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HomeMy WebLinkAbout00070494FINAL PLAT CASE REVIEWED BY LAND MANAGER 73i-01 NAME. ENGINEERING FI /SURVEYOR: r ~ n OWNER. STAFF REVIEW% v~ P & Z APPROVED DENIED ❑ CONDITIONS OF APPROVAL: REQUIRED UTILITY PLANS: TYPE DATE APPROVED WATER 'Dm D SEWER STREETS DRAINAGEUC SIDEWALKS DETENTION/RETENTION POND ACCEPTED BY PARKS (IF APPLICABLE) OTHER PARKLAND DEDICATION REQUIRED OS NO IF REQUIRED: Q PARK ZONE # OF LOTS/UNITS y AMOM Cd1, DATE PAID c a COMMENTS: \\CH1 NETWARE\VOLI\GROUP\DEVE SER\FORMS\PLAN\Final Plat Tracking.doc IMPACT FEES REQUIRED YES NO IF REQUIRED: IMPACT ZONE: # OF LOTS/UNITS AMOUNT DATE PAID Comments: UTILITY INFORMATION: INFRASTRUCTURE CONSTRUCTED & APPROVED LETTER OF ACCEPTANCE RECEIVED ON ALL INFRASTRUCTURE OR LETTER OF GUARANTEE/CREDIT RECEIVED EXPIRATION DATE: RELEASED: FILING INFORMATION CONDITIONS OF APPROVAL MET REVISED MYLAR REVIEWED SIGNATURES P & Z CHAIRMAN CITY ENGINEER COUNTY JUDGE (IF APPLICABLE) CITY PLANNER (IF MINOR PLAT) HOA MAINTENANCE AGREEMENT FILED AT CLERK'S OFFICE VOLUME PAGE CALL APPLICANT/OWNER WITH VOL. & PG. #'S COPIES DISTRIBUTED RETRIEVED FROM CLERK'S OFFICE MICROFILMED SIGNED OFF ON AS/400-THE \\CH1 NETWARE\VOLI\GROUP\DEVE_SER\FORMS\PLAN\Fina1 Plat Tracking.doc of Plat: Lots Thru Lots Thru Lots Thru Lots Thru cres out of Abstract cres out or A 0750432 0 4 2 5 1 0 0 1 5 4 Abstract y. 4 0750432 Filed for Record in: On: Jul 31,2001 at 11:56PM As a Plats hment Ijrber: d1 e Pnount a 00 Receipt Number - 177088 Jaime KeIBle'y SibiE F TES MOW I hereby certify that this instru~ent was filed an the date and We staiped hereon by se and was duly recorded in the value and page of the mud records of: MM MFY, as staiped hereon by ie. Jul 31, 2001 0 4 2 5 1 0 0 1 5 5 J 3.; DRAINAGE REPORT A & M EXPRESSWAY 101 GREENS PRAIRIE ROAD COLLEGE STATION, TEXAS MAY 17, 2001 SUBMITTED BY P Pledger Kalkomey, Inc. t~. K Consulting Engineers 1815 MONS AVENUE ROSENBERG, TEXAS 77471 G61 ~ / ~ vr 3 P v Qt 9 p f.~ MAY 2 9 2001 G G L. L ,ht t-°j s r"1 9 9 ~s,.<~ F ENGINEERING (7O a ! I OPa MAY 2 9 2001 FENGINEERINC3 DRAINAGE REPORT A & M EXPRESSWAY 101 GREENS PRAIRIE ROAD COLLEGE STATION, TEXAS MAY 17, 2001 ~KALKOMEY 0 4620 O SUBMITTED BY P Pledger Kalkomey, Inc. j K Consulting Engineers 1815 MONS AVENUE ROSENBERG, TEXAS 77471 P = Pledger Kalkomey, Inc. K I Consulting Engineers May 18, 2001 Mr. Ted Mayo, P.E. Development Services Assistant City Engineer City of College Station 1101 Texas Avenue College Station, Texas 77842 Reference: A & M Expressway Drainage Report PKI Job No. 59701-291 Dear Mr. Mayo: 1815 Mons Ave. Rosenberg, Texas 77471 (281) 342-2033 1500 South Day St. 7020 Coyote Run Brenham, Texas 77833 Bryan, Texas 77808 (979) 836-6631 (979) 731-8000 Enclosed herewith is the Drainage Report for the proposed A & M Expressway located at the northeast corner of State Highway 6 and Greens Prairie Road. The report indicates that the on-site detention provided within the development will reduce the 100-year design storm runoff rate to below the current runoff rate. Therefore, there are no anticipated negative impacts to the surrounding area or any of the receiving channels. Your review of this report is appreciated. Please call should you have any questions. Charles A~ Texas Regi CAK:mon 08 cc: Mr. Marcel Meijer w/ enclosure OF TF'r~l CNARLES,A. KALKOINEYW :.,.,...48208 EAEg1neerkVW7%59701-291 EXXW College SlalbMCOrt Waro rep kLWpd CERTIFICATION I hereby certify that this report for the drainage design of A & M Expressway was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Registers rofess' State of Texas No. 46208 iQ~.. O.. TF'~I tO ►1t:' . . it r. CHARLES,A. KALK . EY ~...,,.,46208,,. t ~C~CEF NS. GENERAL PROJECT LOCATION AND DESCRIPTION The Project is located on the north corner of State Highway 6 and Greens Prairie Road. This tract of land is a part of that property also known as the Marsh-Reeves Estate, being the residue of a called 111.6 acre tract of land in the Robert Stevenson League, Abstract 54, Brazos County, Texas. There are no existing or proposed local streets within the Project site. The 1.75 acre tract of land is within the City of College Station. Appendix A contains an area map showing the location of this site. The Project site is within the Spring Creek I Drainage Basin, which is a tributary of the Lick Creek I Drainage Basin. The site is adjacent to an existing natural drainage channel along the site's northwest property line, and to an existing natural drainage channel along the site's northeast property line. These channels convey stormwater runoff from across State Highway 6 and Greens Prairie Road. There is no existing development adjacent to the Project site. However, just northeast of the site is the Pebble Creek Development. The Project site contains 1.75 acres of land. Currently, the site is vacant land and can be classified as natural grassland pasture with a few scattered trees. Existing drainage of the site is accomplished via overland sheet flow to the roadside ditches of State Highway 6 and Greens Prairie Road, and to the two existing drainage channels. The proposed development of the site includes a gas station, a convenience store, and a fast food restaurant. The remainder of the site will include parking and landscape areas, as well as a detention facility in the north corner of the site. Access to the site will be from both State Highway 6 and Greens Prairie Road. These areas will provide future access to the adjacent property. DRAINAGE BASINS AND SUB-BASINS The Project site lies within the Spring Creek I Drainage Basin. Spring Creek is a tributary of Lick Creek. The site is shown on Flood Insurance Rate Map 48041 C0205D, dated February 9, 2000, which indicates that the property is located within Zone X, and is not within a regulatory 100-year flood plain. Appendix A contains a copy of a portion of the Flood Rate Map which includes the location of the site. Present site drainage is primarily overland flow to two (2) existing natural drainage channels adjacent to the property. Stormwater runoff from the developed site will be conveyed by a combination of parking lot overland flow and storm sewers to a proposed detention basin. This facility will reduce the developed runoff rate to below existing condition rates. As a result, there will no adverse impacts to the existing drainage systems. 2 DRAINAGE DESIGN CRITERIA Drainage criteria as adopted by the City of College Station and as outlined in the City's Drainage Policy and Design Standards was used for the Project. Peak runoff rates were determined by the Rational Formula. The times of concentration, rainfall intensities, and runoff coefficients used were obtained from the related tables and figures within said document. There were no deviations from these Standards. There are no previous drainage studies for this property that impact the Project site. However, the City of College Station does require detention of sufficient size to accommodate the 100-year storm event. There are no site constraints that impact site drainage. The drainage plan for the Project site was based on the 100-year design storm. Runoff calculations were make using the Rational Formula. The Triangular Approximation Method was used to compute the runoff hydrographs. The required detention volume was determined by comparison of the existing condition's and developed condition's hydrographs. No other criteria or calculation methods not contained with the Standards were used in the design. DRAINAGE FACILITY DESIGN Existing drainage patterns on this tract of land are predominantly overland sheet flow to the north. In the proposed development, this pattern remains generally the same, with the majority of the sheet flow being over the proposed parking areas. From the developed, impervious area, the runoff is directed via two (2) inlets and storm sewer pipe to the proposed detention basin. Runoff calculations are included in the attached Appendix B to this report. Sheet C01 of the Site Plans shows the existing drainage areas and flow patterns. Sheet C03 of the Site Plans depicts the drainage areas and flow patterns under the proposed developed conditions. Detention is provided by using a section of the parking lot around Inlet No. 1, and the detention basin. The outlet structure for the detention basin will be a 10-inch diameter pipe, restricting the release rate from the detention basin to below existing runoff conditions. The detention volume provided will contain the 100-year storm event leaving 6 inches of freeboard above the maximum storage elevation of 295.00 feet. CONCLUSIONS The drainage design for the proposed conditions complies with the City of College Station Drainage Policy and Design Standards. The existing conditions 100-year design storm runoff is computed to be 8.0 cfs. Under developed conditions, the computed 100-year design storm runoff is 6.5 cfs. Therefore, there is no anticipated increase in runoff rates from the site, and no increase in water surface elevations on either natural channels adjacent to the site. There are no anticipated negative impacts to any secondary or primary system basins. 3 APPENDIX A SITE MAP AND FLOOD MAP A & M EXPRESSWAY - 101 GREENS PRAIRIE ROAD COLLEGE STATION, TEXAS ,OAA x : t r'' ti 7 rt t} ti ell- 7 j A 117 rf '1, JF1 i 2 ~ i pyright ° 2000 DeLorme. TopoTools Advanced Print Kit. Scale: 1 : 7,200 Zoom Level: 15-0 Datum: WGS84 600 it 5 go- x w z O N aa~, ~~u oj,. s Sao r ~ j 49 I i- n Lin *4*, 1421 Inn a love 1 dcn, 5 ITF. - 0 QIIOtl MO14MtlW e ti~ o 4 - s . 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SACZA. 14 rco ,ssv-°?qe. -7° a./we%4~ l va Q vi ef' Gt z,( -k chi 12 rz)0-- a: _ ww a¢= U-) L~ III F N - 2 2 - - F-~ F F- I uwww uwww co cn Cf) po00 .:oNN 1~ ~rG.1 C I I I I c`i 0) O ^ V) N N N - O O O u cr)Mc') s W 2 O c4Q 7-~// 6.-~5 o4- 13 Performance Curves Report Outfall Range Data: Minimum Maximum Increment Discharge 0.00 12.00 1.20 cfs 310.0 r - -Performance Curves , T r- I I I ~ ~ I I I ~ I 308.0 306.0 304.0 c 0 302.0 0 W 300.0 m 298.0 f6 = 296.0 294.0 292.0 290.01 0.0 I ~ ~ I I I I I ~ I I I I I I I I I I I I I I ~ I I I I I I I I ~ I I I I I - I I I I I I I I I I I I I ~ I i i I I t i I I I I I I I I I I _ _ _ _ _ _ I I ' I I I I I L - ~ I ' ' - - - - - - I I I I I i - - - - - - - - - - - - - - - - - I I I ~ i i - - - - - - - - - - - - I I I I I I i I I i I 2.0 4.0 6.0 8.0 10.0 12.0 Discharge (cfs) O HW Elev Project Title: A & M Expressway - College Station Project Engineer: Charles A. Kalkomey c:\haestad\cvm\exxon.cvm Pledger Kalkomey, Inc. CulvertMaster 0.0 05/17/01 02:38:37 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1q Culvert Designer/Analyzer Report Outfall Component: Culvert-1 Culvert Summary Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Headwater Depth/ Height 295.77 ft 295.15 ft 295.77 ft 5.72 Discharge Tailwater Elevation Control Type 5.80 cfs 292.00 ft Outlet Control Grades Upstream Invert Length 291.00 ft 40.00 ft Downstream Invert Constructed Slope 290.50 ft 0.012500 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Pressure N/A N/A 10.63 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.50 ft N/A ft 0.83 ft 0.038386 ft/ft Section Section Shape Section Material Section Size Number Sections Circular PVC 10 inch 1 Mannings Coefficient Span Rise 0.010 0.83 ft 0.83 ft Outlet Control Properties Outlet Control HW Elev Ke 295.77 ft 0.20 Upstream Velocity Head Entrance Loss 1.76 ft 0.35 ft Inlet Control Properties Inlet Control HW Elev 295.15 ft Inlet Type Groove end projecting K 0.00450 M 2.00000 C 0.03170 Y 0.69000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Submerged 0.5 ftz 1 3 1 Project Title: A & M Expressway - College Station Project Engineer: Charles A. Kalkomey c:\haestad\cvm\exxon.cvm Pledger Kalkomey, Inc. CulvertMaster v1.0 05/17/01 02:38:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 1'J Culvert Designer/Analyzer Report Outfall Analysis Component Storm Event Design Discharge 5.80 cfs Peak Discharge Method: User-Specified Design Discharge 5.80 cfs Check Discharge 0.00 cfs Tailwater Conditions: Constant Tailwater Tailwater Elevation 292.00 ft Name Description Discharge HW Elev Velocity Culvert-1 1-10 inch Circular 5.80 cfs 295.77 ft 10.63 ft/s Weir Not Considered N/A N/A N/A Project Title: A & M Expressway - College Station Project Engineer: Charles A. Kalkomey c:\haestad\cvm\exxon.cvm Pledger Kalkomey, Inc. CulvertMaster v1.0 05/17/01 02:38:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 14.0