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HomeMy WebLinkAbout61 Development Permit 353 R CSISD High School Expansion.. · .~ TO: FROM: DATE: CHEATHAM AND ASSOCIATES MEMORANDUM Bill Savage , P.E. Construction Services College Station l.S.D. Ron King May 7 , 1998 SUBJECT: A& M Consolidated High School Detention Pond 1019-201 As requested , I have reviewed the capacity and discharge capabilities of the referenced pond. According to the drainage study provided by Ron Morrison , the pond should detain water up to elevation 277 .71 at a minimum storage of 0.42 acre-feet , while releasing a maximum flow of 25 .03 cfs . According to the study , this flow is less than the pre-developed 5-year discharge of 27 .86 cfs. The attached Table 1 shows that the current pond grading plan has a storage of 0.42 acre- feet at elevation 277.37. The pond has adequate storage for the runoff conditions of the watershed . I analyzed the existing flow conditions through the two existing culverts downstream of the pond at the allowable 25 .03 cfs . The two culverts are the 60-foot long 24" concrete pipe culvert through Nueces Drive and the 48-foot long 12" concrete pipe culvert through the service road downstream of the pond . The attached culvert flow calculation reports , Table 2 and Table 3 , show that the water elevation upstream of the 12 " culvert would have to be 324 .18 for a flow of 25 .03 cfs. This would inundate Nueces Drive and render the pond uneffective , so the culvert should be upsized to meet the flow demands . I determined the size of outlet needed tor the pond. I determined the water elevation versus discharge for a double 18-inch pipe culvert , as shown in Tables 4 through 10 , and used the rating curve in HEC-1 to route the developed 100-year hydrograph through the pond . The attached HEC-1 storage/outflow routing output shows that the 100-year flood would result in a maximum pond water elevation of 277.43 and a maximum discharge of 19 cfs . ENGINEERS• PLANNERS• SURVEYORS A Subsidiary Firm of Southwest Planning and Design, Inc. 1601 E. Lamar Blvd.• Suite 200 •Arlington, Texas 76011 817 /548-0696 • Metro 265-8836 • Fax 817 /265-8532 ,, • From these analyses, I submit the following recommendations : • The current grading plan provides adequate flood storage. • Provide a double 18-inch RCP culvert for the pond outlet and culvert through the service road. The upstream invert elevation should be 273 .50 and the downstream invert elevation should be 273 .34 . Provide headwalls or adequate erosion protection for the culvert . G :\1 0 19-20 1\det pond .doc PAGE 2 .. Table 1 A&M Consolidated High School Detention Pond Volumes 1019-201 Area Volume Elevation (ac) (a-f) 273.5 0.000 0.000 275 .0 0 .032 0.024 276.0 0 .094 0.087 277.0 0.249 0.259 278 .0 0.630 0.698 Culvert Calculator Report Table 2-100-year Release@24" Culvert Solve For: Headwater Elevation CUivert Summary Allowable HW Elevation 0.00 ft Headwater Depth/ Height 2 .01 Computed Headwater Elevation 276.81 ft Discharge 25.03 cfs Inlet Control HW Elev 276.65 ft Tailwater Elevation 274.60 ft Outlet Control HW Elev 276.81 ft Control Type Outlet Control Grades Upstream Invert 272.79 ft Downstream Invert 272.60 ft length 60.00 ft Constructed Slope 0.003167 Mt Hydraulic Profile Profile Pressure Depth, Downstream 2.00 ft Slope Type NIA Normal Depth NIA ft Flow Regime NIA Critical Depth 1.76 ft Velocity Downstream 7.97 ft/s Critical Slope 0.010997 Mt Section Section Shape Circular Mannings Coefficient 0 .013 Section Material Concrete Span 2 .00 ft Section Size 24inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev 276.81 ft Upstream Velocity Head 0.99 ft Ke 0.50 Entrance Loss 0.49 ft Inlet Control Properties Inlet Control HW Elev 276.65 ft Flow Control NIA Inlet Type Square edge w/headwall Area Full 3.1 ft2 K 0.00980 HOS 5Chart 1 M 2 .00000 HOS 5 Scale 1 c 0.03980 Equation Form 1 y 0.67000 Project Engineer: Cheatham & Associates g:\1019-201\culv _b.cvm 03/25198 02:53:50 PM Cheatham & Associates C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 CulvertMaster v1 .0 Page 1 .of 1 Culvert Calculator Report Table 3 -100-year Release @ 12" Culvert Solve For. Headwater Elevation Culvert Summary Allowable HW Elevation 0.00 ft Headwater Depth/ Height 50.83 Computed Headwater Elevation 324.18 ft Discharge 25.03 cfs Inlet Control HW Elev 314.44 ft Tailwater Elevation 276.81 ft OuUet Control HW Elev 324.18 ft Control Type Outlet Control Grades Upstream Invert 273.35 ft Downstream Invert 273.34 ft Length 48.00 ft Constructed Slope 0.000208 Mt Hydraulic Profile Profile Pressure Depth, Downstream 3.47 ft Slope Type NIA Normal Depth NIA ft Flow Regime NIA Critical Depth 1.00 ft Velocity Downstream 31 .87 ft/s Critical Slope 0.492287 Mt Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev 324.18 ft Upstream Velocity Head 15.78 ft Ke 0.50 Entrance Loss 7.89 ft Inlet Control Properties Inlet Control HW Elev 314.44 ft Flow Control NIA Inlet Type End-Section Conforming to fill slope Area Full 0 .8 ftZ K 0 .00980 HOS 5Chart 1 M 2.00000 HOS 5Scale 1 c 0.03980 Equation Form 1 y 0.67000 Project Engineer: Cheatham & Associates g:\1019-201\culv_b.cvm 03125198 -02:54:05 PM Cheatham & Associates C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA . (203) 755-1666 CulvertMaster v1 .0 Page 1of1 . ' Rating Table Report Table 4 -Tailwater Rating @ Pond Outlet Range Data: Minimum Maximum lnaement Discharge 0 .00 30.00 5.00 cfs Discharge (cfs' HWElev(ft) 0.00 272.79 5.00 274.69 10.00 274.95 15.00 275.40 20.00 276.01 I 25.00 276.81 30.00 2n.1a Project Engineer: Cheatham & Associates g:\1019-201'1culv_b .cvm Cheatham & Associates CulvertMaster v1 .0 03125/98 02:54:28 PM C .Haestad Methods, Inc. _37 B~ide _Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Grades Upstream Invert Length Hydrau li c Profile Profile Slope Type Culvert Calculator Report Table 5 - 5 cfs Release@ Pond 0 .00 ft Headwater Depth/ Height 274.79 ft Discharge 274.69 ft Tailwater Elevation 0 .86 2 .50 cfs 274 .69 ft 274.79 ft Control Type Outlet Control 273.50 ft 90.00 ft M1 Mild Downstream Invert Constructed Slope Depth , Downstream Normal Depth 273.34 ft 0 .001778 Wft 1.35 ft 0.81 ft Flow Regime Velocity Downstream Subcritical Critical Depth 0 .60 ft Secti on Section Shape Section Material Secti on Size Number Sections 1.49 Circular Concrete 18 inch 1 Ws Critical Slope Mannings Coefficient Span Rise 0.005026 Wft 0.013 1.50 ft 1.50 ft -------------------------------------------······· .. ._ ... Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties 274.79 ft 0 .50 Inlet Control HW Elev 274.69 ft Inlet Type End -Section Conforming to fill slope K 0 .00980 M c y 2 .00000 0 .03980 0 .67000 Upstream Velocity ·Head · Entrance Loss Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form Cheatham & Associates 0.04 ·ft .. 0 .02 ft Unsubmerged 1.8 ft• 1 Project Engineer: Cheatham & Associates CulvertMaster v1 .0 g :\1019-201\culv_b .cvm 05107198 04 :32 :09 AM © Haestad Methods, Inc .. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Culvert Calculator Report Table 6 -10 cfs Release@ Pond 0 .00 ft Headwater Depth/ Height 275.34 ft Discharge 274 .95 ft Tailwater Elevation 1.23 5 .00 cfs 274 .95 ft 275 .34 ft . Control Type Outlet Control 273.50 ft Downstream Invert 273.34 ft 90.00 ft Constructed Slope 0 .001778 ft/ft Pressure Depth, Downstream 1.61 ft NIA Normal Depth NIA ft NIA Critical Depth 0 .86 ft 2.83 ft/s Critical Slope 0 .005779 ft/ft Circular Mannings Coefficient 0 .013 Concrete Span 1.50 ft 18inch Rise 1.50 ft 1 275.34 ft Upstream Velocity Head 0 .12 ·fh ,''• 0 .50 Entrance Loss 0 .06 ft ,, .. 274 .95 ft Flow Control Unsubmerged · · Inlet Type End-Section Conforming to fill slope Area Full 1.8 'ft2 K M c y g:\1019-201 \culv _b.cvm 05/07/98 04 :32 :50 AM 0.00980 HOS 5 Chart 2.00000 HOS 5 Scale 0.03980 Equation Form 0 .67000 Project Engineer. Cheatham & Associates Cheatham & Associates CulvertMaster v1 .0 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Secti on Shape Secti on Materia l Secti on Size Number Sections Outlet Control Properties Ou tl et Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Culvert Calculator Report Table 7 -15 cfs Release @ Pond 0 .00 ft Headwater Depth/ Heigh t 1.85 276.28 ft Discharge 7 .50 cfs 275.40 ft Tailwater Elevation 275.40 ft 276.28 ft Control Type Outlet Control 273.50 ft Downstream Invert 273.34 ft 90.00 ft Constructed Slope 0 .001778 ft/ft Pressure Depth, Downstream 2 .06 ft N/A Normal Depth N/A ft NIA Critical Depth 1.06 ft 4 .24 ft/s Critical Slope 0 .007080 ft/ft Circular Mannings Coefficient 0 .013 Concrete Span 1.50 ft 18inch Rise 1.50 ft 1 276.28 ft Upstream Velocity Head 0.28 ft 0 .50 Entrance Loss 0.14 ft 275.40 ft Flow Control Unsubmerged Inlet Type End -Section Conforming to fill slope Area Full 1.8 ft2 K M c y g:\1019-201 \culv_b .cvm 05/07/98 04 :34 :00 AM 0 .00980 HOS 5 Chart 2.00000 HOS 5 Scale 0 .03980 Equation Form 0 .67000 Project Engineer: Cheatham & Associates Cheatham & Associates CulvertMaster v1 .0 © Haestad Methods , Inc. 3.7 Brookside Road Waterbury , CT 06708 USA (203). 755-166.6 Page 1 of 1 Culvert Calculator Report Table 8 -20 cfs Release@ Pond Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties 0 .00 ft 277.57 ft 276.01 ft 277.57 ft 273 .50 ft 90.00 ft Pressure NIA NIA 5 .66 ft/s Circular Concrete 18 inch 1 277.57 ft 0 .50 Inlet Control HW Elev 276.01 ft Inlet Type End-Section Conforming to fill slope K 0 .00980 M c y 2 .00000 0 .03980 0 .67000 Headwater Depth/ Height Discharge Tailwater Elevation Control Type Downstream Invert Constructed Slope Depth , Downstream Normal Depth Critical Depth Critical Slope Mannings Coefficient Span Rise Upstream Velocity Head Entrance Loss Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form 2 .71 10.00 cfs 276.01 ft Outlet Control 273 .34 ft 0.001778 ft/ft 2 .67 ft NIA ft 1.22 ft 0 .009206 ft/ft 0 .013 1 .50 ft 1 .50 ft 0.50 ft 0.25 ft Submerged 1 .8 ft2 Project Engineer: Cheatham & Associates Cheatham & Associates CulvertMaster v1 .0 g :\1019-201\culv_b .cvm 05/07/98 04 :34 :28 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 Culvert Calculator Report Table 9 -25 cfs Release@ Pond Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties 0 .00 ft 279.25 ft 276 .81 ft 279.25 ft 273 .50 ft 90 .00 ft Pressure N/A N/A 7 .07 ft/s Circular Concrete 18inch 1 279.25 ft 0 .50 Inlet Control HW Elev 276.81 ft Inlet Type End-Section Conforming to fill slope K 0 .00980 M c y 2 .00000 0 .03980 0 .67000 Headwater Depth/ Height Discharge Tailwater Elevation Control Type Downstream Invert Constructed Slope Depth , Downstream Normal Depth Critical Depth Critical Slope Mannings Coefficient Span Rise Upstream Velocity Head Entrance Loss Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form 3 .83 12.50 cfs 276 .81 ft Outlet Control 273 .34 ft 0 .001778 ft/ft 3.47 ft N/A ft 1.33 ft 0 .012606 ft/ft 0 .013 1.50 ft 1.50 ft 0 .78 ft 0 .39 ft Submerged 1.8 ft2 Project Engineer: Cheatham & Associates Cheatham & Associates CulvertMaster v1 .0 g:\1019-201 \culv _b .cvm 05/07/98 04 :34 :55 AM © Haestad Methods, Inc. 37 Brookside. Road . Waterbury, CT 06708 USA (203) 755-1666 Pag.e 1 of 1 Culvert Calculator Report Table 10 -30 cfs Release @ Pond Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev 0 .00 ft 281.29 ft 277.78 ft Outlet Control HW Elev Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Inlet Type K M c y 281 .29 ft 273.50 ft 90.00 ft Pressure N/A N/A 8.49 ft/s Circular Concrete 18 inch 1 281 .29 ft 0 .50 277 .78 ft Square edge w/headwall 0 .00980 2 .00000 0 .03980 0 .67000 Headwater Depth/ Height Discharge Tailwater Elevation Control Type Downstream Invert Constructed Slope Depth, Downstream Normal Depth Critical Depth Critical Slope Mannings Coefficient Span Rise Upstream Velocity Head Entrance Loss Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form 5.20 15.00 cfs 277.78 ft Outlet Control 273.34 ft 0 .001778 ft/ft 4.44 ft N/A ft 1.41 ft 0 .017624 ft/ft 0 .013 1.50 ft 1.50 ft 1.12 ft 0 .56 ft Submerged 1.8 ft2 Project Engineer: Cheatham & Associates Cheatham & Associates CulvertMaster v1 .0 g :\1019-201\culv_b.cvm 05/07/98 04 :35 :43 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708. USA (203) 755-1666 Page 1 of 1 :HECl S/N: 1343001909 HMVersion: 6.33 Data File : C:\WINDOWS\TEMP\-vbh3538 .TMP , FLOOD flYDROGRAPH PACKAGE ( HEC-1) MAY 1991 VERSION 4.0 .lE •........••............................ RUN DATE 05/06/1998 TIME 23:5 5 :52 * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 7 56-1104 ·······························~········· ....................................... OJ . ' x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ................... ············· .......... . ······ .................................... . ...... ..... ......... .... ........... .. . . ... . ... ... . .... ... ................ .. . ... . . . ... . Full Microcomputer Implementation by Haestad Methods, Inc. : ::::::::::::::::::::::::::::: ::: :: : : :::: :: : ::: :: : ::::: :::::::: :::::::::: ::: :: : : : ::::: 37 Brookside Road • Waterbury, Connecticut 06708 • (2 03) 75 5 -1666 THIS PROGRAM . REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGE D FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM -CAR D WAS CHANGED WITH REVIS I ONS DAT ED 28 SEP 81 . THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SU BMERGENCE , SINGLE EV ENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIE S AT DE SIRE D CALCU LATION INT ERVAL LO SS RATE :GREEN AN D AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID .'. ..... 1. ...... 2 ....... 3 ..•.... 4 ....... 5 •...... 6 ...•... 7 ....... 8 ....... 9 ...... 10 1 ID Route 100-year Flood Through Pond and 2 -18" RCP 'S 2 IT 1 3 IO 0 0 4 KK inflow 5 KM 100 -year Inflow 6 KO 22 7 BA 8 IN 1 9 QI 0 4.54 9 .07 13 . 61 18.15 22 .68 27 .22 31. 76 36 .29 40.83 1 0 QI 45 .37 45.37 45.37 45.37 45 .37 40.83 36.29 31. 76 27.22 22.68 11 QI 18 .15 13.61 9.07 4 .54 0 12 KK pond 13 KM Route throu gh Pond 14 KO 22 15 RS 1 ELEV 273 .50 16 SV 0 .024 .087 .259 .698 17 SE 273.5 275 276 277 278 18 SQ 0 5 10 15 20 25 19 SE 273.5 274 .79 275.34 276.28 277.57 279 .25 20 zz .. ~ ...........•..•..•....•...•....•.•••.. FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.lE * RUN DATE 05/06/1998 TIME 23:55:52 * .......•.•..........................•••.. Route 1 0 0-year Flood Through Pond and 2 -18" RCP'S 3 IO I T OUTPUT CONTROL IPRNT I PLOT QSCAL HYDROGRAPH TIME VARIABLES 0 0 0. DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 101 NUMBER OF HYDROGRAPH NDDATE. 1 0 ENDING DATE NDTIME 0140 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL 0 .02 HOURS TOTAL TIME BASE 1. 67 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES 30 281. 29 CJJ HECl S/N: 1343001 90~ ··························•············ U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CEN TER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 . ........•............................. ...........................................•....................................................... 4 KK 6 KO inflow 10 0-year Inflow OU TPUT CONT ROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV 2 VARIABLES 0 0 0. 0 22 1 101 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED HMVersion : 6.33 Data File: C:\WINDOW S\TEMP\ TIMINT 0.017 TIME INTERVAL IN HOURS 8 IN TIME DATA FOR INPUT TIME SERIES JXMIN 1 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE JXTIME 0 STARTING TIME SUBBASIN RUNOFF DATA .7 BA SUBBASIN CHARACTERISTICS TAREA 0 .00 SUBBASIN AREA k*································································································································· HYDROGRAPH AT STATION inflow ................................................................................................................................... DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW 1 0000 1 0. 1 0026 27 5. 1 0052 53 5. 1 0118 79 5. 1 0001 2 5. 1 0027 28 5. 1 0053 54 5. 1 0119 80 5 . 1 0002 3 9. 1 0028 29 5. 1 0054 55 5 . 1 0120 81 5. 1 0003 4 14. 1 0029 30 5. 1 0055 56 5 . 1 0121 82 5. 1 0004 5 18. 1 0030 31 5. 1 0056 57 5 . 1 0122 83 5. 1 0005 6 23. 1 0031 32 5. * 1 0057 58 5. 1 0123 84 5. 1 0006 7 27 . 1 0032 33 5 . 1 0058 59 5. 1 0124 85 5 . 1 0007 8 32. 1 0033 34 5 . 1 0059 60 5 . 1 0125 86 5 . 1 0008 9 36 . 1 0034 35 5. * 1 0100 61 5 . 1 0126 87 5. 1 0009 10 41. 1 0035 36 5. 1 0101 62 5. 1 0127 88 5 . 1 0010 11 45. 1 0036 37 5 . 1 0102 63 5 . 1 0128 89 5 . 1 0011 12 45 . 1 0037 38 5. 1 0103 64 5 . 1 0129 90 5. 1 0012 13 45 . 1 0038 39 5. 1 0104 65 5 . 1 0130 91 5. 1 0013 14 45. 1 0039 40 5. 1 0105 66 5. 1 0131 92 5. 1 0014 15 45. 1 0040 41 5. 1 0106 67 5 . 1 0132 93 5 . 1 0015 16 41. 1 0041 42 5. 1 0107 68 5 . 1 0133 94 5 . 1 0016 17 36. 1 0042 43 5. 1 0108 69 5. 1 0134 95 5. 1 0017 18 32 . 1 0043 44 5. 1 0109 70 5. 1 0135 96 5. 1 0018 19 27. 1 0044 45 5. 1 0110 71 5 . 1 0136 97 5 . l 0019 20 23. l 0045 46 5. 1 0111 72 5. l 0137 98 5. 1 00 2 0 21 18. 1 0046 47 5 . 1 0112 73 5 . 1 0138 99 5. 1 0021 22 14. 1 0047 48 5. 1 0113 74 5. l 0139 100 5. 1 0022 23 9. 1 0048 49 5. 1 0114 75 5. 1 0140 101 5. l 0023 24 5. l 0049 50 5. 1 0115 76 5 . l 0024 25 5 . l 0050 51 5. 1 0116 77 5 . 1 0025 26 5. l 0051 52 5. 1 0117 78 5 . ..••....•...............•.....••.•...•...•........•.•...........•..........••...................•.•..•............................. PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 1. 67-HRO (CFS) (HR) (CFS)O 45. 0.17 10. 10. 10 . 10. (INCHES) 0.000 0.000 0.000 0 .000 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA • 0.00 SQ MI •t • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ************** 12 KK pond .................... 14 KO 15 RS lG SV 17 SE 18 SQ 19 SE Ro u te through Pond OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT VARIABLES 0 0 0. 0 22 1 101 0 .017 HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS 1 ITYP ELEV RSVRIC 273.50 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS NUMBER OF SUBRE:ACHES TYPE OF INITIAL CONDITION INITIAL CONDITION x 0.00 WORKING R AND D COEFFICIENT STORAGE 0.0 o.o 0.1 0.3 0.7 ELEVATION 273 .50 275.00 276 .00 277 .00 278 .00 DISCHARGE o . s. 10. 15. 20. ELEVATION 273 .50 274.79 275.34 276 .28 277.57 25 . 279 .25 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION 0.00 0.00 273.50 2.14 30.00 281.29 0.02 5.00 274.79 0.02 6.91 275.00 o .os 10.00 275.34 0.09 13.51 276.00 0.14 15 .00 276 .28 0.26 17.79 277.00 30. 281.29 0 .51 20 .00 277.57 0.70 21. 28 278.00 1. 25 25 .00 279 .25 ...••..••.............•.......•••••...•......•................•...•..........•...•.......•..........•...•.......................... HYDROGRAPH AT STATION pond ..•.................•.••...........•.•..••••.....•.••......•..•.••••...........•........................•.........•.•.............. DA MON HRMN ORD OUTFLOW STORAGE STAGE • DA MON HRMN ORD OUTFLOW STORAGE STAGE • DA MON HRMN ORD OUTFLOW STORAGE STAGE 1 0000 1 o . o.o 273.S • 1 0034 35 17. 0 .2 276 .7. 1 0108 69 5. 0.0 274 .7 1 ' 0001 2 1. o .o 273.7. 1 0035 36 16. 0.2 276.6 • 1 0109 70 5. o.o 274.7 1 0002 3 2 . 0.0 274 .1 . 1 0036 37 16 . 0 .2 276.S • 1 0110 71 5. 0.0 274 .7 1 0003 4 5. o.o 274.8 • 1 0037 38 16 . 0 .2 276 .4 . 1 0111 72 5 . 0.0 274.7 1 aoa4 5 8 . 0.0 275.1 • 1 0038 39 15. 0.1 276 .3 • 1 0112 73 5 . 0.0 274.7 1 oaas 6 1a . o.o 275.4 . 1 0039 4a 15 . 0.1 276.2 • 1 0113 74 5 . 0 .0 274.7 1 aoa6 7 12 . 0.1 275 .7. 1 0040 41 14 . a.1 276 .2 . 1 0114 75 5. o.a 274.7 1 oaa1 8 14. 0.1 276 .a • 1 ao41 42 14. 0.1 276.1 • 1 0115 76 5 . o.o 274.7 1 ooa8 9 14 . 0.1 276.2 • 1 0042 43 14. a.1 276.0 • 1 0116 77 s . a.a 274.7 1 aoo9 10 15. 0.2 276.4 . 1 a043 44 13. 0.1 275.9 • 1 0117 78 5. o .o 274 .7 1 · oa1a 11 16. 0.2 276 .6 • 1 0044 45 12. 0.1 275 .7 . 1 0118 79 s. 0 .0 274 .7 l ' ao11 12 17. a.2 276.8 • 1 0045 46 11. a.1 275 .S • 1 a119 8a 5. a.a 274 .7 1 oa1 2 13 18. a.3 277 .a • 1 a046 47 10 . o.a 275.4 . 1 0120 81 5. a .o 274 . 7 1 0013 14 18. a.3 277.1 • 1 0047 48 la. 0.0 275.3 • 1 0121 82 5 . 0 .0 274 .7 l · 0 014 15 19 . 0.3 277.2 • 1 a048 49 9 . o.o 275.2 • 1 0122 83 5. a .o 274. 7 1 oa1s 16 19. 0.4 277.3 • 1 Oa49 so 8. 0 .0 275.1 . 1 a123 84 5 . a .o 274 .7 1 aa16 17 19. 0.4 277.3 • 1 aoso 51 7. o.a 275.0 • 1 a124 85 5. a.o 274.7 l · a017 18 19 . 0.4 277.4 • 1 oas1 52 6. o.a 275.0 • 1 0125 86 5 . a .a 274.7 ·1 aa18 19 19 . 0 .4 277 .4 . 1 0052 53 s. o.a 274.8 • 1 a126 87 5 . 0.0 274.7 1 0019 20 19. a.4 277 . 4 • 1 aas3 54 5. o.a 274 .8 • 1 0127 88 s. a.a 274 .7 1 0020 21 19 . 0.4 277 .4 . 1 0054 55 5. a.a 274.7 . 1 0128 89 5 . o .o 274 . 7 1 ao21 22 19. 0 .4 277 .4 . 1 0055 56 s . o.a 274 .7 . 1 0129 90 5. 0 .0 2 74.7 1 0022 23 19. 0 .4 277.4 . 1 0056 57 5. 0.0 274.7 . 1 0130 91 5. o.o 274.7 1 0023 24 19 . 0 .4 277.3 . 1 0057 58 5. 0.0 274.7 . 1 0131 92 5. 0.0 274.7 1 0024 25 19 . 0.4 277.3 • 1 0058 59 5. 0.0 274.7 . 1 0132 93 5. 0.0 274.7 1 0025 26 19. 0.4 277.3 • 1 0059 60 5. 0.0 274.7 . 1 0133 94 5. 0.0 274.7 1 0026 27 19. 0.4 277 .2 . 1 0100 61 5. 0 .0 274.7 • 1 0134 95 5. 0.0 274.7 1 0027 28 18. 0 .3 277 .2 . 1 0101 62 5. 0 .0 274.7 . 1 0135 96 5 . 0.0 274.7 1 0028 29 18 . 0 .3 277.1 . 1 0102 63 5. 0 .0 274. 7 • 1 0136 97 5 . o.o 274.7 1 0029 30 18. 0.3 277 .1 . 1 0103 64 5. o.o 274.7 . 1 0137 98 5. 0.0 274.7 1 0030 31 18. 0.3 277.0 • 1 0104 .65 5. 0 .0 274.7 . 1 0138 99 5. 0.0 274.7 1 0031 32 18. 0 .3 277.0 . 1 0105 66 5. 0.0 274.7 . 1 0139 100 5. o.o 274 .7 1 0032 33 17 . 0 .2 276 .9 . 1 0106 67 5. 0.0 274.7 . 1 0140 101 5. 0.0 274.7 1 0033 34 17 . 0.2 276 .8 . 1 0107 68 5. 0.0 274.7 • ....................•....•.•...•.•................•..•........••....•...•....•.•.•••...•........................................... PEAK FL OW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 1.67-HRO (CFS) (HR) (CFS)C 19. 0 .33 10. 10 . 10 . 10. (INCHES) 0 .000 0 .000 0.000 0.000 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 1. 67-HRO (AC-FT) (HR) o. 0 .3 3 0 . 0. o. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 1. 67-H RO (FEET) (HR) 277 .43 0.33 275.53 275 .53 275.53 275 .53 CUMULATIVE AREA -0.00 SQ MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGEC: HOUR 72-HOUR HYDROGRAPH ATLl inf low 45. 0.17 10 . 10 . 10. 0.00 ROUTED TOO pond 19. 0.33 10. 10. 10. 0.000 277 . 43 0.33 ••• NORMAL END OF HEC-1 ••• A&M CONSOLIDATED HIGH SCHOOL CHRONOLOGY September 6, 1996 10/4/95 10/12/95 12/27/95 2/15/96 Rec'd 4/26/96 Veronica met with project's engineers on-site to discuss drainage concepts. More City staff visited the site with project representatives. Staff responded to a fax received 12/21/95 regarding finished floor elevation requirements. Staff forwarded information to TxDOT. Ret'd 5/2/96: A&M Consolidated High School: Drainage Report Site and Construction Documents Rec'd 5/3/96 Ret'd 5/7/96 : A&M Consolidated High School: Revised Drainage Report 5/10/96 Kent approved ponding depths which exceed the drainage ordinance. Rec'd 5/16/96 Ret 'd 5/22/96 : A&M Consolidated High School: 5/24/96 Rec'd 5/24/96 Drainage Report Site Documents Partial Development Permit issued for demolition. Ret'd 6/3/96 : A&M Consolidated High School: Drainage Report Addendum Rec'd 6/4/96 Ret'd 6/5/96 : A&M Consolidated High School: Revised Site Documents Plans reviewed and stamped "Approved for Construction". Development Permit issued for full site development. o:\deve _ ser\gladness\chrono2 .doc Rec'd 6/13/96 Returned with no comments A&M Consolidated High School: Building Plans o:\deve _ ser\gladness\c hr ono2 .doc . / Cily of College Slalion PO Box 9960, College Slation, Texas 77842 -.. CITY OF COI 1 EGE STATION FAX Date: ~ 1/8191 Number of pages including cover sheet: Z_ To : S ;c:::uc I c ICC Phone: Phone: (409)764-3570 Fax phone: Fax phone: (409) 764-3496 CC: REMARKS: 0 Urgent 0 For your review 0 Reply ASAP 0 Please comment I Hi<; 1 > ~ A-PPfV:><-k:::~ S17C ~~cnc,..__r <I • • . . ffi 4" PORTLAND CEMENT CONCRETE SIDEWALK . CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 P .S.I. 0 28 DAYS AND A MINIMUM CEMENT CONTEN T OF 5 .0 SACKS PER CUBIC YARD. REINFORCING OF SIDEWALK SHALL BE MIN. /13 BARS 0 12" CENTERS EACH WAY WITH A 2" SAND CUSHION. <I • • • <I 3/4• PREMOLDED EXPANSION JOINT MATERIAL 1 DEEP FINAL SEALANT. TO BE NEUTRAL COLORED ELASTOMERIC SEALANT (SONNEBORN URETHANE SEALANT NP-2 OR APPROVED EQUAL) .. SIDEWALK SECTION ADJACENT TO CURB 6 FT. WIDE N.T.S. NOTE : EXP ANSI ON JOINTS AT ANY DIRECTION CHANGE ·AND 100' MAXIMUM ON STRAIGHT RUNS . JOINTS TO BE CONSTRUCTED IN ACCORDANCE WITH DETA ILS THIS 1 SHEET . SIDEWALK WILL BE SCORED OF FLAGGED AT 6' INTERVALS OR IN ACCORDANCE WITH APPLICABLE STANDARDS IN THE CITY OF COLLEGE STATION . & 4 " PORTLAND CEMENT CONCR ETE SIDEWAL K. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 P.S.I. 0 28 DAYS AND A MINIMUM CBAENT CONTEN T OF 5.0 SACKS PER CUBIC YARD . RE.INFORCING OF SIDEWALK SHALL BE MIN . 13 BARS C 1 Z- CENTERS EACH WAY WITH A 2" SAND CUSHION. . ____ , I !-=- . ·---1 I 1·--1 1 I -~-.-. --.-----------.----ntf--.:----::-------......--,_, 11==1 I I 1-11 11 1==' -111--111 --· I ,_, , , .. . . ~ A ~ ~ =~-I I==~ ---·= ! j I --, __ I . TYPICAL SIDEWALK SECTION WIDTH VARIES N .T.S. U 'tU:I I ti4 3496 DE VE LOPME T SVCS TRA NSMISSION OK TX/RX NO. CONNECTIO TEL CO NNE CTIO N ID START TIME USAGE TIME PAGES RES ULT *************************** *** ACTIVITY REPORT *** *************************** 1586 9p6961367 08 /18 17:10 00 '41 2 OK !41001 April 24, 1997 College Station I 1812 Welsh eet, #130C College · tion, TX 77840 CHEATHAM AND ASSOCIATES Re: College Station Independent School District A & M Consolidated High School Engineer's Project No. 1019-201 f-tL<E.' CS 1 c; l::> Hi Co/./ Sc!-fooc G"><P~N~IOIJ "'b .~. ·30~ We have re-surveyed the large detention pond after the contractor expanded the volume by performing additional excavation. The pond now has the required acre feet of storage, as set forth in Morrison Hydrology's Drainage Study for the referenced project. Cheatham and Associates certifies the capacity, based on actual field surveys. Short of final grading and hydromulching in pond "D", we consider the referenced project complete. Retainage may be released at your discretion. If we may be of further service or answer any questions, please advise. cc: Mr. Steve Homeyer / City of College Station Developme~t Services P.O. Box 9960 College Station, TX 77842 ENGINEERS • PLANNERS • SURVEYORS A Subsidiary Firm of Southwest Planning and Design, Inc. 1601 E . Lamar Blvd.• Suite 200 •Arlington, Texas 76011 817 /548 -0696 • Metro 265-8836 • Fax 817 /265-8532 Dec-04-96 07:22A -1 :l/ l!l :U l ':l':!b l /;Qt! ti.I. I':> I ltl-:1C':' facsimile TRANSMITTAL----~------------ to: fu#: re: date: ,.a: David, David Mayes, Cheatham Associates 817-265-8532 Consolidated High School -College Station, Texas December 2. 1996 One Page, including cover sheet. Per our conversation, I have not yet been asked to design the site irrigation for the above re.lucnced project.. The preliminary work I've done and sleeving plans for pavement are based on a 4" loo~d main that would likely be served by landcm manifolded 2" meters. This system would operate two or more site valves at a given time with an anticipated flow of up to 180 gpm. In this scheme, the entire campus could be imgated within a reasonable schedule. Please advise if additional information is required. 9o GALcotJ. ~ EACH-/fl <:;--re/L- from th~ dt;~I( of ... C~ P. Kutitek Tht: l.anOsc:apc .Mi.mice: 737,0 Rj,,;cn Orr~ Fort Worth, TX 76 t 80 (SI 7) 5 77 -8909 Fax ; (8 I 7) ~ 77 -8909 P _o2 tn n\H-'' 1> ~ f\_A I A ~~ckded ~ti 11'--- CI TY OF COLLE GE STATION October 11, 1996 College Station I.S .D . Attn: Mr. David Neal 1812 Welsh College Station, Texas 77840 Post fflc:e Box 9960 1101 Texas Avenue College Station, Texas 77842-9960 (409) 764-350 0 RE: Damages to Public Property in City Right-of-Way on Welsh and Nueces Dear Mr. Neal : I drove past the construction at the high school this morning and observed construction vehicles driving over the curb and sidewalk. The approved construction drawings indicated two locations for construction entrances . Please advise your contractor that he needs to use those areas and to not jump the curb as he is currently doing . I noticed that in the area he was using on Nueces, the sidewalk has been broken as a result of this activity. When this construction is complete, it will be the responsibility of the property owner to make the necessary repairs. In this case, the responsibility will rest upon the shoulders of the School D istrict. Your attention to this matter is appreciated . If you have any questions or comments, feel free to contact me at 764-3570 . Steve Homeyer Graduate Enginee r cc: Shirley Volk, Development Coordinator )lemon Wright, Inspector V Development Permit File Home of Tex<:is A&M n. ''l / TO: FROM: RE: DATE: CITY OF COLLEGE STATION LEGAL DEPARTMENT POST OFFICE BOX 9960 1101 TEXAS AVENUE COLLEGE STATION, TEXAS 77842-9960 (409) 764-3507 MEMORANDUM Steve Homeyer, Project Manager/Engineering Department Jan Schwartz, Legal Assistant u A&M Consolidated High School July 3, 1996 Attached hereto for your file is a copy of the executed Temporary Blanket Utility Easement we received on the high school property. The original document is in the process of being recorded . :js Attachment ~l.~E FIL€ IN ll'"f£ C~ l~D 1-hGH ~C~L ~~A>JS1r::N -::bE"u. "t>c~1T F 1L£ . EASEMENT INFORMATION SHEET (To be filed k1 and Submitted with construction planS and speclications for preliminary review) R ed B Llsa P. Cantrell, TIM, Inc. equest y: ____________________ _ EXT. ___ _ (Department and Name of PetSOn to Contacf) Type of Easement: Public utilities Wat.er line Sprinkler Vault Drainage Electric line FreHydrant Sanitary Sewer Line Access Temporary Blanket Electric Lines Temporary Blanket Utities (prior to bui/dng permit) Other (specify below) Review and Approval Required/Given by the folowing Departments: Approval Required By: Electric Wat.er/WW City Engineer Approval Given By: _ (please Initial) Electric Wat.erN/W City Engineer lilfonnaton belOW to 60 SlJPPjied bY APpncant: Property Owner(s): College Station Independen t School District (Names muSt b6 exactJY a tliflY. appear on the dtl6d} Address: 181 2 Welsh . Phone Number. ( 409 ) 7 6 4 -5409 Colleg e Station, TX 77840 (Names and Addrf1Ssf1S) If Owner is a corporation, partnership, or joint ventta'e: 1. Stat.e of lncorporation/Registrat.ion ________________ _ z Partners'Names(ifappricable) ----------------- Legai Department must be proVided with the toiiOWiOg: .1_u ... --r.-'-'""·- 1. A signed, sealed and dated metes and bounds description. Z A diagram Of the property showing the location of the easement 3. A copy of the corporate resolution or other proof of authority to sign on behalf of the corporation, partnership, or joint ventl.l"e, if applicable. 4 . Name, address and phone number of person who is to receive the easement and be responsible for getting it executed. David Neal , Assistant Su p erintendent for Business, CSISD, 18 1 2 Welsh , Co l lege Station, TX -77 840 FILE NOTE Date: May 9, 1996 /o= DDP File -A&M Consolidated High School tf°)('l>At.J'S lt>N From: Steve Homeyer ~.1 ~ Graduate Engineer7pt-1 I spoke with Jay Page, with TxDOT, this morning about the construction of the tennis courts within TxDOT's drainage easement at the high school. He said that the following information would need to be submitted prior to TxDOT approval: 1 . The School District will need to submit a letter requesting permission to construct the tennis courts within the easement. This letter should include a statement that the proposed construction will not interfere with TxDOT's box culvert or the maintenance thereof. 2. The School will need to submit a set of plans that would indicate what is existing and what is proposed. 3. The School will need to submit a drainage report and FEMA 's map amendment. 4. The City will need to submit a letter stating that we have reviewed the plans and have approved their proposals. c c: Jim Callaway Kent Laza Veronica Morgan Shirley Volk From: To: Date: Subject: Sabina Kuenzel jkee 3/28/96 3 :38pm csisd meeting last night i think you know most everything except the following : most of the people concerned about drainage in the li\"ea seemed to begin to understand that the problem is much bigger than the question of whether or not the school should be allowed to add on (even though according to lisa cantrell there were still some who did not understand and still want no addition cause of drainage concerns). but the folks who did understand asked the school to put pressure on the city to make their drainage problem a priority. it was pointed out during the meeting that the city was concentrating on drainage problems city-wide. a woman named rachel bramson suggested they all ban together and get a petition going to council. also, in an effort to "put the pressure on", lisa called lynn mcillhanney this morning . CITY OF COi l .EGE STATION Post Office Box 9960 1101 Texas Avenue February 15, 1996 Texas Department of Transportation ATTN: Mr. Patrick Williams, P .E . 1300 N. Texas Avenue Bryan, Texas 77803 College Station, Texas 77842-9960 (409) 764='3500 RE: Proposed Additions to the A&M Consolidated High School Campus Dear Mr. Williams: As Jay requested, I have attached a set of the proposed plans for the additions to the A&M Consolidated High School Campus. Jay called last week after he had a conversation with Lisa Cantrell, of Total Program Management, about the abandonment of the FM 2818 Frontage Road that adjoins this property. These plans show a portion of their detention pond on State right-of- way. We advised them that the City does not like to see improvements of this nature on right-of- way of either governmen agency and recommended to them that they make cffiiiiges detain the additional storm water on their property. As I indicated by a red line on sheet 1of4, they propose to curb this section of the parking lot if their request to abandon the frontage road is denied. Mr. David Neal, with the College Station ISO, is discussing this request with someone at the local TxDOT office. At the time of our meeting, their representatives did not know who it was. As we receive information, we will make it available for your review. If you have any questions feel free to contact me at 764-3570. Steve Homeyer Graduate Engineer Home of Texas A&M University _ .. .- ,_ CITY OF COLLEGE STATION DEVELOPMENT SERVICES FAX TRANSMITTAL DATE: DECEMBER 18 , 1995 TO : DAVID MAYS PHONE : (817)548-0696 FAX : (817)265-8532 COMPANY : CHEATHAM AND ASSOCIATES FROM : STEVE HOMEYER PHONE: (409)764 -3570 FAX: ( 409)764-3496 COMP ANY : DEVELOPMENT SERVICES -ENGINEERING TOTAL NUMBER OF SHEETS : 6 MESSAGE: THIS IS THE INFORMATION YOU REQUESTED FOR BEE CREEK TRIBUTARY "B" AT FM 2818 AND WELSH AVENUE NEAR THE A&M CONSOLIDATED HIGH SCHOOL IN COLLEGE STATION . THIS IS THE ONLY INFORMATION I HA VE IN THE OFFICE . IF YOU NEED MORE INFORMATION, YOU CAN CONTACT FEMAAT: FEDERAL EMERGENCY MANAGEMENT AGENC Y FLOOD MAP DISTRIBUTION CENTER 6930 (A-F) SAN TOMAS ROAD BALTIMORE, MARYLAND 21227-6227 (800)3 58-9616 I 8 COMMUNITY NAME 1 BRYAN , CITY OF · ;. COLL EGE STATION , CITY OF l,I WI XON VALLEY. CITY OF ~ U N INCORPORA~_:o AREAS COMMUNITY NUMBER 480082 480083 481636 481195 JULY 2, 1992 Federal Emer gency M anagement Agency TABLE 2 -SUMMARY OF DISCHARGES -continued FLOOOING SOURCE AND LOCATION DRAINAGE AREA (sq. miles) CARTERS CREEK (continued) Below confluence with Wolf Pen Creek 32.24 Above confluence with Wolf Pen Creek 28.98 Below confluence with Burton Creek Above confluence with Burton Creek Below confluence of Briar Creek Above confluence of Briar Creek Approximately 0.5 mile upstream of Old Reliance Road BEE CREEK At downstream corporate limits of City of College St a tion Below confluence with Bee Creek Tributary B Above confluence with Ree Creek Tributary B At Glade Street bridge BEE CREEK TRIBUTARY A Ab ove confluence with R ~e Creek At Texas Av e nue bridge BEE CREEK TRIBUT~RY B Abov e confluence with Bee Cr ee k At upstream VM 2828 bridR e near We l c h Boule vard intersPctlon 22.10 14. 84 13. 32 10. 60 1. 24 8.63 4.38 0.98 0.49 2.24 1.80 3 .41 1.06 PEAK DISCHARGES (cfs) 10-YEAR 50-YEAR 100-YEAR 500-YEAR 1.2 14,050 13,800 11,040 7,5 50 5, 730 1,400 4 ,800 2,670 1,9 50 l,370 1,860 1, 600 2 ,360 l ,0'30 19,740 19,250 15 '530 10, 500 8,170 6,750 1,930 6,630 3, 730 2 ' 590 l,830 2,530 2,150 3,230 1, 360 22,420 21,800 17 '720 11, 900 9,380 7,650 2' 130 7,450 4,210 2,850 2,010 3,300 2,500 3,600 1,540 37 '960 36,830 29,070 19 ,8 20 15 ,500 12,800 3,500 12,390 6,440 4,420 '3,120 4,350 1,150 5 ,890 1,890 FLOODING SOUR E CROSS SECTI O N Bee Creek (continued) K L M Bee Creek Tributary A A B c D Bee Cree k Tributary B A B c D E F G Wolf Pen Creek A B c D ISTAN C E 4 .59 1 4.82 1 4.94 1 0. 91 2 1 . 22 2 1. 39 2 1.52 2 0. 1 22 0.30 2 0.60 2 0. 95 2 1.15 2 1. 35 2 1 . 7 62 2,630 3 3' 730 3 4,920 3 WIDTH (FEET) 81 150 100 265 350 60 60 120 73 54 227 159 1 65 55 366 336 265 FLOODWAY SECT I ON AREA (S QU ARE FEET) 448 548 493 1 ,036 1,020 354 361 544 615 441 1,167 870 8 76 270 1,938 2,481 1, 577 1Miles above confluence with Carters Creek 2Mi les above confluence with Bee Creek 3 Feet above confluence with Carters Creek BASE FLOOD WATER S URFAC E ELEVATION MEAN I WITHOUT I WITH I V ELOCITY REGULATORY FLOODW AY FLOODWAY INCREASE (FEET FER SECO ND) (FEET NGVDl 4.5 3 .7 4 .1 2.7 2 .5 6.6 6.5 6 .5 5 .7 7.7 2.9 1. 8 1. 8 5.7 2 .9 2.3 3.6 293 .4 302 .8 307.3 256.4 262.5 265 .9 267 .9 2 67.0 268.9 273. 7 2 78.0 278.8 281. 6 285 .7 247.4 248.4 2 50.0 293.4 302.8 307 .3 256 .4 2 6 2.5 265.9 267.9 266 . 34 268.9 273.7 278.0 278.8 281. 6 285 .7 247.4 24 8 .4 2 50 .0 293.6 303.2 307 .7 257 .4 26 2.9 266.5 268 .9 267.3 269.9 274 .4 278.3 279 .5 281. 8 286 .6 248 .3 24 9 .3 250.9 0.2 0.4 0.4 1. 0 0.4 0 .6 1. 0 1. 0 1. 0 0 .7 0.3 0 .7 0.2 0.9 0.9 0.9 0.9 4 Elevation computed without consideration of backwater effects from Bee Creek FEDE RAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA BRAZOS COUN TY, T X AND lNCORPORATED AREAS BEE CREEK -BEE CREEK TRIBUTARY A -BEE CREEK TRIBUTARY 8 - WOLF PEN CREEK I :-r 'lf'IT""'I T -·r c:nr'P'" rr.r1n"Wl'I BASE FLOOD ' Reference Mark RM 46 RM 47 RM 48 RM 49 RM 50 RM 51 RM 52 RM 53 EXHIBIT 3 -ELEVATION REFERENCE MARKS -continued FIRM Panel 182 182 182 182 205 205 205 205 Elevation (Feet NGVD) 276.02 274.18 291. 07 279.02 235.82 • 285.78 296.15 280.04 Description of Location Square cut in the northwest corner of the top of a concrete headwall located at the north side of the bridge over Bee Creek Tributary B on FM 2818, approximately 0.75 mile east of Wellborn Road. Square cut in the northest corner of a concrete headwall located at the north side of the bridge over Bee Creek Tributary B on FM 2818, approximately 1 .0 mile east of Wellborn Road. Square cut in the top of a culvert headwall at the northeast corner of the intersection of FM 2818 and Southwood Drive. Square cut in the top of the curb at the southeast corner of the intersection of Brothers Boulevard and Longmire Drive. A concrete monument located approximately 0.9 mile north along Bird Pond Road from the intersection of Rock Prairie Road. Marker is located approximately 45 feet northwest of the centerline of the road. Railroad spike set in a power pole located on the south side of State Route 6 at Lick Creek. From the intersection of State Route 6 and Rock Prairie Road, east approximately 0.9 mile to the intersection of Rock Prairie Road and Bird Pond Road; railroad spike is in power pole located approximately 34.0 feet east of Bird Pond Road. From State Route 6 and Greens Prairie Road, approximately 2.5 miles on Greens Prairie Road to the intersection of Ro ck Prairie Road, west approximately 0.6 mil e to monument on left side of road. 0 0 N 0 CJ:) (./) m -I m :::0 ("') m :::0 » m ~ m 0 ?'\ ti) ~ z ("') m z s: r= m CJ) » co 0 < m ("') 0 z ., r c m z ("') m ~ ~ I I I I/ l \i I ... I N <J'1 0 [_~ I I . -1--1- f ' i ~ ii tJ\r rr I\ 1""111 I H-'H ·l I t · I I I l-1 I 1 I i '-I T ~-i-t-+. ' I ~ : : : ~ L l .i-... ~mrnri I ·= . --· . ' t I\ 1'4 /I ' ~· I I &H . r '@ffj 1· ' - ' '.. ' : •. · . 1 I I I I I I I I :om ~--+~+ ~+ - I ~t ~ : ~~ t1 ..., r,; l 1 " L=fl :,..._ ·-:o ~- ._ ~I\, ,__I : I I I I'- '\. I\ ' N ...., 0 ,\I\ \ \1 " I\ \ ' /\. 1'. :'-. ELEVATION IN FEET !NGVDI I\ I\\ I\ I'\ I\ II: I \ 1. I I 1~ f: ~ . ~ I \ \ \L ' N 00 0 I i.;:~ ~ Lo~~~~ . -'- ,\ ' \' ",\ " ' N lO 0 I ..... Ill I I I I I IHI/\ (]( FEDERAL EMERGENCY MANAGEMENT AGENCY BRAZOS COUNTY , TX AND INCORPORATED AREAS If' 2t-~'..!s"1 p:t !VP ~ ~ E '. tt:~ nR :\. L L':': ~QRf:~. ·'-~ ;; ;::, =~~ 1-1- ~~ 1 I-fin ?-1-1- t· 7\ (!.. ~~ ~1 ,_ .RM r"'cijj I:: - ..... '- t,.;~ 1.-~'- -~ -----=: I .. -VI. f-1 .H H!(Jljl !-Vil HllJj .. :r I "i { \ H ! I "T :. ~ ~ f1.l\(I. ILQl 1/0 /. ;i;,L '= '= .. t:2 . ·-- .. ~ . . -·---1--l--'-1-~-1 ~~ I I L . I l I I I I I I ' ~ 4!!~~!'. ui-uc: ,,,....,_Ll:lj.I !::> I 1 TU.TI .·1 .. ~ ~ ' I LEGEND '-· 500 ·YEAR FLOOD ------100 ·Y EAR f=LOOD -50 -YEAR FLOOD -------10 ·YEAR FLOOD ~ STREAM BED 6 CROSS SECTION LOCATION FLOOD PROFILES BEE CREEK TRIBUTARY B 16:06 'B409 764 3496 DEVELOPMENT SVCS TRANSMISSION OK TX /RX NO. CONNECTION TEL CONNECTION ID START TIME USAGE TIME PAGES RESULT *************************** *** ACTIVITY REPORT *** *************************** 4314 172658532ppp396 12 /18 16 :03 02 '58 7 OK ~001 .. -r-f LC:: -' DD~ C's. l 'S.~ CITY OF COLLEGE STATION Post Office Box 9960 1101 Texas Av enue December 27, 1995 Cheatham and Associates Attn: Mr. David Mays 1601 E. Lamar Blvd., Suite 200 Arlington, Texas 76011 College Station , Texas 77842-9960 (409) 764-3500 RE: Finished Floor Elevations for A&M Consolidated High School Additions Dear Mr. Mays: . Ac{.rY\. c DNSOL- ;-1 I Gr/ ~cf-/tx::, L As per our conversation and your fax on December 21, 1995, I reviewed the City's Drainage Policy and Design Standards and have made the following conclusions . The proposed finished floor elevation, for the additions, must meet the base flood elevation plus two (2) feet. This elevation can be determined using the FEMA Flood Insurance Rate Maps . As for the existing building, the proposed additions wilf determine what will be required in regard to flood proofing. If the estimated cost of the proposed additions exceed fifty (50) percent of the fair market value of the existing building, then flood proofing will be required for the existing structure. On the other hand, if the estimated cost is less than fifty (50) percent, then flood proofing will not be required . I have enclosed copies of the State of Texas Floodplain Administrators Manual that will explain this information in more detail. If you have any questions or comments, feel free to contact me at (409) 764-3570 . Sincerely, Steve Homeyer Graduate Engineer cc: Veronica Morgan, Asst. City Engineer Shirley Volk, Development Coordinator Home of Texas A&M University • • I-OME 'f'ER · Stormwater Management Plan for the City of College Station Drainage Policy and Design Standards D. Special Drainage Basin and Channel Reach Design Standards The following special considerations shall be applied to areas where they are deemed necessary to protect life and/or property for existing or ultimate expected flood conditions. These requirements shall be considered to supersede the general requirements of the remainder of these standards. The necessity of detention facilities shall be determined by the subsequent requirements of these standards except the following areas shall automatically incorporate detention i nto the design of new developments. The rationale for these more stringent requirements reflect the d i rection of stormwater f 1 ows across po 1i ti ca 1 boundaries for the Burton Creek Basin, the demonstrated potential for the creation of a flood prone area due to limited crossing structure capacity for the Carters Grove Basin, and the reasonable assumption of lack of capacity for the Secondary System in the older areas of the city to absorb increased flood flows (Wolf Pen Creek and Bee Creek Basins). Basin Basin Location Rainfall Event No. Name Descrietion Detained 6a Carters Grove A 11 100 Year Ultimate 2 Wo 1f Pen Creek North of Harvey Rd., 25 Year Ultimate West of Texas Ave. 3 · Bee Creek Upstream of Trib. 25 Year Ultimate II B" Confluence 1 Burton Creek All 100 Year Ultimate The elevation of the lowest habitable floor ·of a structure adjacent to a watercourse of the primary system shall be located at least 1 foot above the base flood elevation, except along the following designated channel reaches the minimum lowest floor elevation shall be located further above the existing base flood e l evation, or .5 feet above the base flood elevation associated with th e ult i mate basin development condition, whichever is higher: 10 I I ~~ ;so , :.::: / -0: / <t Q. DART MO UTH I '3'. J GJ 1 ""R / ' ----------- / \ I ~ '} / --~ / / / ?/ © \ \ I ( I I I I L -y -- I GRAND 4 , / P AGE 13 ' I I I ------=-====-----~ Stream Channel Reach Bee Creek I I I Bee Creek Trib. "A" I. I I · Bee Creek Tri b. "B" (Downstream FM 2818) I (Upstream FM 2818) II. III Lick Creek I, II. III. IV Spring Creek I. I I North Fork. South Fork E. Easement and Right of Way Requirements Minimum Floor Elevation Base Flood +3' Base Flood +2' Base Flood +2' Base Flood +4' Base Flood +2' Base Flood +3' Base Flood +3' Base Flood +3' Base Flood +3' The determination of the necessary areas and extents of rights of way and easements shall be determined by the Administrator of the Stonnwater Management Program. The criteria for determination shall be based upon the anticipated amount and spread of stormwater flows, the possibility of increased flows at some time in the future, the concurrent uses to be associated with the designated areas, the required space for the appropriate maintenance equipment and personnel, and the access necessary to conduct maintenance activities. The following minimum standards shall be used i n determining drainage easements and rights of way. 11 STATE OF TEXAS FLOODPLAIN ADMINISTRATORS MANUAL Prepared by Agriculture & Rural Assistance Division Flood Management & Groundwater Programs Section This document was prepared, under FEMA Grant Number EMT-94-K-0272, as part of the National Flood Insurance Program, Community Assistance Program-State Support Services Element. The authors and publisher are solely responsible for the accuracy of the statements and interpretations contained in this publication. Such interpretations do not necessarily reflect the views of the Government. Our thanks to all the States that provided us a copy of their Floodplain Management Manuals I Handbooks. These manuals provided many excerpts and ideas that were used in various places throughout this Manual. RG-12 Texas Natural Resource Conservation Commi ss ion June 1994 or beach ridge. Construction atop or in front of dunes has historically shown structural damage from storms . Dunes provide a natural shoreline defense against storm wave and water level attack and are often considered a nonstructural coastal protection method. Substantial Improvements Substantial improvement is defined as any repair, reconstruction, or improvement of a structure if the cost equals or exceeds half the market value of the structure before the improvement or repair is started (or, if the structure has been damaged and is being restored, before the damage occurred) . . Substantial improvement to structures can be an addition, a renovation, or both. For this definition, substantial improvement is considered to occur when the first alteration of any wall, ceiling, floor, or SPLIT LEVEL NO BASEMENT 8 SPLIT LEVEL .r;;.i,.1L..&..1...1-&. ..................... ....,,.. WITH BASEMENT SPLIT LEVEL WITH GARAGE [ill] I I 8 UTILITIES SUCH AS ELECTRICIAL AND HEATING FACILITIES MUST BE AT OR ABOVE BFE. Figure 5.-Determining Lowest Floor Level 30 ------' other structural part of the building commences , whether or not that alteration affects the external dimensions of the structure. Substantial improvement does not include improvement to comply with state or local health, sanitary, or safety code specifications solely necessary to ensure safe living conditions or alteration of a structure listed on the National Register of Historic Places or State Inventory of Historic Places . Additions When an addition is a substantial improvement, the administrator will probably interpret the regulation to apply only to the addition, and not to the entire structure. For example, a person adding rooms to a home would be required to elevate the floors of those rooms to or above the base flood level, but the entire structure would not have to be elevated. The disadvantage of using this interpretation relates to flood insurance premium rates. When a structure is substantially improved, the structure is considered a new "post-FIRM'' structure, and actuarial rates would apply based upon the lowest floor elevation or the lowest flood-proofed elevation of the entire structure. Renovations When a substantial improvement is a renovation, the regulations apply to the entire structure. For example, if the work includes rewiring, new plumbing, siding, painting, or similar activities but does not include a change in exterior dimensions, the structure itself must be elevated so the lowest floor is at or above the base flood level. Phased Improvements A loophole in the substantial improvement regulation is typified by the person who this month requests a permit for ·an improvement that costs less than half of market value, and next month (or next year) requests a permit to do additional work. While each individual permit represents less than a substantial improvement, the cumulative improvements over time certainly are substantial. FEMA has I).O rule as to how these situations should be handled, so interpretation remains with the local administrator. A conservative and consistent approach is recommended. Each permit applicant should be made fully aware of the "substantial improvement" regulations at the time the first permit is requested. The administrator should record the number of permits granted per structure and the cumulative cost. When the total equals or exceeds half the market value of the structure when the first improvement began, no more permits should be issued unless the entire structure is brought into compliance with the NFIP regulations. 31 CITY OF COI.LEGE STATION TPM 1812 Welsh. Ste. 130C College Station, Texas 77840 Attn .: Tom Eyeington, Assoc. D~Tom: Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-9960 (409) 764-3500 As per our discussion during our field investigation of the College Station High School expansion, the City of College Station would look for the following improvements, given the scope of work that you explained: 1. In the area where you will be relocating the creek due to the expansion of the tennis courts and softball complex, we will look for the "new relocated creek" to meet the City of College Station Drainage Ordinance requirements, which may include such items as a concrete liner in the bottom and side slopes at a maximum of 4 : 1. Please refer to the section in our Drainage Ordinance on open channels for a complete set of regulations that will apply. 2. In the area where the original channel is currently existing, the City will look for improvements to bring it up to our current standards, as in item #1, this may include some renovations to the bottom and side slopes . All of these standards will make the area much easier for the school to maintain. 3 . The City does agree that the concept of "equalizing storage capacity" will meet our current ordinance. For each acre-foot of storage capacity of the channel and overbank: storage that you remove you can add an equal number of acre-feet of storage within the immediate area to replace the loss of storage/capacity. 4. Although it may not affect you , please refer to the City of College Station Drainage Ordinance page 10-11, where we refer to the lowest habitable floor elevation ofa structure adjacent to a primary watercourse. For the basin in which this expansion will occur, the minimum finished floor elevation is Base flood + 2'. 5. The city is in agreement with your putting the existing open channel under the tennis courts in a closed conduit. We will look for the sizing of that pipe in accordance with our Drainage Ordinance section on closed conduit. 6 . During this process we would like to work with you to maintain as many trees as possible during the construction process . The only trees that will be mandatory to retain and protect during construction will be those within the first 24' of your property along FM2818 as well as along Welsh. (fhis will apply toward the high school building expansion as well along Nueces but our onsite meeting was limited to discussions about the expansion on the west side of Welsh) Home of Texas A&M University I hope this information will help in your planning stages of this project. If we can be of any further assistance please do not hesitate to ask. You can reach either Steve Homeyer or me at (409) 764-3570 between 8 a .m. and 5 p .m . cc: Steve Homeyer, Graduate Engineer Kent Laza. P .E ., City Engineer Jim Callaway, Asst. Dfrector of Economic & Development Services Shirley Volk, Development Coordinator From: To: Date: Subject: Mark Smith CITY HALL(VMORGAN) 10/3/95 5:11pm csisd h.s. athletic complex -Reply The only history I know of that was not in the file is that we held up the CO until they finished the drainage work. Oh, one other thing, Dobbs may be able to shed some light on this, but I seem to remember some difficulty with inspections on a big box culvert that runs under the baseball field. >>> Veronica Morgan 10/03/95 03:34pm >>> mark, i know there was some history behind this. the engineers for the h.s. are coming in to meet with me tomorrow about a proposal to expand the athletic complex. can you brief me on any history that you think i might need. i have pulled the old drainage report and read what was in that file. thanks. p.s. the meeting is at 10:30 tomorrow morn i ng. CC: City of College Station.City Hall(KLAZA, SHOMEYER) ••• --------- ----~A ~-------+1~- _____ 9V jo1 ~ _ A U G-16-96 FRI 01:27 PM MORRISON HYDROLOGY ~" ' 8174610322 P.01 ~- MORRISON HYDROLOGY/ENGINEERING, INC. 210 ARNOLD STREET, ARLINGTON, ~EXAS 76010 METRO (817) 461-0321 FAX (817) 461-0322 FAX TO: FROM: NAME: FAX NO.: Steve Homeyer 409 764-3496 RONALD W. MORRISON, P.E. SENIOR HYDROLOGIST NO. OF SHEETS INCLUDING THIS SHEET: 1 PROJECT STATUS REPORT DATE: PROJECT Friday, August 16, 1996 NAME: Tributary B to Bee Creek LOCATION: College Station, Texas CLIENT: Cheatum & Associates Dear Mr. Homeyer1 This is a letter to update you on the status of the FEMA submittal for Tributary B to Bee Creek. As you know FEHA has requested that we investigate the flooding that occurs when Bee Creek Tributary eplits and flows along FM 2818. I ' In order to addrese this, we understand that the city w~ehes ue to provide them with a proposal. This proposal will potentially address any impacts to a project the city has under contract to another consultant. To provide this proposal we need to know a little more about the consultant's project. It is our understanding that the city or the consultant is to provide us with this information. We are waiting for this information and will provide a proposal to complete the work ae soon as it is received. We have informed FEMA that we will provide them with the information they require as soon as we complete the above referenced project. FEMA allows 90 days to provide requested information. After that ·the project will be dropped and a new submittal muet be made. 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From: Steve Homl!SO,>z-"---- To: JCAL Y, KLAZA ~ORGAN, SVOLK Date: 5/ 96 4:58pm Subject: M Consolidated High **FYI** I spoke with Davi ayes, CSISD's engineer, about the depth of water in the large student parking lot during storm events and the proposed tennis courts. During the 100 yr event, there is approximately 2 feet of water in the outside drive aisle of the parking lot. By ordinance, the maximum allowable depth is 10 inches (0.85 feet). They have one of two choices l)enlarge the pond to accommodate the extra water, or 2)request a variance to the drainage ordinance. In regard to the tennis courts, I indicated to him that the drainage ordinance requires the CLOMA (map amendment) to be approved by FEMA and returned to us before a development permit is issued. The reason for this requirement is that they are altering the Bee Creek Channel and that modification requires FEMA approval. CSISD can choose to take the risk that FEMA will approve this request and begin construction. If by chance FEMA denies this request, they are then subject to whatever modifications FEMA will require. He said that the school district did not have the time to wait on FEMA to approve the amendment before they began constructing the tennis courts. He was made aware of the possibility of constructing the proposed tennis courts that are not currently in the floodplain, but this is not an option due to this area being entirely within the floodplain. As in the previous instance, they again have two choices l)wait on the approval from FEMA, or 2)request a variance to the drainage ordinance. These are the two options that they have currently. This does not mean that they can not submit a different plan that could work. However, Veronica and I both agree that we can separate the development into two separate phases, the east and west side with Welsh being the dividing line to facilitate construction. When all of this comes down the pike, I wanted everyone to be aware of what was said and why we were making these requirements. CC: SNOE DEC -21-1 995 14:23 P.02 CHEATHAM AND ASSOCIATES Date l "1.. -1..1-'\ > Job No. IOI 5-Z.O / Re: A f ,,___ 4:, ....,_ ~ o /, d'*...f..c J y,_~L, ~d i;v' I We are enclosing the fi)JlOllling: 0 Copy of Letter Q Prints OSamples 0 Specificaaons QA.ddcndum i 0 Shop Drawines QCha~Otdcr a~~~~~~~~~~ Copies Description 0 For Your Approval 0 For Your Use 0 Please Comment 0 Re submit Comments: $+.,u of p \.f'I SL~'( S l..\.z_ : l. M A"X ~' ...,..-J.,..J ~.,. .-~ +, '";t 14 . C, • bl J~ 1='1 ""'' h ~J ~l""..g.. ~-\-e:t~T,o'"'-Foflt. T~1.::dA1.~~ :k ~.,.. bid~. z. lF Nr.>T wh"'+ \C) t\-..c' vY>i1V\tll\-\'1r~· F1uL.,H-tn> I i:= k'2 o CL ; 5 t.--e" _. r u2 '""-----:· DFQ.d 1.112gO B'< ~ l;"" ('.'.'.'.' \ '*-1 "? Copies ID: \J L\.L. ENGINEERS • PLANNERS • SURVEYORS A Subsidiary Firm of Southwest Planning and Design, Inc. 16dl E . Lamar Blvd. •Suite 200 •Arlington, Texas 76011 Sl7/548-0696 •Metro 265-8836 •Fax 8171265-8532 TOTi=iL P .02 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-~ ~ DEC-21-1995 14:22 ,--. CHEATHAM AND ASSOCIATES !FAX TRANSl\1ITTAL SHEET DELIVER TO: ~ 1f c:;;.U'-ry-e ~ !£Hf-N: ~ #:;W'JE'(e:P- FAX NUMBER: (-fo'i-Jr,4--34q(, CHEA THAM & A$SO I I I REQUF.STED BY: . I , PLEASE CALL 8171548--0696 IF THERE IS A PROBLEM IN TRANSMISSION . ENGINEERS • PLANNERS • SURVEYORS A $ubsidiary Furn of Southwest Planning and Design, Inc. 1601 E . Lamar Blvd.• Suite 200 •Arlington, Texas 76011 I 817/548-0696 •Metro 265-8836 •Fax 8171265-8532 --------------------"-----' ~ L -.-"--L ~· P .01 .. :t CITY OF COLLEGE STATION DEVELOPMENT SERVICES FAX TRANSMITTAL DATE : MAY 24 , 1996 TO: TOM EYEINGTON PHONE: ( 409)693-5650 FAX: ( 409)693-6996 COMPANY : TOTALPROGRAMMANAGEMENT FROM : STEVE HOMEYER PHONE : (409)764-3570 FAX: (409)764-3496 COMPANY : ENGINEERING TOT AL NUMBER OF SHEETS : 3 MESSAGE: THIS IS A COPY OF THE DEVELOPMENT PERMIT APPLICATION . I HAVE INDICATED WHERE I NEED SIGNATURES ON THE LAST PAGE. THESE SIGNATURES ARE NEEDED BECAUSE A PORTION OF THE SITE IS LOCATED WITHIN THE 100 YEAR FLOOD PLAIN . '-.... Architect/ Figure XII Development Permit City of College Station, Texas Address : ------------- Telephone :------------ Address : -------------Engineer: _____________ _ Telephone No : _________ _ Address : -------------Telephone No : _________ _ Date Application Filed : ________ _ Approved : ___________ _ Application is hereby made for the following development specific waterway alterations : D Application Fee D Signed Certifications D Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. D Site and Construction Plans, with supporting Drainage Report two (2) copies each . D Other: ------------------------------ ACKNOWLEDGMENTS : I, ____________ __, design engineer/owner, hereby acknowledge or affirm that : The information and conclusions contained in the above plans and supporting 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 . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) Contractor Figure XII Continued CERTIFICATIONS : (for proposed alterations within designated flood hazard areas .) A I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. >( ____ _ Engineer Date B. I , 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, certify 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 floodway fringes . Engineer Date I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer 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 specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. fonno/"9~11 1 0·91 . j 5 1 24 1 96 09 :24 ti'409 764 3496 DE VE LOP MENT SVCS TR AN SMISSIO N OK TX/RX NO. CO NN ECTIO N TEL CO NNE CTIO N ID ST ART TIME USAGE TIME PAGES RES ULT *************************** *** ACTI VIT Y REPORT *** *************************** 6121 05 1 24 09:23 01 '05 3 OK 96936996 ~001 MEMORANDUM To: DDP File, A&M Consolidated High School Expansion From: Kent Laza, City Engineer Date: May 10, 1996 In my conversation this morning with Tom Eyeington of JCL, Inc., we discussed three issues regarding the A&M Consolidated High School Expansion.. First was the issue of requiring a CLO MA prior to the issuance of any permits for construction. He asked to be released from that requirement. I told him that I could not do that myself but that he would have to request a variance from the ZBA. We would support the variance as we have others who made similar requests . Second was the issue of water depth in the parking lot. In the back portion of the main parking lot is an area where the water depth will be greater than the 10 inches allowed by our drainage ordinance in a 100-yr. storm event. Due to the fact that the district is building more detention than required and in doing so helping to relieve some of the drainage problems in the area around the school, I agreed to permit the additional depth that will occur. Computations show the depth to be up to 16 inches, however in most locations the maximum depth will be 12-13 inches or less . Last was the issue of requiring low flow channels in the detention ponds. Mr. Eyeington asked that we not require these channels, but after I explained the need for them, he agreed to their necessity and plans to include them in construction. M e y-H>-96 11: OBA P.01 ' i CHEATHAM AND ASSOCIATES FAX TRANSMITTAL SHEET DATE: <=;-/0-9C, DELIVER TO : FAX NUMBER: !i#ij S:l-ec1-e 1-:ft;J;vJs.y~ 10~ .. 7t,,4-349~ TOTAL NUMBER OF PAGES INCLUDING COVER PAGE: 3 ADDJTIO,NAL MESSAGE: .$#.,..., -u~ &c.., -:11 ~~Ctr--tt;:' z=t) ~ Qtce?CL--l'YJ Oq d CHEA THAM & ASSOCIATES FAX NO. 817 /265-8532 REQUESTED BY: ~---- PLEASE CALL 817/548-0696 IF THERE IS A PROBLEM IN TRANSMISSION . ENGINEERS•PLANNERS•SURVEYORS A Subsidiary Finn of Southwest Planning and Design, Inc. 1601 E. La.mar Blvd.• Suite 200 •Arlington, Texas 76011 R17/<i4SLMO~. u .. 1-rn .,~<.OO'l~. 'C--Ot"7n£c OC"M -·-;;.;.,,, ~· ----~ :--~-""--;.....s­\ ' "' . •' L_R.O.W. ··-J. l . 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AREA TO BE GRAjf [ ~ BUILDING IMPROVE ~t N '. > ;· \ ~---~~--- ···--.. -~ ---··--.. -. ·-. ·-' i DEVELOPMENT PERMIT PERMIT NO . 353 College Station I.S .D . High School Expansion FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Southwood Section 5, Tract One SITE ADDRESS: 701 West Loop (FM 2818) OWNER: College Station I.S .D . c/o David Neal 1812 Welsh Avenue College Station, Texas 77840 DRAINAGE BASIN: AGENT: Total Prog ram M anag ement , Inc . c/o Lisa Cantrell 1812 Welsh , Suite 130C Colle ge Station, Texa s 77840 North Fork Bee Creek Tributary "B '', Seg ment II TYPE OF DEVELOPMENT: This permit is valid for site demolition on the east side of Welsh Avenue ONLY. 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. This permit will expire on July 26, 1996 or when a complete deve lopment permit is issued , whichever comes first. Any work performed after the expiration of this permit is not covered, and is considered unauthorized . 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 draina g e 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 al f the codes and ordinances of the Cit y of Colleg e Station that appl y. Date Contractor Date 15 May 1996 Mr. Kent Laza, City of College Station Engineer 1100 Texas Ave. College Station, TX 77840 Re : Tennis Court Additions A&M Consolidated High School College Station Independent School District Dear Mr. Laza: We respectfully request a variance to the ordinance Chapter 13 , Page 12 Section 5, Paragraph C . "If modification of any watercourse is involved , an effective Conditional Letter of Map Amendment shall be on fil e with the Administrator prior to any development." We enclose a drainage report and application to FEMA reflecting a modification to the existing waterway and construction plans for the improvements to be constructed . We would like permission to 'begin construction as soon as possible . We understand that any revisions requ.es ted by FEMA or Tex DOT shall be incorporated into the construction as needed . Your assistance in this matter is greatly appreciated and your response to our request will help us proceed -with construction in a timely manner. If we may be of further service please fell free to contact us . Sin ~ere l y, Attachment (1) Drainage ryport cc: David Neal, CSISD , David Mayes, Cheatham & Associates Pat Williams, Tex DOT Bryan Area Engineer 12 8 E. Texas St. Grapc\'inc . Tex as 76051 (8 17) 488 -7732 fax(8 I 7) 488-9708 18 12 Wels h. ste. I 30C College Station, Tcxa, 77840 (409) 693-5 650 fax(409) 693-6996 \ 163 S . Main, s te. A Keller . Texas 76148 (8 171 -111 -11 19 f:ix!817)-1 3 1-1583 55 1 I Parkc rest D r . #207 Au ~tin . Texas 7873 1 ! 511) ·-15-1-2580 fax (5 I 2) 45-1 -2630 15 May l996 Mr. Pat Williams, P.E. Bryan Area Engineer Texas Department of Transportation 1300 North Texas Ave . Bryan , TX 77803 Re : 1019-201 , College Station Independent School District A&M Consolidated High School Dear Mr. Williams : We respectfully request permission ~o construct "Tennis Court Improvements" within the existing Tex DOT drainage easement at Bee Creek, Tributary B, at FM 2818. We enclose a drainage report and application to FEMA reflecting a modification to the existing waterway and construction plans for the improvements to be constructed. The report reflects "no impact" on the existing box culvert at FM 2818 as the box currently functions as a discharge structure for the existing tributary B which is in fact a detention pond . We are making minor grading alterations to tributary B to keep the water surface elevation at approximately 280.00 at the box culvert reference. The improvements will not obstruct flow to the existing box and will in fact enhance the hydraulics. The improvements will in no way impact the maintenance of the box culvert by Tex DOT . Your assistance in this matter is greatly appreciated and your response to our request will help us proceed with const'lllction .in a timely m·anner. If we may be of further service please fell free to contact us. Attachm~nt (1) Drainage report cc : David Neal, C 0 SISD David Mayes , Cheatham & Associates Kent Laza, City of College Station 128 E. T exas St. Grapevine, T exas 7605 1 (8 17)488-7732 fax(8 l 7) 488-9708 18 12 We lsh. ste . 130C Coll ege Sta ti on. Tcxa' 778~0 (409) 693 -5650 fax(409) 693 -6496 163 S. Ma in , ste. A Kdler. Texas 76248 (8 17P31 -1129 fax (8 l 7) 43 I· 1 'i83 55 1 1 Parkc rest Dr. #207 Au,tin. T exas 78731 (5 12) 454-25 80 fax(S 12) 454 -2630 • CITY OF COi .I .EGE STATION Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-9960 June 5, 1996 Texas Department of Transportation ATTN: Mr. Patrick Williams, P .E . 1300 N. Texas Avenue Bryan, Texas 7 78 03 ( 409) 764-3500 VIA: Hand Deli vered by Total Program Management RE: Proposed Construction of Tennis Courts within a TxDOT Drainage Easement near the Intersection of FM 2818 and Welsh Avenue at the CSISD High School Dear Mr. Williams : As requested by Jay Page during our conversation on May 9, 1996, I have enc losed a letter from Total Program Management, the School District's representative, requ es ting permission to construct the proposed tennis courts within the above mentioned easement. In addition to their letter of request , I have also enclosed plan sheets that indicate the location of the proposed courts and a copy of the drainage report for the high school. The City has revi ewed their construction documents and have approved them for construction . However, the School District has also requested a variance to perform construction activities within the floodwa y witho ut a Conditional Letter of Map Amendment being on file with the Floodplain Administrat or. This variance is subject to approval by the Zoning Board of Adjustments during a meeting tent ative ly scheduled for Tuesday, June 18, 1996 . Please review this information at your earliest convenience . If you have any questions or comments, feel fr ee to contact me at 764-3570. Sincerely, Steve Homeyer Graduate Engineer cc: Kent Laza, City Engineer Shirley Volk, Development Coordinator Tom Eyeington, Total Program Management , Inc . ....0DP File No. 353-R Home of Texas A&ft\ University CITY OF COi .I .EGE STATION Post Office Box 9960 1101 Texas Avenue June 5, 1996 Texas Department of Transportation ATTN: Mr. Patrick Williams, P .E . 1300 N . Texas Avenue Bryan, Texas 77803 College Station, Texas 77842·9960 (409) 764-3500 VIA: Hand Delivered by Total Program Management RE: Proposed Construction of Tennis Courts within a TxDOT Drainage Easement near the Intersection of FM 2818 and Welsh Avenue at the CSISD High School Dear Mr. Williams: As requested by Jay Page during our conversation on May 9, 1996, I have enclosed a letter from Total Program Management, the School District's representative, requesting permission to construct the proposed tennis courts within the above mentioned easement. In addition to their letter of request, I have also enclosed plan sheets that indicate the location of the proposed courts and a copy of the drainage report for the high school. The City has reviewed their construction documents and have approved them for construction. However, the School District has also requested a variance to perform construction activities within the floodway without a Conditional Letter of Map Amendment being on file with the Floodplain Administrator. This variance is subject to approval by the Zoning Board of Adjustments during a meeting tentatively scheduled for Tuesday, June 18, 1996. Please review this information at your earliest convenience. If you have any questions or comments, feel free to contact me at 764-3570 . Sincerely, Steve Homeyer Graduate Engineer cc: Kent Laza, City Engineer Shirley Volk, Development Coordinator Tom Eyeington, Total Program Management , Inc . DDP File No. 353-R Home of Texas A&M University December 2 7 , 199 5 Cheatham and Associates Attn: Mr. David Mays CITY OF COi .I .EGE STATION Pos t Office Box 9960 1101 Texas Av e nu e College Station, Texas 77842-9960 (409) 764-3500 1601 E. Lamar Blvd., Suite 200 Arlington, Texas 76011 RE: Finished Floor Elevations for A&M Consolidated High School Additions Dear Mr. Mays: As per our conversation and your fax on December 21, 1995, I reviewed the City's Drainage Policy and Design Standards and have made the following conclusions . The proposed finished floor elevation, for the additions , must meet the base flood elevation plus two (~) feet. This elevation can be determined using the FEMA Flood Insurance Rate Maps . As for the existing building, the proposed additfons wilf determine what will be required in regard to flood proofing . If the estimated cost of the proposed additions exceed fifty (50) percent of the fair market value of the existing building, then flood proofing will be required for the existing structure. On the other hand, if the estimated cost is less than fifty (50) percent, then flood proofing will not be required . I have enclosed copies of the State of Texas Floodplain Administrators Manual that will explain this information in more detail . If you have any questions or comments , feel free to contact me at (409) 764-3570. Sincerely, Steve Homeyer Graduate Engineer cc: ~~mica Morgan, Asst. City Engineer Shirley Volle, Development Coordinator Home of Texas A&M. University J M~y-24-96 11:03A May-~4-'!R> 09:3BA TPM. INC. 011141•• os:z~ "ll'•v• ••• ~·•• 409 693-6996 ., ............................ __ flcureXD Dcftle .... t Permit Otr of CaDeae Sa.tioa, Tesu P.02 P.02 40 Acres Track Part of Southwood Section 5 Subdivision Crafor Burnett League, Brazos County Texas Sir.eOwncr: ~D_________ Addrest: 1812 Welsh, College Station Telepboae: (409) 764-5409 J\n:bitccr/ TPM, INC. ~ Cheatham & Associates nm. Applic.lioa .P.W: 05-24-96 Address: 1812 Welsh, Ste 130C. C.S.TX TelephoneNo:C409) 693-5650 Addrcu: PO Box 10210, CS, TX 77~_2_ Telephone No: ( 409) 693-0900 Approved: _________ _ ApplicaQoA ii haeby llllde fDr the~ c1ew1...-spec:iDc waterway lllcu1tiuas : Tributary B of Bee Cr~ek Cl Applic;atioa F• a SilDcd cnlr.Miom c Dnimee and ---cmmol Piia. with tuppoitiDs Dnimp B.epan two (l) copia adl. !.;I Sile ... ~ Plaas. wida -.ponUtg Oraimpa.pa.t two (2) copies lldl. a Odlcr: __ ~----~~~----~----~~--~~-----~---- 11ac infonnarion wl mnchaaiont contained iD the ... plam wl JUPPOl1ias cloaamenta comp)y wirb dlc aurem requinamtl oflbe City o!Collep Stlbon. Tau 0ty Code. CMplci 13 aad iu ...,... ~Policy Md D9lip Studanb. Ma w111clitioa ofappowl oldas pll1llit ~ 1..-to COllllNCl dae •~ .. opolld in tJU ....,. .. ICCGl'dinc to ...... docu.-rts ..t the requir-. of c:Mptw 13 of -ScatioR Cly Code. ' f ' MJ y -24-96 11:04A ~ay -~4-~ 09 :39A TPM INC . 409 693 -6996 os1z•1tt 01 :z• "s:r•v• ••• ~••• ~~~ ....... _ .. __ l1prc XII CODdned CERTIFICATIONS : (for propoted llll..iions within desipmed ftaod haard areu.) A. I, Edd; e Chea th am. P • E. • ~ma Ill)' nomaiden&ill llnldUl'e on or propoted to be on tlU a.. u plrt of this applicalion is daiplted to prevent damage to tbe ~or ill COlllCllb u • result of flooding &om tt. 100 yt:lf' storm. >( ~~a;&; -s --Z..A. '~'-- ~ Date B . T, Edd j e C bea tbam. p. E. • certify tbanhc finitlred floor elewlioll a£ 1ba lowest 8oor, indudina ID)' bucmcnt, of any rwidcntial ftnldUtc. propoMd u pan of this applicmion is at or~ it. bue Sood~~ in tbe latest Fedtnl lnlurmce Administnbolt 1lood Hazard Study and maps, u 1meaded x:z1,:.rlG~ c:,-~-'\'::.r: __ _ Enaineer Dato C. I. ..E.dd i e CheH ham. P. E. . cemry that the altenliotw or deYeloptw:al coveRd by thil permit lhlill not djmjnjeb the~ capecity of the werway ~or aollir'I dlis peaaiaed lile lnll 11111 sur.h lluntions or d~ .. conei..., willl~of IM City of Calllp Stltioft City Code, a,.,,_ 13 concenm. tOC1Nc.hmcmt1 otloodwaJI and of loodway &inpa. ,x;?J1:0 ~ ~-"Z.4..J{~ ..,,.., Dal• 1. Edd; e Chea th am. P. E. .. do~ 111111be PITIJIOlld altallicm do ftOI nae me Jevm mtbc ioo,... lnod lbove eleYldion cltlbliJhed in mew• Fedenl IQUIDC& ~ flood Huard Study. ,/czy~ c:.a o; J4 ~--"ZA-,,\,- /\--£agiDeer Due Conditiom or c:cmmm11 u put of apprvval: _ -------------- 1a won1anc:e with a.pc.r 1 J Of the Code otOnMnucct ottbe City «eou. s.ma. ........ .u ....... to inan .. ddW &om ClOBlll'UC2ian. eto9ioa.. llldlldimc:ntalioll tball aot.,. dcposit.S m city .,..., tJll -a.m. .-... rac;1itie1. J henOy Fant this f*mil tor clrMilopmerK . AD deYelopmal& lb.all be in acconlw:il with the plw lftCI specifllc•O"S tubtnitt..S to Ind appco* by the City E'Wneer for the llbow nuncd project. AU of the 11ppliclhle codes and ordinvra oLthe City otColltp Sta&iOD sball apply . P .03 P .03 See Reverse for Instructions Form Approved. OMBHo.~ Approval •q>lf'H: S-31 ·95 &EPA United States Environmental Protection Agency NP DES Washington . DC 20460 FORM Noti c e o f Intent (NO i ) f o r Sto rm Water Dis c h arges A ssociated with Industrial Activ ity Und e r the NP DES Gener al Permit Submission of this Notice of Intent constiMes notice that the party identi fi ed in Section I of thi s form intends to be authorized by a NPDES permit issued for storm water discharges associated with industrial ~ in the State identified in Section II of this form . Becoming a permittee obligates such discharger to comply with the terms and conditions of the permit. ALL N CESSARY INFORMATION MUST BE PROVIDED ON THIS FOR M. . I. Facility Operator Information Name: 1C 1 0 1 L 1 L 1 E 1 G1 E 1 1 S 1 T 1 A 1 T 1 I 1 0 1 N1 I I , s, D, I I I I I I I I I I Phone : 14 I Q I 9 1 Z I 6 I 41,5 1 41 01 01 11 18 11 12 I IW IEILICIHI ISITIRIEIE I T, I Status of GJ Address: I I I I I I I I I I I I I I ONner/()pe<ator: City: I ~ g h h s § s ISITIAITIIIOIN I I I I I I I I State : LU ZIP Code : I Z1Z 1 81~1Q1 I I I I I II . Facility/Site Location Info rmation I A ~ M 1c 10 1N 1s 10 , L 11 , o 1A 1T1E 1 o, I H1 11 G1 H1 s [, H [) [) 1L I Is the Facility Located on w Name : I I Indian Lands? {Y oc N ) Address: 17 .0 ,1 F ~ I I I I 2 ,8 ,l ,8 I I I I I I I I I I I I I I I I I I I I I I . c 0 L L E G E s T A T I 0 N I ~ ZIP Code: 17 I 7 I 8 I 4 I 0 I I City: I I I I I I I I I I I I I I I I I I I I I I I State: I I I I •..atitude : I I I I I I I Longitude: I I I I I I I I Ouarter: ~ Section: l__t_J Township: I I I I I Range : I I I I l 111. Site Activity Information - MS4 Operator Name: IC, 0 L L E § 5 § 1 1 1 ! Q ~ I I I S, D, I I I I I I I I I I I I I I I I I I 8 1 E 1 E 1 c R E E K I Receiving W ater Body: I I I I I I I I I I I I I I I I I I ' I If You are Filing as a Co-pemiittee. I I Are There Existin ~ D Is the Facility Required to Submit ~ Enter Stenn W ater General Permit Number: I I I I I I I I Quantitative Data . {Y or N) Monitoring Data? (1 . 2. or3) SIC or Designated Primary: I c 0 I I I I I I I Activity Code: I I I 2nd: I I I 3rd : I I I 4th : I I I If This Facif~ a Member of a Group Application , er Group Application N umber: I I I I I If You Have Other Existing NPDES Permits. Enter Permit Numbers: I I I I I I I I I I I I I I I I I I I I I IV. Additional lnfonnation Required for Construction Activities Only Project Completion Start Date: Date: Is the Storm Water Pollution Prevention Plan I 01 51 01 11 9 § I 01 51 01 61 91 71 Estimated Area to be I ,3,0 1 in Compliance with State and/or Local GJ I Disturbed (in Acres): I I I Sediment and Erosion Plans? (Y or N) V. Certification : I certify under penalty o f law that this document and all attachments were prepared under my direction or supervision in accordanee with a system designed to assure that qualified personnel property gather and evaluate the information submitted . Based on my inquiry of the person or persons who manage the system. or those persons directly responsible for gathering the info rmation. the information submitted is. to the best of my knowtedge and belief. true . accurate , and complete. I am aware that there are significan t penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. -! Print Name: . Date: I Q A V l 0 I N , E,A, L, I I I I I I I I I I I I I I I I I I I IQ, 31 Q ~ 9 6 Signature: ~/,~~ -----/ I \ EPA Fonn 3510-0 (8-v ' Printed on R ed Paper ecyd See Reverse for Instructions Form Approved. OMB Ha. 204()-0086 Approvol eG>kes: 11-31·95 ft. EPA """"' S"'"' EnWo"m~<aJ Pro''°''" Ao•"'Y NPOES Washington . DC 20460 FORM ,._, Notice of Intent (NOi) for Storm Water Discharges Associated with Industrial Activity Under the NPDES General Permit Submission of this Notice of Intent constiMes notice that the party identified in Section I of this form intends to be authorized by a NPDES permit issued for storm water discharges associated with industrial ~ in the State identified in Section II of this form . Becoming a permittee obligates such discharger to comply with the terms and conditions of ttie permit. ALL N CESSARY INFORMATION MUST BE PROVIDED ON THIS FORM. . I. Facility Operator Information Name : 1 cl ol LI 6 ~ § s Is IT IA IT I I Io IN I I I Is ID, I I I I I I I I I I Phone : 14 10 1 9 17 1 6 1 4 I 5 1 4 1 0 1 0 I I 11 81 11 21 I W1 E1 L1 C1 H1 Is. T1 R1 E, E1 T, I Status of ~ Address: I I I I I I I I I I I I I I Owner/Operator: City: I C1 01 L1 L, ~ § ~ Is, T, A, T, 11 01 ~ I I I I I I I State: LLlJ ZIP Code : 17 171814101 I I I I I 11. Facility/Site l...oc:ation Information I Is the Facility L.oc:ated on ~ Name : I C1 01 LL E1 G E. I S1 T1 A1 T1 L 01 N1 I JI u, N1 L 01 R1 1H1 L G1 H1 I I I Indian Lands? (Y or N) Address: I 9, 01 01 1 R1 0 1 C1 K1 ,P 1 R1A1 I. R, I. E, I R1 0, Al D1 I I I I I I I I I I I City: I c I 0 I LI LI E1 G1 E1 I S1 T1 A1 T1 l1 Oi N1 I I I I I I I I State: LL!J ZIP Code: 17 1 7 I 8 I 4 I 5 I • I I I I I Lalitude: I I I I I I I L.oogitude: I I I I I I I I Quarter: ~ Section: LJ Township: I I I I I Range : I I I I I . I. Site Adiiirty Information - MS4 Operalor Name: I Ci 0, LL E G E 1S1T1A1T1 LO, N, I Ls. °' I I I I I I I I I I I I Re<:eMng Water Body: I B, E, E1 IC, R, El ~ ~ I I I I I I I I I I I I I I If Yoo are Filing as a Coilermittee. I I Are There E.xistin~ D Is the Facility Required to Submit [LJ Enter Storm Water General Permit Number: Quantitative Data . (Y or N) Monitoring Data? (1, 2. or 3) SIC or Designated Primary: I cl °' I I I I I I I Adiiirty Code: I 2nd: I I I 3rd : I I I 4tt1 : I I I ... If This Facif~ a Member of a Group Application, er Group Application Number: I I I I I If You Have Other Existing NPOES I I I I I I Pecmits, Enter Pecmit Numbers: I I I I I I I I I I I I I I I IV. Additional Information Required for Construction Activities Only Project Completion Start Date : Date: Is the Storm Water Pollution Prevention Plan I O, 51 01 11 9, §J I 01 91 01 11 91 ~ Estimated lvea to be I I 11 in Compliance with State an<l'or Local GJ Disturbed (in Acres): I I I I Sediment and Erosion Plans? (Y or N) V. Certification: I certify under penalty of taw that ttiis document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted . Based on my inquiry of the person or persons who manage the system. or those persons directly responsible for gathering the information. the information submitted is, to the best of my knowiedge and belief. true . accurate. and complete. I am aware that there are significant penalties for submitting false information. induding the possibility of fine and imprisonment for knowing violations. Print Name :. Date: "'I 0, A, V, I,.D, I N1 E1 A, L1 I I I I I I I I I I I I I I I I I I I I 1013101119161 ·,. 'tx;;;,;~ Signature: I ' \. / EPA Form 3510~ (6e. I @ Printed on Recycled Paper CHEATHAM AND ASSOCIATES To: 5-./o/QfM< lUr..J-tiL J?t,..J«::,, t1l !/>f6;:i e12. B~x IZ.15 /O/Cj -Z..o I Date 3-2-l,,.. -'jt,., Job No. /CJ/9-Zo-z.... Re: /! ~~ tbn>e?l1J~ )lffh~ I ~ ~f r ~ J//2• )-)1,$"1__ ZZ./ Z..2....- We are enclosing che following: 0 Copy of Letter 0 Prints 0 Samples 0 Specifications OAddendum 0 Shop Drawings 0 Change Order o ___________ _ Copies Dated 0 For Your Approval Very truly yours, Descri tion I I ---------·- ~or Your Use 0 As Requested 0 Please Comment ENGINEERS • PLANNERS • SURVEYORS A Subsidiary Firm of Southwest Planning and Design, Inc. 1601 E. Lamar Blvd.• Suite 200 •Arlington, Texas 76011 817 /548-0696 • Metro 265-8836 • Fax 817 /265-8532 0 Resubmit 1/c ~7tJ I COLLEGE STATION P. 0 . Box 9960 May 22, 1998 Texas Department of Transportation ATfN: Mr. Patrick Williams, P .E . 1300 N . Texas Avenue Bryan, Texas 77803 1101 Texas Avenue Tel : 409 764 3500 RE: Utility Permit for the CSISD High School Dear Mr. Willi ams : College Station , TX 77842 Please find enclosed three copies of the construction plans for 2 -18 inch RCP storm pipes to be placed under the FM2818 Frontage Road . The applicant is proposing to open cut the street in order to do this work. They have not included a traffic control plan with this submittal because they are trying to find out from Tx.DOT if they can close the road down for a day, or if it must remain open . They will prepare a traffic control plan after receiving guideance from your department. Al so included with this submittal is a drainage report that is an addendum to an existing report that designed the detention pond that these pipes will drain . Please read the enclosed lette r from the applicant to Shirley Volk, Deve lopment Coordinator for the City of College Station . This letter explains what the applicant is proposing. Please review and make comments at your earliest convenience and if you have any questions, or need additional information, feel free to contact me at 409-764-3570. i~ W.PaulKaspa GradLgineer xc: Shirley Volk, Development Coordinator Veronica Morgan, Assistant City Engineer Tx.DOT Utility Permit File encl. Tx.DOT Form 1023 (12) Home of Texas A&M University DEVELOPMENT PERMIT PERMIT NO. 353-R College Station I.S .D . High School Expansion FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Southwood Section 5, Tract One SITE ADDRESS: 701 West Loop (FM 2818) OWNER: College Station I.S.D . c/o David Neal 1812 Welsh Avenue College Station, Texas 77840 DRAINAGE BASIN: AGENT: Total Program Management, Inc . c/o Lisa Cantrell 1812 Welsh , Suite 130C College Station, Texas 77840 North Fork Bee Creek Tributary "B", Segment II TYPE OF DEVELOPMENT: This permit is valid for all site improvements as shown on the approved construction drawings . 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. This permit expires on September I, 1998 . Any work performed after the expiration of this permit is not covered , and is considered unauthorized . 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 developme t shall be in accordance with the plans and specifications submitted to and approved by t City Engineer in the development permit application for the above named project and of the codes and ordinances of the City of Colleg e Station that apply . Date Contractor Date • May 9 , 1996 W~mB35~ Morrison Hydrology/Engineering, Inc. 210 Arnol d • Arlington, Texas 76010 • Metro (817) 461-0321 res. +:1Lc 1A1 cs IS)) ff/C.H Sct-ft:Dc €)(PArJ'\1()1\.f 1)1) '? Mr. Steve Homeyer City of College Station Development Services P.O . Box 9960 College Station , Texas 77842 RE : Review Comments for the Detention Design for the A&M Consolidated High School , College Station , Texas . Dear Mr. Homeyer: We appreciate the in depth review of the subject study . It always improves final results when someone provides a second look at the design. The comments written through the body of the report were addressed individually and the results are shown below : 1. Review Comment : Changes in the cover sheet title Response : We corrected the title to reflect the name of the High School 2. Review Comment: The area used for watershed C was 8.70 acres and the area shown on the plans was 6 .06 acres . Response : During the initial watershed area calculations an earlier version used 8.70 acres , and this value never got changed. Since the design used a larger than necessary watershed the results will be conservative and should be OK . If this is a problem we can modify the report to adjust this . 3. Review Comment: Watersheds A and E were not included in the report . They must be addressed . Response : The additional report prepared for Tributary B of Bee creek addresses this concern and has been submitted . Page -2- 4. Review Comment: Table 3 has typos as shown marked up. Response : The typos have been corrected. 5. Review Comment: Subwatershed C flows produced some negative results in the rating computation table . Please explain. Response: This was an unusual case . The outlet for watershed C has a flowline of 276 ' while the lowest grade is 279'. This is because the outlet is at the bottom of a drop inlet. Our initial data used the 279 ' as the minimum elevation . This resulted in some negative values at the beginning of the tabulation . To correct this we reevaluated the routing computations and set the minimum elevation at 276 ' and adjusted all the data accordingly . The new data is included in the report . The results of this change did not alter the design or storage requirements , but it makes a more understandable report . Again we appreciate your efforts in making sure that this report represents the best possible information . Call me if you have questions . Sincerely , Morrison Hydrology/ Engineering, Inc. Ronald W. Morrison, P.E. Senior Hydrologist F tt.£: /5;bt'> ( lhG.H Sctf=L.) 8'/:'A."-l SI~ Morrison Hydrology/Engineering, Inc. 210 Arnold • Arlington, Texas 76010 • Metro (817) 461-0321 May 3, 1996 Mr. Steve Homeyer City of College Station Development services P.O. Box 9960 College Station, Texas 77842 Re Detention Study, College Station High School, City of College Station, Texas Dear Mr. Homeyer: After our conversation today, I thought of a further explanation of the report might help in your review: The purpose of this report was to accomplish the following: 1. Analyze existing conditions (Pre-development) and determine the 5 year flows that currently flow through the site. 2. Analyze conditions that would existing if the site is developed as proposed (Post-development) and determine the resulting 5 year, 10 year, 25 year, 50 year, and 100 year flows. 3. Design detention to reduce the post developed discharges to no more than the 5 year existing condition (Pre-development flows). We discovered that without detention the proposed development would cause increased flows. So we designed the detention to store the difference between the 5 year pre-development flows and the 5, 10, 25, 50, and 100 year post- developed flows. The table on the following page shows the results: Page -2- TABLE 1 S\MMARY OF DESI~ CCN>ITION FLOllS ANO DETENTION STORAGE SL8WA TERSHED 5 YEAR POST DEVELOPED FLOllS BEFORE ANO PRE-DEVELOPMENT AFTER DETENTION CCFS) FLOllS 5 YEAR 10 YEAR 25 YEAR 50 YEAR 100 YEAR BEFORE AFTER BEFORE AFTER BEFORE AFTER BEFORE AFTER BEFORE AFTER B 28 CFS 31 17 34 18 40 21 45 23 51 25 Bl 7 CFS 7 7 7 7 9 9 10 10 11 11 c 53 CFS 56 33 60 35 72 38 81 39 91 41 D .F .C.H 115 CFS 141 37 159 40 184 42 209 45 236 48 Please note that watersheds A and E will discharge into Bee Creek Tributary B and will be addressed in a separate report to be sent to the Federal Emergency Management Agency (FEMA). One really good thing to come from this proposed development is that the residential area downstream currently experiencing some flooding conditions will see flooding condition either eliminated or greatly reduced as a result of the detention in the development. One thing we did not consider in this report or the FEMA report to follow is to address fully developed conditions in the area outside our proposed development. This is because it is the city policy to require development to limit flows to pre-development conditions. So flows in excess of those existing today would never occur. Call me if you have questions. Sincerely, Y/ENGIHEERING, INC. WI Ronald w. Morrison, P.E. Senior Hydrologist DEVELOPMENT PERMIT PERMIT NO . 353-R College Station I.S .D . High School Expansion FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Southwood Section 5, Tract One SITE ADDRESS: 701 West Loop (FM 2818) OWNER: College Station I.S.D . c/o David Neal 1812 Welsh Avenue College Station, Texas 77840 DRAINAGE BASIN: AGENT: Total Program Management, Inc . c/o Lisa Cantrell 1812 Welsh, Suite 130C College Station, Texas 77840 North Fork Bee Creek Tributary "B", Segment TI TYPE OF DEVELOPMENT: This permit is valid for all site improvements as shown on the approved construction drawings . 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 exi sting 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 codes and ordinances of the City of College Station that apply. Date Owner's Agent Date Contractor Date CHEATHAM AND ASSOCIATES c::; ~ v/, cf \. \. l ~ September 18 , 1996 ~ ... G ~((_,,0u e'Y -~ "'\ 1: ·~ ~ I ~cfS c;E-CY t-1~ ~o \ ?flP P--L-~'-s \<-~. v\4-v· { ~ D~ r"-' Dr-1 City of Co llege Station ry .._,..0 sv--:6 ~'1. ~ c-J· Attn : Steve Homeyer, Graduate Engineer c:;?L-~ ~~~A..,~~1 rr0 r;.J~Y ,;(' <: lj--'--? Re: 1019-201, College Station Independent School District~~ a_~P< S ~ AG. A&M Consolidated High School ~ ,.....~ q"t"l Steve , we have studied the capacity of the existing 30" RCP at the intersection of Leona and Nueces . Our study covers grouting in the flow line of the 30" RCP to achieve positive grade from the 30" RCP to the downstream flume in the detention pond. The 30" RCP is constructed at 1.2% grade with an approximate capacity of 46 CFS. The two inlets at the intersection are capable of picking up only 22.6 CFS, one inlet on the north side being on grade , and the south side inlet being in a sump. If we can grout the 30" RCP to a depth of 1.04 ft. at the discharge headwall , and transition the grout inside the RCP to maintain positive flow , no water will stand within the existing pipe . The gro uted pipe will have a capacity of approximately 23 CFS. This Q does not include the consideration of the head at the inlets . We should have ample capacity to carry what water enters the inlets. We have also noted that all water which passes by the inlets flows into the detention pond , and does not impact any structures at Leona and Nueces . The analysis is based on the exist in g capacity of the inlets, as noted their capacity is minimal compared to th e total "Q". Our improvements wi ll not impact the current drainage problem , i.e . "bypassing water". We point out that the "bypassing water" enters the detention pond downstream , at curb cut flumes already constructed to address the exce ss water not picked up by the inlets . Respectfully , ?~~--·- Eddie Cheatham , P .E . F:I WORDIC OLLEGE\a&m .condso l.wpd A Sub s idiary Firm of Southwest Pl a nning and De s ign, Inc . 160 I E. Lamar Bl vd . •Suite 200 • Arlington, T exas 76011 8 17 /548 -0696 •Me tro 265-8836 •Fax 8171265-8 53 2