88 246.36 3.43 11.18 3.66 2.48 18803.00 245.88 246.68 3.67 11.50 3.86 2.77 20891.00 245.88 247.01 3.93 11.83 4.07 3.07 13028.00 244.03 244.03 2.88 10.99 3.81 2.13 16157.00 244.03 244.57 3.35 11.53 4.32 2.60 18436.00 244.03 245.00 3.72 11.97 4.72 2.97 20958.00 244.03 245.36 4.03 12.33 5.05 3.27 13028.00 243.21 243.21 4.06 8.72 3.64 4.08 16157.00 243.21 243.73 4.52 9.24 4.10 4.53 18436.00 243.21 244.12 4.40 9.63 4.44 4.10 20958.00 243.21 244.48 4.71 9.99 4.76 4.41 13028.00 242.31 242.31 3.66 8.15 3.19 3.70 16157.00 242.31 242.77 4.05 8.62 3.56 4.12 18436.00 242.31 243.09 4.32 8.93 3.81 4.40 20958.00 242.31 243.41 4.59 9.26 4.07 4.69 13028.00 239.59 239.59 2.711 5.721 2.54 16157.00 239.59 240.04 3.081 5.631 2.93 HEC-RAS Plan: CLASSIC REAL Reach: 5 10/17/96 (continued) 239 .59 240 .61 3.57 5 .73 3 .44 237 .38 237 .38 2 .30 3 .61 1.22 3.03 19738 .00 237 .38 237 .92 2 .68 4 .02 1.63 3.43 23022.00 237 .38 238.28 2.71 4 .36 1.62 3.71 26448 .00 237 .38 238 .62 3 .02 4 .70 1.95 1 3.98 15211.00 236 .06 236 .06 2 .88 3 .73 0 .21 3 .64 19738.00 236.06 236 .64 3.40 4 .31 0 .76 4.21 23022 .00 236 .06 237 .01 3.72 4 .68 1.09 4 .57 26448.00 236.06 237 .37 4 .04 5 .05 1.40 4 .92 15211 .00 235 .57 235 .57 3 .28 7 .67 2 .29 1 3.39 19738.00 235.57 236 .14 3.72 7 .78 2 .78 3.82 23022 .00 235.57 236 .50 4 .05 8.14 3 .09 4 .16 26448 .00 235 .57 236 .86 4 .38 8.50 3 .39 4 .50 16648.00 234 .76 234.76 2 .54 2.54 21558 .00 234 .76 235 .35 3 .04 3 .04 25134.00 234.76 235 .73 3.35 3 .35 28956.00 234.76 236 .10 3.67 3 .67 265 260 255 g c: .Q n; 250 > Q) m 0 500 CARTER CREEK FLOODWAY Reach = 5 11 .89 POST DEVELOPMENT 1000 1500 2000 Station (ft) 2500 3000 WS4 WS3 WS2 ws 1 ---Ground --·--lneff • Bank Sta g c 0 ~ > Q) w CARTER CREEK FLOODWA Y Reach = 5 11 .89 POST DEVELOPMENT 0 . L _____________ .06 265 r l ~ 260 J • 255 --l 250 ~ I 245 240 0 8 5 f~:~ I --WS 1 ---· --· -- Ground ---~- lneff • Bank Sta 235 -1-~~~~~.---r----.----,----,----~~~-~~~~~-.---r----.----,----,----~--,----i----~--,---,-~ 0 500 1000 1500 2000 2500 3000 Station (ft) HEC-RAS Plan: POST DEVEL. Reach: 5 10/31/96 14239.00 , 254 .93 255 .50 4 .20 12.12 3.64 15714 .00 i 254 .93 255 .81 4.43 12.43 5.18 3.85 17487 .00 254 .9 3 256 .16 4 .69 12 .78 5.49 4 .09 I 11845 .00 1--254 .78 254 .78 4 .73 6 .67 4 .60 4 .36 14239 .00 254 .78 255 .35 5.10 7 .24 5 .00 4 .61 157 14 .00 254 .78 255 .65 1 5.29 7 .54 5 .20 4.75 17487 .00 254 .78 255 .99 5.49 7 .89 5.41 4 .90 I 1 1845 .00 ' 254 .76 254 .76 1 5 .21 5.21 14239.00 1 254 .76 255 .33 i 5 .62 1 5.74 2.64 151 14 .00 : 254 .76 255 .64 5 .89 6 .02 2.80 174 87 .00 254 .76 255 .98 6 .19 6 .33 2.97 11845 .oo ' 254 .76 14239 .00 ; 255 .33 15 7 14 .00 255 .64 I 17487 .oo-;--25 ~98 1 ' ' I 1184 5 .00 254 .55 254 .55 5 .01 5 .01 14 2 39 .00 254 .55 255 .11 5.42 5 .53 2 .53 15 714 .0D; 254 .55 255.43 5.70 5.83 2 .69 174 87 .00 1 254 .55 255 .79 1 6 .02 6 .15 2 .88 I 11845 00 1 254 .53 254 .53 1 4 .74 4 .67 4 .94 14 2 39 .00 1 254 .53 255 .09 5.24 5 .18 5.41 15714.o5T-254 .53 255 .41 5 .53 5.47 5.69 17487 .00-254 .53 255.77 5 .84 5 .79 5.99 11845 . ocrr---254.41 254.41 4.49 12 .24 4 .30 4 .31 14 239 .0·01-254.41 254 .96 5 .02 12 .80 4 .83 4 .84 157 14 .ooi--254.41 255 .29 1 5.32 13 .12 5 .14 5.15 17487 .00 254.41 255 .64 , 5.66 13.48 5.48 5.48 ------- i 1201 8.00 -;-·--254 .20 254 .ior---5.40 11 .83 2 .08 3.81 14636-.-00-,---254 .20 254 .73 5.71 12 .36 2 .29 4 .17 --·----16 232 .00 254 .20 255 .03 1 5.89 12 .67 2.42 4 .37 ----···---18108 .00 254 .20 255 .37 6 .08 13 .01 2 .57 4 .59 ----·--12078 .0 0 254 .06 254 .06 5.14 9.65 2 .03 4 .38 14636 .00 1 254.06 254.57 5 .56 10.16 2 .29 4 .81 1623 2 .00i 254 .06 254 .87 5 .81 10.46 2.43 5.06 18 ·n fa.o o 1 254 .06 255 .19 6 .07 10 .79 2 .60 5.33 I 12078 .00 252 .73 1 252 .73 2 .71 12.44 1.68 2 .61 14 6 36 .00 252 .73 1 253 .21 1 3.14 12 .92 2 .13 3.04 16232 00 1 252 .73 253.48 3.38 13 .20 2 .38 3.29 18108 .00 252 .73 253 .79 3.65 13 .51 2 .66 3.56 1 2_0 !8~00J 250 .87 250.87 3.53 11.16 1.59 3.49 Reach: 5 10/31/96 (continued) 4 .15 11 .92 4 .17 18108.00 250.87 251 .93 ! 4 .39 12 .22 2.24 4.44 -·-· 249 .82 1 12078 .0 0 249 .82 1 3.05 8 .29 1.43 3.58 -------14636 .00 249 .82 1 250 .33 1 3.48 8 .79 1.85 4 .06 ---' 16 232.00 249 .82 250 .64 1 3.76 9 .10 2 .12 4 .34 18 108.00 249.82 250 .95 ! 4 .03 9.41 2.40 4 .63 -------·- I 12078 .00 -249 .18 249 .18 1 0 .59 3 .26 3 .25 9 .60 ----------146 36.00 249 .18 ' 249 .71 . 3 .54 10.13 0 .85 3.63 1623 2 .. 00 ____ 249 .18 250 .02 : 3 .21 , 10.44 0 .54 3.63 -------------181 08 .00 249.18 250 .35 1 3.46 10 .76 0.83 3.91 I 13 972 .00 · 248 .24 248 .24 , 4 .02 8 .51 3 .59 4 .25 16980 .00 248 .24 248 .78 4 .50 9 .05 4 .07 4 .75 -----18803 .00 248 .24 1 249 .09 1 4 .78 , 9.37 4 .34 5 .03 ----·--24 9.4 3 1 4 .64 5 .33 20891 .00 248 .24 5 .08 9 .71 1 ----·- ! 13972 .00 247 .95 247 .95 1 3.99 10.09 3.89 3 .69 16980.00 247 .95 248 .50 4.48 10 .64 4 .38 4 .17 18803 .00 247 .95 248.81 1 4 .76 10 .95 4 .66 4.45 20891 .00 247 .95 249 .1 5 ! 5.06 11 .29 4 .97 4 .75 13972.00 247.46 247.46 4 .48 8 .51 4 .57 3 .25 16980 .00 247.46 24 7.99 4 .92 9.04 5 .00 3 .75 ·-18803 .00 247.46 248 .3 0 1 5.18 9.35 5 .25 4 .03 20891 .00 247.46 248 .63 5.45 9.68 5.51 4 .33 I I 1397i.OO 245 .88 245 .8 8 3 .05 10 .70 3.35 2.04 ----1698 0.00 245.88 246 .36 3.43 11 .18 3.66 2.48 188o31lo-245 .88 246 .68 3.67 11 .50 3.86 2.77 20891 .00 245 .88 247 .01 I 3.93 11.83 4 .07 3.07 I 13028 .00 244 .03 244 .03 [ 2.88 10.99 3 .81 2 .13 --f6157 ~00 244.03 24 4 .5i l-3.35 11 .53 1 4 .32 2 .60 18436.00 244 .03 245 .00 i 3.72 11.97 4 .72 2.97 ----2 0958 .00 244.03 245 .36 1 4 .03 12 .33 5 .05 3.27 -----13028 .00 243.21 243 .21 4 .06 8 .72 3.64 4 .08 . ----· 16157.00 243 .21 243 .73 4 .52 9 .24 4 .10 4 .53 -. ------243.21 244 .1 2 4.40 9 .63 4 .44 4 .10 18436.00 ----·-20958 .00 243 .21 244 .4 8 4 .71 9.99 4 .76 4.41 .. -··-- -13028 .00 242 .31 242 .31 i 3 .66 8 .15 3 .19 3 .70 --1-6157 .00 242.31 242 .77 4.05 8 .62 3 .56 4.12 18436 :00 242 .31 243 .09 1 4 .32 8.93 3.81 4 .40 --2-095 8-:o o 242 .31 243.41 4 .59 9.26 4 .07 4 .69 13 028 .00 1 239 .59 239 .59 2 .71 5 .72 2 .54 16157 .00 239 .59 240 .04 3.08 5 .63 2 .93 8_.,32 HEC-RAS Plan: POST DEVEL. Reach: 5 10/31/96 (continued) 18436.00 20958 .00 152 hoo 19738 .00 2:3022 .00 26448.00 15211 .00 19 '7'38.0 0 23022.00 26448 .00 152 11 .00 19738.0 0 230 22.00 26448 .00 1664 8 .00 21558 .00 5 .68 1 3.20 240.61 ' 3 .57 1 5 .73 3.44 237 .38 [ 237 .38 j 2 .30 i 3 .61 1.22 3.03 ----,2~3 ~7 .~38-l --~237 .92 ' 2 .68 1 4 .02 1 1.63 3.43 4 .36 1 1.62 3.71 -237.38 238~2°'81 ___ 2.1,_.,1-: ---~-=-r----:-::--=-i----..,=-=-:-1 237~.3~8~1 --2313 ~52-·---3.02 : 4.70 1.95 3.98 3 .73 0.21 3.64 4 .31 0 .76 4 .21 I 236 .06 1 236 .06 1 2 .88 ' 236.06 ' 236 .64 I 3.40 236 .06 1 237.01 ' 3 .72 , 4 .68 1.09 4 .57 -2~3._,.6 _,,.o-0-6 ,....I ---o-231-:-37'---:f64r 5 .05 1.40 4 .92 ------~ --------------------+------+------< 2 .29 3.39 ---·-'------~------J..-----1----~-o+-------,~ __ 23_5_.5_7tl ___ 2_35 .57 i 235.57 236 .14 i 235 .57 1 236 .50 1 2-3-5-.5-7 ___ 236 .86 I 3 .28 1 3 .72 4 .05 4 .38 7 .67 7.78 8 .14 8 .50 2.78 3.82 3 .09 4.16 3 .39 4 .50 ------.. ---------~-----1------+------1 ----+--------------+--· 234.76 23476 1 2 .54 1 2.54 234 .76 235.35 1 3.04 3 .04 ------+------..J-----~----.___-----11------; 251 34.00 234 .76 235.73 3 .35 1 3 .35 28956.00 234 . 76 I 236 .10 3 .67 ' 3 .67 DRAINAGE KEPORT FOR i'?_V, r:;D ()~ ~\ vrr-cv CLASSIC REALTY ~c,~{}ef f N ~IQ' PHASE ONE \J~-r 41~~ ~e:~ 2607 HAR VEY ROAD ~ ~ COLLEGE STATON, BRAZOS COUNTY, TEXAS ' -~ ....... €°,.}-·_,, 11.·7 ar ;--....... * ...... ';fd'tt ·~~ J'•1 \•~ b 'tt d "*' '*l Su ml e By ~ ........ -...................... ~ • MICHAEL G. HESTER 1. . ~ ................................. ~ '·-o· 1~' ~,~\1) 69104~~· tf!J j~ •• ~,..., t::~ ·" ;II 't ·~ .. ~ S1'.,.. •• .,, ,~ s ......... .. ~ \:)41#'.1 \SIONAL ~--Hester Engineering comyany \.\.,, ........ 7607 Eastmark Drive, suite 250 college station, TX 77840 (409) 693-1100 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. ~""''''' ---f:.. OF l'. '' ;:-<.,t--~ ........... ~ .. F't ""~ .... * "-·':'~ .. J'•l \•'t "•i \•J, f """;.;icHAELG~HesrEA··-J~ J-z. 7 q .l .................... " ......... . · · S ~~tv~ 69104~<:>/$,,, :1..t~S:~~'s1E.~.--~~~ I.\\ S1D;;:a;l°~t--• "'"'"'~­Engineer No. 69104 CLASSIC REALTY PHASE ONE -CERTIFICATION TABLE OF CONTENTS DRAINAGE ANALYSIS INTRODUCTION EXISTING DRAINAGE BASIN DESCRIPTION PROPOSED DRAINAGE DRAINAGE FACILITY DESIGN CONCLUSION DRAINAGE MAPS TABLE ONE -SUMMARY OF RESULTS PREDEVELOPMENT CONDITIONS POSTDEVELOPMENT CONDITIONS PREDEVELOPMENT RUNOFF (CFS) POSTDEVELOPMENT RUNOFF (CFS) DETENTION BASIN PEAK OUTFALL (CFS ) DETENTION BASIN PEAK ELEVATION DETENTION BASIN TOTAL STORAGE IN POND (CF) PREDEVELOPMENT CONDITIONS POSTDEVELOPMENT CONDITIONS VOLUME CALCULATIONS OUTFALL STRUCTURE STORM ROUTING MISCE LL ANEOUS STRUCTURES CLASSIC REALTY -PHASE ONE -TABLE OF CONTENTS INTRODUCTION: DRAINAGE ANALYSIS CLASSIC REALTY -PHASE ONE 2607 HARVEY ROAD COLLEGE STATION, TX NOVEMBER, 1995 The proposed development is located along Harvey Road approximately 300 feet east of the State Highway 6 frontage road. The legal description is Harvey Road East Subdivision, Lot 2. Phase One of the proposed development includes a 6000 square foot building, parking area and associated infrastructure. The drainage area for phase one consists of 1.06 acres of grassland with numerous large oak trees. The west side of the site has a private access driveway to the Furrows store and the north side of the tract has a large concrete lined drainage channel. These areas and a portion of the east side of the tract are not included in the watershed for phase one. The terrain slopes in a northerly direction toward the channel with an average grade of about 0. 5%. The latest Flood Insurance Rate Maps show that a portion of the lot is in the regulatory 100-year flood plain. The site is zoned commercial and is being developed by Classic, Inc. Mr. Frank Thurmond, P.O. Box 3905 Bryan, TX 77805 (409)776- 6000. The goal of this study is to provide an economic design that will effectively manage the runoff produced by a 2, 5, 10, 25 and 100 year storm by the use of a detention facility that will not increase the peak rate of discharge for the watershed and a design that complies with the City's Stormwater Design Standards. CLASSIC REALTY -PHASE ONE -DRAINAGE ANALYSIS PAGE 1 OF 4 PAGES EXISTING DRAINAGE BASIN DESCRIPTION: The runoff from the 1. 06 acre site is managed within the boundaries of the site which sheetflows in a northern direction toward the lined channel. Once the sheetflow reaches the channel the water travels along the channel, goes under Harvey Road and to Carter Creek. The peripheral water along the west side of the site is routed toward Furrows by the private driveway and the water along the south side is managed by an open ditch along Harvey Road which routes the water to Carter Creek. PROPOSED DRAINAGE: The proposed design will route the runoff across the site and concentrate it at the proposed detention facility. At this point it will be metered out and discharged into the lined channel. Then it will travel along the channel to Carter Creek. The referenced Base Flood Elevation (BFE) was taken from two reports prepared by Meyer, Lytton, Allen, Inc. (MLA) . The MLA reports were prepared for the original Furrows store and the corner lot at Harvey Road and the East By-Pass. MLA determined the BFE using a HEC2 hydraulic model of the area and both reports concluded that the BFE is controlled by the tailwater from Carter Creek. The outlet for the basin is approximately 1.0 feet above the drainage studies BFE to preclude any tail water effect in the basin and to elevate the site. The base flood will be contained in the concrete lined channel at least for phase one of the proposed construction. The grading plan (Sht. C2) included MLA's BFE elevations and topographical information along the concrete channel. CL ASSIC REALTY -PHASE ONE -DRAINAGE ANALYSIS PAGE 2 OF 1 PAGES The drainage area presented in this report includes only water flowing through the basin. The concrete lined channel and the driveway are existing and will not go through the basin. EXISTING -VS-IMPROVEMENTS STORM RUNOFF CALCULATIONS Predevelopment Conditions for entire 2.06 acre tract: 1.78 acres @ 0.3 0.28 acres @ 0.9 Storm 2 Outflow 4.95 5 6.04 Q allowable 10 25 100 6.78 7.75 9.15 Detention Basin Routing 1.06 acres (Phase One improvements): 0.42 acres @ 0.3 0.64 acres @ 0.9 Storm 2 Peak 1.96 Outflow Remainder of lot 0.72 acres @ 0.3 0.28 acres @ 0.9 Storm 2 Outflow 2.95 1. 96 + 2.95 4.91 5 10 25 100 2.26 2.45 2.66 3.02 not routed through basin (1.0 acres): 5 3.60 2.26 + 3.60 5.86 10 4.04 SUMMARY 2.45 + 4.04 6.49 25 4.61 2.66 + 4.61 7.27 100 5.45 3.02 + 5.45 8.47 All storms leaving the site after the construction of Phase One are less than predevelopment conditions. CLASSIC REALTY -PHASE ONE -DRAINAGE ANALYSIS PAGE 3 OF+ PAGES The discharge f rum the basin will not exceed th_ predevelopment conditions for any of the design storms. When phase two of the site is constructed the phase one detention basin will be removed and a phase two basin will be constructed on the eastern portion of the tract. DRAINAGE FACILITY DESIGN: Predevelopment discharges for the 2, 5, 10, 25 and 100 year storms were determined using the Haestead Methods Quick TR-55 rational method for computing runoff hydrographs. Detailed calculations are contained in PREDEVELOPMENT CONDITIONS. Post-development discharges were determined utilizing the same hydrography methodology. The detention facility was modeled using the Haestead Methods Pond Pack computer program. Hydrographs were determined for inflow to the detention facility and outflows from the detention facility. Detailed calculations are contained in POSTDEVELOPMENT CONDITIONS. A summary of the results of all discharge calculations is presented in TABLE ONE. The detention facility is designed to function for a range of storms up to the 100 year storm. Outflow for storms up to the 100 year storm are contained within the outlet control works. A 0.5 foot freeboard is provided in the basin. CONCLUSION: This project is in compliance with the City's Stormwater Design Standards. CL ASSIC REALTY -PHASE ONE -DRAINAGE ANALYSIS PAGE 4 OF 4 PAGES ~ ... n'tl';COH'T'll.oCTOllM-W.l.9':11<SrONse<ZnJlllTHCCiw:-t UXATIOM Of' ALL lXdn-.o vnunn ,.,., """-I.. C(INtlC"f VTIUT'r' COMl'AllY ..Cl'MKH"l"l'-'1:5 ... "'°""" .. ~ Of' -ou:-... v.o.-. COU.l:C[ ST"T'IOfol -llollCTl -CUU"Y -"114-llMI LONI[ """ c...s -o.C~ a-..c -711-llJ.4 CTC -~ .... n -n1-~n "!CA -_l............_-... -u .. COU.CtrSlAT'IOfolo..J:C-l'ON't~ ...... -11•-JolM ~"C°O.l'AHSIOH"°""IS TO K l'LJICD) •T 100 n:n ,.,,.,..-,~ .. ~ ..... 10 HO. s.t;( O(T,,_._ 5"1'. CJ "-""""' -~·1'1'·-~: ... _·~--"V' ~·' ~-~ ~-.1l )> IA I I I iA PLAN ~jo II 81 ,..,: II "I ...... ._.... 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CUY. l~.'9 ,,,,"J I I [-I ~0~~211-Clt!SJWCOCON?Ol.l•-m-I ' ' CO~TROL LEGEND --~I ·•-t--·-:k_ •===: ------. . . . ~--:--+ ---~ -.---UC -•-•--. =---~ --------. . -....._ ... __ _ ---® ------------------.._GENERAL NOTES: MISCEL.L.AN£0US: ~~~ PAVEMENT ~El~ u.r -.-•no c....-.i OONCCfl:D 1r I fl/~ KTl'IUll 90UNIDI ..... ~MOl"OSlDl"\IV'T. ~1:~ AT•ll' OC.-CM.IUI J101Hr•/-9ClftMa1 .. AU.i:M'O'~'lt~~~P~~.,-t1Aa"t-1" •c ~~ ....... ~cu AU.~,... c-.... .,. or uuo NtO ~NO~ .,:s-1~.:':~ ~ 1,.AYOI OI' ~ -TDllUllL ~:..~~~.w:'l"On:i:.=,:»: °' tf!Aa OICTDITION ........ TO •C ~ Wtl1'1 --...as. OOlfTMCTOlll ......... K~Rl'l:DT.-...C.OIC.lt.1N'fClllO..llllt TMC OOHnVoe'TOilll SKA.l.L COMT"MH AU. SU>MDIT rftOM 'nC ~:J·~~~g. ~111~~-..,. THC u• or ..,T AU. WUO 0"' D•-18 o.--T.-D -'nC 9T-S'T9 .... A --.T -~·l~~~-"'°"~~~tTt~ nc n.41: CONntACT04'1 SHottU. •1: illll:'SllOONSIM.11: n>llt illlCUOlllHO AU. llCD<t.CH'T CD°""'°'-DC\l"OC:5• _,.I: .. THC COH.,...VCTIOH I• CO_.,._ N-10 THC ~HD AM.AS HAVC •UH ST~:U:O. AU. 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CUl'9 ANO OtlfT1:111 """° ,.,,,1nuHO LOl'S ~ ~~o:ro"~.:t" ... ~~.~~=.:·~.J.:'oP::r ~~ ..:-OIOICOCll'fl'OflllDCWl\U{.~CONlollTOIPNO..J ..... ~"IMQIComJISH~mDMCTIOHt. lttltiLLKOft_. HO • .J SOIOOnl OOIOllCa'llONS :Oll'f ••UDIW.. -~· SL-IOll~~lll:OUAl..00'1110"1 I( A --OT ' IM(;H(S. CONICCTIONll ftl ClltSl'IHCI ITlllUCr\JlltCS lOKSAIJIOCVt. "=:°w.~ _ .. ·~~· ---· 1• -· -~· 116UC. (lllC--)n.>.l r OIA.0.0...-UOll'ft ~nu.rD•/CIONCfWYr :g,., .. COIC:lteft"W/Mn.ICftroC ¥~~~:::;;.,;.ONCar.• 1t'I ....'IOI~--. ~':~"7ll Al 1r 0.C. N«J COUl.JI( TMC COHTMC1'0" li.w...L. COH'fU'I M..L ICOfWOll ...aM 'TMC: ~~::..~~~ o,..r:~.·y TMC Ull 0# Ho\V r:~~~~~~~~i·~iJ~~~T~ 1'HC COHT-e-rOA S~ •I: 1111.-~•Lll rQlll IOll.-..C M...L 110o..,CN1' CO""""°"-OC'o'Oe&:a _,..;IOI '1' .. C COHSnOUCTIOH • CO .. ~\.ll'l"S -0 lHll ~1'10 ---_._. •llllN ..,. ....... 110. ALL stU:Cf ,.._l NOi ~ON S>WJ.. K P\JllC:l"D AHO C~ACT£D TO Ttl( U'C0'1CAnoHS SlATlD IN nc: CCOT'[O.HICM. ltUO«f NCM0CD 9'f nc 01oWHc11. "'°""" •l'IONtOC!flN -., . ., 1-111-1-~-~--~------'"'""' ~~~ p[onca.noo.S-(""°""°'11 ... ~, ""' O('T'[ll'f'IONl"Ol>«>~IU.Cll'f TO IC OOO#N:ftD TO 111• ::~--~~ DRIVEWAY AND PARKING SPACE DETAIL FLUME DETAIL AT END OF PAVEMENT SOUTH DRIVE >-~ ~5l ~ §EN~~ ~s~~: 0: <:_'.)iii~:!: ·= -~~ ~ ffi ~~E vn ... w ~ . !j!~~~§ ~ES~~~ ~ES~~: Q5~~i :::l:::Z:: ,...g_ ~ ~ ~f!l~~ ~~~g ~~~ tJi ~,__ ~ I Vl ® ,-..w ~ o<.:> <DW N...J d ;5 tJ u z ~ "~ 0.. ~,.,ti~ w iii;;~g l) :i"'lii ~ ~~~8 ~ (/)l")ijt/1 er ~N~o 0 ~:: ~ o"' " ~ ~~~z o:-'~Q l) '(;;'$ ~ ~ &:NO:;; <~o:IJ J:g~§ ii:-' 0 0 TABLE ONE CLASSIC REAL TY, INC. -PHASE ONE NOVEMBER, 1995 PREDEVELOPMENT RUNOFF CONDITIONS AREA RUNOFF AREA NO. IC' (ACRES) PERVIOUS 0.3 1. 06 PREDEVELOPMENT RUNOFF (CFS) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 2.00 2.45 2.74 3.14 3.70 POSTDEVELOPMENT RUNOFF CONDITIONS AREA RUNOFF AREA NO. IC' (ACRES) PERVIOUS 0.3 0.42 IMPERVIOUS 0.9 0.64 POSTDEVELOPMENT RUNOFF (CFS) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 4.42 5.40 6.06 6.92 8.17 BASIN DESIGN DETENTION BASIN PEAK OUTFLOW (CFS) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 1. 96 2.26 2.45 2.66 3.02 DETENTION BASIN PEAK ELEVATION 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 258.02 258 .12 258.18 258.25 258.34 DETENTION BASIN TOTAL STORAGE IN POND (CF) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 1344 1941 2390 2961 3826 CLASSIC REALTY, INC. -PHASE ONE -TABLE ONE PREDEVELOPMENT CONDITIONS CLASSIC REALTY -PHASE ONE Quick TR-55 Ver.5.44 Executed: 15:33:15 S/N:1315430080 11-30-1995 CLASSIC REALTY -OFFICE/RETAIL CKt 'fER HARVEY ROAD EAST SUBDIVSION LOT 2 PRE-DEVELOPMENT CONDITIONS-PHASE ONE · 1.06 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff I c I GRASSLAND 0.300 Area acres 1.06 Tc (min) Wtd. I c I 10 .00 0.300 Adj. I 'C' in/hr 0.300 6.300 Total acres 1. 06 Peak Q (cf s ) 2.00 Quick TR-55 Ver.5.44 Executed: 15:33:15 S/N:l315430080 11-30-1995 CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 PRE-DEVELOPMENT CONDITIONS-PHASE ONE -1.06 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 = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff I c I GRASSLAND 0.300 Area acres 1. 06 Tc (min) Wtd. IC' 10.00 0.300 Adj. I 'C' in/hr 0.300 7.690 Total acres 1.06 Peak Q (cfs) 2.45 Quick TR-55 Ver.5.44 Executed: 15:33:15 S/N:1315430080 11-30-1995 CLASSIC REALTY -OF:"ICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 PRE-DEVELOPMENT CONDITIONS-PHASE ONE -1.06 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I cf GRASSLAND 0.300 ---------- Area acres 1.06 Tc (min) Wtd. I c I 10.00 0 .300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 8.630 Total acres 1.06 Peak Q (cfs) 2.74 Quick TR-55 Ver.5.44 Executed: 15:33:15 S/N:l315430080 11-30-1995 CLASSI~ REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 PRE-DEVELCPMENT CONDITIONS-PHASE ONE -1.06 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I GRASSLAND 0.300 Area acres 1.06 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 9.860 Total acres 1. 06 Peak Q (cf s) 3.14 Quick TR-55 Ver.5.44 Executed: 15:33:15 S/N:l315430080 11-30-1995 CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 PRE-DEVELOPMENT CONDITIONS-PHASE ONE -l.C6 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 = 1 C 1 adjustment factor for each return frequency Subarea Descr. Runoff ,c, GRASSLAND 0.300 Area acres 1. 06 Tc (min) Wtd. I cf 10.00 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 1 C 1 = Wtd.1 C 1 xi ========================= ======== Adj. I I cl in/hr 0.300 11.640 Total acres 1. 06 Peak Q (cfs) 3.70 POSTDEVELOPMENT CONDITIONS CLASSIC REALTY-PHASE ONE Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE ********************************************************************** * * RETURN FREQUENCY: 2 yr 'C' Adjustment: 1.000 Allowable Outflow: 2.00 cfs * Required Storage: 2,023 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 2.46 cfs Inflow .HYD stored: THR2PST .HYD * ********************************************************************** I /------- x x . x Td = 30 minutes Return Freq: 2 yr Approx . Duration for Max. Storage I ------/ C adj.factor: 1.00 x x 0 Tc= I = . Q I . 10.00 6.300 4.42 minutes in/hr cf s Required Storage Area (ac) : Weighted C: Adjusted C: 2,023 cu.ft . Td= I 1. 06 0.66 0.66 x x x x x x x x x x x x x x x x x x Q = 30 minutes 3.500 in/hr 2.46 cfs x o Q= 2.00 cfs 0 x (Allow.Outflow ) 0 0 NOT TO SCALE x ===========::::; 0 x 31.86 minutes Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:1315430080 11-30-1995 F L 0 w c f s MODIFIED RATICNAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 2.45 cfs * 2,532 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.10 cfs Inflow .HYD stored: THR5PST .HYD * ********************************************************************** I /------- x x . x Td = 29 minutes Approx. Duration for Max. Storage I ------/ x x 0 Tc= I = Q 10.00 7.690 5.40 minutes in/hr cf s Required Storage 2,532 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 5 yr C adj .factor: 1.00 Area (ac) : 1. 06 0.66 0.66 Weighted C: Adjusted C: Td= I = Q = x 29 minutes 4.420 in/hr 3.10 cfs o Q= 2.45 cfs x (Allow.Outflow) x 0 x 31.10 minutes Quick TR -55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: 2.74 cfs * 2,954 cu.ft. * Required Storage: *--------------------------------------------------------------------* * Peak Inflow: 3.47 cfs Inflow .HYD stored: THRlOPST.HYD * ********************************************************************** I /------- . x 0 x x Td = 30 minutes Approx. Duration for Max. Storage I ------/ x x 0 Tc= I = Q = I . I 10.00 8.630 6.06 minutes in/hr cf s Required Storage 2,954 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 10 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 1. 06 0.66 0.66 Td= 30 minutes I = 4.940 in/hr Q = 3.47 cfs x o Q= 2.74 cfs x (Allow.Outflow) x x '----------------------------------------------------- 32.10 minutes Quick TR -55 Ver.5.44 Ex ecuted: 15:40:14 S/N:l315430080 11-30-1995 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- F i rst peak outflow point assumed to occur at inflow recession leg . CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE ********************************************************************** * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 Allowable Outflow: 3.70 cfs * 4,099 cu.ft. * Required Storage: *--------------------------------------------------------------------* * P e a k Inflow : 4.56 cfs Inflow .HYD stored: TRlOOPST.HYD * ********************************************************************** I /------- . x 0 x x Td = 32 minutes Approx . Duration for Max . Storage I ------/ x x 0 Tc= I = Q = 10.00 11.640 8.17 minutes in/hr cf s Required Storage 4,099 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 100 y r C adj.factor: 1.00 Area (ac) : 1. 06 0.66 0.66 Weighted C: Adjusted C: Td= I = Q = x 32 minutes 6.500 in/hr 4.56 cfs o Q= 3 .70 cfs x (Allow.Outflow ) x x 33.89 minutes Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 Weighted C CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE **** Modified Rational Hydrograph ***** 0.662 Area= 1.060 acres Tc = 10.00 minutes Adjusted C = 0.662 Td= 30.00 min. I= 3.50 in/hr Qp= 2.46 cfs RETURN FREQUENCY: 2 year storm Output file: THR2PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 2 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 35.00 0.00 1. 72 2.46 2.46 2.46 1.23 0.25 0.49 1.97 2.21 2.46 2.46 2.46 2.46 2.46 2.46 0.98 0.74 0.74 0.98 1.23 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.21 1. 97 1. 72 0.49 0.25 0.00 1. 47 2.46 2.46 2.46 1. 47 I = I k.'- 1 ~ Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:1315430080 11-30-1995 CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ON£ * * * * * * 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' PREVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.42 0.64 Tc (min) Wtd. I c I 10.00 0.662 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.662 8.630 Total acres 1. 06 Peak Q (cfs) 6.06 Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:1315430080 11-30-1995 CLASSIC REALTY -OFFICE/RETAIL CENTErt HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE * * * * * * 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' PREVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.42 0.64 Tc (min) Wtd. IC' 10.00 0.662 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.662 9.860 Total acres 1.06 Peak Q (cf s) 6.92 Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 CLASSIC REALTY -OFFICE/RE'.1.'AIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITION3 -PHASE ONE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where : Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres ad j = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PREVIOUS 0 .300 IMPERVIOUS 0.900 Area acres 0.42 0.64 Tc (min) Wtd. 'C' 10.00 0.662 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj . I 'C' in/hr 0 .662 11.640 Total acres 1. 06 Peak Q (cf s ) 8.17 Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 MODIFIED RATIONAL MET:iOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 2.00 cfs Hydrograph file duration= 30.00 minutes Hydrograph file: THR2PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.662 0.662 0.662 0.662 0.662 0.662 10 15 20 6.300 5.200 4.400 1. 06 1. 06 1. 06 Qpeak cf s 4.42 3.65 3.09 VOLUMES Inf low Storage (cu. ft.) (cu.ft.) 2,654 3,285 3,707 1,454 1,785 1,907 ************************************************************ Storage Maximum 0.662 0.662 30 3.soo 1.06 2.46 I 4,423 2,023 **************************************************************************** 0.662 0.662 0.662 0.662 40 so 2.900 2.500 1. 06 1. 06 2.04 I 1.75 4,886 1,886 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 MODIFIED R.i..TIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 2.45 cfs Hydrograph file duration= 29.00 minutes Hydrograph file: THR5PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.662 0.662 0.662 0.662 0.662 0.662 10 15 20 7.690 6.380 5.480 1. 06 1. 06 1. 06 Qpeak cf s 5 .40 4.48 3.85 VOLUMES Inf low Storage (cu.ft. ) (cu.ft. ) 3,239 4,031 4,616 1,769 2,193 2,411 ************************************************************ Storage Maximum 0.662 0.662 29 4.420 1.06 3.10 I 5,399 2,532 **************************************************************************** 0.662 0.662 0.662 0.662 0.662 0.662 30 40 50 4.330 3.610 3.120 1. 06 1. 06 1. 06 3.04 2.53 2.19 5,471 2,531 6,082 2,407 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 MODIFIEC RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 2.74 cfs Hydrograph file duration= 30.00 minutes Hydrograph file: THRlOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.662 0 .662 0.662 0.662 0.662 0.662 10 15 20 8.630 7.190 6.210 1. 06 1. 06 1. 06 Qpeak cf s 6.06 5.05 4.36 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 3,635 4,543 5,231 1,991 2,488 2,765 ************************************************************ Storage Maximum 0.662 0.662 30 4.940 1.06 3.47 I 6,242 2,954 **************************************************************************** 0.662 0.662 0.662 0.662 40 50 4.140 3.590 1. 06 1. 06 2.91 I 2.52 6,975 2,865 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:1315430080 11-30-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 3.14 cfs Hydrograph file duration= 31.00 minutes Hydrograph file: THR25PST.HYD Tc = 10.00 minutes ............................................................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.662 0.662 0.662 0.662 0.662 0.662 0.662 0.662 10 15 20 30 9.860 8.230 7.120 5.670 1. 06 1. 06 1. 06 1. 06 Qpeak cf s 6.92 5.78 5.00 3.98 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 4,153 5,200 5,998 7,165 2,269 2,845 3,172 3,397 ************************************************************ Storage Maximum 0.662 0.662 31 5.570 1.06 3.91 I 7,273 3,411 **************************************************************************** 0.662 0.662 0.662 0.662 40 50 4.770 4.140 1. 06 1. 06 3.35 I 2.91 8,036 3,327 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 15:40:14 S/N:l315430080 11-30-1995 MODIFIED RATIONAL MET:..10D Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. CLASSIC REALTY -OFFICE/RETAIL CENTER HARVEY ROAD EAST SUBDIVSION LOT 2 POST DEVELOPMENT CONDITIONS -PHASE ONE RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 3.70 cfs Hydrograph file duration= 32.00 minutes Hydrograph file: TRlOOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.662 0.662 0.662 0.662 0.662 0.662 0.662 0.662 10 15 20 30 11.640 9.730 8.430 6.750 1. 06 1.06 1.06 1. 06 Qpeak cf s 8.17 6.83 5.92 4.74 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 4,903 6,147 7,101 8,529 2,683 3,372 3,771 4,089 ************************************************************ Storage Maximum 0.662 0.662 32 6.500 1.06 4.56 I 8,761 4,099 **************************************************************************** 0.662 0.662 0.662 0.662 40 50 5.690 4.950 1. 06 1. 06 3.99 I 3.47 9,587 4,037 Qpeak < Qallow VOLUMES CLASSIC REALTY -PHASE ONE POND-2 Version: 5.15 S/N: 1295130055 CLASSIC REALTY, INC. 2607 HARVEY ROAD PHASE ONE DETENTION POND VOLUMES CALCULATED 11-30 -1995 15:46:18 DISK FILE: C:\PONDPACK\THR .VOL Planimeter scale: 1 inch 1 ft. * Elevation (ft) Planimeter (sq. in.) Area (sq .ft) Al+A2+sqr (A l*A2 ) (sq .ft) Volume (cubic -ft) Volume Sum (cubic-ft ) * 257.00 257.50 258.00 258.50 258.89 0.00 448.00 4,983.00 13,326.00 17,750.00 0 448 4,983 13,326 17,750 0 448 6,925 26,458 46,456 0 0 75 75 1,154 1,229 4,410 5,638 6,039 11,678 2 IA= (sq.rt(Areal ) + ( (Ei-El)/(E2-El) )*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 Ei Areal,Area2 IA Closest two elevations with planimeter data = Elevation at which to interpolate area = Areas computed for El, E2, respectively Interpolated area for Ei Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq .rt. (Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for EL l, EL2, respectively = Incremental volume between ELl and EL2 OUTFALL STRUCTURE CLASSIC REALTY-PHASE ONE Outlet Structure File: THR .STR POND-2 Version~ 5 .15 Date Executed: S /N: 1295130055 Time Executed: **************** CLASSIC REALTY 2607 HARVEY ROAD OUFALL STRUCTURE **************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cf s) Contributing Structures --------------------------------------------- 257.00 0.0 1 257.10 0.1 1 257.20 0.2 1 257.30 0.3 1 257.40 0.5 1 257.50 0.7 1 257.60 0.9 1 257.70 1.1 1 257.80 1. 3 1 257.90 1. 6 1 258 .00 1.9 1 258.10 2.2 1 258 .20 2.5 1 258.30 2.8 1 258.40 3.3 1 +2 258.50 4.1 1 +2 258.60 5.3 1 +2 258.70 6.6 1 +2 258.80 8.1 1 +2 258 .89 0 .0 Outlet Structure File: THR .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: **************** CLASSIC REALTY 2607 HARVEY ROAD OUFALL STRUCTURE **************** Outlet Structure File: C:\PONDPACK\THR Planimeter Input File: C:\PONDPACK\THR Rating Table Output File: C:\PONDPACK\THR Min. Elev. (ft) = 257 Max. Elev. (ft) = 258.89 .STR .VOL .PND Iner. (ft) = . 1 Additional elevations (ft ) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure WEIR-VR WEIR-VR No. 1 2 Q Table -> -> Q Table 1 2 Outflow rating table summary was stored in file: C:\PONDPACK\THR .PND Outlet Structure File: THR .STR POND-2 Version: 5.15 Date Executed: .S/N: 1295130055 ·:.:ime Executed: **************** CLASSIC REALTY 2607 HARVEY ROAD OUFALL STRUCTURE **************** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft)? E2 elev. (ft)? Weir coefficient? Weir elev. (ft) ? Length (ft)? Contracted/Suppressed 257.00 258.89 3.25 257.00 0.58 (C/S)? S Outlet Structure File: THR .STR P0ND-2 Version: 5.15 Date Executed: S/N: 12 9 "5 13 0 055 Time Executed: **************** CLASSIC REALTY 2607 HARVEY ROAD OUFALL STRUCTURE **************** Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** E l evation (ft) 257.00 257.10 257.20 257.30 257.40 257.50 257.60 257 .70 257.80 257.90 258.00 258 .10 258.20 258.30 258.4 0 258.50 258.60 258.70 258.80 258.89 Q (cfs) 0.0 0.1 0.2 0.3 0.5 0.7 0.9 1.1 1.3 1 .6 1. 9 2 .2 2 .5 2 .8 3.1 3.5 3.8 4.2 4 .6 0.0 C = 3.25 L (ft) = .58 Computation Messages H =0.0 H =.1 H =.2 H =.3 H =.4 H =.5 H =.6 H =.7 H =.8 H =.9 H =1 .0 H =1.1 H =1.2 H =1.3 H =1.4 H =1 .5 H =1 .6 H =1.7 H =1 .8 E =or > E2=258.89 H (ft ) = Table elev. -Invert elev. ( 257 ft Q (cfs ) = C * L * (H**l.5 ) --Suppressed Weir Outlet Structure File: THR .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: **************** CLASSIC REALTY 2607 HARVEY ROAD OUFALL STRUCTURE **************** >>>>>> Structure No. 2 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular Elelev.(ft)? E2 elev. (ft)? Weir coefficient? Weir elev. (ft) ? Length (ft)? Contracted/Suppressed 258.35 258.89 2.34 258.35 5.0 (C/S )? S Outlet Structure File: THR .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: **************** CLASSIC REALTY 2607 HARVEY ROAD OUFALL STRUCTURE **************** Outflow Rating Table for Structure #2 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) 257.00 257.10 257.20 257.30 257.40 257.50 257.60 257.70 257.80 257.90 258.00 258.10 258.20 258.30 258.40 258.50 258.60 258.70 258.80 258.89 Q (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.7 1. 5 2.4 3.5 0.0 C = 2.34 L (ft) = 5 Computation Messages E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 E < Inv.El.= 258.35 H =.05 H =.15 H =.25 H =.35 H =.45 E = or > E2=258.89 H (ft) =Table elev. -Invert elev. ( 258.35 ft ) Q (cfs) = C * L * (H**l.5) --Suppressed Weir STORM ROUTING CLASSIC REALTY -PHASE ONE OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 Page 1 Return Freq: 2 years ****************************~*** * * * CLASSIC REALTY -PHASE ONE * * 2607 HARVEY ROAD * * 1.06 ACRE STORM ROUTING * * * * * ******************************** Inflow Hydrograph: C:\PONDPACK\THR2PST .HYD Rating Table file: C:\PONDPACK\THR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----257. 00 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft) (cfs) 257.00 0.0 257.10 0.1 257.20 0.2 257.30 0.3 257.40 0.5 257.50 0.7 257.60 0.9 257.70 1.1 257.80 1.3 257.90 1.6 258.00 1.9 258.10 2.2 258.20 2.5 258.30 2.8 258.40 3.3 258.50 4.1 258.60 5.3 258.70 6.6 258.80 8.1 STORAGE (cu-ft) 0 0 5 16 38 74 144 274 485 797 1,229 1,793 2,500 3,366 4,407 5,638 7,024 8,520 10,129 Time increment (t) = 2S/t (cf s) 0.0 0.0 0.2 0.5 1.3 2.5 4.8 9.1 16.2 26.6 41.0 59.8 83.3 112.2 146.9 187.9 234.1 283.9 337.6 1.0 min. 2S/t + 0 (cfs) 0.0 0.1 0.4 0.8 1. 8 3.2 5.7 10.2 17.5 28.2 42.9 62.0 85.8 115.0 150.2 192.0 239.4 290.5 345.7 POND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 ond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THR2PST .HYD utflow Hydrograph: C:\PONDPACK\TH20UT .HYD Page 2 Return Freq: 2 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 l. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 40.0 INFLOW (cf s) 0.00 0.25 0.49 0.74 0.98 1.23 1.47 1.72 1.97 2.21 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.46 2.21 1.97 1.72 1.47 1.23 0.98 0.74 0.49 0.25 0.00 Il+I2 (cfs) 0.3 0.7 l. 2 l. 7 2.2 2.7 3.2 3.7 4.2 4.7 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.7 4.2 3.7 3.2 2.7 2.2 l. 7 1.2 0.7 0.3 28/t -0 (cfs) 0.0 -0.1 0.1 0.5 1.1 l. 9 3.0 4.3 6.0 8.0 10.3 12.8 15.1 17.3 19.3 21.3 23.1 24.8 26.5 28.1 29.6 31.0 32.4 33.8 35.1 36.3 37.5 38.6 39.7 40.8 41.8 42.6 42.8 42.6 41.9 40.8 39.2 37.2 34.8 32.0 28.9 28/t + 0 (cfs) 0.0 0.3 0.7 l. 4 2.3 3.3 4.6 6.2 8.0 10.2 12.7 15.3 17.7 20.0 22.2 24.2 26.2 28.0 29.7 31. 4 33.0 34.5 36.0 37.4 38.7 40.0 41.2 42.4 43.6 44.7 45.7 46.5 46.8 46.5 45.8 44.6 43.0 40.9 38.4 35.5 32.3 OUTFLOW (cfs) 0.00 0.16 0.27 0.41 0.57 0.71 0.81 0.92 l. 00 1.10 1.17 1.24 1.31 l. 37 1.43 1.49 1.54 l. 60 l. 63 l. 67 l. 70 l. 73 l. 76 l. 79 l. 82 l. 84 l. 87 1.89 l. 91 l. 93 l. 95 l. 96 1.96 1.96 l. 95 1.93 l. 90 l. 86 l. 81 1.75 l. 68 ELEVATION (ft) 257.00 257.16 257.27 257.36 257.43 257.51 257.56 257.61 257.65 257.70 257.73 257.77 257.80 257.82 257.84 257.86 257.88 257.90 257.91 257.92 257.93 257.94 257.95 257.96 257.97 257.98 257.99 258.00 258.00 258.01 258.02 258.02 258.02 258.02 258.02 258.01 258.00 257.99 257.97 257.95 257.93 POND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11 -30-1995 16:19:51 Page 3 Return Freq: 2 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THR2PST .HYD Outflow Hydrograph: C:\PONDPACK\TH20UT .HYD Starting Pond W.S. Elevation = 257.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = = Peak Outflow Peak Elevation = 2.46 cfs 1.96 cfs 258.02 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 1,344 cu-ft 1,344 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C ~ \_PONDPACK\ THR . PND Inflow Hydrograph: C:\PONDPACK\THR2PST .HYD Outflow Hydrograph: C:\PONDPACK\TH20UT .HYD Peak Inf low Peak Outflow = Peak Elevation 2.46 cfs 1.96 cfs 258.02 ft Page 4 Return Freq: 2 years EXECUTED: 11-30-1995 16:19:51 Flow (cfs) 0.0 0.5 1 .0 1 .5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 3.1 1 1 6.1 1 .2 - 11.2 - ~. 2 - .3 - .3 - .3 - 16.3 - .3 - 8.4 - 9.4 - 0.4 - 21.4 - TIME (min) x File: * File: x * x * x * x * x * x * x * x * x * x * x * x * x * x x x x x x x x x x x x x x x x x x x x x x x x x C:\PONDPACK\THR2PST .HYD C:\PONDPACK\TH20UT .HYD * * * * * * * * * * * * * * * * * * * * * * * * * Qmax = Qmax = 2.0 cfs 2.5 cfs OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 Page 1 Return Freq: 5 years ******************************** * * * CLASSIC REALTY -PHASE ONE * * 2607 HARVEY ROAD * * 1.06 ACRE STORM ROUTING * * * * * ******************************** Inflow Hydrograph: C:\PONDPACK\THR5PST .HYD Rating Table file: C:\PONDPACK\THR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS---- 257. 00 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW (ft) (cfs) 257.00 0.0 257.10 0.1 257.20 0.2 257.30 0.3 257.40 0.5 257.50 0.7 257.60 0.9 257.70 1.1 257.80 1.3 257.90 1.6 258.00 1.9 258.10 2.2 258.20 2.5 258.30 2.8 258.40 3.3 258.50 4.1 258.60 5.3 258.70 6.6 258.80 8.1 ------------ STORAGE (cu-ft) 0 0 5 16 38 74 144 274 485 797 1,229 1,793 2,500 3,366 4,407 5,638 7,024 8,520 10,129 Time increment (t) = 2S/t (cf s) 0.0 0.0 0.2 0.5 1.3 2.5 4.8 9.1 16.2 26.6 41.0 59.8 83.3 112.2 146.9 187.9 234.1 283.9 337.6 1.0 min. 2S/t + 0 (cfs) 0.0 0.1 0.4 0.8 1. 8 3.2 5.7 10.2 17.5 28.2 42.9 62.0 85.8 115.0 150.2 192.0 239.4 290.5 345.7 OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 ond Bile: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THRSPST .HYD utflow Hydrograph: C:\PONDPACK\THSOUT .RYD Page 2 Return Freq: 5 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 INFLOW (cfs) 0.00 0.31 0.62 0.93 1. 24 1. 55 1. 86 2.17 2.48 2.79 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 2.79 2.48 2.17 1.86 1.55 1. 24 0.93 0.62 0.31 0.00 Il+I2 (cf s) 0.3 0.9 1. 6 2.2 2.8 3.4 4.0 4.7 5.3 5.9 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 5.9 5.3 4.7 4.0 3.4 2.8 2.2 1. 6 0.9 0.3 28/t -0 (cf s) 0.0 -0.0 0.3 0.8 1. 6 2.8 4.4 6.4 8.8 11.6 14.9 18.3 21. 5 24.6 27.4 30.2 32.9 35.4 37.9 40.2 42.5 44.8 46.9 49.0 51. 0 52.9 54.8 56.7 58.4 60.2 61. 6 62.3 62.4 61. 9 60.9 59.2 57.0 54.3 51. 0 47.2 28/t + 0 (cf s) 0.0 0.3 0.9 1. 8 3.0 4.4 6.2 8.4 11. 0 14.l 17.5 21.1 24.5 27.7 30.8 33.6 36.4 39.1 41. 6 44.l 46.4 48.7 51. 0 53.1 55.2 57.2 59.l 61.0 62.9 64.6 66.1 66.8 67.0 66.5 65.4 63.7 61.4 58.6 55.2 51. 3 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.18 0.31 0.50 0.67 0.80 0.92 1. 02 1.12 1. 21 1. 30 1. 40 1. so 1. 59 1. 65 1. 71 1. 77 1. 82 1. 88 1. 92 1. 96 1. 99 2.03 2.06 2.09 2.13 2.16 2.19 2.21 2.23 2.25 2.26 2.26 2.26 2.24 2.22 2.19 2.15 2.09 2.03 257.00 257.18 257.30 257.40 257.49 257.55 257.61 257.66 257.71 257.75 257.80 257.83 257.87 257.90 257.92 257.94 257.96 257.97 257.99 258.01 258.02 258.03 258.04 258.05 258.06 258.08 258.09 258.10 258.10 258.11 258.12 258.12 258.12 258.12 258.11 258.11 258.10 258.08 258.06 258.04 OND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 11-30-1995 16:19:51 Page 3 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THR5PST .HYD Outflow Hydrograph: C:\PONDPACK\TH50UT .HYD Starting Pond W.S. Elevation = 257.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 3.10 cfs 2.26 cfs 258.12 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = ---------------- O cu-ft 1,941 cu-ft 1,941 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PCdDPACK\THR5PST .HYD Outflow Hydrograph: C:\PONDPACK\TH50UT .HYD Peak Inf low = Peak Outflow = Peak Elevation = 3.10 cfs 2.26 cfs 258.12 ft Page 4 Return Freq: 5 years EXECUTED: 11-30-1995 16:19:51 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 3.1 1 1 6.1 ' 1 8.2 . 2 .2 - 11.2 - .2 - .3 - 16.3 - 7.3 - 8.4 - 9.4 - 0.4 - 21.4 - TIME (min) x File: * File: x * x * x * x * x * x * x * x * x * x * x x x x x x x x x x x x x x x x x x x x x x x x x x x x C:\PONDPACK\THR5PST .HYD C:\PONDPACK\TH50UT .HYD * * * * * * * * * * * * * * * * * * * * * * * * * * * * Qmax = Qmax = 2.3 cfs 3.1 cfs OND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 11-30-1995 16:19:51 Page 1 Return Freq: 10 years ~******************************* * * * CLASSIC REALTY -PHASE ONE * * 2607 HARVEY ROAD * * 1.06 ACRE STORM ROUTING * * * * * ******************************** Inflow Hydrograph: C:\PONDPACK\THRlOPST.HYD Rating Table file: C:\PONDPACK\THR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS---- 257. 00 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 257.00 257.10 257.20 257.30 257.40 257.50 257.60 257.70 257.80 257.90 258.00 258.10 258.20 258.30 258.40 258.50 258.60 258.70 258.80 OUTFLOW (cfs) 0.0 0.1 0.2 0.3 0.5 0.7 0.9 1.1 1. 3 1. 6 1. 9 2.2 2.5 2.8 3.3 4.1 5.3 6.6 8.1 STORAGE (cu-ft) 0 0 5 16 38 74 144 274 485 797 1,229 1,793 2,500 3,366 4,407 5,638 7,024 8,520 10,129 Time increment (t) 2S/t (cfs) 0.0 0.0 0.2 0.5 1. 3 2.5 4.8 9.1 16.2 26.6 41. 0 59.8 83.3 112.2 146.9 187.9 234.l 283.9 337.6 1.0 min. 2S/t + 0 (cf s) 0.0 0.1 0.4 0.8 1. 8 3.2 5.7 10.2 17.5 28.2 42.9 62.0 85.8 115.0 150.2 192.0 239.4 290.5 345.7 OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 ond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THRlOPST.HYD utflow Hydrograph: C:\PONDPACK\THlOOUT .HYD Page 2 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 40.0 INFLOW (cfs) 0.00 0.35 0.69 1. 04 1. 39 1. 73 2.08 2.43 2.77 3.12 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.12 2.77 2.43 2.08 1. 73 1. 39 1. 04 0.69 0.35 0.00 Il+I2 (cf s) 0.4 1.0 1.7 2.4 3.1 3.8 4.5 5.2 5.9 6.6 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.6 5.9 5.2 4.5 3.8 3.1 2.4 1. 7 1.0 0.4 28/t -0 (cf s) 0.0 -0.0 0.3 1. 0 2.0 3.4 5.3 7.6 10.5 13.8 17.6 21. 6 25.3 28.9 32.3 35.6 38.8 41. 8 44.8 47.6 50.4 53.1 55.7 58.2 60.7 63.1 65.4 67.7 69.9 72.1 74.2 75.9 76.9 77.2 76.8 75.7 74.0 71. 7 68.7 65.2 61.0 28/t + 0 (cfs) 0.0 0.4 1. 0 2.1 3.4 5.1 7.2 9.8 12.8 16.4 20.4 24.6 28.5 32.3 35.8 39.3 42.5 45.7 48.7 51.7 54.6 57.3 60.0 62.6 65.1 67.6 70.0 72.3 74.6 76.8 79.0 80.8 81. 8 82.1 81. 7 80.6 78.9 76.5 73.4 69.8 65.5 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.20 0.33 0.54 0.72 0.85 0.97 1. 08 1.17 1. 27 1. 38 1. 50 1. 61 1. 68 1. 76 1. 83 1. 89 1. 94 1.99 2.04 2.08 2.13 2.17 2.21 2.24 2.27 2.30 2.33 2.36 2.39 2.41 2.44 2.45 2.45 2.45 2.43 2.41 2.38 2.34 2.30 2.24 257.00 257.20 257.32 257.42 257.51 257.58 257.63 257.69 257.74 257.78 257.83 257.87 257.90 257.93 257.95 257.98 258.00 258.01 258.03 258.05 258.06 258.08 258.09 258.10 258.11 258.12 258.13 258.14 258.15 258.16 258.17 258.18 258.18 258.18 258.18 258.18 258.17 258.16 258.15 258.13 258.11 OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 Page 3 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\THlOOUT .HYD Starting Pond W.S. Elevation 257.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 3.47 cfs 2.45 cfs 258.18 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 2,390 cu-ft 2,390 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\THlOOUT .HYD Peak Inf low = Peak Outflow Peak Elevation = 3.47 cfs 2.45 cfs 258.18 ft Page 4 Return Freq: 10 years EXECUTED: 11-30-1995 16:19:51 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 6.1 1 .2 - 11. 2 - .2 - .3 - 16.3 - .3 - 9.4 - 0.4 - 21. 4 - TIME (min) x File: * File: x * x * x * x * x * x * x * x * x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x C:\PONDPACK\THRlOPST.HYD C:\PONDPACK\THlOOUT .HYD * * * * Qmax = Qmax = * * * * * * * * * * * * * * * * * * * * * * * * * * 2.5 cfs 3.5 cfs OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 Page 1 Return Freq: 25 years *******************************' * * * CLASSIC REALTY -PHASE ONE * * 2607 HARVEY ROAD * * 1.06 ACRE STORM ROUTING * * * * * ******************************** Inflow Hydrograph: C:\PONDPACK\THR25PST.HYD Rating Table file: C:\PONDPACK\THR .PND ----INITIAL CONDITIONS---- Elevation = 257.00 ft Outflow = 0.00 cfs Storage O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft ) 257.00 257.10 257.20 257.30 257.40 257.50 257.60 257.70 257.80 257.90 258.00 258.10 258.20 258.30 258.40 258.50 258.60 258.70 258.80 OUTFLOW (cf s) 0.0 0.1 0.2 0.3 0.5 0.7 0.9 1.1 1. 3 1. 6 1. 9 2.2 2.5 2.8 3.3 4.1 5.3 6.6 8.1 STORAGE (cu-ft) 0 0 5 16 38 74 144 274 485 797 1,229 1,793 2,500 3,366 4,407 5,638 7,024 8,520 10,129 Time increment (t) = 2S/t (cfs) ------------ 0.0 0.0 0.2 0.5 1. 3 2.5 4.8 9.1 16.2 26.6 41.0 59.8 83.3 112.2 146.9 187.9 234.1 283.9 337.6 1.0 min. 2S/t + 0 (cfs) ------------- 0.0 0.1 0.4 0.8 1.8 3.2 5.7 10.2 17.5 28.2 42.9 62.0 85.8 115.0 150.2 192.0 239.4 290.5 345.7 ----_____ ___. POND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 ond File: C:\PONDPACK\THR .PNL Inflow Hydrograph: C:\PONDPACK\THR25PST.HYD utflow Hydrograph: C:\PONDPACK\TH250UT .hYD Page 2 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 40.0 41. 0 INFLOW (cfs) 0.00 0.39 0.78 1.17 1. 56 1. 96 2.35 2.74 3.13 3.52 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.91 3.52 3.13 2.74 2.35 1.96 1.56 1.17 0.78 0.39 0.00 Il+I2 (cfs) 0.4 1. 2 2.0 2.7 3.5 4.3 5.1 5.9 6.7 7.4 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.4 6.7 5.9 5.1 4.3 3.5 2.7 2.0 1.2 0.4 28/t -0 (cfs) 0.0 -0.0 0.4 1. 2 2.4 4.1 6.4 9.2 12.6 16.6 21. 0 25.6 30.0 34.2 38.3 42.2 46.0 49.7 53.2 56.7 60.0 63.3 66.5 69.6 72.6 75.6 78.5 81. 3 84.0 86.7 89.4 92.0 94.1 95.5 96.0 95.8 94.8 93.l 90.6 87.4 83.5 79.0 28/t + 0 (cfs) 0.0 0.4 1.1 2.4 3.9 5.9 8.4 11.5 15.1 19.3 24.0 28.8 33.4 37.8 42.1 46.1 50.0 53.8 57.5 61.1 64.5 67.9 71.1 74.3 77.4 80.5 83.4 86.3 89.l 91. 9 94.6 97.2 99.4 100.8 101.3 101.1 100.l 98.3 95.8 92.5 88.6 83.9 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.21 0.37 0.58 0.76 0.91 1. 02 1.13 1. 23 1. 35 1. 48 1. 61 1. 71 1. 80 1. 88 1. 95 2.01 2.07 2.13 2.19 2.23 2.27 2.32 2.36 2.39 2.43 2.47 2.50 2.53 2.56 2.59 2.62 2.64 2.65 2.66 2.66 2.65 2.63 2.60 2.57 2.53 2.48 257.00 257.21 257.33 257.44 257.53 257.61 257.66 257.72 257.77 257.82 257.86 257.90 257.94 257.97 257.99 258.02 258.04 258.06 258.08 258.10 258.11 258.12 258.14 258.15 258.16 258.18 258.19 258.20 258.21 258.22 258.23 258.24 258.25 258.25 258.25 258.25 258.25 258.24 258.23 258.22 258.21 258.19 OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 Page 3 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\THR25PST.HYD Outflow Hydrograph: C:\PONDPACK\TH250UT .HYD Starting Pond W.S. Elevation = 257.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 3.91 cfs 2.66 cfs 258.25 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 2,961 cu-ft 2,961 cu-ft --_____________ __. POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PC~DPACK\THR25PST.HYD Outflow Hydrograph: C:\PONDPACK\TH250UT .HYD Peak Inf low Peak Outflow Peak Elevation = 3.91 cfs 2.66 cfs 258.25 ft Page 4 Return Freq: 25 years EXECUTED: 11-10-1995 16:19:51 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 3.1 1 1 6.1 ' 1 2 .2 - 11.2 - .2 - .3 - 16.3 - .3 - 0 .4 - 21.4 - TIME (mi n) x x * x x x x x x x x x x x * * * * * * x x x x x x x x x x x x x x x x x x x x x x x x x x File: C:\PONDPACK\THR25PST.HYD * File: C:\PONDPACK\TH250UT .HYD * * * Qmax = Qmax = * * * * * * * * * * * * * * * * * * * * * * * * * * * * 2.7 cfs 3.9 cfs OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 Page 1 Return Freq: 100 years ******************************** * * * CLASSIC REALTY -PHASE ONE * * 2607 HARVEY ROAD * * 1.06 ACRE STORM ROUTING * * * * * ******************************** Inflow Hydrograph: C:\PONDPACK\TRlOOPST.HYD Rating Table file: C:\PONDPACK\THR .PND ----INITIAL CONDITIONS---- Elevation 257.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW (ft) (cfs) 257.00 0.0 257.10 0.1 257.20 0.2 257.30 0.3 257.40 0.5 257.50 0.7 257.60 0.9 257.70 1.1 257.80 1.3 257.90 1.6 258.00 1.9 258.10 2.2 258.20 2.5 258.30 2.8 258.40 3.3 258.50 4.1 258.60 5.3 258.70 6.6 258.80 8.1 STORAGE (cu-ft) 0 0 5 16 38 74 144 274 485 797 1,229 1,793 2,500 3,366 4,407 5,638 7,024 8,520 10,129 Time increment (t ) 2S/t (cfs) 0.0 0. 0 0.2 0.5 1. 3 2.5 4.8 9.1 16.2 26.6 41.0 59.8 83.3 112.2 146.9 187.9 234.1 283.9 337.6 1.0 min. 2S/t + 0 (cfs) 0.0 0.1 0.4 0.8 1. 8 3.2 5.7 10.2 17.5 28.2 42.9 62.0 85.8 115 .0 150.2 192.0 239.4 290.5 345.7 OND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 11-30-1995 16:19:51 ond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\TRlOOPST.HYD utflow Hydrograph: C:\PONDPACK\THlOOOUT.HYD Page 2 Return Freq: 100 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 40.0 41. 0 42.0 INFLOW (cfs) 0.00 0.46 0.91 1. 37 1.83 2.28 2.74 3.19 3.65 4.11 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.56 4.11 3.65 3.19 2.74 2.28 1. 83 1. 37 0.91 0.46 0.00 Il+I2 (cfs) 0.5 1. 4 2.3 3.2 4.1 5.0 5.9 6.8 7.8 8.7 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 8.7 7.8 6.8 5.9 5.0 4.1 3.2 2.3 1.4 0.5 28/t -0 (cfs) 0.0 0.0 0.6 1. 5 3.1 5.3 8.1 11. 6 15.8 20.6 26.0 31. 7 37.1 42.3 47.3 52.2 57.0 61.6 66.1 70.5 74.7 78.9 83.0 87.0 90.9 94.7 98.5 102.l 105.7 109.3 112.7 116.0 119.2 121. 9 123.7 124.5 124.4 123.4 121.5 118.9 115.4 111.l 106.0 28/t + 0 (cfs) 0.0 0.5 1. 4 2.8 4.7 7.2 10.3 14.0 18.4 23.5 29.3 35.2 40.8 46.2 51.4 56.5 61.3 66.l 70.7 75.2 79.6 83.9 88.0 92.l 96.1 100.0 103.8 107.6 111.3 114.9 118.4 121.8 125.1 127.9 129.7 130.5 130.4 129.4 127.5 124.7 121.1 116.7 111.5 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.22 0.42 0.65 0.82 0.97 1.10 1. 20 1. 33 1. 47 1. 62 1. 74 1. 86 1. 95 2.03 2.11 2.19 2.25 2.31 2.37 2.42 2.48 2.52 2.56 2.61 2.65 2.69 2.72 2.76 2.80 2.85 2.90 2.94 2.98 3.01 3.02 3.02 3.00 2.98 2.94 2.89 2.83 2.76 257.00 257.22 257.36 257.48 257.56 257.63 257.70 257.75 257.81 257.86 257.91 257.95 257.99 258.02 258.04 258.07 258.10 258.12 258.14 258.16 258.17 258.19 258.21 258.22 258.24 258.25 258.26 258.27 258.29 258.30 258.31 258.32 258.33 258.34 258.34 258.34 258.34 258.34 258.34 258.33 258.32 258.31 258.29 OND-2 Version: 5.15 S/N: 1295130055 XECUTED: 11-30-1995 16:19:51 Page 3 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : C:\PONDPACK\THR .PND Inflow Hydrograph: C:\PONDPACK\TRlOOPST.HYD Outflow Hydrograph: C:\PONDPACK\THlOOOUT.HYD Starting Pond W.S. Elevation = 257.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 4.56 cfs 3.02 cfs 258.34 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 3,826 cu-ft 3,826 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\THR .PND Inflow Hydrograph: C: \PONDPACK\'..:.RlOOPST. HYD Outflow Hydrograph: C:\PONDPACK\THlOOOUT.HYD Peak Inf low = Peak Outflow = Peak Elevation = 4.56 cfs 3.02 cfs 258.34 ft Page 4 Return Freq: 100 years EXECUTED: 11-30-1995 16:19:51 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 3.1 1 1 8.2 2 .2 - 11.2 - ~. 2 - 13.3 - . 3 - .3 - 16.3 - .3 - ~9.4 - 0.4 - 21.4 - TIME (min) x File: * File: x * x * x * x * x * x x x x x x x x x x x x x x x x x x x x x x x x x x x x x C:\PONDPACK\TRlOOPST.HYD C:\PONDPACK\THlOOOUT.HYD x x * x x * * Qmax = Qmax = * * * * 3.0 cfs 4.6 cfs * * * * * * * * * * * * * * * * * * * * * * * * * * MISCELLANEOUS STRUCTURES CLASSIC REALTY -PHASE ONE Figure XIl Development Permit City of College Station, Texas Site Legal Description: JU~'l.Li.L_--1.~!M.,,;!!W~~L.....c.Jl>ne;,.(.6d.~--~q...-~'2..~-=------- FfaAJ.J"'-T/.l-0~0¥10 P.~. Sic)< ";'f'o5 Site Owner: ~~~~~'J---.cW~e::!...(,~,c.__--- Architect/ fl-Esce:ll--G:li:>1~~ Address :~~~~~~~~.=<--&--.H.:~Q Engineer: __.b~~~~~L_ ______ _ Contractor: Address : Telephone No : _________ _ Date Application Filed : __.'-''2=--·....__·-4-'-=-----Approved : ___________ _ Application is hereby made for the following development specific waterway alterations: Application Fee Signed Certifications Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . Site and Construction Plans, with supporting Drainage Report two (2) copies each. D Other: ---------~--------------------~ The information and conciusions contained in the above pians and supponing documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . ., '• . < .. \. Figure XII Continued CERTIFICATIONS : (for proposed alte; ations within designated flood hazard areas.) A. I, certify that any nonresidential structure on or propos.!d to be on this site as part of this application is designated to prevent damage to the structure or its ont nts as a resl:l'I of flooding from the I 00 year storm. ' Eng:neer 7 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. I, r:ti.fy that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of oodway fringe . \ Date Conditions or comments as part of approval: -------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby 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 . r......,...,.........,,e1-91 DEVELOPMENT PERMIT PERMIT NO . 329 Classic Realty -Phase One FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Harvey Road East Subdivision Lot 2 SITE ADDRESS: 2607 Harvey Road College Station, Texas 77840 OWNER: Frank Thurmond P .O . Box 3905 Bryan, Texas 77805 ( 409)77 6-6000 DRAINAGE BASIN: Carters Grove Tributary of Carters Creek TYPE OF DEVELOPMENT: This permit is valid for site construction according to the approved plans . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. 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 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 College Station that apply . Date cf-2 --C?C- Owner Date Contractor Date l-10-'1(,. LETTER OF MAP AMENDMENT DATA SUBMITTAL REPORT TRIBUTARY OF CARTER)S CREEK COLLEGE STATION, TEXAS FBFM PANEL NO. 480083 0001 For FRANK THURMOND, JR. Co I I ege Station, Texas Report Prepared By: 9/1/83 MEYER-LYTTON-ALLEN, INC. Consultants and Engineers 2011 Anchor Lane Austin, Texas 78723 2300 Finfeather Road Bryan, Texas 77801 M-L-A Job ~1-3-325-001 I '~ MLA ___ _ CONSULTANTS & ENGINEER::. September 14, 1983 Mr. David Pullen' P. E. City Engineer City at Ca I I ege Stat i an P. 0. Bax 9960 Cal lege Station, Texas 77840 Ref: Letter at Map Amendment App Ii cation .BS-Acre Tracti Harvey Road@ S.H. b MLA Project No. 1-3-325-001 Dear Mr. Pullen: The attached report, titled iiLetter of Map Amendment -Data Submittal Re p a r t ii ' i s s u b m i t t e d f o r y o u r r e v i e w o f c: o mp I i an c e w i t h C i t >' o f Ca I I ege Station t I aod regu i rements. The subject tract is on a tributary of Carter is Creek an the east side of Co I I ege Station and is an a tract at land partially within the Special Flood Hazard Area defined by the Federal Emergenc:y Management Agency. Your prompt review at this submittal is appreciated. I would apprec:iate a return letter stating your comments an the proposed improvements removing the tract tram the f load plain. Please cantac:t me if additional information is required. Very truly yours, ..................... ,,,, _ ....... OF/''' MEYER, LYTTON, ALLE~, I NC. :--"\.~ ......... ~-:r-"1\ Ca n s u I t an t s an d En g 1 n e e r s f 4'.:':.-· -+,. "··'f • \ "".: 1i·~ · .... , ~ ~ l~ .. ~'H"W .. WHltA'Kt'.iflii" ·~ WI.~ IVfl · ................ r, V-J \-··-······ :;:,-:'• • -0~ • . • ~~\-9 47440 <:>/~j , I ~··.~C/Sit.~~.·~.: Jahn W. Wh 1 taker, I I I, P. E .'l1{ss·· ......... ···~;~·t;.:;.: Ch i e f C i v i I Eng i nee r ''\'~~,~~~ ............ ---JWW/kw MEYER-LYTTON-ALLEN INC. CONSULTANTS & ENGINEERS 2011 4NCHOR LANE. AUSTIN TEXAS 787231512)474-6651 2800 FINFEATHER ROAD. BRYAN. TEXAS 77801 fJD9J779·3314 SITE DEVELOPMENT MUNICIPAL GEO TECHNICAL MATERIALS TESTING SURVEYING TABLE OF CONTENTS PAGE TITLE PAGE 1 LETTER OF TRANSMITTAL 2 PURPOSE 3 PROJECT LOCATION AND DESCRIPTION 4 EXISTING CONDITIONS -ANALYSIS OF FLOOD PLAIN 4 IMPROVED CONDITIONS -REVISION OF FLOOD PLAIN 11 CONCLUSIONS 14 LIST OF FIGURES FIGURE 1. PROJECT LOCATION AND DRAINAGE AREA FIGURE 2. FBFM PANEL NO. 480083 0001 FIGURE 3. TOPOGRAPHIC SITE MAP FIGURE 4. PROPOSED IMPROVEMENTS FIGURE 5. FIA CARTER'S CREEK WATER SURFACE PROFILE FIGURE 6. CROSS SECTIONS SHOWING EXISTING TOPOGRAPHY FIGURE 7. CARTER'S CREEK TRIBUTARY D PROFILE (FROM TC&B REPORT) APPENDICES APPENDIX A -HEC-2 WATER SURFACE CALCULATIONS FOR EXISTING CONDITIONS APPENDIX B -HEC-2 WATER SURFACE CALCULATIONS FOR CHANNEL IMPROVEMENT APPENDIX C -HEC-2 OUTPUT DATA ABBREVIATION DESCRIPTION Letter of Map Amendment Data Submittal Report Tributary of Carter,s Creek Col le9e Station, Texas FBFM Panel No. 480083 0001 September 1983 PURPOSE The purpose of this report is to provide data and technical information re9ardin9 proposed improvements to a tract of land an a tributary of Carter,s Creek, Colle9e Station, Texas. This submittal indicates that the conditions and criteria established by the City of Col le9e Station and the Federal Emer9ency Management A9ency {FEMA) have been satisfied and a Letter of Map Amendment {LOMA) can be issued to remove the property from the Special Flood Hazard Area {SFHA). This report has been prepared at the request of the owner of the subject tract, Frank Thurmond, Jr.1 Col le9e Station, Texas, for submittal and review by the City of Col le9e Station and the Federal Emer9ency Mana9ement A9ency {FEMA). This report supp Ii es the dacumentat ion required under Part 70 of the National Flood Insurance Program that a property owner demonstrate that the lowest f loar elevation of proposed bui I dings appearin9 to be in the SFHA not be inundated by the base flood. The base flood is defined as the flood havin9 a one-percent chance of bein9 equaled or exceeded in any 9iven year. Addi ti ana I I y, FEMA defines any I and subject to inundation by the base f load as bein9 in a Special Flood Hazard Area. This -3- MEYER· LYTTON· ALLEN INC. Consultants & Engineers Aust i n. Bryon.College Station t report wi I I determine the required finished floor elevation that is ane foot above the base flood level and requ1red site 9radin9 ta remove the tract from the flood plain. PROJECT DESCRIPTION AND LOCATION The subject tract is located at the northeast corner at the intersection of State Hi9hway 6 (East Bypass) and State Hi9hway 30 on the east side of Col le9e Station, Texas. The subject tract is described as an 0.89 acre tract at the northeast corner of Harvey Road (S.H. 30) and S.H. 6. fi9ure 1 shows the project location on the U.S.G.S. quadran9ie map. The correspondin9 FBFM panel no. is 480083 0001 {fi9ure 2), and the FIRM panel no. is 480083 0001 8. The project site is adjacent to a tr.ibutary of Carter JS Creek, approximately 1.3 stream-miles from the confluence with CarterJs Creek. EXISTING CONDITIONS -ANALYSIS OF FLOOD PLAIN The subject tract is partially in the Special Flood Hazard Area as shown on Fi9ure 2. An analysis has been performed to determine the base flood elevation at the site for unimproved conditions and to find the I imits of f loodin9. Drainage Basin The drainage basin upstream of the subject tract has been delineated using U.S.G.S. quadran9le maps. The draina9e basin is approximately 303 acres {.47 square miles) and is defined in fi9ure 1. The basin is intersected by State Hi9hway 6 with the-majority of the watershed upstream from the hi9hway. The expected land use of the basin when fully developed is 50 percent residential' 35 percent commercial and highway, and 15 percent open grassland. -4-MEYER· LYTTON· ALLEN INC. Consultants & Engineers Austin. Bryon, College Station The average slope of the basin from the farthest portion of the drainage area to the crossing at 5.H. 30 is 5 = 0.01CT7 or 1.07 percent. Hydrology Watersheds of I ess than 5 square mi I es are common I y analyzed using the Rational Method for runoff determination. This method is based on the principle that the maximum rate of runoff from a drainage basin far a set rainfal I intensity occurs when al I parts of the area are contributing to the flaw at the paint of discharge. The parameters required to apply the Rational Method tor runoff determination are: rainfall intensity, i, in inches per hour (in/hr) drainage area, A, in acres (ac.) caetf icient of runoff, c, dimensionless. Runoff Coefficient The runoff caetf icient is dependent on the slope of the drainage area, soi I type, ground caver and vegetation, and the amount of impervious caver. The larger the runoff coefficient, the greater the amount of runoff. Pasture and grassed areas have a runoff caeff icient, c, of between 0.20 and 0.30; for residential areas, a range of 0.50 ta 0.60; and for commercial areas, a range 1 of 0.60 ta 0.90. 1. Texas Highway Department; Hydraulic Manual 1970. -5-MEYER· LYTTON· ALLEN INC. Consultants & Engineers Austin, Sryon. College Station The SC'l.;3regate runaf f caeff icient used tar thi3 analysis is: Percent at Total Land T~ee of land Area c Y.xC Grassland 15 0.35 0.053 Residential so 0.55 0.28 Commercial 35 0.9 0.32 c = 0.65 Intensity The rainfal I intensity ta be used far the Rational Method depends an the rainfal I freguency and an the length at time at the hyetagraph, .e. the duration at the rainfal I event. For this analysis, the rainfall freguency is ta be the event that has the prabab i Ii ty at 1 percent of being egua I I ed or exceeded in any single yeari this is also cal led the 100-year flood. As mentioned before' the Rational method estimates the maximum runoff from a watershed when al I portions at the basin are c:antributin9 flaw, therefore, the intensity of rainfal I ta use in the analysis must be the 100-year ra inf a I I event at du rat i an egua I ta or greater than the time of concentration at the watershed. The time of concentration, t is calculated as the stream distance from c the farthest part at the basin divided by the velocity at flaw: t c = 1250 ft + 5250 ft = 56 1.0 fps 2.5 fps min aver land flaw channel f I aw MEYER· LYTTON· ALLEN INC. -6-use t = 60 min c Consultants & Engineers Austin, Bryon. College Station From Raintal I Frequency Atlas 2 , the tel lcwin9 table ct b I • rain al I duration vs. frequency rate has e e n comp I led: Frequency of Precipitation tor Col le9e Station, Texas Return Period -Years (Inches of Rainfal I) 1 2 5 10 25 50 Duration .5 hours 1. 5 1.8 2.2 2.5 2.9 3.3 1 1.9 2.2 2.8 3.2 3.7 4.1 2 2 .1 2.6 3.4 3.9 4.6 5.1 3 2.3 2.8 3.7 4.3 5.0 5.6 6 2.7 3.4 4.4 5.3 6.2 6.9 12 3.2 3.8 5.3 6.3 7.5 8.5 100 3.6 4.5 5.6 6.3 7.8 9.5 24 3.5 4.5 6.2 7.5 8.8 9.7 11. 0 The data available indicates that a 100-year rainfal event of one I hour (60 min) duration is 4.5 inches, or 4.5 inches per hour. Far This analysis, a 100-year rainfal intensity of 4.5 inches/hour far 60 minute duration is used. Runaf f The runoff relationship far the Rational Method is: Q100 = CiA where QlOO is the rate of storm runoff in cubic feet per second (cfs), the other terms are as described above far a 100-year storm event. 2. Rainfall Frequency Atlas of the United States; TP Na. 40; U.S. Department of Commerce; 1963. -7- MEYER· LYTTON· ALLEN INC. Consultants & Engineers Aust i n. llryan . College S tat ion Therefore, the rate of storm runoff in the tributary. at the S.H. 31:.J c r o s s i n g i s : Q100 = 0.65 x 4.5 x 303 = 886 cf s For comparison' this rate of runoff on a per square mile basis is: Flood Elevations 886 cfs .47 sq. mi = 1885 cfs/sq. mi Computations have been made of theoretical water surface elevations from the tributary crossing at S.H. 30 upstream to the frontage road of S.H. 6. The downstream I imit of this study is the line shown on the FBFM map (Figure 2) as the ntimit o f de t a i I e d s t u d y }} • Therefore, the starting water surface elevation used for this study is elevation 255.0 ft. as determined by the FIA report titled Flood Insurance Study, City of College Station, Federal Insurance Administration, January 2, 1981; ref er to the Water Surf ace Prof i I e for Carter J s Creek, Pane I OIP, reproduced in this report as Figure 5. Water surface elevation calculations have been made using the Water Surface Prati les, HEC-2, model developed by the Hydro logic Engineering Center, U.S. Army Corps of Engineers, September 1980 version. Downstream Contra I Point As mentioned, the starting water surface elevation used for analysis is the elevation determined by the FIA study at the S.H. 30 crossing. The tributary being analyzed crosses under S.H. 30 in a box culvert and it may be thought that this point may be a control I ing influence on upstream water surface elevations. -8-MEYER· LYTTON· ALLEN INC. Consultants & Engineers Au1tin, Bryan, College Station However' the tai lwater at the culvert, as determined by the FIA analysis, is higher than the ~cad surface. The FBFM panel shows the road inundated in this area. The culvert at S.H. 30 has been modeled using the "Normal Bridge Method" avai I able with HEC-21 and from the results supplied in the Appendix, the highway c:rossing has I ittle effect on the upstream water surface elevation at the subject tract due to the high tai I water elevation. Channel Description Channel cross sections, topographic information, and highway culvert geometry and elevations have al I been determined by on-the-ground surveys performed in Apr i I, 1983. Roughness values for the channel and the overbanks are ·as fol lows: Main channel -ditch in sandy clay, irregular side slopes, bottom1 and cross section Overbanks -irregular sf opes covered with sap I i ngs and grass N 0.050 0.070 The land form in the project area is low-lying with f I at overbanks and a sma I I natura I channe I. The existing channel has low carrying capacity as wi I I be discussed later. Ott-Site Improvements Currently, the tracts of land to the north and east of the subject tract are undeveloped. However, commercial development is proposed on the 6.3 acre tract described as Harvey -9-MEYER• LYTTON• ALLEN INC. Consultants & Engineers Au•tin. Bryon, College Station Road East Subdivision, Lot 1. This development wi I I require extensive draina9e improvements to remove the tract from the flood plain. The improvements inc: I ude channe I i z i n9 and concrete Ii n i n9 the creek, f i I I i n9 the site, and construct i n9 an ac:c:ess road and culvert on the east property I ine of the subject tract, refer to figure 4. The proposed off-site draina9e improvements were determined in the report »Letter of Map Amendment Data Submittal Report for Payless-Cashways, Inc.», June 6, 1983, prepared by Meyer-Lytton-Al len1 Inc:., Austin, Texas. The report shows Lot 2 ct Harvey Road East Subdivision bein9 removed from the flood plain by construction of an earthen berm along the channel. The effects of the off-site drainage improvements on the adjacent tracts are included in the analysis performed in this report. Other Parameters Refer to the model input in the Appendix for other input values not discussed here. Results of Study-Existing Conditions With the low-lying overbanks, the hi9h tai I water, and the low-capacity existin9 channel, the basin experiences extensive f loodin9 at Q100" Figure 3 defines the cross sections used for analysis. The calculated 100 year flood elevation for existing conditions at each of these cross sections is: cross section 600 elev. 256.D ft. cross section 700 elev. 256.7 ft. cross section 800 elev. 259.1 ft. -10-MEYER· LYTTON· ALLEN INC. Consultants & Engineers Au>tin. Bryon.College Station For these water surface elevations, the extent ct f locdln9 on the 1lte la shown In fi9ure 3. The HEC-2 model output for the existin9 conditions is suppl led In the Appendix. Under the existin9 conditions, as much as 90 percent of the a100 flow is carried in the overbank area. With the lower hydraulic efficiency found in the overbank area, the backwater effects create a wide flood plain on both sides of the tributary. Floodin9 occurs from the north side of S.H. 30 and then north for a topwater width varyin9 from 250 to over SOD feet. This detailed study of the flow in the tributary, the topo9raphy, and the backwater effects has provided a verification of the I imits of the SFHA I imits shown on FBFM panel no. 450083 0001. The FBFM panel shows a wide flood plain extendin9 to the fronta9e road of S.H. 6; this study has determined that the wide flood plain is caused by a low capacity, i I I-defined main channel that forces the water onto the overbank areas creatin9 shallow f loodin9. fi9ure 7 is the flood profile for Tributary D of Carter's Creek from the report titled "City of Col le9e Station Flood Plain Study" by Turner Col I ie & Braden, Inc.' Au9ust, 1980. Tributary D is the same tributary that flows by the s~bject tract that this report is concerned with. Fi9ure 7 shows close a9reement of flood elevations with the computations contained ·in this report. IMPROVED CONDITIONS -REVISION OF FLOOD PLAIN To al low development of the subject tract, the 100-year flood must be kept in a defined channel that has sufficient -11-MEYER· LYTTON· ALLEN INC. Consultants & Engineers Austin, Bryan. College Station capacity to carry the tlow. The flow must be contained in a channel section that has been improved to create an etf icient hydraulic section. To a I I ow construction of the proposed bu i Id i n9S' and to qua I i fy for a Letter of Map Amendment, two draina9e improvements are to be made: ( 1) the site is to be ti I led such that 9round elevations adjacent to structures and access to buildin9s is above the base flood elevation; and (2) the channel borderin9 the property to be developed is ta be strai9htened, excavated to a trapezoidal crass section and concrete I i ned. Channe I Improvements Ta contain the 100-year tlaad in the tlaadway, the existin9 channel wi I I be strai9htened, excavated, and concrete Ii ned. The i mpravements w i I I be9 in at the State Hi 9hway b franta9e road and continue downstream ta the box culvert to be bui It by others. A 30-taat wide concrete channel wi I I be constructed ta the cross section shown in fi9ure 4. Far the improved conditions, water surface elevations have been calculated usin9 the HEC-2 model. Downstream, the same ta i I water e I evat i an and crass section 9eametry has been used as far the unimproved conditions. The proposed channe I is made I ed in the calculations as a concrete channel with 1=1 side slopes and a 20-faat bottom width. channel conf i9uratian. channel is 0.012. Ref er ta Fi 9ure 4 tar a deta i I at the The rau9hness tactor tor the concrete The ful I input and print-out of the improved conditions made I are supp I i ed in the Appendix. By channel izin9 the -12-MEYER• LYTTON· ALLEN INC. Consultants & Engineers Au1tin. Bryon. College Station "' tributary, and consequently creatin9 a much more efficient hydraulic section, the resultin9 base flood elevations are listed in Tab l e I. Cross Section bOO 700 740 750 7b0 800 Table I. Water Surface Elev. for Imp . Conditions 255.7 ft. 255.7 25b.4 258 .2 258.5 258.7 Required Ba n k Elev a tion 25b.2 ft. 25b.4 258 .7 258.7 259.0 2b0.0 Water Surface Elev. for Exist. Conditions 25b.O ft. 25b.7 259.1 For the initial and ultimate improvements, the base flood elev~tion is equal to or below the ex i stin 9 100-year f food level. In no case i s the flood level bein9 raised at any point due to the proposed improvements on the subject tract. -13 - Meves:;. LYTTON. ALLEN INC. Consultants & Engineer s Au•t i n , llryan . C ollege S t at i on .. .. Conc:lusions 1. The Spec:ial F!ood Hazard Area as desi9nated on FBFM 4d0083 0001 in the area of the subjec:t trac:t has been verified usin9 a detailed analysis inc:orporatin9 c:ertif ied tepe-e 9raphic: information, Rational method hydrolo9y1 and HEC-2 water surface c:alc:ulations. 2. A c:onc:rete-1 ined c:hannel c:an be c:onstruc:ted to ettic:iently c:arry the 100-year tlood and remove the subjec:t trac:t from the Spec:ial Flood Hazard Area. 3. The site 9radin9 must be performed as shown on Fi9ure 4 with minimum bank elevations alon9 the c:hannel to be as defined in Table 1, and finished floor elevations of buildin9s as to be 261.0. 4. The proposed draina9e improvements do not increase the depth of tloodin9 on any adjoinin9 trac:t of land it the proposed projec:t is c:onstructed under the desi9n c:riteria set forth in this report. -14- MEYER• LYTTON• ALLEN INC. Consultants & Engineers ,l.u1tin , Bryan , College Station .. • FIGURES CONTOlJR INTERVAL 10 FEEf NATIONAL GEODETIC VERTICAL DATUM OF 1929 i'" -- /· " ' ,·· ; -, ·~ ,,.. .. , APPENDICES APPENDIX A WATER SURF,OCE PROFILE CALCULATIONS F~ EXISTING OJNDITIONS REFER TO APPENDIX C F~ EXPLA NATION OF OUTPUT DATA ABBREVIATIONS. ...................................................... llAl~F ~UHFAC'. l'il!lFIL o<; '/'.R:)l :IN OF N()V <::1•t '.il l 'Ht; Ul'r.A Fil AP'l IL 11'11 2}-1~ Tif''[ LI :t ...................................................... x xxxxxxx y x w x x x xxwxox nxx '( x x x x x x x XXXXXKX x x x x )( XXXKK XKKXK x k x xx ox KXXllX x x x xxxxx XXXXKKX . ..................................... . U.S. AR~T CORPS Of ENGIN[(RS THE HYO"OLOGIC [NGINrrRING C[Nf[R ~O~ 5[C0NO ST'l£[T, SUIT[ 0 OAVISt CALlfOPNIA 15615 19161 440-2105 IFTSI 44R-21D~ t t t t • t t t t t t t t t t It t t t t t t t t t t t t t t t t t t t t t t .. 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'100 0. 0('0 0 .r. 0 0 1.? n. o~" o,oon 1'1, ll r:n o, n 011 llC o.ooo 0. 01)0 0. l'l'" 0 o.coo Source: MLetter of Map Amendment -Data Submittal ReportMi for Payless-Cashways, Inc,, Meyer-Ly'tton-AI leni Inc., Junei 1983. ~SH\ 0 I II = 1~6 en 5/2J/~l SIATtnN, ICU'.> t'Ef 111 c H'l IN> 0 llSEL rn n.on 0.11 RA(,. 25!i.001) o.ooo FN AllOC 11!11 CHHI~ JTllAC[ 0.0011 a.aoo o.ooo a.ODO o.aDa o.ooo o.011n o.ono 0 .0110 o.ooo Q,'\00 11.000 0. 00 I) o. no o o.ooo 0 , I) I) 0 O.OQO o.ooo a.aao o.aoo :'H •1100 2'1'j.OOD 2'f.JDO l"o.ano 2\6,1100 o.ooo o.DDD D.ooo D.ooa o.ooD ,,,o.ooo 20D .ODD :ioo.ono D.DOO o.ooo D. o on 0. 0 0 0 o.ooD 2~., .... 00 2:i1.600 '-'.i2.2no 21",0.'jOO 2:i2. qi) 0 2~5.'.'iOO 2'l0o"i00 247.'!01) 121 .~oo 2'7 .'!q 0 l21.'j00 2'50.500 ~~2.200 Ho.noa 2~4.JOO f;OD.onn o.ooo o.oon o.ooo o.ooo o.onn o.ooo I 0. l'I n O I o.ooo I o.ooo o.ono o.ooo :in o. non ;10, ~, 11) 0 2., l • '0 0 l:?0.\00 2'1'.&00 ( '.'i \ • ,, l'I 0 z ·jJ,\~O .121.(,00 2'H .i.O 0 2"i0. 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I)~ 0 o.ooo o.ooo x I 601).000 22.000 .\ ~ 4 • 0 0 0 JIJ ,000 122.oon 7.04.000 14J.OOO o.ooo o.ooo o.ooo r, H 2En .o oo I). 0 0 I) ;>'.ill.on o 100.0 0 0 251.400 IH .ooo 2'.i4.TOO 7.oo.ono 254.400 J00.000 f,U 2~~ ,r,oo ~44.000 7. S2 .'.iO 0 J S !.000 7. 5 1. 'iO 0 }'jl).000 2•:,o. 200 \3'1.000 249.400 J(,2.000 I ~ If 2~ 0 . 1 01) !5'i .OOO 2'il .~oo Jl',(,.000 2s<. mo 370.000 254.(,00 -'71.000 2 5 4.500 400.000 1; I~ 254 .r,ou o;oo.ooo 2 5 4. I, I) 0 520.000 :.>'i ! • i;o o 'iU.OJO 254.400 54'1,QOO 7.'i 4. 20 0 SSS.ODO ti4 7. ~ ~; ..\ 0 0 ~ 70. 000 ? 'i J. I IJ 0 £00.noo o.ooo 0. 0 0 I) o.ooo I). 0 00 o.ooo o.ooo q 70 •1 .000 I r;, UDO J 111, O 0 0 J40.UOO 27' .ooo 27'.000 27' oOt'O o.ooo IJ •ODO o.ooo ·; p n11.2 00 o.ooo 2 56 .7 ~0 In IJ. 0 0 0 255. 100 200.000 255.1100 ,,OD.ODO ?'i'i. 50 0 Jlll.000 '"' ;>~ .l. 5 00 !20.0 00 2'.i 3 d'10 J.lo .a oo 25<.2CO ~.11 •ODO ;!51. 600 .ns. 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""'. 4 ~ 0 i:.no .r. oo 2'i" .JOO 1;·14. ooo 0 .1)1) 0 0. 0 0 0 o.ooo o.o 00 ~ ,t n . o o 1 0 .1'00 o.ono n. n •'o o. o on o.ooo o.ooo o.ooo o.ooo o.ooo .. :! .\-"~I -11 I 11:1 ·;:u "AG[ J SLOC F i>IH C'.J:.'.l. t: RI \IS 11;,c L K ~ lj l'V l'L GL os; RUIK '.:L r:v a rJL •Jll DC II r)l{l)I' ~L .lll A":H APrJll VOL TIU L~F T/R 1r.11r 11 ,, : VL .1'1 VC II iJllO ·• ~NI. .••1c11 x rm II T 'I ll"' IN SSIA ;L c r-r HO 'll XLCll XlrJ"ll II !I I Al toe 1cn1n C0'1A1 TUl'llll) E '-D; r r. r:11 v: ~ , I 0 il C'.ttV: Q,'.iOO I ;'•I 0 CRC:;; ~i. CT I 1:-1 so.no x 1 ~ • n•:u 2. ·~I) F!:': T 'i 0. 0 0 'I, I 0 :'!5 'j. no 0. 00 ?55.00 :?'.i5. no a.no o.oo a.on 249.nn 200 1 ~,,I) ' 'j ~ ~. 111. ;i I ~i , 11n. l'il. f .I :! • 0. 0. 2 4 9 "' 0 Cross 11ec ti on down11trC?u1 ~. 0 ll 0. l ~ 0' '1;1 0 .J ~ 0. 010 0. 0 'i I) 0. ~ '0 o.ooo 24 '•. J 0 o.oo of s.11. 30 croselng o.n •JOOI? 0 . I). 0. D 0 0 (I, 0 0 ~:;~. 23 55J.?j \;>.JO Cllll ;~ :;1 CI I ·trl 75. 0 0 r~r t:r.o•.n ...... HCT r ~ • on I .t 2 ~S'j • !12 o. no o.oo 2'j'i. n 2 o.oo 0.02 o.oo 250.''iO n q (, • ~ ... } t :)'j. p'1, l .l2fl. 511. ~' i\. 1. J. 250,r.o Down11trea111 face of S. R. 30 o .1 l o. i I I). 71 0.17 0 • 0 Ill o.oc;o 0.010 n. O'.i 0 2H.91) o.on culvert n. n r. no 111 2nn, 700. ~ r, 0. D I) 0 o.oo 600.00 r.oo.oo J ?II 0 t: nc ·;-; f. :· r. TI l'N I OJ), 0 0 cn~~o~o 'l • H 0 F[q I.HO ~CP'1H It ~ l'ho!:, 1111 u: q 14()1 ~LlOO: ~5;'. :!ll MAX ELLC: ?54,,0 1 ll ll. C n 6. 1q ;'! 5 4. ~" o.oo n.on 2!'i5. 15 o.2s o.oo 0 •I J 25 0. '.i 0 pp 6. 6~ .\. 2.\ 1. 1. uq. ~ I • s. 'lo J. 25 0, <;O Sectlon through s. "· 30 culYert, n.u I •?. ~ lj,1, n. 2, 0. 0 71) (I. 012 0.010 0 .0'8 2'7.90 o.oo required by nor111l brldge •et hod n.0~11~2 Ill. IO, I 0. ;> n 0 -IJl6,J4 600.00 1;00.on 17.'10 CRO;; :;':•·11•JN 12~ •• 0 0 ' X F . t''l! O 5. 1'l rrr r IF 0 \CHllnL n11JDi '.1N~1): 'I l'l.'I ::LI f'O: 2'.i ~. 70 11A'< ~ll.C: 25\.~0 1r.oo (, '., p ?~5.t)~ o.no I). 01) 2"i:'i. 2' 0 •I" 0 .. 0 o.c2 :!50.70 A llf , (,7.'i. 7'i~. !"1. ,..,-~. '2. I~• I 0. ' . 250.70 Section through s. "· 30 c u Jyert n.u I , I ~ r .. 11 I).! 1 o.nr~ I). n I~ o. n 1 o 0. 0 '9 2'" .. 0 0.110 required by nor1111l bridge Ille t hod o.OOIJOO (, ~ .. ,,5, f";, ~ I) 0 -12,n.69 600.00 r.oo .o~ ;.> l-nY-11) 11: l 'i : 22 PAGE ' ~rc~c Ill P TH Cll'if"L CRl~'i llS :L K q; HV HL CLOSS llANK CL rv •' a 111.'.lll rlCll llRC" AL lH ACH AP.Oii VOL TllA LE:FTfR If.UT T I~ r V L ·)I) \/CH Vl!O o! ~~L ~NCH XNl't II TN ELH IN SSTA 'iLCP[ -LOllL HCH XLIJI • R !TRIAL inc {COl'H CORA~ TOPllJO EN'lST l 2110 C II C 5 :; :>·:CT I IN 1so.oo :XTOD !:'O 6. I) 2 FEC: T l ~·, n. o u 1. ~ 2 25~.J2 0. 0 0 o.oo 2:.'i. i2 o.on o.oo o.os 250.10 lllH:, h 71, .5'. I 7 5. 1 .36 2. 'i l • 5t;J • l 0. 4. 250.70 Upstream face of s. "· 30 culvert n .1 l n .·;o 0.6n 0.) 1 0.010 0. O'iO 0.010 o.OH 2' fl .10 o.on n.00001 .., Io. 10. I 0. ? ~ 0 o.oo 600.00 '-00.00 CCHU= 0.600 c ··uv= 0.1100 .12~0 CROS'.; FCTl •lN 200.00 fXTE~OEO J.OJ F!:C:: T 200.00 6.?.) 255. JJ 0. 0 0 a.on 255 • .H 0.01 0.01 0.01 2!Hd0 Rll6, s 11. ~o. 119. 1111. 73. nn. 12. '. 2'9.70 0. l '.i 0, I~ l. 2J 0. 'i 2 0. (I 7~ 0.050 0.010 0 '°' 0 2'9. l 0 o.oo o.onn!<:r, s r •• 50, 4 7 • ? II 0 o.oo '9 J .79 '9).79 1~110 c110 :;.; 5<;:C TI rJN ~oo.oo "Kl!::NO':O 2.117 FEC'f !00.00 5 ,4 1 .2!:5..37 o.oo n.on 255 .J'J 0.02 o. °' o.oo 25' ·" 0 ?86. 65'\. 150. "2· Ell fl, 1 0 l • 16'. 1 'j. (;. 25).,0 U. I 1 0. 15 I.' fl 0°50 0. 0 70 0. 050 0.010 O.H2 2''l. 9 0 o .or. O.OOO'j61 lo n. 100. l Go, 2 0 0 o.oo 515.90 515.90 12110 CRC:;:; SECf JON 400.00 r KTOOEO 1.75 H<;:T 'oo.oo i\ • ''~ :?55.,5 o.oo o.oo 255. ''J o.o, 0.09 0.02 25,,ro P~6. 62 11. un. 1 'l. 'jQ6. 10. 101. 16· 1. 2s,.io J.H l. 2 ! 2.61 O.H (I, 0 70 O.O'iO 0.010 0 .o" 250.60 o.o~ o.on tG''l 100. ion. 100. 2 0 0 I). 00 HG.97 HE.H l2HO CllOSS S~CT JOl'j SOil.DO rxTE~'lE'O 1.09 FE: T 500.00 ~. ~ ~ ?.55.6'1 D. D 0 o.on ?.55.H o.nf. 0.2. 0.01 25,·20 ll~6. 121. 22~. -I~'!• '2"-. 70. 135. 1 fl. A. 2 5'. ro 0. 21 I, 2 i J ol 7 l .o~ 0. 0 7~ I). 0"\0 0 • Q TO 0 .a. 5 251. 2 0 0. 0() 11. 001\'H llH, 1111. 11 ~. 7. n 0 o.oo 512.50 s12.so ? !-~~T-R J 11: 1 'i :2 2 P,\GE 5 I s ~c~c o: P Ill Cll 5 fl CR 111 ·.: ll S ':L I( ': '~ llV HL OLOSS HAf~K ru:v c ll l i ~l l IJCH a11r11 AL "ll Ar:H Af1 •)<I VOL l '~~ LEFT/RIG H T .... 1 lo' c VL 1Jn VCH V II ("II X !-;L XflCtl XNR llTN ~LHIN ssr 11 SL r.r r ML'lH L CLCH XLfJ"f1 IT lllAL l'JC I C O~IT CO'l4R ror1110 £ N~S r J2 10 CM C~ > :;~ C I I l ~ E00.00 .. ~ r ~ r. :r u 2 . ~'J r1:r: r c.n o . oo h . ·;1 7.5 5 . '1 l o.no o.on ;>'i.;.H o.os 0. 2'1 0. 0 1 254 .i:.o ,, 11 ~. ;.iy;. 2'1l. 3 ( ., • 2 ~ ~. I 0 6. ~" ~. ?.I • IO. 254.<-0 Eastern property line of 0 • < q I • n I 2. (, 1 1. 0 A 0. 0 '~ n. o;, o 0. 0 10 o.oq5 24'1. q 0 1l'.5,11 subject tract n. n n t q "11 I ??• 1n. 2 11 ". ? n 0 o.oo 4J4.~9 600.00 1 2(.5 r. 1v1 or o f L IJll 1 2•1 f] l.'. R i.; :~ _; se er 111N 100.00 !.xruriro 0. q 0 FUT 100.00 'i . 1 Q 7.56.70 0, OP o.oo 7.'.if,. '14 0.24 I). 15 o .is 255.'lO •PH, 2 q ,'. 44~. ?O'.i. Ir, 4, n 2. I) 4, 24. IJ. 2'.i 4 .\ 0 Approximate midpoint Of 0.2 h I• q ~ S.36 I•:; J 0. 0 10 0, O'i ll 0 .1110 0. 0 4(, 25 l. 6 0 100.12 subject tract n. on E ! <J 1, ;>11. 2H. 2 14 • 7. 0 0 o.oo 425.46 600.00 I ~'10 C R C~S SC: CT [•JN .qoo.oo F XI t:•.of:O (l.17 Hf T nao.oo '.i..} 1 25'1.01 o.oo o.on 7. 5 'Io 10 0. 11 2 ol 7 o.oA 256-'10 • n f • GO, 2 Jfl, 'jll~. 49. 5'l. :101. 211. 16. 256.'.iO Western property line Of n. v 1. 2 < 4. 04 l .'I~ 0.010 0, I) 'i 0 0 ·" 10 0.041 25J.70 454.6R subject tract at s. "· 6 o.00~121. '15 (,. 01. 5 ~i;. .! 0 0 o.oo 2 3'1. J2 6 '14 .oo frontage road APPENDIX B WATER SLRF.ACE PROFILE CALCULATIONS FOR ItvPROVED OJNDITIONS REFER TO APPENDIX C FOR EXPLANATION OF OUTPUT DATA ABBREVIATIONS. TYPE THURl.LIS ****************************************************** * WATER SURFACE PROFILES * * VERSION .OF NOVEMBER 197b * * UPDATED APRIL 1980 * * * * RUN DATE 8-S TIME 1D•3 * ****************************************************** x x x x x x xxxxxxx x x x 6-SEP-63 10•31 •20 ************************************************** HEC2 RELEASE DATED NOV 7b UPDATED APRI 1960 ERROR CORR -01102 103104105 MODIFICATION 50,51,52,53,54 ************************************************** x x x xxxxxxx x x xx xx x x xxxxxxx xxxxx x x x x x x x xxxxx Tl RUN NO . T-1 -30 FT. WIDE CHANNEL -FULL SECTION -XbOD TO X6DD T2 FIA FLOOD STUDY FOR FRANK THURMOND I COLLEGE STATION, TEXAS S.H. T3 CARTER'S CREEK TRIBUTARY; BKWR=255. OISH 30, Q=88b CFS Jl !CHECK INQ NINV IDIR STRT METRIC HVINS -1D. o. 0. 0 . D.000000 0 .00 a.a J3 VARIABLE CODES FQR SUMMARY PRINTOUT xxxxx 30 QI S.H. b Q 68b . 15 0 .0 00 100 .000 0.000 0.000 0 .000 0 .000 0 .000 0 .000 xxxxx x x x xxxxx x x xxxxxxx WSEL 255.000 0 .000 *************************************** • * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * b09 SECOND STREET, SUITE D * * DAVIS1 CALIFORNIA 95b1b * * (91bl 440-2105 CFTSl 446-2105 * *************************************** PAGE 1 ... FQ 0.000 O.DOO -...,;. 8-SEP-83 10•31•20 PAGE 2 SEC NO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TW A LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC I CONT CORAR TOPWID EN DST .,, CCHV= 0.300 CEHV .. o.soo 3280 CROSS SECTION SO .OD EXTENDED 2.90 FEET SO .OD 8.70 2SS.OO 0 .00 2SS.OO 2SS.OO 0.00 0 .00 0.00 249 .60 886. 532 . 139 . 215. 1174 . 1S1. 632 . a . a . 249 .80 O.DO 0.45 0 .92 0 .34 0.070 o.oso 0.070 0 .000 246.30 0.00 0 .000072 a . a . 0 . 0 a a 0 .00 SS3.23 SS3.23 3280 CROSS SECTION 75.00 EXTENDED S .91 FEET 7S .OO 7.02 2SS.02 0.00 0.00 2S5.02 0.00 0.02 0.00 250.50 886 . 682. 35. 169 . 1328 . 49. 534. 9. 3 . 250 .50 0.11 O .Sl 0.71 0 .32 0.070 0.050 0.070 0.050 248 .00 0.00 D.000087 200. 200 . 200 . 0 a a 0.00 600.00 600.00 3280 CROSS SECTION 100 .00 EXTENDED 5.80 FEET 3370 NORMAL BRIDGE1NRD= 9 MIN ELTRD= 252.20 MAX ELLC• 254.30 100 .00 6 .90 254.90 0 .00 0.00 255. 15 0 .25 0 .00 a .12 250.50 886. 608. 277. 1. 460 . 40. 5 . 9. 3. 2S0.50 a . 12 1 .27 6.94 0.25 0 .070 0.012 0.070 D.048 248.0D D.00 0.001773 1 a. 10. 10 . 2 a a -1316.78 600.00 600.00 3280 CROSS SECTION 125.00 EXTENDED 5.89 FEET 3370 NORMAL BRIDGE1NRD= 9 MIN ELTRD= 252.20 MAX ELLC• 254.40 125 .00 6.99 2S5 .09 0 .00 O.DO 255.27 0 .18 a .10 0.02 250 .60 886 . 630. 252. 5. 542. 41. 14 . 10 . 4. 250 .bD a . 12 1. 16 6 . 11 D .34 0 .070 0.012 D .070 0.039 248. 10 0.00 0.001314 6S . 6S. 6S. 2 a a -1300 .96 600.00 600 .00 I f' 8-SEP-83 1D •31 •2 D PAGE 3 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT Ir TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPWID EN DST 328D CROSS SECTION l5D .DD EXTENDED b .12 FEET 15D .DD 7 .22 255.32 O .DD D .DD 255.32 D .DD D .DD D.D5 25D.bD 88b . b72 . 33. 181. 1393 . 51. 590 . 10 . 4. 25D.b0 D. 13 0 .48 D.bb 0 .31 0.070 0.050 0.070 0.039 248. 10 0.00 a . oooon 10 . 10 . 10. 2 D D 0.00 bD0.00 bOD .DD CCHV= O.bOO CEHV= 0.800 3280 CROSS SECTION 200.00 EXTENDED 3.02 FEET 20D.OO b.22 255.32 a.DO D .DD 255.33 D.01 0 .01 O.Dl 254.3D 88b . b77. 90 . 119 . 817. 73. 227. 12 . 4. 249.7D a. 15 0 .83 1 .23 0.52 D.070 O .D50 0.07D 0.04D 249.10 0.00 O .DD03b7 Sb. 5D. 47. 2 a a D.00 493.bl 493.bl 3280 CROSS SECTION 300.00 EXTENDED 2 .87 FEET 300.00 5 .47 255.37 0 .00 0.00 255.38 0 .02 0 .04 0.00 2S4.80 88b . b54. 150. 82 . b88. 101. lb3. lS. b . 253 .40 D. 17 0 .95 1. 48 D .5D D.D7D D.D5D O.D7D D.042 249.9D D.DD D .DDD5b3 lDD . lDO . 100 . 2 a a 0.00 515.b2 51S.b2 3280 CROSS SECTION 400.00 EXTENDED 1. 7S FEET 400.00 4 .8S 2S5 .45 0.00 0.00 255 .49 0 .04 0 .09 0.02 2S4.70 88b . b24 . 183 . 79. 50b . 70. lOb. lb. 7. 254.30 a . 19 1. 23 2.b1 0 .74 0.070 0.050 0.070 0 .044 2SO.b0 O.OD O .OOlbSS 100 . 100. lOD. 2 a a 0.00 47b.7S 47b.7S 3280 CROSS SECTION SOD.OD EXTENDED 1. 09 FEET S00 .00 4.49 2S5.b9 0 .00 0.00 255.74 O.Ob 0 .24 0.01 254.20 88b . 521. 224 . 141. 425 . 70. 135. 18. 8 . 2S4.70 0 .21 1. 22 3 . 18 1. OS 0.070 o .oso 0 .070 D.04S 2Sl. 20 0.00 D .OD2SD2 118 . 118. 118 . 2 D D 0.00 S12.42 512 .42 8 -SEP-83 10 :31 :2 0 1-'Al:it ll SECNO DEPTH CWSEL CRIWS WSELK EG HV HL CLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XN CH XNR WTN ELMIN SSTA ~ S LOPE XLOBL XLCH XLOBR !TRIAL IDC !CONT CORAR TOPWID ENDST v CCH V= 1.aoo CEHV= a .0aa 6aO .OO 6 .2 9 2SS .69 o .oa a.oa 2S6.24 a.SS a . 10 0 . 4a. 262 .0a 886 . 0 . 886 . a . 0 . 149. 0 . 20 . 9 . 262 .00 0 .22 a.aa S.97 a .OD a.a2a a.a12 a.a7o 0.039 249 .40 6.42 o .aa0347 122. 143 . 2a4 . 2 0 0 0 .00 31. 17 37.S8 33a1 HV CHA NGED MORE THAN HVINS 700 .0a 4 .61 2SS .71 o.ao o.oa 256 .96 1.25 a .16 a .56 262 .aa 886 . a . 886 . a. a . 99 . 0 . 20. 9. 262 .0a 0 .23 0 .00 8 .99 a .DO 0.020 0.012 0 .070 0 .032 251 .10 6.23 0 .001115 274. 274 . 274 . 2 0 0 0.00 27 .55 33.77 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 740 .00 4. 15 256.35 256 .35 0 .00 257 .99 1.64 0 .28 0 .31 262.00 886 . 0 . 886 . 0 . 0 . 86 . 0 . 21. 9 . 262.00 0.23 0 .00 10.27 0.00 0.020 0 .012 0 .070 0.029 252 .20 5 .65 0 .001649 209 . 209. 209 . 1 11 0 0 .00 26 .70 32.3S CC HV= 0 .3aO CEHV= 0 .500 3 2 80 CROSS SECTION 750 .00 EXTENDED 0.07 FEET I ( 3301 HV CHANGED MORE THAN HVINS 7SO .OO 5.56 258 . 17 0 .00 0 .00 258 .42 0.25 0.01 0 .42 258 .09 886 . 0 . 886. 0 . 0. 223 . 0 . 2 1. 9 . 2S8 .09 0 .24 0 .00 3 .97 0.00 0 .020 0 .012 0.070 0.029 252 .59 0 .00 0 .00014S 24 . 24 . 24 . 3 0 0 0.00 40.00 40 .00 8-SEP-83 10 •3 1 :20 PAGE s s " SEC NO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB OCH QROB ALOB ACH AROB VOL TWA .LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPWID EN DST SPECIAL BRIDGE SB XK XKOR COFQ ROLEN BWC BWP BAREA SS EL CHU ELCHO 1. 25 1. 60 2 .60 100.00 42.00 2.00 156.00 0.00 252.70 252.60 CCHV= 0 .600 CEHV= 0.800 3280 CROSS SECTION 760.00 EXTENDED 0 .33 FEET PRESSURE ANO WEIR FLOW EGPRS EGLWC H3 QWEIR QPR BARE A TRAPEZOID ELLC ELTRD AREA 258.97 258.45 0 .03 137 . 748 . 156 . 156 . 256.59 258.09 760.00 5.83 258 .52 0.00 0.00 258.74 0.22 0.33 0 .00 258 .19 886 . 0 . 886 . 0. 0. 233. 0. 21. 9. 258 . 19 0 .24 0.00 3 .80 0.00 0 .020 0.012 0.070 0.028 252.69 0 .00 ' 0 .000126 30 . 30 . 30 . 2 0 3 0.00 40.00 40.00 3301 HV CHANGED MORE THAN HVINS 7185 MINIMUM SPECIFIC ENERGY " 3720 CRITICAL DEPTH ASSUMED o. 00 ·:.1 80D .OO 4. 12 258. 72 258.72 260.30 1.59 0.07 1.09 262 .00 886. o . 886. o . o . 88. o. 22 . 10. 262 .00 0.24 0.00 1o .11 0.00 0.020 0.012 0 .070 0.026 254 .60 3 .98 0 .001631 193. 228. 263 . 2 19 0 0.00 28.04 32.02 APPENDIX C OUTPUT DATA ABBREVIATION DESCRIPTION .. ! ( .... OUTPUT DATA DESCRIPTION This appendix contains a description of all ~utput variables that apply to any cross section •. Many of these variables can pe selected for sunmary printout display. · Variable ACH ALOB ALPHA AREA AROB BANK ELEV LEFT/RIGHT BAREA BW CASE CCHV CEHV CHS LOP CLASS Description Cross section area of the channel. Cross section area of the left overbank. Velocity head coefficient. Cross section area. Cross section area of the right overbank. Left and right bank elevations. Net area of the bridge opening below the low chord. Entered on SB card. The bottom width of the trapezoidal excavation. A variable indicating how the water surface elevation was computed. Values of -1, -2, -3, and 0 indicate assumptions of critical depth, minimum difference, a ·fixed change (XS card), or a balance between the computed and assumed water surface elevations, respectively. Contraction coefficient. Expansion coefficient. Channel slope. Identification number for following types of bridge flow. CLASS 1 2 3 10 11, 15 12 13 30 59 67 TYPE OF FLOW Low Flow -Class A Low Flow -Class B Low Flow -Class C Pressure Flow Alone Weir and Low Flow -Class A Weir and Low Flow -Class B Weir and ;Low Flow -Class C Pressure Flow and Weir Flow Special Bridge Reverts to Normal Bridge Method For Encroachment Methods 3 through 6 Variable CLSTA CORAR CRIWS CWSEL DEPTH DIFEG DIFKWS DIFWSP DIFWSX EG EGLWC EG PR S EL ENCL EL EN CR ELLC ELM IN ELTRD END ST H3 HL Description The centerline station of the trapezoidal excavation. Area of the bridge deck subtracted from the total cross sectional area in the normal bridge method. Critical water surface elevation. , - Computed water surface elevation. Depth of fl ow. Difference in energy elevation for each profile. Difference in water surface elevation between known and computed. Difference in water surface elevation for each profile. Difference in water surface. elevation between sections. Energy gradient elevation for a cross section which is ·· equal to the computed water surface elevation CWSEL plus the velocity head HV. ' The energy grade line elevation computed assuming low flow. The energy grade line elevation computed assuming pres- sure flow. Elevation of left encroachment. Elevation of right encroachment. Elevation of the bridge low chord. Equals ELLC entered on the X2 card if used, otherwise it equals maximum low chord in the BT table. Minimum elevation in the cross section. Elevation of the top of roadway. Equals ELTRD entered on the X2 card if used, otherwise it equals the minimum top of the road in the BT table. Ending station where the water surface intersects the ground on the right side. Drop in water surface .elevation from upstream to down- stream sides of the bridge computed using Yarnell's equation assuming Class A low flow. Energy loss due to friction. ¥ ,. YJriable HV IDC !CONT IHLEQ IT RIAL KRATIO OLOSS PERENC Q QCH QCHP QLOB QLOBP QPR QROB QROBP QWEIR RBEL SEC NO SLOPE SSTA STEN CL STEN CR Description Discharge-weighted velocity head for a cross section. Number of trials requ ~red to determine critical depth. Number of trials to determine the water surface eleva- tion by the slope area m~thod, or the number of trials to balance the energy gradient by the special bridge method, or the number of trials require~ to calculate encroachment stations by encroachment methods 5 and 6. Fric~ion loss equation index. Number of trials required to balance the assumed and computed water surface elevations. Ratio of the upstream to downstream conveyance. Energy loss due to minor losses such as transition losses. The target of encroachment requested on the ET card: Total flow in the cross section. Amount of flow in the channel. Percent of flow in the channel. Amount of flow in the left overbank. Percent of flow in the left overbank. Total pressure or low flow at the bridge. Amount of fl ow in the right overbank. Percent of flow in the right overbank. Total weir flow at the bridge. Right bank elevation. Identifying cross section number. Equal to the number in the first field of the Xl card. Slope of the energy grade line for the current section. Starting station where the water surface intersects the ground. The station of the left encroachment. The station of the right encroachment. Variable f .... - STCHL STCHR TELMX TIME TO PW ID TRAPEZOID AREA TWA VCH VLOB VOL VROB WSELK WTN XL BEL XLCH XLOBL XLOBR XNCH XNL XNR .01 K Description Station of the left bank. Station of the right bank. ;: Elevation of the lower of the end points of the cross section. . Travel time from the first cross section to the current cross section in hours. Width at the calculated water surface elevation. Net area of the bridge opening up to the low cho -rd as defined by SS, BWP and BWC on the SB card. Should be close to BAREA on the SB card. \ . Cumulative surface area (acres or 1000 square meters) of the stream from the first cross section. Mean velocity in the channel. Mean velocity in the left overbank~ Cumulative volume (acre-feet or 1000 cubic meters) of water in the stream from the first cross section. Mean velocity in the right overbank •. Known water surface elevation; for example, a high water mark. Length weighted value of M~nning's 'n' for the channel. Used when computing Manning's 'n' from high water marks. Left bank elevation. Distance in the channel between the previous cross section and the current cross section. Distance in the left overbank between the previous cross section and the current cross section. Distance in the right overbank between the previous cross section and the current cross section. Manning's 'n' for the channel area. Manning's 'n' for the left overbank area. Manning's 'n' for the.right overbank area. The total discharge (index Q) carried with .s112 = .01 (equivalent to .01 times conveyance). AVILES . niil ENGINEERING CORP. OEOTECHNICAL ENGl'IEERS GEOTECHNICAL INVESTIGATION PAYLESS CASHWAYS SALES FACILITY COLLEGE STATION, TEXAS 1 f},-r.I, .£.--d.s:-.oc.-,60/J REPORTED TO PAYLESS CASHWAYS, INC. KANSAS CITY, MISSOURI REPORT NO. 192-83 MARCH 1983 RECEIVED PAYLESS CASHWl\YS, INC. APR 7 -1983 CORPO ,~A ; E Or.F1CE CONSTRUCTF.-~N JEi.JT. - 106 ' 194' 62 I 110 I 91' 68' .--~ -- -----+s-3 N ""' 48' 116' ,, I/ ' ,, I ~-4 I ~-1 . ' . .__ ---------L State Highway No. 6 -- B-~ h~7/w~) 7i-vd~ c/ut:;5'1t.-/!.!v/f A cJ c;;tilfYV ~-5 15' ~ I ~-2J 44' --- 195' 114' Boring Plan March 1983 57' 55' 0 (""') I .B 1 l'O +> (/) r• PROJECT PAYLE SS CASHWAYS, INC. -CO LL EG E ENGINEER ING CORP STAT I ON G EOTECHNIC AL ENG INEERS BORING B-1 I DAT E Ma rch 11 i 1983 TYPE 3" Core LOCATION Se e Pla n I ._ w SHEAR STRENGTH , TSF w ._ ._ r.L _J Ill 8 ~ ._ ~ z 0 w ~ ~ ~ ID er 0 E s c R I p T I 0 N r.L 0 -POC K ET PENETROME TE R ~ :i _J :r 0 -~ )( -LABO RAT OR Y (.) ._ ~ (.) ~ t.) C ON FI N E D 0 ! ~ 0.. en ~ ci 5 w 0 • -L AB O RAT O RY U N C ON FI N ED Ill 0 _J ::i 0 I < ID _J _J i 0.. 0 .5 1 .0 1 .5 2 .0 2 .5 ! ~ 0 Gra y sandy c lay wit h sand I.. i I ! i ; : I I I I I I i '--22 108 32 116 ~ I I i .:::V I I '---1 ay ers I ! I l..-r' i I I ·r I -Light s andy clay 15 116 gray I ! Ill I Ii '--I-!P 'I I ' ~ 5 .. I I i ,___ ,___ Bottom at 5' I I I i I I I I I J I '-- 1. Bori ng dri lled t o 5' I I i I I : I '---- I • 10 4 wit ho ut dri ll i ng fluid : I . : Ii : I i I l 1 I I i I I I: I ! i I I '----I I : i T -2. No wa te r encountered I ' I -while dr i ll i ng 1 t i I I I 1 I ! I I -! T I 11 • 15 4 I : I i ! I I 'I ' ' '--........ ,.... I I i ! '-- : '--I I ! I I -I 1 I i ; l I ! I I I ~ 20~ I ' ' I I I I I I I I I I ; ,___ l I ' ! I ! : I I I I ,___ I I I I I ! I ,___ I T : . I I:! '-- I j : I I i ; I I I 1 1 i I • 25 ~ I I .' I I I , I I ' ' i : . , I ''' '- I ' I i ! I I I '.'I I I I I ' ' '-/I! I . ! ' I ; ! : I I I I i ·I '-11 I I I : I' I I , '' I '---! I I I I I ! ! I I I j ! i I . . I ~ 3 0 ~ I 11 I 1 1 i I I I I ;! i, I I : : I '-- , ' I i ! I 'I I j I '--! ' I : : : : ! I ,___ 11 I ! I I i I : I i I ,___ I l : 11 ii I I I I 1 1 I I !! ! i ! i • 35~ I I : I I I:! I ! ! ! I ~ , I 111 i ! I ! I : j I I '--- I 'J 1 ! ! I i I ! : ! ! ~ : I ; I I : I '----I i I I I I I .40 ~ 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 : j I ! I : I ~ •5 ~ I I I I l I I 1 11 .___ I I i I '----I Ii .___ I ! ! I I >- I I i I ! I i i : ~ 5 0 .. I I I : I I I I 1 I i I I >-I i I , I 11 I I I I ; I a• ·- I ENGINEERING CO R P ; PROJECT PA YLESS CASHWAYS , INC.-c9L LEGE STAT I Q W EOTECHNIC Al E N G INEERS BORING B-2 j t DATE Ma rch 11 , 1983 TYPE 3 •• Core LOCAT I ON See Pla n I ... w SHEAR STRENGTH , TSF I w ... ... 1£. ...J Cll 0 1£. ... i ~ 0 w 0 k' ~ I II) a: 0 E s c R I p T I 0 N ~ ~ 0 -POCK E T P ENETR OM ET E R I ...J :t ~ 0 -...J ! ... > u ~ u ~ )!( -LABORAT OR Y CON FI N ED 0 ~ CL Cll ~ ci 5 ! ... w • LAB O RA T OR Y U NCONFINED Cll 0 0 :) -Q C( ...J GI ...J ...J CL 0 .5 1.0 1 .5 2 .0 2 .5 I • 0 (saturated ) I; I I . I I i 'I I I I I I I I I ! ,___ Gra y sand 19 . ' 1 ' I I i\; 11 ' o I I ,___ Ligh t gray & t an sand 17 i l\...1 ' i I I 28 113 .___ clay with I ._L i ggt ~ra~ sandy I I ,--. t--..!._ I I ..___ • 5 .. sa s am 17 114 I I •1 : ! :'TC b I I I 1 I I : I i ..___ Bo t tom at 5' I 11 ! I 11 i I ..___ i I I I I I ....__ l. Bor i ng dr i 11 ed to 5 ' : : i I I I ,__ without dr i llin g flu i d 1 1: ! ' 1 i I I • 10 .. t I I I I I l Ii I I! ! .__ I 2. No encountered : : I l water : ; 1---I l whi le dr i lling I I I I 1 .___ '' I : I ''I .___ . l ! ! ! ! : • 15 .. ' I I I ; , I! ! : I ..___ ~ i ! ! ! ! ' I ! .___ 1 I I i i I ....__ . 1 I I I! I ! ! >---! I I . I I : , . ! : I ' • 20~ ! :l i I ! I I ,__ : I 1 ' I I I I I I I f ,__ 111 I I I i ,___ 'l 1 I ! : I! I ': I ,__ I I i l I I! I I . I ~ 25 ~ I 'I I ! : . I i I ' I I ~ ~ I I I I ,__ l i ! ' ~ I 'I I I I 1· ' . I I . ' ' ' ,__ I 1 1 I ' ' I I I I '' ! ,__ ii I ! i I I I ' ' ' .__ l I , I ! l i I I I I : ! , I ': I I tJO ~ ! I 11 i I I I '. I: 1 1 '' .___ -i I I i i I I I I l i 'I ,__ I! i I I ! I ! ! ! I I ' ' I ' >---I ' i l I I I I I I >---I 1 ~ I I I I I i I 11 1 i • 35 1 I I i I I I I I I l 11 ...___,.. I It I ; 1 I ! /I ....__ I 1 Ii ! 'I I I I >---I I i-1 'I ,__ I 11 I I I I ~ 40 ~ . i 1 1 I I 'I I I I I I' -. 'I ' I I I I .___ ~ I : i ~ ! I I : .___ 1. I I I I I >-I 11 I I! ! I , I • •!>~ ' I I : I I I I >-I I I I I >---! I I >---! I ! I '--! i I ; I I I • !>O ~ ' Ii I Ii I I >---I I I I i ! ' I I I .- ENGINEERING CORP PROJECT PAYLESS CASHWAYS,INC.-CO LLEGE STATION GE O TE CHNIC.O•l ENG INEERS B-3 BORING DATE March 11 i 1983 TYPE 3" core LOCATION See Plan I ! I-w SHEAR STRENGTH, TSF I w I-I- "" ..J Cl> 8 "" I-I ~ z 0 w ~ ~ ! Ill ir D E s c R I p T I 0 N "" '# 0 -POCKET PENETROMETER ::::; ::r :E 0 -::::; I-> u E c.) ~ ')( -LABORATORY CONFINED 0 u A. Cl> ~ ci 3 i I- w 0 • -LABORATORY UNCONFINED Cl> 0 :::) 0 C( ..J ::::; ..J Ill A. 0 .5 1.0 1.5 2 .0 2 .5 i ~ 0 Lifht gray sa nd to light I_ l : I ; : I I ~I i : 32 117 -gray 20 110 _& an sandy clay I I J,...I 1 1 I I -! I -I j Ligh t gray sandy clay with I ! I .....__ ,_ I ~ 5 ~ silty clay & sand pockets 19 102 I LI I I ! : ' ... ~ ,_ I I I ! i i I ! i _Yn .....__ '--~Light gray & tan sandy clay I I l'+-L I j I rb -with sand layers 25 101 I 39 21 I l I ' I I i I I ~ 10 ~ I ' i I: ! I -I I -I I : ii I I I 1 -Light gray & tan sandy clay I 1 : ' I ' I -with sand 1 ayers 22 104 ! ! I I ~ 15 ~ I I I I ; i L-- ...._ Bottom at 15 1 I I I I I I ; I ...._ i l. Boring dri 11 ed to 15 1 I I ! I .._____ I ! I I I ! 11 . I ~ 20 ~ without drilling fluid : ' I I I I I l i I -I : i I : I I I I I I ' -2. No water encountered 11 I ! I 1 I -while drilling I I I I I ! t I I! I -i . • 2!5 ~ : i I I I i I I ! I; j I I I \I i : I I I I ~ j I .._____ ' I ' I I I i I i ! ! I ; : ! l j I .._____ I I , I ! ! I ; ! : i I I 1 1 ! I i I , ...._ I I I I; I j l Ii ! i I -! I /Ii l : 1 , I I. I 1 ! i ~ 30 ~ I I I ; . I i I I l I 1 I : i I l ! Ii , '' I -1 I I i I j I I ! 11 j I ' , I -I I I ' i I '.I i Ii ,; I ...._ I I '' ! I I I ; I I i ii I I I L--I I I ! I I 1 1 i I I : i;;; • 3!5~ I : ~ ! l i ! : 11 1 I l ! I -I I I I I I I!! I I ! ; -I . I i I I ii ! I .....__ I i I I I I 1 ,___ • '° ~ 11 I I I -I I 11 I I I ! ! I -I i I I -I 11 I ' ' I -I I 11 ! I ! I ~ •S ~ I I I - I -I -; I ,_____ I ! I ! ~so~ \ I I I I I I I .___ I l ' ' I a• ENGINEERING CORP PROJECT PAYLESS CASHWAYS,INC .-CO LL EGE STATION GEOTE C HNtCA L ENGIN EERS B-4 BOAi~~ DAT E March 11 2 1983 TYPE 3 " Core LOCATION See Pl a:n I I I .... w SHEAR STRENGTH, TSF w .... .... u.. ..J Cl) 8 u.. .... z 0 w ,,. ~ ~ ~ CD a: D E s c R I p T I 0 N u.. 0 -POC K ET PEN ET ROM ETER ::i ::z: ~ 0 -::i .... >-u ~ u ~ )( -LABORATOR Y C ON F INED 0 i u A. Cl) ~ 0 .... w • L ABORATOR Y U NCONF I N E D :i I .,, 0 0 :::) -0 < ..J ! CD ...J I ...J A. 0 .5 1 .0 1 .5 2 .0 2 .5 ~ 0 I '-~ : I , I i I Gra y sand I : ; I I I ' '---' ......... -w... ' ' ! ' : I ! I I i 1 i I I '---' ' I -Ligh t gray & t an sa ndy clay 15 117 j : . -;;-~: I : ! 32: 1E 'i I I ! :_ ~ .. I I I --I !J.... '-""i ~ I I! : I 841 37 ~ 5 ~ 11"-~' i : j i I ! I i - -Ligh t gray clay 40 81 !~. I I i i i I l i I K-1. --I i ! l l i I I ....... '--I . I t I : I. I r t . ! i ~ 10 4 ! I. ! ! I I 'I! i I I : i I I I I : : I. ' I I -I : I I I I ! I 1 -Li ght & t an clay with '. I j I : Ii! I -gray 1 , i : I J '. I -~a nd y cl ay po ck ets & sand 1 ay ers 35 88 -·I · I I T . ! I T ! I i I I • 15 4 ' I I : l . I I i i ' \ -Botto m at 15 ' : I j i i Ii I -i I i 11 l j '----1. Bo rin g dr i 11 ed to 15' I i I I I! I '-- wi thout d r i lling fluid ! I I ' : : ! I: I ; • 204 : I I : I TI : i i I I ~ i I I I 1 I I : I I -2. No water e ncount ered . I I I ; I I I I -while drilling I ; I . I I I ! I -! i I! ; ! ~ • 25 ~ I ! ! : I ! I ' : I I I l I I! : I: I -I : I · I! l ' ; 1 1 ! : ; I I ; '----' ! ' '' ' ! Ii i I I I I I ' '----I:! ! ' i I ! i . I i I I : -I! i I I 1 L Li I ' I I ! . I: : : I I I I ~ 30 4 i I I I I i I i I I I I : i j I l 1 ii Ii --: ! Ii I i 1 ! I ! l I I i I ! I -' I I -i ' i ! : ! ! i : , ! : I i I I i I I ! : I ! I l I !! I I ! ~ -I ' I I I! ! i : l i I l 1 ii i I : I' I I I I : I t I ~ 354 i I I i 1 1 , 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 Ii i 11 i i I I '----I I .. I I I I I i i '---- 'I . I I i I I I I I I I I ~ '° ~ I '-- ! : I ! 11 I! I I i ; I I I ! I I '----! I Ii I ; I I I 11 -' I ! i ! ! ! : I '----I I I I I : I Ii I I 1 ~ •5 ~ I I I 11 I I I '----I II '----; I 11 -1 I 11 -. I I I I 1 I ' ' 'I ~ 50 ~ I I : I' I I I ' I I I I I -I : I : I I I: . I I AVILES a=I ENGINEERING CORP PROJECT PAYLESS CA~HWAYS ·f NC. -COLLEGE STATION G EO TE CHNICAl ENG INEER S BORING B-5 DATE March 11, 1983 TYPE 3" Core LOCATION __ s_ee_P_l_a_n ____ ;__ __ ... w w ... ~ :r ... II. w 0 - - - -- - - - - - - - - -- - - - - - - - -- ~ 50 ~ - Cl) w ~ DESCRIPTION (,) Gray sandy clay Gray s i lty cl ay h-ight gray sandy clay with sand pockets Light gray & tan sandy clay with sand layers Bottom at 15' 1. Boring drilled to 15' without drilling fluid 2. No water encountered while drilling ... 8 ... ~ 0 ...J Ill SHEAR STRENGTH, .TSF 0 -POCKET PENETROMETER )( -LABORATORY CONFINED e -LABORATORY UNCONFINED I I ~1 i ! I /. j I i I I Ii I ! I I I I I 17 103r+-~H-9~l..Yr--'H-1 +-'"-I ri 1 ---t-t-t++-l ++t+-t-+-+-H28 16 I I I :"'t--.._ I i I I I 22 : I I I !"'~:: I I : I I : ;'hi.. ! I 1;, I I :K I I I : . i 'r-., l ! I 1 i I ! I I' I . I 1 ! I I I I I ; I ! I I I , : , ' I : 1 : ! ~ I i I I I . 'i I ! I i i I I I: i ! I ! ! I : ! ! ! ! I I l 'I I I : : I 1 i l I I I I f ; I I I! l ! ! ! I i I ! I , I I I I ;! I !! i I I j I I I I ! T ! I I Iii I I I ! ; I : i ! ! ! : I i 1 1 i 1 1 I i. 11 i I I i . i I I I I I I i I I , : i Ii i I 1 i ' I i I I I I I I I ! ! I I I I I ! I ! I . I I I : I j I : I I I I I : I JI ; l ; I I . I I I I: n• ENG INEERING CORP PROJECT PAYLESS CASHWAYS,INC.-COLLEGE STATION G EOTECH NICAI. ENG INEERS BORING B-6 DATE March 11, 1983 TYPE 3" Core LOCATION See Plan I I I- w SHEAR STRENGTH, TSF I w I-I-... ...J 8 ... I- 0 UI ~ ~ ~ z w Ill a: D E s c R I p T I 0 N ... ~ 0 -POCKET PEN E TROM ETER ...J ::t ~ 0 -~ ..J I I-> u ~ c.) .)( -LABORATOR Y CONFINED 0 ~ .... UI :i ci 5 ' I- w 0 • -LABORATOR Y UNCONFINED ll'l 0 ...J ::) 0 I <( Ill ..J ...J .... 0 .5 1 .0 1 .5 2.0 2 .5 ! ~ 0 Gray clayey sand with clay : I I I I 23 I I I ,__ l;ivprc:; ~ ! i I I I ,__ ; Ir:: I ,__ Gray si 1 ty clay with sand I · I i I I ..____ ~sea m s LJ I I ! • 5 .. 34 85 I I I 46 18 I i i I , "), ; I .....___ ..... ! I I '4.. I ! I ,____ I I I \ '-I ; I, .....___ Light gray & tan sandy clay 23 107 I I i I with sand 1 ayers I ' I ! ; I I l 1 I i I i • 10 .. I I i , I: I i I i I .....___ I : : : : ,..._ I ! I I ' ' .....___ l I I .....___ ! : I I I I • 15 .. ' I I ! : ! I I ! I . I .....___ I : i I .....___ I I : I ! I I ,____ I l '1 ..... .....___ 19 110 1 -1 I Ii . I 34 : 19 I :' I ~ 20 .. I I I I 11 I I ' ~ Bottom at 20' ' I : I I ; I I I I ~ I I I ! -I l , I : 1. Boring drilled to 15' I ' I -I I ' • 25 .. without drilling fluid I : I I I. I ; i ';. ; I ! ; : : i : ! 'I ! I : ~ I ' : : I , Ii I ·:I I , I I: . '' ,__ 2. No water encountered I i : ! ; I; i Ii • I I I I ! .....___ in the 15' ! I I I ! ! ; I ; i upper I >---! I ! i ! I ! I ; l ! I I: I I I ~ 30 .. i i i I I I I : I 11 I I: I ! 'I I ,____ i ! I I' I I I · i , I I .. I ! I .....___ I: Ir I I I: I i:: ' I ! ! .....___ l ! 1 l ' I I . I I l ! .....___ .. I I ! I , I ; Ii i I : I I I I ~ 35~ 1 I I I ' I I ' I I I i ; ! I I '--I l i I I I I .....___ I I : I I I .....____ I I : i I; I I .....___ I ~ 4'0 ~ I I I I ! ! I .._ I i I ._ I I '. I I ._ I I I I I I ._ I ! I I • 4'5 ~ ...__ l ,____ ,____ I I I '---- • 50 .. I I I I! ,____ I I I r• ENGINEERING CORP. PROJECT PA YLESS CASHWAYS,I NC.-COL LEGE STATION Gf OTECHN ICAl. E1NG tNEERS BORING B-7 :· 't March 11, 1983 3 11 Core I See Pl an DA TE TYPE LOCATION I I I r SHEAR STRENGTH , TSF "' "' r r ... ..J 8 ... ·r i 0 en ~ ~ z "' #. 0 -POC KE T PE N ETR OM ETE R CD er 0 E s c R I p T I 0 N ... ..J :::c ~ 0 -~ ..J ~ r > u E cj ~ -LABORATOR Y CONF I NED 0 ! A. .,, ~ 0 r "' • -LAB ORAT O RY U NCO NF I NED :::> "' 0 0 :) 0 < ..J I CD ..J ..J A. 0 .5 1 .0 , .5 2.0 2 .5 I ~ 0 Gra y sandy c lay wi th s and ' I . I I : I ~ I I I I i 68.48. -22 104 11 _ 1 ayers )'-.._· I i I -i ;--: i i i I 1 I '---,_ 1 I ! ~ 5 '4 Wit h gray c l ay l ay er s f ro m 32 87 I --n 5 1 to 7 ' I i i I I I I t-... I! I I I I ...:.,. I 3J -' -L1g t gray ! tan sa ndy c lay l i I I I I 26 100 : I 2( -wi th sand 1 ayer s . ' I / . I I I • 10 '4 I I I ' i I I· i I I I : I i I -I : :i -I I I ' 1 I -I . i I ! I -1 ~ 15 ~ I I I I I I I I I I -Botto m at 15' I ! I I -I I I -1. Bor ing dr i 11 ed to 1 5 ' I I ' . I -T wi tho ut dr i llin g fluid I I I : I I I : j ~ 20~ I I I I -I : I I ' 2. No water encou ntered : I l -I T I I I in bo r in g I I , i T I ! I I -: I I . I I I I ! I I I , , ' • 25 '4 I i I ! l I '' j I ; I: I I ' . .._ I ! ! i I I! l '. ! I I I .___ ! 11 I I I I I I .___ I I I i I I .._ I ! I I ! I I I ~30 ~ I ! I I I I j I I I l I ! I i I ; i I I I I -j : ! ! I I i i I .! j 1 I -: l 1 ! I 'I i ! : ! I '' -! ! i ! : I ! . I I I i j -! I I I ! i I I i ! I l I I I i I • 35~ I I I I I I I! I l I i I I --I I I I i ' i I -' I • ] 1 1 , I I I -l l I I I 1 I -I i I I ~'° ~ I l i -I : ! I -I I I I I I -i I I l , i -1 1 I I I I ' ~ •5~ I I I - ' - --I I I I I • 50 '4 ! I I 1 -I I I : ' ' n• ENGINEERING CORP ~ROJECT i PAYL ESS CASHWAYS I NC.-COLLEGE STA TI ON GEOTECHNICA1. E"!GINEE"IS BORING B-8 I 'r See Pla n DATE March 11, 1983 TYPE 3 11 Core LOCATION I I ..... w SHEAR STRENGTH, TSF I w ..... ..... .... _J 8 IL ..... ~ 0 Ill ~ ~ I z w ~ 0 -POCK ET PEN ETROM ET ER ::, ID er 0 E s c R I p T I 0 N IL ::, ~ ~ 0 -~ ~ ..... > u ~ t.i )( -LABORAT OR Y C ONF I N ED c A. Ill ~ ci I I- w e -LABORAT OR Y U NCONF I N E D :::> > .,, c 0 ::i 2 ' < _J 1 _J ID _J A. 0 .5 1 .0 1.5 2.0 2 .5 I • 0 ' Gr~{ silty clay wit h s and 23 103 I I I : I . I: 1 ! I ; 49 i 1 ~ ,__ nnr ptc; Ii '\: ; ! I; : I' ,__ I"\_ I I I ' .... I i ,__ -; I'\. I I -ll i ght gray cl ay 1 ay er with I Ii I I • 5 ~ 40 82 I ,_Si 1 t layer 4 ' -6' 11 I 11 N...• I I ,___ I I ' i I I :----l. I ,...__ I I I 34! 2( 1 -Li ght & clay . I I 1 i gray t a n san dy -22 106 ! , I ~ 10 ~ wit h sa nd 1 aye r s : I I I I 1 I' I Ii I I -I : 1 '' ! I I I -I I I ' ,___ ! ' l I i 1 ,__ 'T' .. 1 5 ~ I I 1 I !. I I I t i ,__ Botto m a t 15' i I:; i i I ,__ I l I I I I I ,__ 1. Bor in g d r illed to 15' I i T ! I ,___ i . I I I J I o i I • 20 ~ with out dri lling flu i d . '' I I I : : I I I i I I ' ,__ ' i j ! i . I ...__ 2. No water en cou nte re d I I I I i ,...__ whil e dri ll i ng l ! I I I 1 i ...__ ! I I I;! • 2 5 ~ I I ! I I I I I ''' I I I I' I I : I 0---' 1 ! I : : i ii I ! ~ I ' I I 1 I 0--- I . I I !' ' I I I I I I ,____ i 11 ! I I I I I I .....__ I I l 1 I '.'.!I '!I i I I! ! • 30 ~ 'I i I 11 ; ; I I I . I; i ' I I 0---! i I I I I I I I .. ' ! ' 'I 0---'I 11 ! I ! l: ! ! ! I I I i I I 0---I I I! : ! I I ' . ; I ,___ ! I i I i ! I I: i I , I I I • JS~ I i ; I I I I 11 l ' ,___ I I I l I! I i : ,__ i 11 ! I i ,__ I I I I I '' I 'I ' ,__ 1 1 i I I i I • &O ~ 11 I I I I I I! i I >--' I i I -1 j I I I .._ I I I I ,__ I I I ! I I . i I I I ~as~ I I 11 >-- ......... ~ I I I I f---' I I ~ I ~ I 11 I I • 5 0 ~ I I : I I -I I I : : : I I 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs. Veronica Morgan, P.E. Engineering Department P. 0 . Box 9960 City of College Station College Station, TX 77842 April 16, 1999 Subject: Drainage Report of March 11, 1999 Nimitz Street Townhomes College Station , TX Dear Veronica : In response to your latest comment regarding the referenced report (and my subsequent letter of April 8, 1999) I would like to indicate that the calculated increase in the rate of storm water runoff caused by the project will not exceed the boundaries of Cooner Street right of way , except at the end of the street where currently the existing runoff traverses private property before reaching the primary system . Sincerely, GALINDO ENGINEERS AND PIANNERS, INC .. .• l / A 1 A ) ( ( b~'a~\.!Y~~~ Christian A. Galindo, P.E. # 53425, R.P.L.S. # 4473 President cc : Charles H. Szabuniewicz, Horizon Homes ~'''''''''''' ---t.. 0 F r ''• · ; ,(·~-\ .............. ~--/',A.,, -r;_" .• •• · 1.n l1. ; -..1 .•' ••• v· 'IJJ , *... \-le ,, ~ : ~· ~ ~······································~ icHRISTIAN A. GALINDO~ ~································ .. ·············"' ~ • 25 . itll' ~"'°·· 534 /Q;-' 'l~···.1' <::>.··~:: ~, 0"'L'-·· .. 1'91srt~;: ... ~«; ;l '• ~ .. ...s-s ............. ,~, : ea, 10NAL £-'" .... .:-'\t. , ..... .,,,,, .. ~~ GALINDO ENGINEERS AND PLANNERS, INC. Bryan, Texas 77802 {409) 846-8868 TRANSMITTAL LETTER GEP Project: 9-9'7 Dat e : M A y /~ /~.::;~ TO: TRANSMITTED: ~erewith ACTION REQUESTED: DOCUMENTS: () as per your request ( ) under separate cover () review ( ) approval and signature ( ) information ( ) use I files () drawings ( ) cost estimate I quotation · { ) specifications ( ) correspondence ( ) other copies description C,t./£RRY s;~e-E:f "Tt:JW,A/ Hb;tfll(CS -------:--r_,_I l'~------------------..---------,,--- date ~'¢1'9ql 2 l.~~~~_!1!":..L.:_~~~~~=-~~-==~...;:;;......;=-=r--=~ ____ I 1._r:.~5.._~~~:..=.:~~~~~£.£.....=..~..._~:L::~~:......L-="'"-:::ia.-.....'--'-:::-1-1-- --+-~-r--I 1-------------------------~ t:J.5Ajk I I I P. ~ E. T#ROd<:sH L t:Jr 3, cHA.f?L. t.S szAau/\/IG?::z w1~ L. / I I 5/;-C(.J/te.li: r#/~ .G"ASEM&Nr PA?~M S-?€NA .sz/LA&.')l/A-NO ____ I I 5?KWA&P r#.t;-,P~Ct!M€t<l7" n:> 7?-/ec:.rrY J{;T~Gl=. bGP7"": ____ I l~--------------------------­ ____ I I~--------------------------- COMMENTS : cc : { ) with enclosures ( ) without enclosures GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 April 29, 1999 Mrs. Veronica Morgan, P.E. Assistant City Engineer City of College Station College Station, TX Subject: Drainage Study Cherry Street Townhomes Lot 2, Block 21 W. C. Boyett Estate Partition College Station, TX Dear Veronica : Pleased find enclosed the referenced report for your review. This reports covers the 0 .102-acre project called Cherry Street Townhomes. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. Christian A. Galindo, P.E., R.P.L.S. President cc : Charles H. Szabuniewicz, Horizon Homes ,,,,,,,,,,,,, ___ ..... t. o F r ''e• ..:;.,•.IC. to..'\ .......... l:J... ., .. """ -,r .• •· 1.A "IA tlllz.P ~ •• ••• •• ••• -T.t\ r1. e1• ~t.... •• \ v..,;.. l.1 "'1'llf"• "1"~ S··kl \*l , .......... CJ••···················: ...... 1: icHRISTIAN A. GALINooi ~·························· .................... ei!JI ~ -0 \ 5 3 4 2 5 / "-:f "-~" • •• /'I .. -.• ,,,;;' "11 f -._ "" '<\C , . .' ;~-~-:::v;; ~ .. ~ ............. '""_....,; ........... ;;~ 1. TRACT DESCRIPTION CHERRY STREET TOWNHOMES COLLEGE STATION, TX DRAINAGE REPORT The Cherry Street Townhomes are to be on the southeast side of Cherry Street, just west of College Main. The project covers a 0.102 -acre tract formed by Lot 2, Block 21 , W.C . Boyett Estate Partition . Currently the project area is vacant and is be ing used as an overflow parking area for residents of the neighborhood. Part of the property is covered with gravel. At this location Cherry street has an asphalt width of 18', with a tilted cross -section from west to east and with no curb/gutter. A 24" x 36" drawing , Site Plan, submitted separately, depicts the project, its location , the existing contour lines and the proposed grading . The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map # 48041 C 0143 C, July 2, 1992). 2. STORMWATER RUNOFF At present the tract drains towards the northwest, as sheet flow, onto Cherry Street. Exhibit 1 shows the runoff calculations for 5, 1 O, 25 , 50 and 100-year rainfalls using the Rational Method. Because of the size of the tract and the low runoff figures no on site detention is being contemplated. Upon completion of development the runoff will continue to flow to cherry Street through the new driveway. This runoff will then continue its current flow along the ditch on the southeast side of Cherry Street to a storm drain inlet in front of Lot 4. See Exhibit 2 . 3. CHERRY STREET CAPACITY Exhibit 3 shows the extent of the effect of the additional runoff on the cross-section of Cherry Street. The water depth increase from pre -development to post-development conditions amounts to a nearly negligible 0.02'. Therefore it is possible to conclude that the increased runoff from the project will not exceed the right of way boundary of Cherry Street before it reaches the referenced inlet. 4. CERTIFICATION ,~ ~''R'I»~ t and design has been prepared following the specifications contained in the City of .::-_ .... '\ £_cQ1eg $ Drainage Policy and Design Standards. G.-A,.t'itr.... ••••••••• .I ... -'r ... ... "'! 'I. : G;> •• ••• ••••• U" ~,. 7 /' .--f-:--J ~ :: * ... . · .. * ~ ,. ;;feh ' ' ~ ~.~.L ...................... :~ ...... \ I -}~J-U/'~ "'\...: r&> icHRJSTIAN A. GALINooj CHR)sr1AN A. GALINDO, P.E . # 53425, R.P.L.S. # 4473 ~Oe• .. eGO•••eeeeeee•ee•cee•e•eOOOOO-OOOOOOeoeoooo'il!. - <,, ~ ~. 5 3 4 2 5 i S April 29 , 1999 ., ..,., \,if> ~ .... ~ d ~ o-<' • • ..f·GIST€.~~,.· ~«; 0 : ~,i ('&s .. •·••· ....... ..._\"' .::' ·~~ IONAL t:'' <»-~~~.. .. 'b ~ ....... e.. ...... t,."'.~~ Job: 9-99 Date: 04/26/99 RUNOFF CALCULATIONS -RATIONAL METHOD CHERRY STREET TOWNHOMES COLLEGE STATION . TX (County :Brazos ) Tc : 10.0 when calc . value < 10 .0 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section Soil A c Veloc . Length T cone . in mi I I I I Q Q Q Q Q Tyoe Acres fps ft Cale . Used 5 vrs 10 yrs 25 yrs 50yrs 100yrs 5yrs 10 vrs 25 yrs 50 yrs 100yrs ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: :::::::::::::::::::::::::::::::::::::::: Pre-development Conditions Gras /Grav 0. 102 0.550 3.000 Tota l 0. 102 Maximum Develooment HOR 0. 102 0.780 6.000 Total 0' 102 90 0.5 10 .0 7.693 8.635 9.86 1 11.148 11.639 110 0.3 10 .0 7.693 8.635 9.86 1 11 .148 11.639 County : Brazos Constants for use in formula : l=b/lt+d)'e b e d 2-vr 5-vr 10-yr 25-yr 50-vr 100-vr 65.000 76 .000 80 .000 89 .000 98 .000 96 .000 0.806 0.785 0.763 0.754 0.745 0.730 8.000 8.500 8.500 8.500 8.500 8.000 0.43 0.49 0.55 0.63 0.65 0.43 0.49 0.55 0.63 0.65 0.61 0.69 0.79 0.89 0.93 0.61 0.69 0.79 0.89 0.93 m >< :I: m =i .... .. . .. EXHIBIT 2 BM MH~TOP -341.65 SAN SWR ' F.L 336.25 '"" WM 00 <> ' ' 0-. <> 0-. <> ' CONC ' STORM IN.£T TOP 341 .53 F.L 337.&4 12" CULVERT TILES • <) f1f_ 0_ l <>pp ',~ <> ' I <> '~ I <> 01 I >C N 0 @ I s SCALE : ,. = 15' 1 : 180 1-FAMILY ' RESIDENCE r.r . 3«.8 2-STORY TOWNHOMES 2 BOR. - 1 BATH KITCHEN DINNG -L.MHG INTERIOR STMRS/UNT 960 S.F./UNT '\. - GALINDO ENGINEERS AND PLANNERS Triangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name : CHERRY ST . T-HOMES Comment: Cherr y St. Capacity, Q-100 Pre -Development Solve For Depth Given Input Data : Left Side Slope .. Right Side Slope , Mann ing's n ..... . Chan nel Slope ... . Disc harge ....... . Comouted Results: Depth ........... . Ve locity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Cr iti cal Depth .. . Cr it ical Slope .. . Froude Number ... . 70.00 : 1 (H:V) 11.00: 1 (H:V ) 0.021 0.0050 ft/ft 0.65 cfs 0' 14 ft O.U fps 0. 77 sf 11.18ft 11.19ft 0' 11 ft 0.0169 ft/ft 0.56 (flow is Subcritical) EXHIBIT 3 Tr ian gular Channel Analysis & Desi9n Ooen Channel -Un i form flow Worksheet Name: CHERRY ST . T-HOMES Com ment : Cherry St . Caoac it y, Q-100 Post-Development Sol ve For Deoth Gi ven Input Data : Left Side Slope .. Right Side Slooe . Manning's n ..... . Channel Slope ... . Discharge ....... . Computed Results: Depth ........... . Velocity ........ . Flow Area ...... .. Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slooe .. . Froude Number ... . 70.00 : 1 (H:V) 11. 00: 1 (H :V) 0.021 0.0050 ft/ft 0.93 cfs 0' 16 ft 0.92 fps 1.01 sf 12.79 ft 12.80 ft 0' 13 ft 0.0161 ft/ft 0.58 (flow is Subcritical) Open Channel Flow Module , Version 3.21 (c) 1990 Haestad Methods. Inc . * 37 Brookside Rd* waterbury , Ct CHERRY STREET GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs. Veronica Morgan, P.E. Assistant City Engineer City of College Station College Station, TX Subject: Drainage Study April 29, 1999 Cherry Street Townhomes Lot 2, Block 21 W. C. Boyett Estate Partition College Station, TX Dear Veronica: Pleased find enclosed the referenced report for your review. This reports covers the 0.102-acre project called Cherry Street Townhomes. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. - Christian A. Galindo, P.E., R.P.L.S. President cc: Charles H. Szabuniewicz, Horizon Homes 1. TRACT DESCRIPTION CHERRYSTREETTOWNHOMES COLLEGE STATION, TX DRAINAGE REPORT The Cherry Street Townhomes are to be on the southeast side of Cherry Street, just west of College Main . The project covers a 0.102 -acre tract formed by Lot 2, Block 21, W.C. Boyett Estate Partition . Currently the project area is vacant and is being used as an overflow parking area for residents of the neighborhood. Part of the property is covered with gravel. At this location Cherry street has an asphalt width of 18', with a tilted cross-section from west to east and with no curb/gutter. A 24" x 36" drawing, Site Plan, submitted separately , depicts the project, its location , the existing contour lines and the proposed grading. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map# 48041 C 0143 C, July 2, 1992). 2 . STORMWATER RUNOFF At present the tract drains towards the northwest, as sheet flow, onto Cherry Street. Exhibit 1 shows the runoff calculations for 5, 10, 25 , 50 and 100-year rainfalls using the Rational Method . Because of the size of the tract and the low runoff figures no on site detention is being contemplated. Upon completion of development the runoff will continue to flow to cherry Street through the new driveway. This runoff will then continue its current flow along the ditch on the southeast side of Cherry Street to a storm drain inlet in front of Lot 4. See Exhibit 2 . 3 . CHERRY STREET CAPACITY Exhibit 3 shows the extent of the effect of the additional runoff on the cross -section of Cherry Street. The water depth increase from pre-development to post-development cond itions amounts to a nearly negligible 0.02'. Therefore it is possible to conclude that the increased runoff from the project will not exceed the right of way boundary of Cherry Street before it reaches the referenced inlet. 4. CERTIFICATION Job: 9-99 Date: 04/26/99 RUNOFF CALCULATIONS -RATIONAL METHOD CHERRY STREET TOWNHOMES COLLEGE STATION. TX (County:Brazos) Tc : 10.0 when calc. value < 10.0 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section Soil A c Veloc. Length T cone . in mi I I I I Q Q Q Q Q Tyoe Acres fps ft Cale. Used 5 vrs 10 yrs 25 yrs 50yrs 100yrs 5yrs 10 vrs 25 yrs 50yrs 100yrs ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: :::::::::::::::::::::::::::::::::::::::: Pre-development Conditions Gras/Grav 0. 102 0.550 3.000 Total 0. 102 Maximum Develooment HOR 0. 102 0.780 6.000 Total 0. 102 90 0.5 10.0 7.693 8.635 9.861 11.148 11.639 110 0.3 10.0 7.693 8.635 9.861 11. 148 11.639 County : Brazos Constants for use in formula: l=b/(t+d)·e b e d 2-yr 5-vr 10-yr 25-vr 50-vr 100-vr 65 .000 76 .000 80.000 89 .000 98.000 96 .000 0.806 0.785 0.763 0.754 0.745 0.730 8.000 8.500 8.500 8.500 8.500 8.000 0.43 0.49 0.55 0.63 0.65 0.43 0.49 0.55 0.63 0.65 0.61 0.69 0.79 0.89 0.93 0.61 0.69 0.79 0.89 0.93 ·m >< :::c m =t '• .... EXHIBIT 2 BM MHQ_TOP-341 .65 SAN SWR ' F.L 336.25 '"" WM 00 <> ' ' 0- <> ' ~ <> ' STORM IN.ET TOP 34UIJ F.L J.37.&4 12" CULVERT CONC <) ' TILES 0 f6 ~ G)1 I l <> P9 ',~ <> ' I <) '~ I <> ',, N s SCALE : 1· = 15' 1 : 180 1-FAMILY RESIDENCE F.F. J.4.4.! 2-STORY TOWNHOMES 2 BOR. - 1 BATH KITCHEN OINNG -LMHG INTERIOR ST.AIRS,l\JNT 960 S.F./UNT • - GALINDO ENGINEERS AND PLANNERS Triangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: CHERRY ST . T-HOMES Comment: Cherry St. Capacity, Q-100 Pre-Development Solve For Depth Given Input Data: Left Side Slooe .. Right Side Slope. Manning's n .... .. Channel Slope ... . Discharge ....... . Comouted Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 70.00 : 1 (H:V) 11.00: 1 (H:V) 0.021 0.0050 ft/ft 0.65 cfs 0' 14 ft 0.84 fps 0. 77 sf 11.18ft 11.19ft 0' 11 ft 0.0169 ft/ft 0.56 (flow is Subcritical) EXHIBIT 3 Tria ng ular Channel Analysis & Desi9n Ooen Channel -Uniform flow Worksheet Name : CHERRY ST. T-HOMES Comment: Cherry St. Caoacity , Q-100 Post-Development Solve For Deoth Given Input Data: Left Side Slope .. Right Side Slope. Manning's n ..... . Channel Slope .. .. Discharge ....... . Comouted Results : Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 70.00:1 (H:V) 11.00: 1 (H:V) 0.021 0.0050 ft/ft 0.93 cfs 0' 16 ft 0.92 fps 1.01 sf 12.79 ft 12.80 ft 0' 13 ft 0.0161 ft/ft 0.58 (flow is Subcriticall Open Channel Flow Module , Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * hterbury, Ct <.) fJ -.'!-· 18.0 ..... '\, .,,,,., -=0.3~ r 3.o· .,,, 8.5· ASPHALT 18.0' CHERRY STREET