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Home My WebLink About20 Development Permit 99-303 Texas Roadhouse• om The Roberts Group, PSC 239-C Southland Drive Lexington, KY 40503 (606) 276-2006 (606) 276-2901 (FAX) December 13, 1999 Mr. Jeff Tondre City of College Station 1101 Texas Avenue College Station, Texas 77840 Dear Mr. Tondre: Following is the Drainage Report and Calculations for the Texas Roadhouse development in College Station, Texas. The calculations were performed in accordance with the Stormwater Management Plan for the City of College Station -Drainage Policy and Design Standards. All calculations, with the exception of the HEC-1 routing which was performed by Morgan & Mitchell, were performed by The Roberts Group, PSC. . . TEXAS ROADHOUSE COLLEGE STATION, TEXAS DRAINAGE REPORT AND CALCULATIONS DECEMBER 13, 1999 Prepared By: The Roberts Group TABLE OF CONTENTS Drainage Report 1 Certification Sheet 2 HEC-1 Input 3 HEC-1 Output 4 Peak Flow and Stage Summary 8 DRAINAGE REPORT An area of 1.68 acres was analyzed for predeveloped and postdeveloped conditions . Detention was designed to detain the 10-year storm for the postdeveloped conditions and an outlet structure was designed to release the water at a rate less than the predeveloped release rate for the 2 , 5 and 10-year storms . The subdivision developer has agreed to provide detention for the 25, 50 and 100-year storm in an offsite detention basin. A letter from the developer will be sent to the City of College Station. The predeveloped conditions include 1.68 acres of grass cover. Postdeveloped conditions are 0 .32 acres of landscaped area and 1.36 acres of impervious area, including the building and parking lot. HEC-1 was used to analyze and route the runoff. Output information is included in this report. Detention will be provided through parking lot in three separate areas, each with its own outlet weir. Area A will store 1290 cubic feet, with a maximum depth of 9 inches and have a 12" wide flume as an outlet. Area B will store 1730 cubic feet, with a maximum depth of 10 inches and have a 12" wide weir in a speed bump . Area C will store 1485 cubic feet, with a maximum depth of 8.5 inches and have a 24" wide weir in a speed bump. The release rates for each of the three areas during the 2, 5 and 10-year are equal to the predeveloped release rates. On the "Peak Flow and Stage (End-of-Period) Summary for Multiple Plan-Ration Economic Computations," the predeveloped runoff is shown as Plan 2 of the Hydrograph and the routed release rate is shown as Plan 1 of the Routed. The runoff from the 25, 50 and 100-year storms will overtop the speed bumps or curbs and release onto the interior drive. The interior drive's storm drainage system will transport the runoff to the subdivision detention basin as constructed by the subdivision developer. CERTIFICATION SHEET I hereby certify that this report for the drainage design of Texas Roadhouse -College Station, Texas was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Registered Professional Engineer State of Texas No . ID TEXAS ROADHOUSE IT 1 01FEB98 0000 20 IO 5 0 0 JP 2 JR PREC 8.22 9.9 11 12.5 14.1 15.8 KK DAA . KM STORM 2 5 10 25 50 100 PB3.4575 IN 1 01FEB98 0000 PI . 2 .4 . 6 . 8 1 . 9 . 8 .7 .6 . 5 PI .4 .3 .2 .1 LS 0 75 100 UI 1 KP 2 PB 1.536 LS 0 75 100 UI 1 KK DPA RS 1 FLOW -1 SA 0 .039 .071 .0954 SE292.61 293 .1 .293.3 293 .5 SS292. 62 1 3 1.5 ST 293 .3 6 3 1.5 KP 2 RN KK DAB PB 5 .85 LS 0 75 100 UI 1 KP 2 PB 2.6 LS 0 75 100 UI 1 KK DPB RS 1 FLOW -1 SA 0 .0669 .0986 .1284 SE290.95 291. 5 291.7 291.9 SS290.95 .5 3 1 .5 ST291 .37 4 3 1. 5 KP 2 RN KK DAC PB 2 .115 LS 0 75 100 UI 1 KP 2 PB 0 .94 LS 0 75 100 UI 1 KK COMB HC 2 KK DPC RS 1 FLOW -1 SA 0 .0212 .0682 .0943 SE289.32 289.6 289 .9 290.1 SS289 .32 1. 25 3 1.5 ST289.74 6 3 1. 5 KP 2 RN KK COMB KO 21 HC 2 zz l***************************************** *************************************** * * * • • FLOOD HYDROGRAPH PACKAGE (HEC-1) * JUN 1998 * * U.S . ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * • * VERSION 4 .1 * * 609 SECOND STREET * * * * ·' • RUN DATE 10DEC99 TIME 11:22:37 * * * * ***************************************** *************************************** DAVIS , CALIFORNIA 95616 * (916) 756-1104 * x x xxxxxxx xxxxx x x x x x x x x x xxxxxxx xx xx x x x x x x x x x x x x xxxxxxx xxxxx x xx x xxxxx x x x xxx * * * THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1 GS , HEC1 DB , AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HA VE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION 1 NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RA TE:GREEN AND AMPT INFILTRATION KINEMATIC WA VE : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 . '. ..... 5 ....... 6 ....... 7 ..... ~ . 8 ....... 9 ...... 10 1 2 3 4 5 ID . TEXAS ROADHOUSE IT IO JP JR 1 01FEB98 5 0 2 PREC 8 .22 0000 0 9 .9 20 11 12 .5 1 4.1 15.8 PAGE 1 6 KK DA A 7 KM STORM 2 5 10 25 50 100 8 PB 3.4575 9 IN 1 01FEB98 0000· 10 PI . 2 .4 .6 . 8 1 .9 . 8 . 7 . 6 .5 11 PI .4 . 3 .2 .1 12 LS 0 75 100 13 UI 1 14 KP 2 15 PB 1.536 16 LS 0 75 100 17 UI 1 18 KK DP A 19 RS 1 FLOW -1 20 SA 0 .039 . 071 .0954 21 SE 292.61 293.1 293.3 293.5 22 SS 292.62 1 3 1.5 23 ST 293.3 6 3 1. 5 24 KP 2 25 RN 26 KK DA B 27 PB 5.85 28 LS 0 75 100 29 UI 1 30 KP 2 31 PB 2.6 32 LS 0 75 100 33 UI 1 34 KK DP B 35 RS 1 FLOW -1 36 SA 0 .0669 .0986 .1284 37 SE 290.95 291.5 291.7 291.9 38 SS 290.95 .5 3 1.5 39 ST 291. 37 4 3 1. 5 40 KP 2 41 RN 42 KK DAC 43 PB 2 .115 44 LS 0 75 100 45 UI 1 46 KP 2 47 PB 0.94 48 LS 0 75 100 49 UI 1 1 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 1 ....... 4 ...... c; ... h 7 R () 1 n 50 KK COMB 51 HC 2 52 KK DPC 53 RS 1 FLOW · -1 54 SA 0 .0212 .0682 .0943 55 SE 289.32 289.6 289.9 290.1 56 SS 289.32 1.25 3 1. 5 57 ST 289.74 6 3 1.5 58 KP 2 59 RN 60 KK COMB . 61 KO 21 62 HC 2 63 zz l***************************************** *************************************** * • • • * • * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * JUN 1998 * VERSION 4 .1 * * RUNDATE 10DEC99 TIME 11 :22 :37 * * * * U .S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916)756-1104* * ***************************************** *************************************** TEXAS ROADHOUSE 3 IO OUTPUT CONTROL VARIABLES IT IPRNT I PLOT QSCAL HYDROGRAPH TiME NMIN I DATE I TIME NQ NDDATE DATA 5 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 1 MINUTES IN COMPUTATibN INTERVAL 1FEB98 STARTING DATE 0000 STARTING TIME 20 NUMBER OF HYDROGRAPH ORDINATES 1FEB98 END I NG DATE * * * NDTIME I CENT 0019 ENDING TIME 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .02 HOURS .32 HOURS ENGLISH UNITS JP JR DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE MULTI-PLAN OPTION NP LAN MULTI-RATIO OPTION RATIOS OF PRECIPITATION 8.22 9.90 11.00 12.50 14 .10 15 .80 SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT 2 NUMBER OF PLANS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ·····························································································································~·' * * 60 KK * COMB * * * ............................................................................................................................... , 61 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IP NCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 20 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND , AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 8.22 9.90 11. 00 12.50 14.10 15.80 HYDROGRAPH AT • DA A .00 1 FLOW 4 . 5. 5 . 6. 7. 7. TIME .08 .08 .08 .08 .08 .08 2 FLOW 2 . 2. 2. 3. 3. 3. TIME .08 .08 .08 .08 .08 .08 ROUTED TO • DP A .00 1 FLOW 2 . 2. 2. 3. 3 . 4. TIME .18 .18 .18 .17 .17 .17 2 FLOW 2 . 2. 2. 3. 3 . 3. TIME .08 .08 .08 .08 .08 .08 ** PEAK STAGES IN FEET ** 1 STAGE 293 .27 293.33 293.37 293 .41 293 .44 293 .48 TIME .18 .18 .18 .17 .17 .17 2 STAGE .00 . 0.0 .00 .00 .00 .00 TIME .00 .00 .00 .00 .00 .oo HYDROGRAPH AT • DA B .00 1 FLOW 6 . 8. 9. 10. 11. 12. TIME .08 .08 .08 .08 .08 .08 2 FLOW 3. 3. 4. 4. 5. 5. TIME .08 .08 .08 .08 .08 .08 ROUTED TO • DP B .00 1 FLOW 3 . 4. 4. 5. 6. 6. TIME .17 .17 .17 .17 .17 .17 2 FLOW 3. 3. 4. 4. 5 . 5. TIME .08 .08 .08 .08 .08 .08 ** PEAK STAGES IN FEET ** 1 STAGE 29 1 .70 2 91.7 6 29 1 .79 2 91 .84 2 9 1.88 291 .93 .,,T1\ll T"" 2 STAGE .00 .00 .00 .00 .00 .00 TIME .00 .00 .00 .00 .00 .00 HYDROGRAPH AT • DAC .00 1 FLOW 2. 3. 3. 4. 4. 4 . TIME .08 .08 .08 .08 .08 .08 2 FLOW 1. 1. 1. 2. 2. 2. TIME .08 .08 .08 .08 .08 .08 2 COMBINED AT • COMB .00 1 FLOW 5. 6. 6. 7. 8. 9. TIME .13 .13 .13 .13 .13 .13 2 FLOW 4. 5. 5. 6. 7. 7. TIME .08 .08 .08 .08 .08 .08 ROUTED TO • DPC .00 1 FLOW 4 . 5 . 5. 6 . . 7. 8. TIME .2 0 .20 .20 .20 .20 .20 2 FLOW 4. 5. 5. 6. 7. 7. TIME .08 .08 .08 .08 .08 .08 ** PEAK STAGES IN FEET ** 1 STAGE 289.96 290.01 290.04 290 .08 2 90. 11 290.15 TIME .20 .20 .20 .20 .20 .2 0 2 STAGE .00 .00 .00 .00 .00 .00 TIME .00 .00 .00 .00 .00 .00 2 COMBINED AT • COMB .00 1 FLOW 5 . 7. 7. 9. 10 . 11 . TIME . 20 .20 .18 .18 .18 .18 2 FLOW 6 . 7. 7. 8. 10. 11. TIME .08 .08 .08 .08 .08 .08 1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION DP A (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 292.62 292.62 293 .30 STORAGE 0 . 0. 0. OUTFLOW 0. 0. 2. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OTTTFT ,OW F'l\ TT .lTRF PMF W.S .ELEV OVER DAM AC -FT CFS HOURS HOURS HOURS 8 .22 293.27 .00 0. 2. .00 .18 .00 9.90 293.33 .04 0 . 2 . .12 .18 .00 11. 00 293.37 .07 0 . 2. .15 .18 .00 12.50 293.41 .11 0. 3. .17 .17 .00 14 .10 293.44 .14 0. 3. .18 .17 .00 15.80 293.48 .18 'O • 4. .22 .17 .00 1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION DP B (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 290.95 290.95 291.37 STORAGE 0. 0. 0. OUTFLOW 0. 0. 0. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 8.22 291. 70 . 33 0. 3 . .28 .17 .00 9 .90 291. 76 .39 0. 4. . 28 .17 .00 11.00 291.79 . 42 0. 4 . . 28 .17 .00 12. so 291.84 . 47 0. 5 . .28 .17 .00 14.10 291.88 .51 0 . 6. .28 .17 .00 15.80 291 .93 . 56 0 . 6 . .28 .17 .00 1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION DPC (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 289.32 289.32 289.74 STORAGE 0. 0. 0. OUTFLOW 0. 0. 1. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S .ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 8.22 289.96 .22 0. 4. .23 .20 .00 9.90 290.01 .27 0. 5. .25 .20 .00 11.00 290.04 .30 0. 5. .25 .20 .00 12.50 290.08 .34 0. 6. .25 . 20 .00 14.10 290.11 .37 0 . 7. .27 .20 .00 15 .80 290.15 .41 0. 8. .27 . 20 .00 .. Project Name: -1ex* goad~~ Review Date:_..;;1?/;...o...~_0_/oP> _____ _ Drainage Reports Location 0 Primaly drainage sysicm identified 0 Surrounding developments mown 0 Local 5'RclS, drainage syli&cml mown Dcscriotion .Z Acreage of project ~ Laud cover described 0 Primary/&ec:oodary syli&cml within property shown 0 Gcocral description · Drainage Buins 0 R.c:fcRnccs to FIRMs if applicable 0 Secondary system 1low patterns and impact of development on existing system D Proposed pathways to Primary system shown or described Design Criteria 0 Ally deviation from &taDdan1s being requested? D Discussion of site constraints and capacities (streets, existing structures, etc.) 0 Discussion of any applicable previous drainage studies and how this plan will affect it Hydrologic Criteria Ji{_ lWnfall/runotr caJQ!lation method described and calculations provided ~ Detention discharge/ 5to1a&e calculation method I calculations ..Id Storm rccurrcDCC intcrva15 used 0 Discussion of other drainage facility design criteria used if not referenced in Standards Hydaulic Criteria 0 Idclltify capaci1y of syli&cml used 0 Specify velocities at c:ritica1 points in sysicm ,;;r" Idclltify detention I re&cntion outlet and routing 0 Discussion of other drainage facility design criteria used not referenced in Standards Drainage Facility D9ign - 0 Dliam drainage pallClDI / fioM (pre w. post) ~e/7 0 Ase they draining water onto another property ownct? -if so, is it where the: water flowed before? and is it no< more than what flowed there before? and no faster than it flowed before? 0 J;>iscus.s erosion control mcaswcs employed 0 Discus.s detention pond design (sideslopc, low 1low channels, outlet works, freeboard, emergency spillway) 0 Discuss maintenance aa:css and responsibilities Conclusions ,,0' Verify compliance with DPDS (signed and scaled c:crtification) D Explain effectiveness of improvements with regard to controlling discharges of S -100 year storm by a) Detaining b) AQ:ommodating runo1f in wifing I proposed casements or ROW discharging into primal)' system c) Combination of a & b 9 at'l 2 Project Name: _________ _ Drainage Reports{cont.) AopcndiCCJ 0 Rcfcrcoccs (all criteria and technical information used) 0 Hydcologic: computations 0 Land use as.wmptions for adjacent property 0 Mi.nor/major storm runoff at specific points 0 Hiitoricltully developed runoff specific points 0 Hydrographs at critical points 0 Hydraulic computations 0 Culvert capacities (headwater and tailwater assumptions) 0 Storm &CWcr capacities 0 SUcct capacities 0 Stonn inlet capacities (inlet control rating) 0 Open cbanncl design 0 Detention area I volume capacity I outlet capacity Attached Drawings D Location map with drainage patterns D Floodplain map if any 0 Drainage plan with topo (~Wing and proposed with arrows if needed) 0 DeW1i oC outlet stlUctw'cs 10 ol l2 \ jil 1. ri 2. rtf 3. ;z{ ~ "z{ z( Jif Jzf 4 . Ji{ 5. ~ 6 . SUBMIT APPUCATION AND Tms UST CHECKED OFF WITH 10 FOLDED COPIES OF SITE PLAN FOR REVIEW SITE PLAN MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MET) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: Sheet size -24" x 36" (minimum). A key map (not necessarily to scale). Title block to include: Name, address, location, and legal description Name, address, and telephone number of applicant Name, address, and telephone number of developer/owner (if differs from applicant) Name, address, and telephone number of architect/engineer (if differs from applicant) Date of submittal Total site area North arrow. Scale should be largest standard engineering scale possible on sheet. Ownership and current zoning of parcel and all abutting parcels . "---")a"' 7 . Existin2 locations of the following on or adjacent to the subject site: ~ ~ ~ .La"' Ja" } 8 . 0 ~ Streets and sidewalks (RO.W .). Driveways (opposite and adjacent per Driveway Ordinance 1961). Buildings . Water courses. Show all easements clearly designating as existing and type (utility, access, etc.) . 100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note ifthere is none on the site. Utilities (noting size and designate as existing) within or adjacent to the proposed site, including building transformer locations, above ground and underground service connections to buildings, and drainage inlets. ·Meter locations . Topography (2' max or spot elevations) and other pertinent drainage information. (If plan has too much information, show drainage on separate sheet.) Proposed location, type and dimensions of the following.: Phasing. Each phase must be able to stand alone to meet ordinance requirements. The gross square footage of all buildings and structures and the proposed use of each. If different uses are to be located in a single building, show the location and size of the uses within the building. Building separation is a minimum of 15 feet w/o additional fire protection. Setbacks. Show building setbacks as outlined in Ordinance 1638 Zoning Ordinance, (Section 7, Table A). Off-Street parking areas with parking spaces drawn, tabulated, and dimensioned . Minimum parking space is 9' x 20 ', or on a perimeter row 9' x 18 ' with a 2' overhang. Designate number of parking spaces required by ordinance and provided by proposal . Handicap parking spaces . SITE PLAN CHECKLIST SITEC K.DOC 03/2Sl99 I ofJ ·~ CJ CJ ~ CJ ~w"'' CJ CJ CJ CJ µ' CJ 4 * 4 CJ NOTE: 9. 10. Parking Islands. Raised landscape islands, (6" raised curb) a minimwn of 180 sq. ft. are required at both ends of every parking row (greenspace area contiguous to the end island maybe applied toward the required 180 sq. ft.). Additionally, 180 sq. ft. of landscaping for every 15 interior parking spaces must be provided. All required islands must be landscaped or set with decorative pavers, or stamped dyed concrete or other decorative materials as approved. Drives. Minimwn drive aisle width is 23' with head-in parking or 20' without parking. Curb cuts. For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing curb cuts on the same opposite side of the street to determine separation distances between existing and proposed curb cuts. Indicate driveway throat length as measured in the Driveway Ordinance. (See Ordinance 1961 for driveway location and design requirements.) Security gates (show swing path and design specs with colors). Sidewalks (both public and private). Sidewalks are required at time of development if property has frontage on a street shown on the Sidewalk Master Plan or ifthe review staff determines the necessity. (Refer to Section 10.2 of the Zoning Ordinance). Medians. Show any and all traffic medians to be constructed on site. Landscape Reserve. A twenty four foot setback from R.O.W. to curb of parking lot is required . Pavement may encroach into this 24' reserve by up to 1134 square feet if streetscape requirement can still be met. In no case may the pavement be less than 6' from the property line. Common open spaces sites Loading docks Detention ponds Guardrails Retaining walls All required and other types of fences (a 6' privacy fence is required between industriaVcommercial and residential developments as well as between multi-family and single family developments). Sites for solid waste containers with screening. Locations of dumpsters are accessible but not visible from streets or residential areas . Gates are discouraged and visual screening is required. (Minimwn 12 x 12 pad required.) Show all easements clearly designating as proposed and type (utility, access, etc.). If dedicated by separate instrument list by volwne and page. Utilities (noting size and designate as proposed) within or adjacent to the proposed site, including building transfonner locations, above ground and underground service connections to buildings. Meter locations (must be located in public R.O.W. or public utility easement.). Proposed grading (l' max for proposed or spot elevations) and other pertinent drainage information. (If plan has too much information, show drainage on separate sheet.) Show proposed and existing fire hydrants . Fire hydrants must be located on the same side of a major street as a project, and shall be in a location approved by the City Engineer. Any structure in any z.oning district other than R-1, R-lA, or R-2 must be within 300 feet of a fire hydrant as measured along a public street, highway or designated fire lane. Show fire department connections . FDC's should be within 150' of the fire hydrant. In no case shall they be any further than 300' apart, and they shall be accessible from the parking lot without being blocked by parked cars or a structure. Show fire lanes. Fire lanes a minimwn of 20 feet in width with a minimwn height clearance of 14 feet must be established if any portion of the proposed structure is more than 150 feet from the curb line or pavement edge of a public street or highway. Fire hydrants must be operable and accepted by the City, and drives must have an all weather surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued. Will building be sprinkled? Yes ,..-e( No CJ If the decision to sprinkle is made after the site plan has been approved, then the plan must be resubmitted. Wheelstops may be required when cars overhang onto property not owned by the applicant or where there may be conflict with handicap accessible routes or above ground utilities, signs or other conflicts . SITE PLAN CHECK.UST SITECK.DOC 03/'lS/99 2of3 , • 11. 12. 13 . ~ 14 . 15 . ~ 16 . 0 17 . 0 18 . ~ 19 . 0 20. NOTE: Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas without exception. (f o include island, planting areas, access ways, dumpster locations, utility pads, etc.) Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be approved by the City Engineer. No exception will be made for areas designated as "reserved for future parking". Landscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance# 1638 .) The landscaping plan can be shown on a separate sheet if too much information is on the original site plan. If requesting protected tree points, then those trees need to be shown appropriately barricaded on the landscape plan. Attempt to reduce or eliminate plantings in easements. Include information on the plans such as : required point calculations additional streetscape points required . Streetscape compliance is required on all streets larger than a residential street. calculations for # of street trees required and proposed (proposed street tree points will accrue toward total landscaping points .) proposed new plantings with points earned proposed locations of new plantings screening of parking lots screening of dumpsters, detention ponds, transformers, NC units, loading docks, propane tanks, utility demarcation point on buildings, or other areas potentially visually offensive. existing landscaping to remain show existing trees to be barricaded and barricade plan. Protected points will only be awarded if barricades are up before the first development permit is issued. Show irrigation system plan. (or provide note on how irrigation system requirement will be met prior to issuance of C .O.) All plans must include irrigation systems for landscaping. Irrigation meters are separate from the regular water systems for buildings and will be sized by city according to irrigation demands submitted by applicant and must include backflow prevention protection. Is there any landscaping in TxDOT R.O.W . ? If yes, then TxDOT permit must be submitted. Will there be any utilities in TxDOT R.O.W. ? If yes, then TxDOT permit must be submitted. Will there be access from a TxDOT R.O.W. ? If yes, then TxDOT permit must be submitted. Yes 0 No d Yes 0 No )a' Yes 0 No _.0"' The total number of multi-family buildings and units to be constructed on the proposed project site. The density of dwelling units per acre of the proposed project. Provide a water and sanitary sewer legend to include water demands (minimum, maximum and average demands in gallons per minute) and sewer loadings (maximum demands in gallons per day). Are there impact fees associated with this development? Yes 0 No 0 Signs are to be permitted separately. SITE PLAN CHECKLIST SITECK.DOC 03125199 3 of3 svxa1 'No11v1s 191110J l11D The Roberts Group, PSC 239-C Southland Drive Lexington, KY 40503 (606) 276-2006 (606) 276-2901 (FAX) August 12 , 1999 Ms. Veronica Morgan Assistant City Engineer City of College Station 1101 Texas Avenue College Station, Texas 77840 Dear Ms. Morgan: Following is the Drainage Report and Calculations for the Texas Roadhouse development in College Station, Texas. The calculations were performed in accordance with the Stormwater Management Plan for the City of College Station -Drainage Policy and Design Standards. Vaughn R . Hill, P .E. TEXAS ROADHOUSE COLLEGE STATION, TEXAS DRAINAGE REPORT AND CALCULATIONS AUGUST 12, 1999 Prepared by: The Roberts Group TABLE OF CONTENTS Drainage Report 1 Certification Sheet 2 Predeveloped Conditions 5 Year Storm 3 10 Year Storm 4 25 Year Storm 5 50 Year Storm 6 1 OOY ear Storm 7 Postdeveloped Conditions 5 Year Storm 8 10 Year Storm 9 25 Year Storm 10 50 Year Storm 11 1 OOY ear Storm 12 Design Storms 13 Detention Volume 14 Outlet Structure 15 Routing Summaries 5 Year Storm 17 10 Year Storm 18 25 Year Storm 19 50 Year Storm 20 lOOYear Storm 21 Storm Sewer Capacities 22 DRAINAGE REPORT An area of 1.68 acres was analyzed for predeveloped and postdev eloped conditions . A detention basin was designed to detain the 100 year storm for the postdeveloped conditions and an outlet structure was designed to release the water at a rate less than the predeveloped release rate for the 5, 10 , 25 , 50 and 100 year storms. The predeveloped conditions include 1.68 acres of grass cover. Postdeveloped conditions are 0.32 acres of landscaped area and 1.36 acres of impervious area, including the building and parking lot. The SCS Unit Hydrograph Method was used to analyze the runoff. The computer program Pond Pack performed the calculations. The peak flow for the predeveloped and postdeveloped conditions are tabulated below: Storm 5 10 25 50 100 Predeveloped (cfs) 7 .92 10.29 13.10 15 .11 17.54 Runoff Postdeveloped (cfs) 11.29 13.58 16.25 18.15 20.42 Detention volume of 13,125 cubic feet will be provided as parking lot storage and as underground storage in pipes. Parking lot storage, with a maximum depth of 10 inches will detain 12 ,079 cubic feet. Underground storage of 1,046 cubic feet will be provided in 18 inch and 24 inch pipes . The outlet structure will be two orifices inside a modified catch basin. An 11 -inch orifice at elevation 289.47 and a 6-inch orifice at elevation 293.00 will release runoff at the following rates: Storm Runoff (cfs) 5 7.84 10 7.95 25 8.08 50 8.19 100 8.32 All release rates are below predeveloped rates. The orifices will outlet into a 24-inch pipe that will run under the new development's street and onto Lot 1 as dictated by the de velopers. CERTIFICATION SHEET I hereby certify that this report for the drainage design of Tex as Roadhouse -College Station, Texas was prepared under my supervision in accordance with the provisions of the city of College Station Drainage Policy and Design Standards for the owners thereof. Registered Professional Engineer State of Texas No . ------ Type .... scs Unit Hyd. Summary Name .... PREDEVELOPED Tag: 5 File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Duration = 24.0000 hrs Rain Depth = Rain Dir = .\util\ Rain File -ID = SCSTYPES.RNF -TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir C:\HAESTAD\PPK6\99159\ HYG File -ID = 99159.HYG -PREDEVELOPED 5 Tc = .1667 hrs Drainage Area = 1.680 acres Runoff CN= 75 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time = 11.9802 hrs Computed Peak Flow = 7.92 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output 12.0000 hrs Peak Flow, Interpolated Output = 7.91 cfs ============================================ DRAINAGE AREA ID:PREDEVELOPED CN = 75 Area = s = 0.2S 1. 680 acres 3.3333 in .6667 in Cumulative Runoff 3.4531 in .483 ac-ft Page 4.12 Event: 5 yr 6.2000 in HYG Volume ... .483 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = Unit Hyd. Shape Factor K = 483.43/645.333, K = Receding/Rising, Tr/Tp = Unit peak, Unit peak time Unit receding limb, Total unit time, qp = Tp = Tr = Tb = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp 483.432 (37.46% under rising limb) .7491 (also, K = 2/(l+(Tr/Tp)) 1.6698 (solved from K = .7491) 11.42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:09:22 Date: 08-12-1999 Type .... SCS Unit Hyd. Summary Name .... PREDEVELOPED Tag: 10 File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = Rain Dir = .\util\ Rain File -ID = SCSTYPES.RNF -Type II 24hr Unit Hyd Type = Default curvilinear HYG Dir = C:\HAESTAD\PPK6\99159\ HYG File -ID = 99159.HYG -PREDEVELOPED 10 Tc .1667 hrs Drainage Area 1. 680 acres Runoff CN= 75 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time = 11. 9802 hrs Computed Peak Flow 10.29 cf s Time Increment for HYG File .0500 hrs Peak Time, Interpolated Output 12.0000 hrs Peak Flow, Interpolated output = 10.25 cfs ============================================ DRAINAGE AREA ID:PREDEVELOPED CN = 75 Area = s = 0.2S = 1.680 acres 3.3333 in .6667 in Cumulative Runoff 4.5038 in .631 ac-ft Page 4.03 Event: 10 yr 7.4000 in HYG Volume ... .631 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(l+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time Unit receding limb, Total unit time, qp = Tp Tr = Tb = 11. 42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:09:22 Date: 08-12-1999 Type .... scs Unit Hyd. Summary Name .... PREDEVELOPED Tag: 25 File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Duration 24.0000 hrs Rain Depth = Rain Dir = .\util\ Rain File -ID SCSTYPES.RNF -Type II 24hr Unit Hyd Type = Default Curvilinear HYG Dir = C:\HAESTAD\PPK6\99159\ HYG File -ID = 99159.HYG -PREDEVELOPED 25 Tc = .1667 hrs Drainage Area 1. 680 acres Runoff CN= 75 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time = 11.9802 hrs Computed Peak Flow = 13.10 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated output = 12.0000 hrs Peak Flow, Interpolated Output = 13.01 cf s ============================================ DRAINAGE AREA ID:PREDEVELOPED CN 75 Area 1.680 acres s = 3.3333 in 0.2S = .6667 in Cumulative Runoff 5.7690 in .808 ac-ft Page 4.09 Event: 25 yr 8.8000 in HYG Volume ... .808 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc Computational Iner, Tm Unit Hyd. Shape Factor K = 483.43/645.333, K = Receding/Rising, Tr/Tp = Unit peak, Unit peak time Unit receding limb, Total unit time, qp Tp = Tr = Tb = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp 483.432 (37.46% under rising limb) .7491 (also, K = 2/(l+(Tr/Tp}} 1.6698 (solved from K = .7491) 11. 42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:09:22 Date: 08-12-1999 Type .... scs Unit Hyd. Summary Name .... PREDEVELOPED Tag: 50 File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 50 year storm Duration 24.0000 hrs Rain Depth = Rain Dir = .\util\ Rain File -ID = SCSTYPES.RNF -Type II 24hr Unit Hyd Type = Default Curvilinear HYG Dir = C:\HAESTAD\PPK6\99159\ HYG File -ID = 99159.HYG -PREDEVELOPED 50 Tc = .1667 hrs Drainage Area = 1. 680 acres Runoff CN= 75 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time 11.9802 hrs Computed Peak Flow = 15.11 cf s Time Increment for HYG File = .0500 hrs Peak Time, Interpolated output = 12.0000 hrs Peak Flow, Interpolated Output = 14.99 cfs ============================================ DRAINAGE AREA ID:PREDEVELOPED CN 75 Area s 0.2S = 1.680 acres 3.3333 in .6667 in Cumulative Runoff 6.6913 in .937 ac-ft Page 4.15 Event: 50 yr 9.8000 in HYG Volume ... .937 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = .16670 hrs (ID: None Selected) .02223 hrs= 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(l+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time Unit receding limb, Total unit time, qp = Tp = Tr = Tb 11. 42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:09:22 Date: 08-12-1999 Type .... scs Unit Hyd. Summary Name .... PREDEVELOPED Tag: 100 File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: Page 4.06 Event: 100 yr Duration Rain Dir 100 year storm = 24.0000 hrs = .\util\ Rain Depth= 11.0000 in Rain File -ID Unit Hyd Type HYG Dir = SCSTYPES.RNF -TypeII 24hr Default Curvilinear C:\HAESTAD\PPK6\99159\ HYG File -ID Tc = 99159.HYG -PREDEVELOPED 100 = .1667 hrs Drainage Area = 1.680 acres Runoff CN= 75 ============================================ Computational Time Increment Computed Peak Time Computed Peak Flow = = = .02223 11. 9802 17.54 .0500 12.0000 hrs hrs cf s hrs hrs Time Increment for HYG File Peak Time, Interpolated Output Peak Flow, Interpolated Output 17.37 .cfs ============================================ DRAINAGE AREA ID:PREDEVELOPED CN Area s 0.2S = = 75 1.680 acres 3.3333 in .6667 in Cumulative Runoff 7.8130 in 1.094 ac-ft HYG Volume ... 1.094 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = Unit Hyd. Shape Factor = K = 483.43/645.333, K = Receding/Rising, Tr/Tp = Unit peak, Unit peak time Unit receding limb, Total unit time, qp = Tp = Tr = Tb = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp 483.432 (37.46% under rising limb) .7491 (also, K = 2/(l+(Tr/Tp)) 1.6698 (solved from K = .7491) 11. 42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:09:22 Date: 08-12-1999 Type .... scs Unit Hyd. Summary Name .... POSTDEVELOPED Tag: 5 File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Page 5.15 Event: 5 yr Duration Rain Dir = 24.0000 hrs Rain Depth = 6.2000 in Rain File -ID Unit Hyd Type HYG Dir HYG File -ID = .\util\ SCSTYPES.RNF -TypeII 24hr = Default Curvilinear = C:\HAESTAD\PPK6\99159\ 99159.HYG -POSTDEVELOPED 5 Tc = .1667 hrs Drainage Area= 1.680 acres Runoff CN= 94 ============================================ Computat i onal Time Increment Computed Peak Time = .02223 hrs = 11.9802 hrs = 11. 48 cfs Computed Peak Flow Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output= 12.0000 hrs Peak Flow, Interpolated Output = 11.29 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ DRAINAGE AREA ID:POSTDEVELOPED CN = 94 1.680 acres Area s 0.2S = .6383 in .1277 in Cumulative Runoff 5.4948 in .769 ac-ft HYG Volume ... .769 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = Unit Hyd . Shape Factor = K = 483.43/645.333, K = Receding/Rising, Tr/Tp = Unit peak, Unit peak time Unit receding limb, Total unit time, qp = Tp = Tr Tb = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp 483.432 (37.46% under rising limb) .7491 (also, K = 2/{l+(Tr/Tp)) 1.6698 (solved from K = .7491) 11.42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Type .... SCS Unit Hyd. Summary Name .... POSTDEVELOPED Tag: 10 Page 5.03 Event: 10 yr File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = Rain Dir .\util\ Rain File -ID SCSTYPES.RNF -TypeII 24hr Unit Hyd Type Default Curvilinear HYG Dir = C:\HAESTAD\PPK6\99159\ HYG File -ID = 99159.HYG -POSTDEVELOPED 10 Tc = .1667 hrs Drainage Area = 1. 680 acres Runoff CN= 94 ============================================ Computational Time Increment Computed Peak Time Computed Peak Flow = .02223 hrs = 11.9802 hrs = 13.82 cfs Time Increment for HYG File .0500 hrs Peak Time, Interpolated Output 12.0000 hrs 7.4000 Peak Flow, Interpolated Output = 13.58 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ DRAINAGE AREA ID:POSTDEVELOPED CN = 94 Area = s 0.2S = 1.680 acres .6383 in .1277 in Cumulative Runoff 6.6855 in .936 ac-ft in HYG Volume ... .936 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(l+(Tr/Tp}) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time Unit receding limb, Total unit time, qp = Tp = Tr = Tb = 11. 42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Type .... scs Unit Hyd. Summary Name .... POSTDEVELOPED Tag: 25 Page 5.11 Event: 25 yr File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Duration = 24.0000 hrs Rain Depth = Rain Dir = .\util\ Rain File -ID SCSTYPES.RNF -TypeII 24hr Unit Hyd Type Default Curvilinear HYG Dir = C:\HAESTAD\PPK6\99159\ HYG File -ID 99159.HYG -POSTDEVELOPED 25 Tc = .1667 hrs Drainage Area = 1. 680 acres Runoff CN= 94 ============================================ Computational Time Increment Computed Peak Time Computed Peak Flow = . 02223 hrs 11.9802 hrs = 16.54 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs 8.8000 Peak Flow, Interpolated Output = 16.25 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ DRAINAGE AREA ID:POSTDEVELOPED CN Area s 0.2S = = = 94 1. 680 acres .6383 in .1277 in Cumulative Runoff 8.0778 in 1.131 ac-ft in HYG Volume ... 1.131 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = Unit Hyd. Shape Factor K = 483.43/645.333, K = Receding/Rising, Tr/Tp = Unit peak, Unit peak time Unit receding limb, Total unit time, qp Tp Tr Tb = = = = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp 483.432 (37.46% under rising limb) .7491 (also, K = 2/{l+{Tr/Tp)) 1.6698 (solved from K = .7491) 11. 42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Type .... scs Unit Hyd. Summary Name .... POSTDEVELOPED Tag: 50 Page 5.19 Event: 50 yr File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: 50 year storm Duration = 24.0000 hrs Rain Depth = Rain Dir = .\util\ Rain File -ID = SCSTYPES.RNF -Type!! 24hr Unit Hyd Type Default Curvilinear HYG Dir C:\HAESTAD\PPK6\99159\ HYG File -ID 99159.HYG -POSTDEVELOPED 50 Tc = .1667 hrs Drainage Area 1. 680 acres Runoff CN= 94 ============================================ Computational Time Increment Computed Peak Time Computed Peak Flow = .02223 hrs = 11. 9802 hrs = 18.47 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output= 12.0000 hrs 9.8000 Peak Flow, Interpolated Output 18.15 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ DRAINAGE AREA ID:POSTDEVELOPED CN 94 Area s 0.2S = 1.680 acres .6383 in .1277 in Cumulative Runoff 9.0736 in 1. 270 ac-ft in HYG Volume ... 1.270 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/{l+{Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time Unit receding limb, Total unit time, qp = Tp = Tr = Tb = 11.42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Type .... scs Unit Hyd. Summary Name .... POSTDEVELOPED Tag: 100 File .... C:\HAESTAD\PPK6\99159\99159.PPK SCS UNIT HYDROGRAPH METHOD STORM EVENT: Page 5.07 Event: 100 yr Duration Rain Dir 100 year storm = 24.0000 hrs = .\util\ Rain Depth = 11.0000 in Rain File -ID Unit Hyd Type HYG Dir HYG File -ID Tc = SCSTYPES.RNF -TypeII 24hr = Default Curvilinear = C:\HAESTAD\PPK6\99159\ 99159.HYG -POSTDEVELOPED 100 = .1667 hrs Drainage Area = 1.680 acres Runoff CN= 94 · ============================================ Computational Time Increment Computed Peak Time .02223 hrs = 11. 9802 hrs = 20.79 cfs Computed Peak Flow Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated output = 20.42 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50 % ============================================ HYG Volume ... DRAINAGE AREA ID:POSTDEVELOPED CN = 94 Area = s 0. 2S = 1.680 acres .6383 in .1277 in Cumulative Runoff 10.2694 in 1.438 ac-ft 1.438 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = Unit Hyd. Shape Factor K = 483.43/645.333, K = Receding/Rising, Tr/Tp = Unit peak, Unit peak time Unit receding limb, Total unit time, qp Tp Tr Tb = = = = .16670 hrs (ID: None Selected) .02223 hrs = 0.20000 Tp 483.432 (37.46% under rising limb) .7491 (also, K = 2/(l+(Tr/Tp)) 1.6698 (solved from K = .7491) 11. 42 cfs .11113 hrs .44453 hrs .55567 hrs S/N: HOMOL0120355 The Roberts Group, PSC Type .... Design Storms Name .... STORMS File ..... \util\99159.RNQ DESIGN STORMS SUMMARY Design Storm File,ID = 99159.RNQ Storm Tag Name = 5 STORMS Page 2.01 Storm: Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 5 yr Total Rainfall Depth= 6.2000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 10 Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 25 Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.8000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 50 Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 50 yr Total Rainfall Depth= 9.8000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 100 Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .oooo hrs Step= .1000 hrs End= 24.0000 hrs Type .... Vol: Elev-Volume Name .... SCS VOLUME File .... C:\HAESTAD\PPK6\99159\99159.PPK USER DEFINED VOLUME RATING TABLE Elevation (ft) 289.47 290.50 291.00 291.50 292.00 294.00 294.50 295.00 Volume (ac-ft) .000 .005 .012 .020 .024 .038 .069 .301 S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:32:04 Page 3.01 Date: 08-12-1999 Type .... Outlet Input Data Name .... SCS OUTLET File .... C:\HAESTAD\PPKG\99159\99159.PPK REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 289.47 ft .50 ft 295.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure Or if ice-Circular Or if ice-Circular TW SETUP, DS Channel No. ---> ---> Outfall TW TW S/N: HOMOL0120355 The Roberts Group, PSC El, ft 289.470 293.000 Pond Pack Ver: 8-01-98 (61) Compute Time: 11:31:33 Page 4.01 E2, ft 295.000 295.000 Date: 08-12-1999 Type .... Outlet Input Data Name .... SCS OUTLET File .... C:\HAESTAD\PPK6\99159\99159.PPK OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = Orifice-Circular # of Openings Invert Elev. Diameter Orifice Coeff. = = = = 1 289.47 ft .9167 ft .600 Structure ID Structure Type = Orifice-Circular # of Openings Invert Elev. Diameter Orifice Coeff. = = = = = TW 1 293.00 ft .5000 ft .600 Structure ID Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance .01 ft Min. HW tolerance = .01 ft Max. HW tolerance .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cf s S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:31:33 Page 4.02 Date: 08-12-1999 + + - - - Type .... Pond Routing Summary Name .... scs RT 5 Tag: 5 File .... C:\HAESTAD\PPK6\99159\99159.PPK HYG Dir Inflow HYG file = outflow HYG file = Pond Node Data Pond Volume Data = Pond Outlet Data = No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY C:\HAESTAD\PPK6\99159\ 99159.HYG -POSTDEVELOPED NONE STORED -SCS RT 5 SCS POND SCS VOLUME SCS OUTLET 289.47 = .000 = .00 = .00 ft ac-ft cf s cf s Starting Total Qout= .oo cf s Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY 5 OUT 5 ===================================================== Peak Inflow Peak outflow Peak Elevation Peak Storage = = = = 11. 29 cfs 7.84 cfs 294.50 ft .069 ac-ft at at 12.0000 hrs 12.1000 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 HYG Vol IN = .769 Infiltration = .000 HYG Vol OUT = .769 Retained Vol = .000 ---------- Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:31:03 Date: Page 5.02 I Type .... Pond Routing Summary Name .... SCS RT 10 Tag: 10 File .... C:\HAESTAD\PPK6\99159\99159.PPK + + - - - LEVEL POOL ROUTING SUMMARY HYG Dir C:\HAESTAD\PPK6\99159\ Inflow HYG file = 99159.HYG -POSTDEVELOPED 10 Outflow HYG file NONE STORED -SCS RT 10 OUT 10 Pond Node Data = SCS POND Pond Volume Data = scs VOLUME Pond outlet Data = scs OUTLET No Infiltration INITIAL CONDITIONS Starting ws Elev 289.47 Starting Volume = .ooo Starting Outflow = .00 starting Infiltr. = .00 Starting Total Qout= .00 Time Increment = .0500 ft ac-ft cf s cf s cf s hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = = = 13.58 cfs 7.95 cfs 294.59 ft .111 ac-ft at at 12.0000 hrs 12.1000 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 HYG Vol IN = .936 Infiltration = .000 HYG Vol OUT = .936 Retained Vol = .000 ---------- Page 5.02 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:32:04 Date: 08-12-1999 Type .... Pond Routing Summary Name .... SCS RT 25 Tag: 25 + + - - - File .... C:\HAESTAD\PPK6\99159\99159.PPK HYG Dir Inflow HYG file Outflow HYG file = Pond Node Data Pond Volume Data = Pond Outlet Data = No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY C:\HAESTAD\PPK6\99159\ 99159.HYG -POSTDEVELOPED NONE STORED -SCS RT 25 SCS POND SCS VOLUME SCS OUTLET = 289.47 = .000 = .oo = .00 ft ac-ft cf s cf s Starting Total Qout= .00 cfs Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY 25 OUT 25 ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 16.25 cfs 8.08 cfs 294.71 ft .166 ac-ft at at 12.0000 hrs 12.1500 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 HYG Vol IN = 1.131 Infiltration = .000 HYG Vol OUT = 1.131 Retained Vol = .000 ---------- Page 5.02 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:33:01 Date: 08-12-1999 Type .... Pond Routing Summary + + - - - Name .... scs RT 50 Tag: 50 File .... C:\HAESTAD\PPK6\99159\99159.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = C:\HAESTAD\PPK6\99159\ Inflow HYG file = 99159.HYG -POSTDEVELOPED 50 Outflow HYG file = NONE STORED -SCS RT 50 OUT 50 Pond Node Data = scs POND Pond Volume Data = scs VOLUME Pond Outlet Data = SCS OUTLET No Infiltration INITIAL CONDITIONS Starting ws Elev = 289.47 Starting Volume .000 Starting outflow = .00 Starting Infiltr. = .oo Starting Total Qout= .00 Time Increment = .0500 ft ac-ft cf s cf s cfs hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = = = 18.15 cfs 8.19 cfs 294.81 ft .211 ac-ft at at 12.0000 hrs 12.1500 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 HYG Vol IN = 1. 270 Infiltration = .000 HYG Vol OUT = 1. 270 Retained Vol = .000 ---------- Page 5.02 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:31:33 Date: 08-12-1999 + + - - - Type .... Pond Routing Summary Name .... scs RT 100 Tag: 100 File .... C:\HAESTAD\PPK6\99159\99159.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = C:\HAESTAD\PPK6\99159\ Inflow HYG file = 99159.HYG -POSTDEVELOPED 100 Outflow HYG file NONE STORED -SCS RT 100 OUT 100 Pond Node Data = SCS POND Pond Volume Data = scs VOLUME Pond outlet Data = scs OUTLET No Infiltration INITIAL CONDITIONS Starting ws Elev 289.47 Starting Volume = .000 starting Outflow = .00 Starting Infiltr. = .00 Starting Total Qout= .00 Time Increment = .0500 ft ac-ft cfs cf s cf s hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = 20.42 cfs 8.32 cfs 294.92 ft .265 ac-ft at at 12.0000 hrs 12.1500 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 HYG Vol IN = 1. 438 Infiltration = .000 HYG Vol OUT = 1. 438 Retained Vol = .000 ---------- Page 5.02 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: HOMOL0120355 The Roberts Group, PSC Pond Pack Ver: 8-01-98 (61) Compute Time: 11:32:34 Date: 08-12-1999 CAPACITY Pipe Upstream Downstream Length Constructed Section Capacity Upstream Downstream Average Node Node (ft) Slope Size (cfs) Invert Invert Velocity (ft/ft) Elevation Elevation (ft/s) (ft) (ft) P-4 1-5 1-4 109.00 0 .002569 24 inch 11.47 289.85 289.57 2 .60 P-1 1-1 1-2 80 .00 0 .002500 18 inch 5 .25 290.40 290.20 0 .32 P-2 1-2 1-3 80 .00 0 .002500 24inch 11 .31 290.10 289.90 3 .07 P-3 1-3 1-4 92 .00 0 .002500 24inch 11 .31 289 .80 289.57 3 .73 P-9 1-4 Outlet 90 .00 0 .011133 24inch 23 .87 289.47 288.47 6.40 Project Title: TEXAS ROADHOUSE -COLLEGE STATION, TX THE ROBERTS GROUP, PSC c :\haestad\stmc\1999 projects\99159.stm 08/12/99 01 :49 :28 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: THE ROBERTS GROUP Storm CAD v1 .0 Page 1 of 1 DEVELOPMENT PERMIT PERMIT NO 99-303 TEXAS ROADHOUSE FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: OWNER: Texas Roadhouse 9000 Wessex Place STE 301 Lousiville, Texas 40222 502-426-9984 ext 57 DRAINAGE BASIN: Burton Creek SITE ADDRESS: 1601 University Drive TYPE OF DEVELOPMENT:THIS PERMIT IS VALID FOR: Full Construction as per approved plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in a dance with the plans and specifications submitted to and approved by the City Engineer in the d v op me t permit application for the above named project and all of the codes and o inances of the Ci o olle Station that apply. Date Date Date ( ' .... ~ ' ~ . J 3ent By: The Roberts Group; 239-C Southland Drive Lexington, KY 40503 (606) 276-2006 (606) 276-2901 (FAX) 606 276 2901 ; WATERLINE COST ESTIMATE Texas Roadhouse Restaurant 1601 University Drive College Station, TX TRG Project# 99159 Feb -23 -00 5:37PM ; This Cost Estimate includes supplying and installing the materials necessary to pro vide a 6" fire protection line with a fire hydrant and valve from an 8" x 6" tee to be provided by the developer to the proposed restaurant building . 210 ' 6" PVC C900 waterline @ $15 .00 I ft. $3 ,150 .00 1 6"x6"x6" tee $50 .00 6 ' gate valve and fire hydrant assembl y $1,50 0 .00 lump Concrete thrust blocking $200 .00 210 ' 4 ' x 4' trench , bedding & backfill $4 ,000 .00 TOTAL $8,900.00 Page 2 /2 -------------~ SITE PLAN APPLICATION l\flNIMUM SUBI\fiTTAL REQUIRE:MENTS ,/ Site plan application completed in full. _ll_ $100.00 Application Fee. _iL_ $100.00 Development Permit Application Fee. __ $300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public / waterline. sewerline, sidewalk, street or drainage fucilities is involved.) Ten (10) folded copies of site plan. . ~ A copy of the attached site plan checldist with all items checked off or a brief explanation as to why they are not clieclced off APPLICATION DATA NAME OF PROJECT Tea!i /34dhau.se Re&laurim! ADDRESS 100/ t/.aive,~ifjt Ocive Ea6t LEGALDESCRIPTION Lot#c;. B/12d Oae -Gafewat1Su6d/vlsiao ;/ .../ APPLICANT (Primacy Contact for the Project): Name "5\\..(_-.\e>-~'<Ol.<.JV'. \.Q ya~ 1Za4 .R. \r-9 u ?e... Street Address 9oDo t,u L ~·~H'-t J? Ju Le.. 5..,-.r~ ~I City )-..ou-.') .;~I~ State fl-f Zip Code do z z Z. E-Mail Address _-:,Yi .~ -.l ... b q:::; +e .)(tt ~ ; .:.:ia .J h o...; ·.>e . ,-.. .:;, IY\ Phone Number 5 6 2. -4:it.:. -qq{j .A. '/ 57 Fax Number-"5"-o_"2-__ -_~_2_7_-....... 1_b-'8'--'9'---------- PROPER1Y OWNER'S INFORMATION: Name D...e.\w.o.v "Oea.<CJ\I'. hRo c\ \ 1 L-1 ) - c /b (h,.-;-:if1>1r-co . Street Address 1 sq Do 'D t:>~ IJl y J. .<.) ..... ""- A~V''_ VY!r 1<tJ.-"'/'-YV\-.~tJ-(~j?v ul 1>u"') City . D 1--l I IL '.> E-Mail Address State l',C Zip Code /-$DD I ------------ Phone Number 9 rz--z '2:>":> -~ ~ "J:i '£-Z./( Fax Number_9'-7_z._-"-7--'~;.....;:3_---'-/-"-S=6-"-I --------- ARCHITECT OR ENGINEER'S INFORMATION: Name Th t!1 /Zr-J/;«h 6rt2"';f?· P.sc S~Address 23 r-C ,5aof:A,Gnd Or: City teN/:y fu State ,KY Zip Code fa5o .:3 E-Mail Address /2Ct20Zelle7J,/gp?c' ~ PhoneNumber6'cJG-Z76 .... ZM6 FaxNumber 6'26-27d-6'ft2/ \ OTIIER CONTACTS (Please specify type of contact, i .e . project manager, potential buyer, local contact, etc.) Name _______ -'------------------------- StreetAddress ---------------City ------------ State Zip Code -----E-Mail Address ------------ Phone Number Fax Number _______________ _ SITE PLAN APPLICATION SITEAPP.DOC 03/l.S/99 1 of3 08/2Jl99 16 :17 '5'409 764 3496 DEVELOPMENT SVCS ieJ V U.J SUPPLEMENTAL DEVELOP1\1ENT PERMIT INFORMATION .. c.....__..:j..' --------------------------------------- '· A toi ~.u..,.."l _:::.:.:;.:~-=-....::::~_.:..;;;.:..;..__;,~-----J· desiga engieoerlowm. hereby ~knowledle ot affilTn that: Tbe iaformatioa am QODCl\lsioDS mntained iJl Ule aboYe plans and supporti.d& documtAU ~mply with the Olt'C'Clll .rtAiuimm:nll of 11ic City of C.Ollcae Station., Tu.as City Code. Chapter 13 ud its :asmcW.cd Drama~ Policy ud Design Scmdud£. ~a COl'ditioa of :.ppruval of tbis pcnnit ~oa. I IFCIC co ooD5lnlet the improvernents p!OpOled in this appllc:atioo. ~mine t.o the$.e documents 2Dd the nquilcmcnts of CbaJ*r 13 of the College Stadoa. City COde. :5 h..:l"" ~D ";:=:> {....,, I <.,I("' 12~ ... ,.« L..•c.1·,~ __ ..,.. __ ~-...1?~---------- Propcrty Owna(s) 1'pph.t'-~ Cont~r C!'RTD'IC,.,.. TlONS: (ror proposed all.Cdtioas within designat.c.d flood bawd areas .) A. L cerlify that any nonraidcntfal structurc on oc p.roposcd to be oD this siJe as J*tl af drls appliaition is desi~ to plC'Vent damaae to the clructure or its con!C&la us a n:sult of flooding from the 10() year stonn . Date B . I, , certify that the finished 0001 elevation of dM: lo~ 11oor. i.nelud.i.Jlr any buement, or any rcsidcn1fal Sll'lldW'e, proposed as p:ut of this application is 2L or above the base nood ele"Yatloa cstat>Ushe:d i.a. the la.Im Federal Ioswancc .A.dminis\Rti.on Flood Hazard Study and maps. as amended . £nPoccr Date C. l certify tl\at ~c ltli.erations or dcvclapinent covered by th.is pennit sluill aot dinduisb tlic 1lood<i.11l)'iug capacity of the wataw.ay ~oining or erossini this permitted site md that $Uch lll1erations or developmcut ate wnsi.ot.cm "ll'l'ith 1'9q,uircroents of the City of Collcl:e SUiion Clly Code, Ch:lptc:r 13 con~ng el).Ctoaclunents of floodwa)'I aud of floodway fringes. Engineer Date D. T, do certify I.hat the proposed alterations do Dllt nise the level of the 100 year flood above elevation es1.ablished in rhe Ja<est Fe.dent Insul'2.nce Adminiro:J.tion Flood Hazard Study. Eapneer Date CoiiditiOZ1S orconuru:m:s as pan o!approval : --------------------------- ID accorcbncz: with Chap~ l3 of the Code otOrdio.a.ru::cs afthe City of~llcge Station, zneasun::s shall 'be taken ta insure tlw debris 1i01D CQnstruction. erosion, and sedi1X1enwioa shall Dot be deposited in city ~. or e:xistins drain2gc: f:l.c:iliUC$ . . i hereby grant this pcnnit for developme.a.t All development sh.all be in acoordano:: with the plans and specificnions submiucd to and appn7Ved by the City Eng.iocer for tbe lltlove named project. All of the aJ)J'llic:ahlc codes a11d ord.i.nan.c.es of I.be CiJy af Ccllege Station slull apply. SIT! PL.\lol APPUCATIOl'J Srt"EAIP.OOC CllflS/99 C-\ AIUANCE(S) REQUESTED AND R.E.ASON(S) OF PAlU<rNG SPACES REQUDUID 6J CJ MULTI-FAMILY RESIDENTIAL Total Acreage ___ _ Floodplain Acrcage" __ Housmg Units ____ _ -M of 1 Bedroom Units _ # of2 &dcoom Units # of 3 Bedroom. Units # of 4 Bc::droora Units FOR 2 BEDROOM UNITS ONLY _ # Be:Orooms ~ 132 sq. ft. - # Be.droom.s < 132 sq. ft. ~002 MOFPA.RlCINGSPAC~ PROVIDED 141 IS: COMMERCIAi .. Total Acreage I • t0'1e/ Buildlrig Square Fel!t_fiJ, 'W\ Floodplain Acreage -0 - 'he applicanr has prepared this applic:arion and certifies lhat the facts stated herein and exhibits attached ereto are true and correct. ·-....-'S~l'-' C . 'f2ov"""---,.-.. <.)!'a °;2All.f ~·Ze.., ignature of Owner, Ageot or Applicant r'IT. r~ Al'PUCATI<>N rr£APr.ooc ol/2'199 A 23 '99 1?:26 ~~d s2:9 66 ·v2 ·Bn~ ~~0 62 9L2 909 Da.tc l ol3 •. l'fnin r"J"9 ,, .., ,,,...,,. ** TOTAL PAGE .03 ** -------------~ N I TRG PROJECT NUMBER: 99159 ~ ----: FAX--------------·-··-····--m·-·········-·····-···-········ ·····--············ ········-········-··-·-·····--···--·· ··-···············-1 ·o~i~·············-·-··----,;;b~~;;--23:···2-ooo ________ · ····· ····--·-·--·----------------------·------------------- a_ 0 0 . (t) N . .0 Q) LL ..-- 0 CD N co ,.... N co 0 co TO: RE: Phone Fax Phone I CC: REMARKS: Natalie Ruiz College Station Development Services Texas Roadhouse Lot #6, Block One, The Gateway, Phase 1 1601 University Drive East 409. 764.3496 Sheila Brown@ 502.327.4689 D Urgent [81 For your review I Number of pages including cover sheet 2 FROM: Email Phone Bob Cornett The Roberts Group, P.S.C. 239-C Southland Drive Lexington, Kentucky 40503 bcomett@trgpsc.com (606) 276-2006 Fax Phone 606 276-2901 D ReplyASAP D Please Comment Cost estimate for construction of the 6" fire protection line and fire hydrant as requested . If you see a problem with the unit prices we used, please let us know and we can adjust as required. Bob Cornett g-Principal 0 L (!) Ill +' L Q) .0 0 a: Q) £: I-.. >. ID +' c Q) en Project Name: ~ex.a.~ ~~J L~ Review Datc:---...Pe,l.....,_._h"--1/--(){1---- Public/Private Storm Sewer ~rail plan layout of drainage facilities (can be shown on street plan) showing casements J 0 If separate instrument casements are needed -do not approve until we get them recorded 0 Plan and profile for all storm sewers AlA 0 TXDOT permits needed? ~ Sealed and Signed No-0 Engineers Estimates Storm Sewer/Culverts ji!f Pipe material (RCP = storm, RCPorCMP = culvert) ${ Pipe sizes labeled (see pg.47 DPDS) AJA 0 Size/Location sufficient for overall City needs/masterplao '' 0 Depth (min cover) " 0 Depth (excessive) /Ja D All utilities in plan & profile w/sius and type ~ 0 0 Private vs. Public line distinction 0 Stlcct grades -existing and proposed (centerline, right and left) shown in profile Z' Flowlines (specified/labeled) tJ o 0 Conflicts with other utilities shown 0 Labels on all major items in plan & profile 0 Located within drainage casement or right-of-way (specify width) (public only) 0 Easement width adequate per DPDS O Stationing shown ~ Outfall location (if open. is rip-rap oceded per design calcs) A Does it match drainage report (si7.es, inlets, etc) 0 Hydraulic Grade Linc (on plan or in drainage report) Junction Boxes/Manholes/Inlets Lines end in JBIMH JB/Manhole spacing (sec pg 47 DPDS) JB/Manholes accessible from public ROW/easement JB/Manholes at change of alignment, grade or si7.e Drops through inlet/maohok/JB (see pg 48 DPDS) 0 Cwb inlets shown and labeled (referenced to drainage report) Dmil1 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Embedment details (specify option) 0 Trench safety if deeper than S' 0 Erosion control notes 0 Culverts (SE'I) 0 Inlet/I-Box or manhole details (manhole access) 7oll2 . -··- Project Name: _________ _ Review Date: __________ _ Reviewer.·-----------~ Public/Private Storm Sewer (cont.) Channels 0 Cross sections with side slopes • meets DPDS 0 Channel Liner -per DPDS 0 Longitudinal slope (0.4% min.) 0 Rip Rap needed? Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Erosion control notes Detention System , "\. ~ k:..~ / P-+ O Side ilopes 0 Bottom ilopes 0 Grading plan 0 Low fiow flume 0 Outlet Structure shown • corresponds to drainage report 0 Inlet Structwe shown • corresponds to drainage report 0 Emergency spillway -corresponds to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -lengthlwidtb/siz.c/details 0 Flowlines at inlet and outlet 0 Complies with drainage report Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Erosion control notes 0 Inl« .. ~ 0 Outlet structure The following ilems arc variances to the College Station drainage standards: lal12 ------------------ Project Name: __________ _ Review Date: __________ _ Reviewer. ___________ ~ Drainage Reports Location J1 Primaly drainage system identified 0 Surrounding developments shown AJ~ jl' Local streets. drainage systems shown Descriotion !', Acreage of project 'l Land cover described AJA 0 Primaly/sccoodaiy systems within property shown Ji' General description Drainage Ba.sins 1 RdercDccs to FIRMs if applicable ~ Secoodaiy system flow patterns and impact of development on existing system 'JI' Proposed pathways to Primaly system shown or described Design Criteria J.lo D Any deviation from standards being requeQed? M-0 Discussion of site constraints and capacities (streets, existing structures, etc .) ifA 0 Discussion of any applicable previous drainage studies and how this plan will affect it Hvdrologic Criteria ,z7 Rainfall/runoff calculation method described and calculations provided ~ Detention discharge I storage calculation method I calculations JI Storm recurrence intcrvali used JI Discussion of other drainage facility design criteria used if not referenced in Standards Hvdaulic Criteria ~ Idcn1ify capacity of systems used /f Specify vdocitics at critical points in system "?( Identify detention I retention outlet and routing f Discussion of other drainage facility design criteria used not referenced in Standards Drainage Facility Dgign ft Diicuss drainage pattcma I flows (pre v&. post) Ji Arc they draining water onto another property owner? -if so, is it where the water flowed before? and is it not more than what flowed there before? and no fast.er than it flowed before? ~ J;>iscuss erosion control measures employed ,.c.i Discuss detention pond design (sideslope, low flow channels, outlet works, freeboard, emergency spillway) N (),O Discuss maintenance access and responsibilities Conclusions J!.. Verify compliance with DPDS (signed and sealed certification) 'tf Explain effectiveness of improvements with regard to controlling discharges of S -100 year storm by a) Detaining b) Aa:ommndating runoff in existing I proposed casements or ROW discharging into primary system c) Combination of a & b ht'12 Project Name: __________ _ Review Date: __________ _ Reviewer: ___________ _ Drainage Reports(cont.) Appendices ~ References (all criteria and technical infonnation used) p Hydrologic computations /f. Land use assumptions for adjacent property . /1, Minor/major storm runoff at specific points :g Historidfully developed runoff specific points ~ Hydrographs at critical points Jl Hydraulic computations Ji{, Culvert capacities (headwater and tailwater ~ptions) jz' Storm sewer capacities D/t O Street capacities Ji' Storm inlet capacities (inlet control rating} 0 Open channel design JI Detention area I volume capacity I outlet capacity Attached Drawings ~ Location map with drainage patterns ~ Floodplain map if any [ Drainage plan with topo (existing and proposed with arrows if needed) 'J Details of outlet suuctwes 10 o/12 Project Name: __________ _ Review Date: __________ _ Reviewer: ___________ ~ DEVELOPMENJPERMIT 1. Application Fee ($100) 2. Application 3. Erosion Control Plan 4. EPA/NOI (> 5 acres) 5. Public Infrastructure Inspection Fee ($300) 6. Drainage Report 7. HOA Covenants for maintenance of detention/retention ponds 8. Easements Dedicated (separate instrument) 9. TXDOT permits issued 10. Engineer's Estirnatr4i (1-4 necessary for rough grading/clearing ....... all others necessary for full permit) 11 aC12 . . Project Name: __________ _ Review Date: __________ _ Reviewer:.~----------~ TXDOT PERMIT CHECKLIST 0 Permit signed (Utility or Driveway) by owner 0 Set or excerpts of construction plans of what is proposed within ROW 0 Traffic Control Plan (TMUI'CD) O Drainage Calculations (if applicable) ForCityUae 0 Sign permits 0 Attach cover letter 0 Submit in triplicate to TxOOT 12 all2 Q) (J) 111 a._ Cl) Cl) ' v N ' ,- 0 Cl) N co t-- N co 0 co ·~ TO: RE: Phone Natalie Ruiz College Station Development Services Texas Roadhouse Lot #6, Block One , The Gateway, Phase 1 1601 University Drive East Fax Phone 409. 764.3496 I CC: Sheila Brown @ 502.327.4689 REMARKS: D Urgent [8J For your review Date Au ust 24, 1999 I Number of pages including cover sheet 3 FROM: Email Phone Bob Cornett The Roberts Group, P . S. C. 239-C Southland Drive Lexington, Kentucky 40503 bcornett@trgpsc.com (606) 276-2006 Fax Phone 606 276-2901 D ReplyASAP D Please Comment We filled out the section we felt was applicable on page two, but see nothing on page three (Flood Hazard Areas) that were applicable. Let us know if we misunderstood . I did not feel these applied since we are in a Zone "X" area on the FEMA maps. Bob Cornett §-Principal 0 L (.'.} en +-' L Q) .c 0 a: Q) .s:: I-.. >. CD +-' c Q) en LOOK IN CONFIDENTIAL BINDER FOR OTHER SUPPORTING MATERIAL D/JML NfJtund-11 CJ,oo Olll ~ ~ : 00/ -OO OO -Lf41o -.:<otu l o 0 /t-x_M, RoMACXJ/U_, &!Mu1f 1 LL C 9 ooo j lU VXY 'f-PJ rJQ Stuk 3o 1 .·:. -. .. ~ . :~ .. . :H.}::· :· ,·. -' . '~ . . .._;, t__rx0c5Mih_) k Y LfD :lidi~ A17fV : ~ ~ ... ---------. CITY Of COLLEGE STATION Ill CUSTOKER RECEIPT Ill OPER: KRODGERS CT DRAWER: 1 DATE: 9/14/99 00 RECEIPT: 0149596 DESCRIPTION QTY AKOUNT TP TK 1999 500303 1 $100.00 •BL CK BUILDING PERMITS 1999 120 1 $300.00 •PL CK PLAINIIG & ZONIN TEIAS ROADHOUSE DEVELOPKEIT PERMIT SITE PLAN FEE 1601 UNIVERSITY DR. EAST CK. 19469 LH TEIDER DETAIL CK $400.00 DATE: 9/14/99 TIKE: 16:52: 10 TOTAL PERSONAL CHECK $400.00 AKOUIT TEIDERED $400.00 THAR YOU # •• _ ...... J -,-·-· -t.-:... .. , ---• - Development Permit Issuance Checklist D 1. $100 Application Fee D 2. Application Complete and Signed D 3. Erosion Control Plan (submitted & approved) D 4. EPA N.0.1. submitted for sites> 5 acres .. ' ~ '.:;,_ --~·; .. ~ .. ' ' ' . ' . " -·-:. . ' ... ., . . . ~ ··. ... .. ...... D 5. Drainage Report/Letter (submitted & approved) --~~~---------~-St SITE PLAN APPLICATION MINIMUM SUBMI'ITAL REQUIREMENTS ./ Site plan application completed in full. .JL_ $100.00 Application Fee. . _.1L $100.00 Development Permit Application Fee. _ $300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public waterline, sewerline. si~ street or drainage fucilities is involved.) . / Ten (10) folded copies of site plan. =:z A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checlc.ed oft: APPLICATION DATA NAME OF PROJECT Tea!? /3,;;d/u;u.se Resfavr,;;o/ ADDRESS llPO/ thzt'ves1:/y Drive Ea6t LEGALDESCRIPTION Lol#'2J 8112d Oae -Gafewa.Jt1Su6d/vlsi~o APPLICANT (Primary Contact for the Project): Name "'S" ...(.. -. \ £>... 'f.:>" o l..<.J "" ! ..Q .f~ '5 'g a.t. ti. ~<> u ~e.. StreetA.ddress 9000 (,u.e~:,e:,:: J?)llLe.. :fv -·~..t'~f City J...Dv -.) ..t ~I~ State fly Zip Code do 2 z :Z.. E-Mail Address _ -:,11 .~ ·.1 ... b Q +e.)(<i~ :.:;,a.J ho...;·.>e . ,'-.,,, Phone Number 5 6 2--421'. -qq8 ~ f 5 7 Fax Number ..-5 ..... o_-i.. __ • ~_2_7_-1..._b_B.=...<,.9 _______ _ PROPERTY OWNER'S INFORMATION: Name D...e. \ V'J'.O. v "be..< C¥ h Ro ~'-\ , Li). . c/a C~-r ~-=>+"'-' LO. Street Address / 5q Do T) Dalil '( J'.. u.a. ..,C. AilV\'. YYJr t<<'>-Y\}<'... \'V\-.~tl-l.:...(2vulou') City D1-.ll/L~ E-Mail Address State l')( Zip Code 7 5DD I ----------- Phone Number 977 ... --Z :i "'.:> -~ o "J ~ x-z-t 1 Fax Number _9'""""7_z.._.;....'J. """"'~"'"""?J_-__._/ S...._6;;;;.....;...I -------- ARCIDTECT OR ENGINEER'S INFORMATION: Name 0, 11: jZ4f;«f-5 tJr&'1f?-psc; · /jl)/J ~ -L tt· S~Address 23 '/-C 5aP-M/;:md tJc City k e&tqg lcm State /<( Zip Code ft25o .3 E-Mail Address /lcacnef~1fg125c, a;tr; PhoneNumber,6'a6-Z7&--Zt?t26 FaxNumber 6'26-27¢-6'!t?/ OTIIER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc.) Name _______ -'------------------------~ StreetAddress --------------City ------------ State Zip Code -----E-Mail Address ----------- Phone Number Fax Number ______________ _ SITE PLAN APPLICATION SITEAPP.DOC 0312Sl99 l ofJ SEP 15 '99 09:35 FR TE XRS RORDHOUSE ~0'3~t:k:! ALG 24 '99 0?:56 FR TEXAS ROADHOUSE U~12JIS9 11 :1T '8'dOA 18~ 349& c-' Of P.AJUCING SPACES ~QT.1DU!D 61 C MULTI-FAMILY RESIDENTIAL. Tocal Accagc ___ _ 'Flnndplain ~--- Mous~g Units ___ _ M of l JWroom Units # of 2 Bedroom. Uoits # r:tf 3 Sedrooft\ Units _ i oC 4 BQdroora U'nits FOR l BEDROOM UNITS ONLY _ # Bcdroams ~ l'.32 sq. ~ _#Bedrooms< 131 sq. e.. TO 14097643496 TO 16062?6290l O&Vil.OPn:NT SVCS P.04/04 P.03/03 @002 II OF PAJUCINGSPACES PROVIDED _141 ti: COM~!,CJAL Total Acl"Cilge t. 6'fe7 Su..ildlng Square Fet!il._ fd, "!O\ floodplaiAA~ -0 .. applicant l1as prqxired this appl,~on tDtd. Cff'll'fies lhat rh8 f«ts stat~d herein and ahibits arroched ereto tll'e tnltt and r;on'gt:f. · ... -"S~l C · '(a.....D ...__ -..-<-1'• ~°"'"' i...-..."c.- ipalUre of o-a.cr. Ageat gr App&ant n,.: t'J,,Nl N'PUCATI01'1 ITTA.PP.one llfJ.J19P Date . 1ci'l -· -... ,..., ., .... -~ ·--** TOT~L PAGE.03 -~ SEP 15 '99 09 :34 FR TE XAS ROADHO US E ~~·3o ~d t05c 9l~ 909 AUG 24 '99 07:56 FR TEXAS RD~DHOUSE 0312)199 l6:1T 15'40J 764 3491 TO 14 09754 3496 m 16062762901 J>£vtLOPMENT SVCS P .03 /04 ££:Lt 66 , ~~ 811 ~ P .02/03 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION A '"1 "'"6""'~ _,;;:;.;.:.::-.-....;;;;..-..:.;;,,;---~~-----' ck:sigu cac· oem'os:ca, bmey acm"'lc:dp QC :aSllft lhat= 'lb& iuforml:ioa lllld c:oaclUPoos annabilll ill ik abcM: plam ud supportias dac=n.em camply wirh Ulc wm:at rt.Q~rsnfll or die Cily of Ollllqe Scati.cm. ~ Ci\f Cade. ~ 13 u4 iii~ Dninagc Poliqi an.cl Dmp StiintWdi. & s coiiQ«ioD.Gf~al alUais permit aw'iC"aztCMI, t tP'CIC to CDllAnK:l tbc ~ma propolCd la d\i' appliCICio1a ~-. t!ac dacuml:ab lllld 1'le n:quilaal:llts ot Cbal*r 13 al ~ C.ODcp Smion Oty COiie , 'f,y'"" ~D.........., £_ "j' <.,it",,, i2 ,_J l..1 u~c _"'T"...;...o~-..D~---------- ~ C>Ma(s) ~pph,c..f Co11tncmr CERTllJCA.TLONS: (.for~ a11CdliOllS ~n. de.cipatr.cf fload. hazard ams.) A. t. =rUfy Wt any ~al~ on or prcpo.scd to be gg lllis $i&e as p&it ddiis application is dcsi~ to~ damage to ttie tll\dW'e or ia c;0a!CQts as ;i rc5\llt of fl~ from tllc 100 )'tal" stol"l'l'I. s. I, ~that tlle IAishcd Caci clw.nion of Che low-at 11oor. illdudias u.y lmanent. oc any ic::sidcntial ~. prapascd a put of this applicaWln is :ll or abuvc lk base llood clMdoll csllbli$1iad ia Vic laiat FCIL:ral TM1 rmc"" A.dminis\Rtion P10Qd H8:imn! Sbady and ~ as an.ended. C.. L c:e~ tllat tllc alwatioru or dcvclgpiDClll ggyacd by this permit chall 11ot dlmil:dm ~ .Oaod~g Ql*il)' of tile~ a4jCJinina: ot crn&&il'f diis p;a'Uli IR:d sitii and Ular mc:h illloel9Qol\S or dcYclapmeat ~ CDaN=lt wil.b 1911.\lircmeftls or thl! City of' College St311Gll a1.y Cads. Chapti:t 13 CIO~r&g ~raachsnents o( ~ad oraoodway friagcs . D. T. 4o c:1:nif/ I.hat the pmpollCd altcntioas do .aat nise tbc le:vel Clflhc. loo ytaZ Dood ~ clcwdou cslablisJlm U. Elie lace« Fed~ !Dml'IDU ~clan Flood Hazvd Study . .Eqil"lla" Dale Cudl?ion.swe1>1n111tots u pan arappninl: ________________ . ________ _ Ill am>rdancc ..;th Chapia 13 ti. the Cod• Df Or~ af tile City af Coll~ S'13cion, &nca.sun=s shall be taJGen lo iamrc t'har deb.SS hm ~ etocian. aJtd sediincntacaoa sball 110t llO dcplsitai in ci\Y ~ ar a:istizag c&taiaasc fatilllb. . i ~ gatV this p:nnit Eor dewlaplllCDl All dewlapmtot ~ be ill ac.conlanc:a wilh w plans aricl spcc\fiarions su'bmiocd U> lll1d ~cd by the City'F.ng,ioaerforlkl!IOYC named project. All Grthea))[lliahlc codes 111.:l ordlnanQllS of'l!M: Oly of Colle&~ Station sh.all apply. Jal) ~ ,.~ "'""""'""-~~~. ,. '" '< ~ TO: RE: Phone Natalie Ruiz College Station Development Services TeKas Roadhouse Loi #6, Block One, The Gateway, Phase 1 1601 University Drive East Fa>e Phone 409. 764.3496 (CC: Sheila Brown@ 502.327.4689 REMARKS: 0 Urgent @ For your review . ~ . ,_ ·~ ·~ ' ~ . . . ( Number of pages incJucling cover sheet 3 FROM: Email Phone Bob Cornett The Roberts Group, P.S.C. 239·C Southland Drive Lexington, Kentucky 40503 bcornett@trgpsc.com (606) 276-2006 Fax Phone 606 276-2901 0 ReplyASAP D Please Comment We filled out the section we felt was applicable on page two, but see nothing on page three {Flood Hazard Areas) that were applicable. Let us know if we misunderstood. I did not reel these appfied since we are in a Zone "X" area on the FEMA maps. Bob Cornett Principal -I D ..... .t> IS) l.D --.] (J) .t> w .t> l.D (J) M M t'-... ""{) (J) IS) CJ' -l\J ' '<J" IS) IV .t> ~ a: SEP 15 '99 09:34 FR TE XAS ROADHOUSE U~' .1.'I ' t<l;I J.'l : ~!j 'O'olU~ 71H !l496 TO 14097643496 DEVELOPMENT SVCS P.01/04 DATE : FACSIMILE COVER SHEET ct t 14 l qg_ I CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 South Texas Avenue, P.O. Box 9960 College Station, Texas 77842 Phone (409) 764-3570 Fax (409) 764-3496 #PAGES JNCLUDING COVER "5. 4 Jf you dfd n_or receive a complete fa:z. please call our office immediately for a new transmittal. . [tQ: ( J: ~Lil./) ~A rJ-um. q/;~- COMPANY: / I DEPARTMENT: PHONE: FAX: 50~ -3~ 7-J..Jt; B1 ,, ~: 'fJJJA)_(f Ii ift, d IJ J ;f)fil -· /} {) \..-' PHONE: FAX : @001 REMARKS: CJ Urgent Q For your review ~Reply ASAP CJ Please Comment ~~ ~;J_"~~ J_Jl~Tqj ifF~~~- Cop~ Qt ~~~ u..Jt.L :i (2.l~'..ov-<:>I '-{. p (tlYl iU.J l~l/[)IA..J5. : I t:'--'"Jt..., 7 "J~! ~ 'Pqy"-- =f-tlf @ S!;P 1 4 ' qq 1 ~: ~...,