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HomeMy WebLinkAboutSP2009-500219 (2)t� v C LE L G Z:i I ATI�i 1 AU E I T I ROCK PRAIRIE PARI _,ION, TEXAS COLLEGE �� ...r �� 1, •� `! r �u � 'rrl PROJECT ;.< LOCATION LOCATION MAP N NTS PREPARED BY: ; f SHWGROUP ARCHITNCTO RNAlNRSR! PLANN81M OWNER: ARCHITECT: COLLEGE STATION ISD ; : SHW GROUP HOUSTON 1812 WELSH AVENUE, SUITE 120 20 E. GREENWAY PLAZA-- '-SUITE 200 ... COLLEGE STATION, TEXAS 77840 , TELEPHONE: (979) 764-5400 _ HOUSTON, TEXAS 77046 CONTACT: MR. JON HALL TELEPHONE: (713) 548-5700 EMAIL: jhatt@csisd.org 833flor CONTACT: RUBEN DELAO EMAIL: rdelao@shwgroup.com ''-nglnae"Ing 1712 Southwest Pky, Ste 105 • College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) - www.gessnerengineering.com INDEX OF DRAWING DRAWING NUMBER DESCRIPTION C0.0 GENERAL NOTES C1.0 MASTER SITE PLAN C1.1-C1.2 SITE PLANS. C1.3-C1.4 DIMENSION CONTROL PLANS C2.0 PAVING PLAN C2.7 PAVING JOINT PLAN C3.0 GRADING KEY PLAN C3.17C3.2 GRADING PLANS C4A EXISTING DRAINAGE AREA MAP C4,1 PROPOSED DRAINAGE AREA MAP C5.0 STORM DRAINAGE PLAN C6A UTILITY PLAN C6.9 SANITARY SEWER PROFILE C6.2 WATER PROFILES C7A EROSION CONTROL PLAN C8A DETAILS BRYAN-COLLEGE STATION STANDARD DETAILS FINAL PLANS FOR CONSTRUCTION �cPK�•aF• r£�4 •MELISSA F. THOMAS• ..�•9839$••,..cr• 0 Sf NNSc0-- JANUARY 14, 2010. 1 PA 3 4 5 6 7 8 E 10 A. General Notes: 1. Prior to construction, the Contractor must provide submittals of proposed construction materials for approval by the design engineer a minimum of 14 days prior to required use. 2. The design engineer shall be contacted H should a preconstruction meeting be held prior to the commencement of construction with the attendance of the developer, design engineer, City Engineer, the contractor and subcontractors, and all franchise utility companies. -- 3. Cut sheets certified by a licensed surveyor shall be provided as they become available prior to construction of the work covered by the cut sheets. I B. Backfill: 1. Under proposed streets and structures (including sidewalks), backfill shall be finely divided soil or lime treated soil and shall be compacted in lifts not greater than 6" to a density of at least 95 % of standard maximum dry density as determined by ASTM D698 at a moisture content between G -2% and +2% of optimum moisture content. if fill in excess of three (3) feet is required, all structural and select fill deeper than three (3) feet shall be compacted to ninety five (95) percent of Modified Proctor Density (ASTM D1557). Moisture/Density tests should be performed at least every 5000 sf for every 6 inches of fill. 2. In areas not under structures, backfill may be finely divided, lime- or cement stabilized excavated material as recommended by the geotech engineer. If the subgrade is cement stabilized, it shall be treated with cement meeting the requirements of TxDOT 2003 Standard Specifications Item 275. if the subgrade is lime stabilized, it shalt be treated with lime meeting the requirements of TxDOT 2003 Standard Specifications Item 260. 3. Treatment shall be accomplished such that a uniform subgrade mix is obtained. Prior to F the application of lime or cement to the subgrade, the optimum percentage to be added should be determined based on TEX-121-E laboratory tests conducted on mixtures of the subgrade soils with varying percentages. Subgrade soil samples should be obtained from the pavement area at the proposed final subgrade elevation. The lime or cement should initially be blended with a mixing device such as a Pulvennixer and sufficient water added. I C. New Waterline Installation: 1. All potable water distribution systems including pump stations, mains, and both ground and elevated storage tanks, shall be designed, installed, and constructed in accordance with current American Water Works Association (AWWA) standards with reference to materials to be used and E construction procedures to be followed. In the absence of AWWA standards, commission review may be based upon the standards of the American Society for Testing and Materials (ASTM), commercial, and other recognized standards utilized by licensed professional engineers. 2. All newly installed pipes and related products must conform to American National Standards Institute/National Sanitation Foundation (ANSI/NSF) Standard 61 and must be certified by an organization accredited by ANSI. 3. All plastic pipe for use in public water systems must also bear the National Sanitation Foundation Seal of Approval (NSF-pw) and have an ASTM design pressure rating of at least 150 psi or a standard dimension ratio of 26 or less. 4. No pipe which has been used for any purpose other than the conveyance of drinking water shall be accepted or relocated D for use in any public drinking water supply. S. the top of the waterline must be located below the frost line and in no case shall the top of the waterline be less than 24 inches below ground surface. 6. The following provisions apply to the use of lead in plumbing. The use of pipes and pipe fittings that contain more than 8.0% lead or solders and flux that contains more than 0.2% lead is prohibited in the following circumstances: a. for installation or repair of any public water supply; and b. for installation or repair of any plumbing in a residential or nonresidential facility providing water for human consumption and connected to a public drinking water supply system. C 7. Location of waterlines. The following rules apply to installations of waterlines, wastewater mains or laterals, and other conveyances / appurtenances identified as potential sources of contamination. Furthermore, all ratings specified shall be defined by ASTM or AWWA standards unless stated otherwise. New mains, service lines, or laterals are those that are installed where no main, service line, or lateral previously existed, or where existing mains, service lines, or laterals are replaced with pipes of different size or material: a. When new potable water distribution lines are constructed, they shall be installed no closer than nine feet in all directions to wastewater collection facilities. All separation distances shall be measured from the outside surface of each of the respective pieces. b. Potable water distribution lines and B wastewater mains or laterals that form parallel utility lines shall be installed in separate trenches. A c. No physical connection shall be made between a drinking water supply and a sewer line. Any appurtenance shall be designed and constructed so as to prevent any possibility of sewage entering the drinking water system. C. New Waterline Installation (con'd): 8. Where the nine -foot separation distance cannot be achieved, the following criteria shall apply: a. Where a new potable wateriine parallels an existing, non -pressure or pressure rated wastewater main or lateral and the licensed professional engineer licensed in the State of Texas Is able to determine that the existing wastewater main or lateral is not leaking, the new potable waterline shall be located at least two feet above the existing wastewater main or lateral, measured vertically, and at least four feet away, measured horizontally, from the existing wastewater main or lateral. Every effort shall be exerted not to disturb the bedding and backfill of the existing wastewater main or lateral. b. Where a new potable waterline parallels an existing pressure rated wastewater main or lateral and it cannot be determined by the licensed professional engineer if the existing line is leaking, the existing wastewater main or lateral shall be replaced with at least 150 psi pressure rated pipe. The new potable waterline shall be located at least two feet above the new wastewater line, measured vertically, and at least four feet away, measured horizontally, from the replaced wastewater main or lateral. c. Where a new potable waterline crosses an existing, non -pressure rated wastewater main or lateral, one segment of the waterline pipe shall be centered over the wastewater main or lateral such that the joints of the waterline pipe are equidistant and at least nine feet horizontally from the centerline of the wastewater main or lateral. The potable waterline shall be at least two feet above the wastewater main or lateral. Whenever possible, the crossing shall be centered between the joints of the wastewater main or lateral. if the existing wastewater main or lateral is disturbed or shows signs of leaking, it shall be replaced for at least nine feet in both directions (18 feet total) with at least 150 psi pressure rated pipe. 9. All sections of wastewater main or lateral within nine feet horizontally of the waterline shall be encased in an 18 foot (or longer) section of pipe. Flexible encasing pipe shall have a minimum pipe stiffness of 115 psi at 5.0% deflection. The encasing pipe shall be centered on the waterline and shall be at least two nominal pipe diameters larger than the wastewater main or lateral. The space around the carrier pipe shall be supported at five-foot (or less) intervals with spacers or be filled to the springline with washed sand. Each end of the casing shall be sealed with watertight non -shrink cement grout or a manufactured watertight seal. An absolute minimum separation distance of six inches between the encasement pipe and the wateriine shall be provided. The wastewater line shall be located below the waterline. 13. The separation distance from a potable waterline to a wastewater main or lateral manhole or cleanout shall be a minimum of nine feet. Where the nine -foot separation distance cannot be achieved, the potable wateriine shall be encased in a joint of at least 150 psi pressure class pipe at least 18 feet long and two nominal sizes larger than the new conveyance. The space around the carrier pipe shall be supported at five-foot Intervals with spacers or be filled to the springline with washed sand. The encasement pipe shall be centered on the crossing and both ends sealed with cement grout or manufactured sealant. D. Waterline Hvdrostatic Test: 1. After the pipe has been laid and backfilled, but prior to the replacement of pavement, each valved section of newly laid pipe shall be subjected to a hydrostatic pressure test. For any section being tested, the pressure applied shall be 150 pounds per square inch. Adjustment so required shall be made for differential in elevation between the low point of the section being tested and the centerline of the pressure test gauge. 2. Each valved section of pipe shall be slowly filled with water, and the specified test pressure, measured to the point of lowest elevation, shall be supplied by means of a pump connected to the pipe in a satisfactory manner. The pump, pipe connection, and all necessary apparatus, including gauges and meters shall be furnished by the Contractor. The duration of each pressure test shall be four (4) hours. 3. Before applying the specked test pressure all air shall be expelled from the pipe. To accomplish this, taps shall be made, if necessary, at the points of highest elevation and afterwards tightly plugged. 4. At intervals during the test, the entire route of the pipe line shall be inspected to locate any leaks or breaks. Any defective joints, cracked or defective pipe, fittings or valves discovered in consequence of this pressure test shall be removed and replacecd with sound materials in the manner provided, and the test shall be repeated until satisfactory results are obtained. 5. No pipe installation will be accepted until the leakage is less than a rate equal to twenty-five (25) gallons per inch of nominal diameter of pipe line per mile over a twenty-four (24) hour period. 6. Should any test of pipe in place disclose leakage greater than the specified, the Contractor shall at his own expense locate and repair the specified defective joint(s) until the leakage is within allowed parameters. 7. Leakage is defined as the quantity of water supplied into the newly laid pipe, or any valved section of it, necessary to maintain the specified leakage test pressure after the pipe has been filled with water and the air expelled. 8. All waterline pipe shall be polyvinyl chloride (PVC) pressure pipe, DR 14 Class 200 and shall conform to the Standards of AWWA C-909. Valves shall be lron-body, resilient seat, brass mounted, and shall conform to the requirements of the AWWA Standard C515. E. Sterilization of Water Mains: 1. During the construction operations, workmen shall be required to use care to see that parts of the structures, inside of pipes, fittings, jointing materials, valves, etc., the surface of which comes In contact with New Ulm Water Supply Corporation water are maintained in a sanitary condition. 2. Every effort must be made to keep the inside of the pipe, fittings and valves free of all foreign matter, sticks, dirt, rocks, etc. As each joint of pipe Is being laid, it must be effectively swabbed so that all foreign matter is removed. All fittings and - exposed open ends of pipe must be blocked or capped until the line is completed. 3. When the entire pipe line or certain selected sections thereof have been completed, tested, and made ready for turning over to the Client, ready for use, the line shall be thoroughly sterilized according to the following procedure: a. The line shall be flushed out, completely replacing its entire volume with water from the Owner's main. b. Chlorine will be injected into the section of line being sterilized so that its entire capacity will be filled with water containing chlorine in the amount of 50 p.p.m. or in such other quantity as determined by the Engineer. The sterilizing agent shall be introduced at one end of the section and the water released form the opposite end until the sterilizing agent is present at the discharge end In such quantity as to Indicate a residual chlorine of 50 p.p.m. or as otherwise determined by the Engineer. All valves shall then be closed and the sterilizing solution permitted to remain in the pipe section for not less than 24 hours. c. At the end of the sterilizing period the sterilization solution shall be discharged from the pipe and replaced with water directly from a main of the Owner. d. A sample of water from the sterilized main shall be taken (not through a fire hydrant) from a suitable tap under the supervision of the Engineer or his Inspector and submitted to an approved testing laboratory of the State Health Department for analysis. If the sample shows unsatisfactory quality of water, the process of sterilization shall be repeated until a satisfactory water sample is obtained. 4. Sterilization of the line or any section thereof shall not be commenced until the Development Engineering Inspector's approval of the method, apparatus, sterilizing agent, and the section of the line has been obtained. 5. Altemately, dry treatment may be conducted during installation. For the 6" water line, 0.061 lbs. of 100% chlorine per 100 linear feet of line is required, and for the 4" water line 0.027 lbs. of 100% chlorine per 100 linear feet of line is required. The required amounts of solution shall be added at the bell of each pipe as it Is installed. F. Sewer Line: 1. Materials used for gravity pipe joints must prevent infiltration and root entrance. A joint must Include rubber gaskets, polyvinyl chloride (PVC) compression joints, high density polyethylene compression joints, be welded, be heat fused, or include other types of factory -made joints as approved by TCEQ requirements, Chapter 217. 2. Sewer lines shall be tested for exfiltration, or if PVC pipe, mandrel tested prior to acceptance. The total exfiltration, as determined by a hydrostatic head test, must not exceed 50 gallons per Inch of diameter per mile of pipe per 24 hours at a minimum test head of 2.0 feet above the crown of a pipe at an upstream manhole. 3. Separation distances between public water supply pipes and wastewater collection system pipes or manholes and geometric design of all aspects of sewer line installation shall conform to Section C of these notes. 4. If a collection system pipe crosses under a public water supply pipe and the collection system pipe is constructed of acrylonitrile butadiene styrene (ABS) truss pipe, simlar semi -rigid plastic composite pipe, clay pipe, or concrete pipe with gasketed joints, the following conditions apply: a. minimum separation distance is two feet; b. Initial backfill shall be sand stabilized with two or more 80 pound bags of cement per cubic yard of sand for any section of collection system pipe within nine feet of a public water supply pipe; c. installed from one quarter of the diameter of the collection system pipe below the centerline of the collection system pipe to one pipe diameter (but not less than 12 inches) above the top of the collection system pipe; 4. Building laterals and taps. Building laterals and taps on an installation must Include a manufactured fitting that limits infiltration, prevent protruding service lines; and protect the mechanical and structural integrity of a wastewater collection system. S. All aspects of the sewer line, Including pipe joints and manholes, shall have a design life cycle of no less than fifty years. If a pipe or an integral structural component of a pipe will deteriorate when subjected to contusive internal conditions or If a pipe or component does not have a corrosive resistant liner installed by the pipe manufacturer, the Owner must demonstrate the structural integrity of the pipe during the minimum 50-year design life cycle. 6. Pipe must have an appropriate lining if the corrosion analysis indicates that corrosion will reduce the functional life of the pipe to less than 50 years. 7. Pipe Embedment. A rigid pipe must be laid with the adequate bedding, haunching, and initial backfill to support the anticipated load. The bedding classes that are allowed are A, B, or C, as described in American Society for Testing and Materials (ASTM) C 12, American National Standards Institute (ANSI) A 106.2,Water Environment Federation Manual of Practice No. 9 or American Society of Civil Engineers (ASCE) MOP 37. 8. A flexible pipe must be laid with the adequate bedding, haunching, and initial backfill to support the anticipated load. The bedding classes that are allowed are IA, I13,11, or Ill, as described In ASTM D-2321 or ANSi K65.171. 9. Debris, large clods, or stones that are greater than six inches in diameter, organic matter, or other unstable materials are prohibited as bedding, haunching, or initial backfill. Backfill must not disturb the alignment of the collection system pipes. F. Sewer Line (con'd): 10. Compaction of an embedment envelope must meet the manufacturer's recommendations for the collection system pipe used in a project. 11. Compaction of an embedment envelope must provide the modulus of soil reaction for the bedding material necessary to ensure a wastewater collection system pipe's structural Integrity as required by §217.53 of the TCEQ rules and regulations. 12. A minimum clearance of 6.0 Inches below and on each side of the bell of all pipes to the trench walls and floor is required. 13. The embedment material used for haunching and initial backfill must be installed to a minimum depth of 12 inches above the crown of a pipe. 14. The width of a trench must allow a pipe to be laid and jointed properly and must allow the backfill to be placed and compacted as needed. The width of a trench must be sufficient to properly and safely place and compact haunching materials. The space between a pipe and a trench wall must be wider than the compaction equipment used in the pipe zone. 15. In the event that these requirements conflict with the details provided by the Engineer, the more stringent requirements shall govern. G. Sanitary Sewer Manholes: 1. Manholes placed at the end of a wastewater collection system pipe that may be extended in the future must include pipe stub outs with plugs. 2. A clean -out with watertight plugs may be installed in lieu of a manhole at the end of a wastewater collection system pipe if no extensions are anticipated. 3. Cleanout Installations must pass all applicable testing requirements outlined for gravity collection pipes in TCEQ §217.57 (relating to Testing Requirements for installation of Gravity Collection System Pipes). 4. A manhole must be made of monolithic, cast -In -place concrete, fiberglass, pre -cast concrete, high -density polyethylene, or equivalent material that provides adequate structural Integrity. The use of bricks to adjust a manhole cover to grade or construct a manhole is prohibited. S. Manholes may be spaced no further apart than the distances specified in Table C.2 of TCEQ §217.55, unless a variance based on the availability of cleaning equipment that is capable of servicing greater distances is granted by the executive director. 6. An intersection of three or more collection pipes must have a manhole. 7. A manhole must not be located in the flow path of a watercourse, or in an area where ponding of surface water is probable. 8. The Inside diameter of a manhole must be no less than 48 inches. A manhole diameter must be sufficient to allow personnel and equipment to enter, exit, and work In the manhole and to allow proper joining of the collection system pipes in the manhole wall. 9. The bottom of a manhole must contain a U-shaped channel that is a smooth continuation of the inlet and outlet pipes. 10. A manhole connected to a pipe less than 15 Inches In diameter must have a channel depth equal to at least half the largest pipe's diameter. 11. A manhole connected to a pipe at least 15 Inches in diameter but not more than 24 Inches In diameter must have a channel depth equal to at least three -fourths of the largest pipe's diameter. 12. A manhole connected to a pipe greater than 24 inches in diameter must have a channel depth equal to at least the largest pipe's diameter. 13. A manhole with pipes of different sizes must have the tops of the pipes at the same elevation and flow channels in the invert sloped on an even slope from pipe to pipe.. 14. A bench provided ab,, .Fe a channel must slope at a minimum of 0.5 inch rerfoot. 15. An invert must be filleted to prevent solids from being deposited if a wastewater collection system pipe enters a manhole higher than 24 inches above a manhole invert. 16. A wastewater collection system pipe entering a manhole more than 24 inches above an invert must have a drop pipe. 17. The inclusion of steps in a manhole is prohibited. 18 Connections. A manhole -pipe connection must use watertight, size -on -size resilient connectors that allow for differential settlement and must conform to ASTM C-923. 19. Venting. An owner must use an alternate means of venting if manholes are at more than 1,500 foot intervals and gasketed manhole covers are required for more than three manholes in sequence. Vents must must minimize Inflow and must be located above a 100-year flood event elevation. 20. The size of a cleanout must be equal to the size of the wastewater collection system main. H. Concrete Pavement: 1. All concrete shall have a 28-day compressive strength as specified on the paving plan accordance with ASTM C39 or C109. The Contractor shall submit mix designs for review to the Engineer, certifying that the aggregate has been tested in accordance with ASTM C33 within the last 12 months. 2. Transportation and placement of the concrete shall be in accordance with ACI 301. A test set consisting of 3 cylinders shall be taken every 75 cubic yards of concrete or fraction there of. J. HMAC Pavement Notes 1. The pavement materials (base, hot mix asphaltic concrete) shall conform and be placed in accordance with TxDOT Standard Specifications for Construction of Highways, Streets and Bridges (SSCHCB) (adopted March 1, 1993). 2. The hot mix asphaltic concrete surface course (HMAC) should be plant mixed, hot laid Type D (Fine Graded Surface Course) meeting the master specifications requirements in TxDOT Item 340. The mix should be designed for a stability of at least 35 and should be compacted to between 91 and 96 percent of the maximum theoretical density as determined by ASTM D2041. 3. Base material should be composed of crushed limestone meeting the requirements of TxDOT Item 247, Type A, Grade 1. The base should be compacted to a minimum of 95 percent of the maximum density as determined by the modified moisture/density relation (ASTM D 1557) at -3 to +3 percent of optimum moisture content. (As an option, compaction to at least 100 percent of the ASTM D698 maximum dry density may be considered). 4. Six inches of the subgrade shall be compacted to 95% Standard Proctor Density (ASTM D-698) at f3% of optimum moisture content. K. Miscellaneous: 1. 14 gauge solid copper trace wire with thermoplastic insulation shall be installed on all non -ductile iron water mains. Tracer wire shall be affixed to the pipe at 10' intervals. No breaks or cuts in the tracer wire shall be permitted. 2. Where horizontal deflections are proposed, the deflection must occur in the pipe only; no deflection is allowed at the joint. 3. The top of all valve boxes shall be flush with the surrounding finish grades. 4. All construction shall be in accordance with all applicable guidelines, specifications, and details of the City of College Station. Where construction documents conflict with the these guidelines, specifications, and details, the more stringent requirements shall govern. 5. The Contractor shall notify the Texas Excavation Safety System, otherwise known as DIG TESS, at least 72 hours prior to commencing construction activity at (800) 344-8377 or (800) DIG TESS. The Contractor shall also notify applicable utility companies that have utility lines on or in the general vicinity of this project site at least 48 hours prior to beginning construction. L. Electrical: 1. Developer to provide descriptive easements for electric infrastructure as designed by College Station Utilities for electric lines. 2. Developer responsible for locating easements on site to ensure that electrical infrastructure is Installed with In easement boundaries. 3. Conduit shall be installed In accordance with College Station Utilities specifications and design. 4. Developer to provide and install conduit as shown as College Station Utilities electrical layout as required. 5. Electrical devices pads and footings shall be constructed per College Station Utilities specifications and design. 6. Pull boxes and secondary pedestals shall be Installed per College Station Utilities specifications and design and shall be provided by College Station Utilities. 7. Developer to provide 30' of rigid of IMC conduit for riser poles. College Station Utilities to install riser. G ARCHITECTS j SHOINNERS I PLANNNRS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineering.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION 4P�� �OF MEUSSA P. ; H&AS F.._...................... •. 98398 .'�� o1ONAL tv �(� f\0 E College Station Independent School District ;hhod 1**<'hV0J0 f + TRANSPORTATION CENTER College Station, Texas CHECKED: MPT SCALE: NOT TO SCALE ® 2009 SHW Group ISSUE:10126109 11/13/09 ADDENDUM 3 12/03/09 CONSTRUCTION SET 12/07/09 RESUBMITTED TO CITY 1111/10 RESUBMITTED TO CITY 1/14/10 RESUBMITTED TO CiTY FOR APPROVAL C B A SHEET TITLE: GENERAL NOTES 1 I 2 ( 3 4 A 6 7 8 0 10 [,I A F E I] C B A I SITE DATA SUMMARY LOT A000901 Thomas Carruthers (ICL) Tract 8.1 AREA called 44.0 acres (1,916,640 fie) ADDRESS Rock Prairie Rd at William D. Fitch Pkwy ZONING A-O (Agricultural -Open) FIRM MAP Zone X, Map Panel 48041CO201D (Partially within Zone AE, area within 500 Year Floodplain, BFE=245) BUILDING DATA SUMMARY EASTING USE: VACANT LOT PROPOSED USE: FLEET MAINTENANCE & PARKING BUILDING FACADE: 3% GLAZING, 97% METAL SIDING PROPOSED BUILDING SF HEIGHT 1 26,300 34 FT PARKING TABULATION PARKING REQUIREMENT: 1 SPACE/250 SF (OFFICE) 46 SPACES 1 SPACE1250 SF (SERVICE SHOP) 56 SPACES PARKING SPACES REQUIRED: PROP. 26,080 SFBLDG. 104 SPACES (99 STD. 5 HC) PARKING SPACES PROVIDED: TOTAL PARKING PROVIDED: 242 SPACES (235 STD. 7 HC) UTILITY DEMANDS Minimum 0 gpm Maximum 125 gpm (Peak Flow =Avg. Daily Flow* 4) Average 31 gpm Fire Service 2500 gpm Max. Se►wrLoad 1 60,000 gpd I (Based on 8 hour day usage) PROJECT INFORMATION OWNER College Station ISD 1812 Welsh Avenue, Suite 120 College Station, Texas 77840 APPLICANT i Gessner Engineering ENGINEER 2501 Ashford Drive, Suite 102 College Station, Texas 77840 (979) 680-8840 ph. (979) 680-8841 fax ARCHITECT SHW Group 20 E. Greenway Plaza, Suite 200 Houston, Texas 77046 (713) 548-5700 ph. (713) 548-5701 fax BRAZOS V MANAC A000901TF (ICL 0 1w PROJECT INFORMATION OWNER College Station ISD 1812 Welsh Avenue, Suite 120 College Station, Texas 77840 APPLICANT I Gessner Engineering ENGINEER 2501 Ashford Drive, Suite 102 College Station, Texas 77840 (979) 680-WO ph. (979) 68043841 fax ARCHITECT SHW Group 20 E. Greenway Plaza, Suite 200 Houston, Texas 77046 (713) 548-5700 ph. (713) 548-5701 fax 4 NOTE= iYP£ "' ExpI�N ON JOfFt'1 S i`_�CUR$ f� JUTtC*,, 3Kk Kl SPACED. `AT . A .YutrW,XSTAWE. OF 47-,'AAPARr AWAY, ALL'-`: JGMNTS Mt. 4t1R8=�'�1itEi�'.�i/L'k 6E::;SPaCEO':'XT'� . tllSTat1CC'_ b: "JO' APART .. 31 = IRS. �i" :f'►+, ?31�'� .1Q"5iw00TR ExPAtrS�DM �:': ' ' OM81N SPHZ1 'l:i'i..iti7 1<iOT�= �►�SPACEE),;`AT �allauJizl�+[,Y : TIfSTAiiCE, �F .>: #G`ilPlttt '14b,' 1T? /! G_;RJIDA7S-;Pi ITS P;T S'`i ib: WTTER 5H!�C�: SPAEFC 11T°°X::L1 c�K111. a!sT- aa•tf 5 6 1 7 $ 1 9 10 N LOCATION MAP NTS 2 I 3 NOTES: * 1. SEE TABLE FOR THICKNESSES OF CONCRETE PAVEMENT 2. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4,000 PSI 3. ISOLATION JOINTS SHALL BE PLACED a. AT INTERSECTIONS b. AT SMALL IN -PAVEMENT OBJECTS 4. BOX OUT INLETS AND MANHOLES * #4 BARS @ 18" O.C.E.W. Ito STABILIZE SUBGRADE PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS CONCRETE PAVEMENT PAVEMENT THICKNESS BUS STORAGE 7" PASSENGER PARKING 5" FIRELANE 7" DUMPSTER PAD 8" SITE PLAN NOTES: PROJECT BENCHMARK LOCATIONS: 1) ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE 8) EXTERIOR BUILDING AND SITE LIGHTING WILL MEET THE 14) FUELING STATION SHALL HAVE A MINIMUM OF ONE 4013C NOTED. STANDARDS OF SECTION 7.10 OF THE UNIFIED DEVELOPMENT FIRE EXTINGUISHER WITHIN 50' OF ANY PORTION OF THE BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN 2) REFER TO ARCHITECTURAL PLANS FOR COMPLETE BUILDING ORDINANCE. THE LIGHT SOURCE SHALL NOT PROJECT BELOW FUELING STATION STRUCTURE. CONC ELEV = 243.39 DIMENSIONS. AN OPAQUE HOUSING AND NO FIXTURE SHALL DIRECTLY 15) FUEL TANKS AND LINES SHALL BE TESTED PER NFPA 3) DUMPSTERS SHALL BE PROVIDED FOR SOLID WASTE PICKUP. PROJECT LIGHT HORIZONTALLY. FIXTURES WILL BE MOUNTED IN REQUIREMENTS WITH FIRE MARSHAL PRESENT. CONTACT BM #2: STA 104+08.80, 21.82' L., J" IR WITH CAP OCCUPANT SHALL ENSURE THAT CONTAINER IS STORED BEHIND SUCH A MANNER THAT THE PROJECTED CONE OF LIGHT DOES STEVE SMITH 979 764-6273. ELEV = 262.74 BUILDING OUT OF PUBLIC VIEW. NOT CROSS ANY PROPERTY LINE. 16) A KNOX PAD LOCK SHALL BE INCLUDED ON THE SECURITY 4) THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE 9) CURBS LOCATED AT ALL PAVED AREAS WITH THE EXCEPTION GATES TO ALLOW ACCESS TO FIRE HYDRANTS. SITE TEMPORARY BENCHMARK LOCATION: CONTAINMENT AND PROPER DISPOSAL OF ALL LIQUID AND SOLID OF THE BUS STORAGE AREA. 17) A KNOX CAP SHALL BE INCLUDED ON THE FDC. TBM #1: N=196541.68, E=584338A8, LOCATED WASTE ASSOCIATED WITH THIS PROJECT. THE CONTRACTOR 10) ALL BACK FLOW DEVICES MUST BE INSTALLED AND TESTED AT HEADWALL SHALL USE ALL MEANS NECESSARY TO PREVENT THE UPON INSTALLATION AS PER CITY ORDINANCE 2394. ELEV = 243.51 OCCURRENCE OF WIND BLOWN LITTER FROM THE PROJECT SITE. 11) ELECTRICAL CONDUIT TO BE INSTALLED IN ACCORDANCE TBM #2: N=195954.50, E=583810AI, LOCATED 5) SITE IS REQUIRED TO PROVIDE CONTAINMENT FOR WASTE WITH COLLEGE STATION UTILITIES SPECIFICATIONS AND DESIGN. AT HEADWALL PRIOR TO AND DURING DEMOLITION / CONSTRUCTION. SOLID CONSTRUCTOR TO COORDINATE INSTALLATION OF RISER POLES ELEV = 243.16 WASTE ROLL OFF BOXES AND / OR METAL DUMPSTERS SHALL BE WITH COLLEGE STATION UTILITIES. IF CONDUIT DOES NOT EXIST SUPPLIED BY THE CITY OF COLLEGE STATION OR CITY PERMITTED AT DESIGNATED TRANSFORMER, CONTRACTOR TO FURNISH CONTRACTOR(S) ONLY. AND INSTALL CONDUIT IN ACCORDANCE WITH COLLEGE STATION 6) ALL SIGNS ARE TO BE PERMITTED SEPARATELY. UTILITIES ELECTRICAL LAYOUT. 7) ALL ROOF AND GROUND -MOUNTED MECHANICAL EQUIPMENT 12) TRANSFORMER PAD TO BE CONSTRUCTED IN ACCORDANCE SHALL BE SCREENED FROM VIEW OR ISOLATED SO AS NOT TO BE WITH COLLEGE STATION UTILITIES SPECIFICATIONS AND DESIGN. VISIBLE FROM ANY PUBLIC RIGHT-OF-WAY OR RESIDENTIAL 13) CONTRACTOR TO INSTALL ELECTRICAL PULL BOXES AND DISTRICT WITHIN 150' OF THE SUBJECT LOT, MEASURED FROM A SECONDARY PEDESTALS PER COLLEGE STATION UTILITIES POINT FIVE FEET ABOVE GRADE. SPECIFICATIONS AND DESIGN PROVIDED BY CSU. 2 3 4 5 6 SAWCUT SAWCUT LINE 250 EXISTING CONTOURS 250-- PROPOSED CONTOURS « PROPOSED SWALE — PROPOSED CONCRETE SWALE EXISTING UTILITY EASEMENT — — PROPOSED UTILITY EASEMENT 0 EXISTING TREE PROPOSED SS MANHOLE ® INSTALLED PER BCS UNIFIED DETAILS AND SPECS Q EXISTING SS MANHOLE + BENCHMARK LOCATIONS N � 11, :� .�242 ADDENDUM #3: ADDED WALK AROUND BUILDING SIGN ADJUSTED WATERLINE LOCATION ADJUSTED DETENTION POND CONTOURS AND PILOT CHANNELS ADDED TO PLAN NOTES DELETED CURBS AT BUS STORAGE PPROX. INTERSECTION OF /M. D. FITCH PARKWAY & OCK PRAIRIE ROAD PROP. WATER METER INSTALLED -- — — —PROPERTY LINE t� PER BCS UNIFIED DETAILS & SPECS GAS EXISTING GAS LINE PROP. WATER VALVE INSTALLED — PROPOSED GAS LINE �— PER BCS UNIFIED DETAILS & SPECS EXISTING WATERLINE PROP. FIRE HYDRANT ASSEMBLY PROPOSED WATERLINE INSTALLED PER BCS UNIFIED STANDARD DETAILS & SPECS — — EXISTING SS LINE �FDC FIRE DEPARTMENT CONNECTION PROPOSED SS LINE PROPOSED ELECTRICAL _ _ _ _ _ _ _ - _ PROPOSED FIRE LANE (VERIFY W/ MEP PLANS) DTL= DRIVEWAY THROAT LENGTH PROPOSED STORM SEWER — PROPOSED BUILDING ®O PROPOSED STORM INLET SETBACKS PROP. DOUBLE SS 0 o PROPOSED SECURITY FENCE Coco CLEANOUT INSTALLED PER BCS UNIFIED DETAILS & p EXISTING POWER LINE SPECS 7 8 9 10 mm 20 E GREENWAY PLAZA #200 HOUSTONI TX 77046 G Engirialeering 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION *• •* F •MEUSSA P.•THOMAS• 98398 D CHECKED: MPT SCALE: 1" = 80' © 2009 SHW Group ISSUE:10/26/09 11/13/09 ADDENDUM 3 12/03/09 CONSTRUCTION SET 12/07/09 RESUBMITTED TO CITY 1/11/10 RESUBMITTED TO CITY 1/14110 RESUBMITTED TO CITY FOR APPROVAL C # �sseswwa■ z b ❑ R'�UM9-D > © .0-1, B w ® A RAfi� ■Wau w�Wr ♦61®d Ar JAN 1 5 2010 �Q i E F�4c�!ION SHEET TITLE: MASTER SITE PLAN REVIEWED0_ COMPLIAt\ICE A JAN 1 2010 COLLEGE lAHON DEVELOPMENT S PVICIES PLAT FILEDC1 so SHW Project: 4409.011.00 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1i 111 G F E E CITY OF COLLEGE STATION A000901 THOMAS CARRUTHERS (ICL), TRACT 8 76.00 Ac. VOL. 7159, PG. 261 ZONED A-0 N 251 7ft502.09' 240.4 29.95' 44.02' - 20' ,st S CK _ o -o-+--o -rr- -•--�o rr---� o -v CO LEGE STATION INDEPENDENT SCHOOL DISTRICT Q , 0r.1 PROPOSED C IN -LINK SECURITY // 00901 THOMAS CARRUTHERS (ICL), TRACT 8.1 PROPOSED � FENCE, EF. DETAIL C1.3 ANK PAD 1 Called 44A0 Ac. VOL. 8413, PG. 291 F.F.E.=252.75_ ZONED A-0 - oa 1 1 ( o TREES IN THIS AREA .� TO REMAIN IN 1 NATURAL STATE i °a° I 4 o � 1 io 0 1 1 I f 1 244 • F o 1 'qFR�k ro t - ..� -- — — -- = 0-�+yO�R — ---- ----. LIMITS OF - 7ZZI BRAZOS VALLEY SOLID WASTE MANAGEMENT AGENCY A000901 THOMAS CARRUTHERS 4 Ln tV T 1 SP S 15.5 EA= 3.4 I .8 5 SP CE 15 233 PROPOS D CHAIN -LINK SECURITY 4 S '6-- NCE, REF. DETAIL C1.3 _ 40. ' 74.78' 5 S GES 15. 6' 389. o- ° U- _ C0 N - 49.11' 25 C @ 56' =38 00' z] 0- O_ F_ - 1 49.11' P S 15.5 EA- 9.0 74.78' ES 189. o - I � O L ITS OF CONSTRUC a PROPOSED LIGHT POLE COORD. A MEP PLANS 252 33.34' a a aaa 85.93' %_ o cQ 253 S 41 °5 ' a 8W_,%75.f70- 69. 1 7' It PROP. 15' PUE 15� � PUFF � f U. .00 01 o l tw I' _j i TG 6 I 2 A� ROPOSED 242 TE WITH O S R R. DETAIL C . 241 PROP. 0' P.U.I 100, PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC >� ELEV = 243.39 • BM #2: STA 104+08.80, 21.82' L., I" IR WITH CAP ELEV = 262.74 ' SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 (ICL), TRACT 58.5 1b rl Q f L 119.53 Ac. I D �1�kj f VOL.1231, PG. 288 ZONED M-1 885,97 LANDSCAPE / 240 _ REENSPACE I 4 i C L�iZ TREES IN THIS AREA ` V_� 242 TO REMAIN IN PROPOSEIJ,_�ERTI N NATURAL STATE a PO , 00 Y / a WSEL- QS / DOp PhA I " ZP� O w / t ! TREES IN THIS AREA 237 I (,,� / r241 TO REMAIN IN A NATURAL STATE z� r LIMITS OF PHASE 1 a 3 _ LIMITS OF PHASE 1 8.0—ow mom t _') LIMITS OF CONSTRUC"'N N GAS GAS GAS GAS GAS GAS GAS GAS GAS _ GAS GAS GAS GAS GAS S GAS GAS GAS S GA GAS xGAS� GA: — — -- — -BACK a a a ae�-r �� a a aa��e a a a a � ni a ® �e s r�. ,�"`G� a a �s a aa�aa — — — — — — — �— '► �P _ a�i. aaa�a a s aa�®a a s � a a aoa� a s a�� a s �i�aa a mot• `--PROP. 6" GAS (BY ATMOS) 08'57"W - 224 ' ' v - A P 9 3- P P- �-- - P P P P ''JP P P • P P 8.78 P P P 23 3 4 t 5 4 4 4 TA , 4 `a , = - 245 245 244 PARKWAY WITH 16-Xr STEEL CASING WILLIAM D. FITCH PARKWAY - TO INSTALL PROP. 8" SS LINE, REF. 13V R.O.W. STD BCS DETAIL S3-01 & S3-02 1 2 3 4 5 6 7 8 P LEGEND 250 EXISTING CONTOURS 250 PROPOSED CONTOURS 0 EXISTING SS MANHOLE EE- PROPOSED SWALE EXIST. UTILITY EASEMENT - - PROP. UTILITY EASEMENT EXIST. TREE PROPOSED SS MANHOLE ® INSTALLED PER BCS UNIFIED DETAILS AND SPECS 0000 PROP. DBL. SS CLEANOUT 1N PROP. WATER METER (SEE UTILITY PLAN FOR SIZES) �-- PROP. WATER VALVE --- PROP. FIRE HYDRANT ASSEMBLY PROPOSED FIRE LANE EXISTING WATER LINE --- PROPOSED WATER LINE — EXISTING SS LINE • PROPOSED SS LINE PROPOSED ELECTRICAL / COMM. DUCT BANK (VERIFY W/ MEP) -- PROPOSED STORM LINE ® PROP. STORM JUNCTION BOX >-FDC PROP. FIRE DEPARTMENT CONNECTION GAS EXISTING GAS LINE PROPOSED GAS LINE �• a a •® PROPERTY LINE - - PROPOSED SETBACKS 0 PROPOSED LIGHT POLE (VERIFY W/ MEP PLANS) PROJECT BENCHMARK 10 G F E 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION *• =* MEUSSA P. THOMAS ......................... .. ... . 98398 � College Station Independent School District TRANSPORTATION CENTER College Station, Texas D CHECKED: MPT SCALE: 1• = 40' © 2009 SHW Group ISSUE:10/26/09 1/14/10 RESUBMITTED TO CITY FOR APPROVAL C it;yvLZU 1- JAN 15 2010 COIL E STATIC ENG MEER6 SHEET TITLE: 1a.. tint• FOF COMPLIAKE " A JAN 15 2010 COL,LtUt 6 ih, �` r DEVELOPMENT SERVICES PLAT FILED: SHW Project: 4409.011.00 1 2 3 4 5 6 7 ( 8 I 9 10 N L �• !� 3 •i� i - • a -•-i i • ' st►,i _ —irwu— MnAwl NEW _ ,. fifL::� i'��. —ice--- � • rR , rud-04 1. • ` ','` ` � , / 1 , ., ,�,` _ '1► a i/�';'/'' LN . ' ; fir: • � � . ' • / , � 4 �� �=�s>,�� � ♦ - w- , k"I a ems,► ` •. � �► a � f ; ,, � � '- � ice„ • ` \ �' - - � �� � '/ W IL `I ; Joni ,..1�. 1 ,,, ♦� d ,,,► % Ila Ire- _ .,� - _ - - - - _ � ._ �� 1 �r „Ire►. �� � 'i ,� - �� �.•-'`�''�' 9i , .•• � . �,�% ,• .. J . Mom,. FA / • • R 1A ,. 1 Alin ., PROP. 0' P.U.I W „N DUCT BANK & HOLE COORD. W/ ME PLANS I E ' 4 PROPOSED DETENTION POND1,100 YEAR WSEL=245.3 T.-' ., W/ NSF MESS -\ J Cri ` f �p` gp0 'ems ol a I o / o / 577,170 SF LANDSCAPE/ { GREENSPACE Q5 o G 03 • AM ♦*W 1 0111. �r7Aii� -1 r l ` �*�'•� era _ _ •� \`�-������� s ,•, • ♦ [ 1 t SAWCUT r r t BORE UNDERD. FITCH PKWY TO PAVEMENT PROP.EXIST. NSTALL FIBER CONDUIT, FOR CONSTRUCTION DOCUMENTS "4 S. 0 U1 3 A000901 THOMAS CARRUTHERS . (ICL), TRACT 15.12 NOW OR FORMERLY JOE & JANET JOHNSON LAND & INVESTMENTS, LP. 68.23 Ac. R305568 (No Vol / Pg Given) ZONED A-O JEAN S. STANLEY A000901 THOMAS CARRUTHERS (ICL), TRACT 15.3 1.59 Ac. VOL. 5201, PG.160 ZONED A-O (S� V s � PROPOSEDa CURITY GA o- KNOX SWITC EF. DETAIL C1. ; 0000 .000 ro Jo ��2 g5 1 - TREES IN HIS AREA TO RE IN IN 6 „o NATURAL STATE t , S ROP. RE R• W, WIDENIN, s WIN domhOW11 i • • * i -•� i i ! • & 3V P•U �n a � �. co 0 o � G4& s:� A X. 6" GAS SEMINOLE ME NO ON ANNEENIN NO w P -P P P P- I 6" GAS (A CIA} GAS GAS GAS " GAS < s, d L7 5 { 6 ( 7 8 77 HIGH SCREENING r-FENCE ON THREE SIDES, REF. C1.3 FOR DETAIL 0 o 0 a El 111111 1 1,11,10,1'ra I 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 .0%� re s_tf G EnIfi,werling 2501 Ashford Drive, Suite 102 College Station, Texas 77840 6" BOLLARDS, P.O. Box 10763, 77842-0763 TYP• 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number: F-7451 0 MIN INSIDE DIM = 36.0' �At.oF. rfr MEUSSA P. THOMAS DETAIL VIEW: DUMPSTER PAD PLAN F '•. 98398 SCALE:1"=10' �'�E: •��C�Ns�°''��� PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC ELEV = 243.39 BM #2: STA 104+08.80, 21.82' L., r IR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 LEGEND SAWCUT SAWCUT LINE 250 EXISTING CONTOURS 250 PROPOSED CONTOURS P EXISTING OVERHEAD POWER t�- PROPOSED SWALE EXISTING TREE ° EXIST. UTILITY EASEMENT — — PROP. UTILITY EASEMENT PROPOSED SS MANHOLE ® INSTALLED PER BCS UNIFIED DETAILS AND SPECS 0000 CLEANOUT WO PROP. WATER METER (SEE UTILITY PLAN FOR SIZES) �-- PROP. WATER VALVE -- PROP. FIRE HYDRANT ASSEMBLY _ _ _ _ _ _ _ _ _ PROPOSED FIRE LANE EXISTING WATER LINE • PROPOSED WATER LINE EXISTING SS LINE • PROPOSED SS LINE EXISTING STORM LINE PROPOSED STORM LINE PROPOSED STORM LINET }--FDC PROP. FIRE DEPARTMENT CONNECTION GAS EXISTING GAS LINE PROPOSED GAS LINE PROPOSED ELECTRICAL / COMM. DUCT BANK (VERIFY W/ MEP) s PROPERTY LINE -- — PROPOSED SETBACKS _ PROJECT BENCHMARK PROPOSED 4" CONCRETE SIDEWALK, DECORATIVE STAINING ACCORDING TO LANDSCAPE PLANS 9 10 sS/ONAL de College Station Independent School District E -SCU00 TRANSPORTATION CENTER College Station, Texas D CHECKED: MPT SCALE: V = 40' C 2009 SHW Group ISSUE:10/26/09 C B SHEET TITLE: E L'. ANN V E 0 � RO Pt 08" M P L I A F4CE JAN 15 20p A CaLLtUt v IA: # )N j DEVELOPMENT SERVICES ®.' SHW Project: 4409.011.00 1 I 2 I 3 4 I 5 ' 6 ( 7 1 8 1 9 10 H G F W E 0 B A 4" SQUARE TUBE & CORNER POST TOP RAIL -6" Z PURLIN ETAL PANEL AATCH BUILDING RACE RAIL - 6" PURLIN DETAIL: SCREENING FENCE AT DUMPSTER LOCATION ROUND END & CORNER POST LINE POST CAP FABRIC (TYPE/SIZE) RAIL TIE TOP SELVAGE TWISTED X Y TENSION BAR LINE POST (ROUND OR "C") BRACE RAIL 1.66" (1 5/8") OD TOP RAIL 1.66" (1 5/8") OD WIRE TIE BOTTOM SELVAGE HOG RING KNUCKLED I I TRUSS ROD II ADJUSTING UNIT II MIN DEPTH 36" I L WIDTH TOP RAIL ACE RAIL H UI L� MIN WIDTH NOTES: 1. SPECIFICATIONS SHOWN CAN BE CHANGED BY THE MANUFACTURER ONLY. 2. FOOTING WIDTH TO BE (4)X POST WIDTH. DETAIL: TYP. SECURITY FENCE PEDESTRIAN GATE, MERCHANT METALS OR EQUIVALENT 10'-0" MAX SPACING TENSION WIRE I I I flll ADJUSTABLE I I I TRUSS ROD I I L J NOTES: 2. SPECIFICATIONS SHOWN CAN BE CHANGED BY THE MANUFACTURER ONLY. 3. FOOTING WIDTH TO BE (4)X POST WIDTH. DETAIL: TYP. SECURITY FENCE, MERCHANT METALS OR EQUIVALENT INSIDE 0 OUTSIDE 4W'so r�51 TO OPEN OPENING (10'-0" THUR 30'-0") GATE PLAN ' 6.00' 2.00' 0.5fi' 26.00' 26.00' 23.25' 1.5V TO PC ------------ Q n§� 1 � w� it C co co LU co co ii to nw. a O co OPOSED FUEL TANKS & PAD N �- 00`/1.4T (COORD W/ MEP L6 & STRUCTURA ate �■� assnssss� natlr.l asst® sty m: �� �� anst.s ■r® at_ ■� at_ i® al:. stems asss® ® >® ant® NOTES: 1. SPECIFICATIONS SHOWN CAN BE CHANGED BY THE MANUFACTURER ONLY. 2. FOOTING WIDTH TO BE (4)X POST WIDTH. DETAIL: TYP. SECURITY FENCE DRIVE GATE, MERCHANT METALS OR EQUIVALENT DETAIL VIEW: WASH BAY PLAN SCALE:1 "=20' (AUTO OPERATOR) H SH\A/GROUP ARCHITECTS I ENGINEERS I PLANNERS PFz17'rCgz1="k Gessnal G Endneering 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineering.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION ....................... MEUSSA P. THOM Is F moo. 98398 �sS/cNAL College Station Independent School District E S CI00 ; (FENCE LINE) TRANSPORTATION CENTER X X X X X X X X X College Station Texas TRUCK ASS'Y 2" SQUARE ALUM UPRIGHT ADJUSTABLE S.S. TRUSS CABLE 3" . "HAIN LINK FABRIC 1■1 0 D CHECKED: MPT SCALE: 1" = 49 © 2009 SHW Group ISSUE:10/26/09 1/14/10 RESUBMITTED TO CITY FOR APPROVAL C B SHEET TITLE: SITE �EAi� �� , COMPLIANCE A JAN 15 201V COLLWt o;Ai ;u I DEVELOPMENT SERVICE'S j PLAT FILED: ' 1 1 2 1 3 4 C%? 7 FJ 10 • . - ••1. 1 el 1 2 3 4 5 11 7 0 9 iK1 H G F E C C B Gl BRAZOS VALLEY SOLID WASTE MANAGEMENT AGENCY A000901 THOMAS CARRUTHERS (ICL), TRACT 58.5 119.53 Ac. VOL.1231, PG. 288 ZONED M-1 CITY OF COLLEGE STATION A000901 THOMAS CARRUTHERS (ICL), TRACT 8 76.00 Ac. VOL. 7159, PG. 261 ZONED A-0 .; 3.34' 502.09' - - ----- - - 240.40' I - 29.95, 44.02' 85.93' 20' SIDE SETBACK -- i ( COLLEGE STATION INDEPENDENT SCHOOL DISTRICT i A000901 THOMAS CARRUTHERS (ICL), TRACT 8.1 I Called 44.00 Ac. VOL. 8413, PG. 291 I ZONED A-0 1 I 1 ( i I 1 I I i I 1 I I 1 1 I 1 Y I OD QI f-• w 1 � 1 �IO i 1 I I 1 1 I i I I s App °loo, mom I °�Ci �N y�R o o 00 I � Z 6.00' 2.00' Al0.56' 26.00' 26.00, 23.25' 1.50' t TO PC T w_ C0 - OD OR cc) co 0 N2 w Q: w¢ a� 252 OPOSED FUEL e TANKS & PAD F- ti 00' .47' (COORD W/ MEP C4 •' ' & STRUCTURA %- WASH BAY DIMENSIONS SCALE 1"=20' i 49.1 V 7' 40.48' - 40.48' - 74 CR 0 M -,- 49.1 V 49.11' 74 40.48' -- I o PROPOSED TANK PAD �S , F.F.E.=252.75 S 41 °51'48"W-1875.60' a w� �a a s aa�r a s aaa 69.91' ` ` REF. DETAIL �/ �♦ THIS SHEETco / / o � 45• 9- 1% � t ell 1 I 1 I I I 25.00' Wit• �� = ._ m� 1• 1♦ 1` DIMENSION CONTROL NOTES: `'♦, 1) ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED. `r 2) REFER TO ARCHITECTURAL PLANS FOR COMPLETE BUILDING v DIMENSIONS. 1 .. w PROJECT BENCHMARK LOCATIONS: twf� !ice CO BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC as '� ♦ ELEV = 243.39 BM #2: STA 104+08.80, 21.8Z L., P IR WITH CAP ELEV = 262.74 z SITE TEMPORARY BENCHMARK LOCATION: — v -- TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 g� TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 a� ! s 42� 7"w- 2248.78' TBD 0 LEGEND PROPERTY LINE EXISTING SETBACKS EXISTING EASEMENTS PROPOSED BUILDING F E H�/GROU 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 Ei1 In e e rIIn 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION *• ..* .MELiSSA P..TH0 AS .........................Qr. 98398 .' o'nES. �/ EWI NA O College Station Independent School District D CHECKED: MPT SCALE: I" = 40' © 2009 SHW Group ISSUE:10/26/09 C B SHEET TITLE: DIMENSION_ Cat l ROD]?. r- _ C 0 A JAN 15 ZOtp DEVELOPMENT SERVI('�ES PLAT FILED: 14 SHW Project: 4409.011.00 1 ( 2 1 3 1 4 1 5 C 7 8 10 I 2 3 4 5 6 7 8 0 10 H G F C B A CITY OF COLLEGE STATION N A000901 THOMAS CARRUTHERS (ICL), TRACT $ = 76.00 Ac. A000901 THOMAS CARRUTHERS LZ VOL. 7159, PG. 261 (ICL), TRACT 15.12 7 ZONED A-0 \ NOW OR FORMERLY 0 40 80 120 JOE & JANET JOHNSON LAND SCALE: 1"=40' S 41 °51'48"W-1875.60' & INVESTMENTS, LP. ■. s� ■■ ■�� ■■ ■■ ■�� �� w ® ■■ a �■a� ■. ��■■ �■ �■■�� ■■ ��� ■■ �� i ��� .■ ■■ ■. : \ 68.23 Ac. 456.17' 413.7T \ R305568 (No Vol / Pg Given) ZONED A-0 50 1; It w w i o �� et5z N Ile ® W /Nllzr�• LION. ♦♦ \\ R9�s , 54P°'O \mac=' 30 , e-v-9 O� O // �'♦ Et10.14 ♦\ ti ¢1&1 \ .� O50 100, 00 Op •°O' t 01 TO, M ,Q qr 1 / •% ?O O 6 •O , 6? I O .0 O O O r ♦ 3• O• O• O JEAN T L S. AN EY 1 6 o ti o o � S AO 0901 THOMAS CARRUTHERS � 0 (ICL),TRACT 15.3 o CSOO 'S' 1.59 Ac. O• O O o O v VOL. 5201, PG. 160 ZONED A-0 O• P 0 ti 0 cr 0 •o •O •O 1 6 •O O 0 �L O h ,9 •O ♦ G , O 2 6 ti 5 � o • h•� \ A mot' O 2 ♦ •s o• ti 0 0 , F O O O O O• •D •O Ir , h O R , fk• r 0 0 e ♦ o •S O i Q i O ♦ t O O 5 h •O v' •O G 5 O S o- O \ •O ,9 5 P \ O .o 5 (9 ti 9 ti R45 0 0 3 _ O h 5 ♦ 3 9 R R 0�• •O 1 r 0 S 1 1 •S ti 0 O• 0 I O 0 D,• 0 R ►� 5 O 9 .13 .0 , P •o i C� i Q O 6 ti / 5 o 0 -0 • 5 0 i 1 0 o R o / 0 D / •o s e i 0 5 0 3 i 1 s -- 54 top i 00 •00, ►� tM T v w s V) w _z ♦ ` v R3' 1 1 ro a: W — — zo N Co N �o 0 . oo, x N X N f. N NYaLX N •� ti iwtxn! SAWCUT s O �' Ali F °O• SO �/ s 0. • ^ �♦� �� 000' ♦ems \ 00 � � ♦ 'Op /i9 Sb F 00 ♦ ,p a°i N ss" o o .o O. 146.99' S• O °`ra•� ��� HARTZELL B. ELKINS A000901 THOMAS CARRUTHERS (ICL), TRACT 37 35.37 Ac. V \ ` Vol.1920, Pg. 323 000 ♦Og0 ZONED A-0 so PROPOSED DETENTION POND1,100 YEAR WSEL=245.3 P! 3 4 1 i 1 I � DIMENSION CONTROL NOTES: 1) ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE. NOTED. 2) REFER TO ARCHITECTURAL PLANS FOR COMPLETE BUILDING DIMENSIONS. PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC ELEV = 243.39 BM #2: STA 104+08.80, 21.82' L., I" IR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 1V SIDE SETBACK 1147.68' TO PROPERTY CORNER @ WILLIAM D. FITCH PARKWAY & ROCK PRAIRIE ROAD WILLIAM D PITCH PARKWAY 130' R.O.W. 5 1 6 7 8 LEGEND m m m m ® PROPERTY LINE EXISTING SETBACKS EXISTING EASEMENTS PROPOSED BUILDINGS H HWGROU 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 No Gesslier - G ann itl rin 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number: F-7451 FINAL PLANS FOR CONSTRUCTION �p',�E •O F • rE,'rq *• .................... MEUSSA P. THOMAS F.......................... 98398 ,o - E. •c F eH S G S OVAL fl College Stati n 0 Independent School District TRANSPORTATION CENTER College Station, Texas 0 CHECKED: MPT SCALE:1" = 40' © 2009 SHW Group C B ISSUE:10/26109 SHEET TITLE: DIMENSION C_ N -ROL-PI AN . D F i1 UWPLI A NC 'Q' JAN 15 201p a COLLr-li : 'r4� u,t5. ; DEVELOP,'MENT SERViCcS P SHW Project: 4409.011.00 10 0 0 H G F E FBI C A 1 2.00' 15.00, 6" THICK CONCRETE CURBS AT WASH BAY PER STRUCTURAL REF. STRUCTURAL FOR TYPICAL PIER y' SPECIFICATIONS (SEE DETAIL SHEET C8.0) 3 4 2.00' 1.50, 15.00' 15.00' 5.00' 5.00' 5.00, U o 0 T L X. '1 RISFL10( W/ SEDIMENT \ LSTABILIZED SUBGRADE / TRAP PER PER GEOTECH ARCH) MEP PLANS RECOMMENDATIONS 0 Ln 0 5 6 7 CITY OF COLLEGE STATION WASH BAY SECTION A -A A000901 THOMAS f 0 � ERS (ICL), TRACT s SCALE: 1 "=5' VOL. 7159, PG. 261 ZONED A-0 �1 v a d Q. ° ° c °' a Q o a a d Q °TOP CURB HERE • d ' Q POUR PVMT TO- 4 • v :r ° bl K �a Fbd EDGE v &e °SIsALadavq W1 IKAFLEX,SEE 6 CURB DETAIL SHEET C8.0 &GUTTER, TYP. •.4 4 A TYP. WHEEL STOP SEE ARCH. PLANS .4' 4 4 •q4 '.t. ..: ; ° a p,•, ° .. Q ° d Q p d d Q d .Q L d d .. d e p' d' 4 Q a •Q . a d 'DUMP d d 9 a v 4 TER L' N O S Of;ATlO •...•...... v •a 4 • F d RE G1.2 e d d•d Q a C � . d Q• d •t ` d• Q d dd a t Q 4 d d Q p d C Q 4 a 4 . v a Ld d c 'd 1' d Q ' Q L• Q d Q Q , p ' 4 Q • d4 Q d 4 4 p 4• ••d d Q. d ' 4WHITEPAR KING Q' d 4 d't , d TYP. ,d d 4ST2IPE a a Q • 4' d a; 6" CURB • d • d a' & GUTTER, TYP. oa , ° Qa aCi a d Q o a 36 a Q 44. ° e' a •4 .° :v a d' ° • Q v a a a •° ' 4 Q ° ° e STREET HEADER @ PROP. XPANSION. SEE DETAIL A STOP CURB AT GATE Q SHEET C8.0 CONCRETE PILOT CHANNEL - SEE DETAIL SHEET C5.0 PROPOSED DETENTION POND2,100 YEAR WSEL=244.0 (6). 2' CURB CUTS W12' LONG CURB; ALTERNATING —17 CV 00 LO �1 (2), 2' CURB CUTS W/ 2' LONG CURB BETWEEN. TBM #1* CONSTRUCT BARRIER -FREE PEDESTRIAN RAMPS PER BRYAN- COLLEGE STATION DETAIL SW3-03 4" WHITE PARKING _ REFERENCE LANDSCAPE STRIPE TYP. - ' ti LANS FOR END ISLAND CONCRETE' FLUME ; �,�� • ` ��'<�������'��%�'• TREATMENT, TYPICAL •E DETAIL'' ' °:.. .i •i :tiff::�::%�': •,'• , , •'%ti% C .. _ t. r i'•��.- .r C�. r i . r• ••BAR R , r r t 'D i. 't i - , •r r:'c'i% t hCJ r. • i •a �••� i •i r •f' :•sty. L r •9 :1: ii'::: •. i ' . •4' [ .f .i r• •i t L :r y� . tis:• S l7' .0 N • O CR L N '. 1 i •E •� i• S A :0•' i��RtFtif�':. L a tit• '•s• , 7 •i :, i• 1 < , ::tiy 4'• t ' 'i. _ ._ .• is �. ` ,� •',: v / t BARRIER -FREE RAMP, REF ;.' 4" WHITE PARKING ® DETAIL ON SHEET C8.0 9 �cs'� - ` STRIPE, TYP. 6 CURB & GUTTER! TYP. IVSIDE SETBACK SAWCUT & REMOVE APPROX. /�117 LF OF EXISTING SIDEWALK, 1 / CURB & GUTTER WILLIAM D FITCH PARKWAY tvin'Rnwi 1.1 E] N SAWCUT & REMOVE APPROX. `• G I 350 LF OF EXISTING PAVEMENT—� 10 N 0 50 100 150 SCALE: 1"=50' ARCHITECTS I ENGINEERS 1 PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineering.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION • •MELISSA P. THOMAS F............. •............. •O .� • 98398 O • • �v ,n 2 E. E` EN s � S' G S' 0 NAL 1 College Station Independent School District f � • �'� SCi�•4Q TRANSPORTATION CENTER PAVING PLAN NOTES: College Station, Texas 1) REFER TO GEOTECHNICAL REPORT PERFORMED BY TERRACON D CONSULTANTS, INC. IN OCTOBER, 2009. CHECKED: MPT 2) EXTREMELY HIGH LOADS CREATED BY CONSTRUCTION VEHICLES CAN SCALE: 1" = 50' POTENTIALLY REDUCE THE SAFETY FACTORS OF HDPE PIPE BELOW © 2009 SHW Group REASONABLE LEVELS IN MINIMUM COVER CONDITIONS. IT IS RECOMMENDED THAT A MINIMUM OF THREE FEET (3.0') OF COVER BE USED OVER THE PIPE IN INSTALLATIONS INVOLVING CONSTRUCTION VEHICLES BETWEEN THIRTY (30) TONS AND SIXTY (60) TONS IN WEIGHT. FOR HEAVIER VEHICLES, A GREATER AMOUNT OF COVER IS REQUIRED. THE AMOUNT OF COVER IS DEPENDENT ON ISSUE:10/26/09 THE LOAD AND LOADING FOOTPRINT. THIS ADDITIONAL COVER MAY BE MOUNDED AND COMPACTED OVER THE PIPE DURING THE CONSTRUCTION PHASE AND GRADED FOLLOWING CONSTRUCTION. 3 11/13/09 ADDENDUM 3 12/03/09 CONSTRUCTION SET 12/07/09 RESUBMITTED TO CITY PROJECT BENCHMARK LOCATIONS: 1/ 1/10 RESUBMITTED TO CITY BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC 1/14/10 RESUBMITTED TO CITY FOR APPROVAL ELEV = 243.39 BM #2: STA 104+08.80, 21.82' L., in IR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: C TBM #1: N=196541.68, E=584338A8, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 LEGEND PROPOSED 5" CONCRETE PAVEMENT PROPOSED 7" CONCRETE PAVEMENT FIRE LANE PROPOSED 4" CONCRETE SIDEWALK PROPOSED 7" CONCRETE a 4 Q . PAVEMENT BUS PARKING PROPOSED BUILDING PROPOSED 4" CONCRETE SIDEWALK, DECORATIVE STAINING ACCORDING TO LANDSCAPE PLANS — PROPOSED FIRE LANE (RED CURB W14" WHITE LETTERS) PROPERTY LINE — — STREET HEADER PROPOSED 8" DUMPSTER PAD E B SHEET TITLE: P,4V- JN --- CLAN -� REVIEVVEU FOR CO INAPLIAN1 M § Cj i COLLEUL- 6W ir; `i DEVELOPMENT SEW IPS PLAT FILED: 1 1 2 1 3 4 »ri 6 7 8 9 1 10 1 1 2 1 3 1 4 1 5 1 6 7 8 9 1 10 H G F E E N B w CONSTRUCTION JOINT 14' OCEW JOINT SPACING TYP. @ 7" PAVEMENT PROPOSED TANK PAD F.F.E•=252.75 PROPOSED DETENTION POND2,100 YEAR WSEL=244.0 SAW CUT PAVEMENT #4 BARS @ 18" O.C.E.W 1/4 OF PAVEMENTZMINIMUM THICKNESS THICKNESS, SEE PLAN THE SAW CUT OPERATION SHALL BEGIN WITHIN 2 TO 6 HRS OF CONCRETE PLACEMENT CONTROL JOINT NTS 3/4" REDWOOD EXPANSION JOINT THROUGH PAVEMENT WITH GREENSTREAK G-SEAL 605 EXPANSION 18", #10 BARS @ 12" C-C JOINT COVER OR EQUIVALENT SLIP COVER ONE END #4 BARS @ 18" O.C.E.W THICKNESS, MINIMUM SEE PLAN EXPANSION JOINT CITY OF COLLEGE STATION A000901 THOMAS CARRUTHERS (ICL), TRACT 8 76.00 Ac. VOL. 7159, PG. 261 ZONED A-0 S 41 051'48"W-1875.60' Ilk a n TBM #1* Q icsAVIANI �5Q rti ,O�QPJ� OG �h NIS , s. NTS 0 TYPICAL JOINT INSTALLATION AT CORNERS t N 7 C3 0 50 100 150 SCALE: 1"=50' PAVING JOINT NOTES: 1) PAVEMENT CONTROL JOINTS SHALL BE SPACED AND INSTALLED PER DETAILS THIS SHEET. CONTROL JOINTS SHALL BE INSTALLED BETWEEN 2 AND 6 HOURS OF CONCRETE PLACEMENT AS CONCRETE CURING ALLOWS. 2) PAVEMENT EXPANSION JOINTS SHALL BE SPACED AS SHOWN ON THE PLANS AND INSTALLED PER DETAIL THIS SHEET. 3) CONTRACTOR TO PROVIDE ISOLATION JOINTS AROUND STORM AND SANITARY SEWER MANHOLES. PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, M26' L. ALUM DISK IN CONC ELEV = 243.39 BM #2: STA 104+0&80, 21.82' L., $" IR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 LEGEND PROPOSED CONTROL JOINT EJ EJ EI PROPOSED EXPANSION JOINT '— PROPERTY LINE — STREET HEADER ® PROPOSED SS MH po PROPOSED STORM JUNCTION BOX ® PROPOSED STORM INLET ., rl: SHWGROUP ARCHITECTS I ENGINEERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 Ell 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION .* '�sPs��EN'.0 SA•TP. HE O--iM'• Aa'•�S P. MELI F 98398 EMS a• A D CHECKED: MPT SCALE: 1" = 5V © 2009 SHW Group ISSUE:10/26109 3 11/13/09 ADDENDUM 3 12/03/09 CONSTRUCTION SET 12/07/09 RESUBMITTED TO CITY 1/11/10 RESUBMITTED TO CITY 1/14/10 RESUBMITTED TO CITY FOR APPROVAL C B A SHEET TITLE: PAVING JOINT PLAN 1 2 3 4 5 M 7 2 I 3 4 R 7 W G F 41 C o © COLLWq STA ION INDEPENDENT SCHO DISTRICT 1 A009901 THO S CARRUTHERS (ICL), T T 8.1 alled 44.00 Ac. VO .8413, P 91 ONED A-O 0 ts_�� � Cl 1 4;' 1 � I C7 • 0 4 1 C 4 1 M A I M — " MYSFp�N 4 480�1 �247A o D tit z CITY OF COLLEGE STATION A000901 THOMAS CARRUTHERS (ICL), TRACT 8 76.00 Ac. VOL. 7159, PG. 261 ZONED A-0 252 S 4 °5 .o VIA \ c �C r V'Zz z" Y z C9 I C9 c>✓ its 0 Io r IN w C0 v=i� 01 co * op / / � 'fir►.—,�--�---...;�.L.,i,.; ► ♦ � "L �_ - --vim � �• �-� 45 II A ELEV = 246.00 ELEV = 246.00 OVERFLOW STRUCTURE __� 0.7' 1 2.7' ELEV = 245.00 OVERFLOW STRUCTURE pow -=y51 POND 2 A000901 THOMAS CARRUTHERS (ICL), TRACT 15.12 NOW OR FORMERLY JOE & JANET JOHNSON LAND & INVESTMENTS, LP. 68.23 Ac. R305568 (No Vol / Pg Given) ZONED A-0 JEAN S. STANLEY A000901 THOMAS CARRUTHERS (ICL), TRACT 15.3 1.59 Ac. VOL. 5201, PG.160 ZONED A-0 :. ��,:�'`'t/lam .,� � I ,'• INS,, ' !, MA F _12— 130' R.O.W. 10 KI H 0 80 160 240 SCALE: 1"=80' ARCHITECTS I ENGINEERS i PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 J, R aft SS R 10"ftol ir G oft aEngineering 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION V- ofT�x'4s F MEISSA P. •THOMAS 98398 0"Fss!CENSFcC.•`�;� ION College Station Independent School District AGE Sfi':. E�.. TRANSPORTATION CENTER College Station, Texas GRADING PLAN NOTES: 1) REFER TO GEOTECHNICAL REPORT FOR FILL COMPACTION AND MOISTURE CONTENT REQUIREMENTS. 2) IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL EXISTING VALVE BOXES, METERS, ETC. WITHIN THE AREA OF CONSTRUCTION. THEY MUST BE ADJUSTED TO PROPER LINE AND GRADE BY THE CONTRACTOR PRIOR TO AND AFTER THE PLACING OF PAVING AND GRADING. 3) SIDEWALKS AND HANDICAP ACCESSIBLE ROUTE SHALL HAVE A SLOPE NO GREATER THAN 5% AND A CROSS SLOPE NOT GREATER THAN 2% UNLESS OTHERWISE NOTED. 4) EXTREMELY HIGH LOADS CREATED BY CONSTRUCTION VEHICLES CAN POTENTIALLY REDUCE THE SAFETY FACTORS OF HDPE PIPE BELOW REASONABLE LEVELS IN MINIMUM COVER CONDITIONS. IT IS RECOMMENDED THAT A MINIMUM OF THREE FEET (3.0') OF COVER BE USED OVER THE PIPE IN INSTALLATIONS INVOLVING CONSTRUCTION VEHICLES BETWEEN THIRTY (30) TONS AND SIXTY (60) TONS IN WEIGHT. FOR HEAVIER VEHICLES, A GREATER AMOUNT OF COVER IS REQUIRED. THE AMOUNT OF COVER IS DEPENDENT ON THE LOAD AND LOADING FOOTPRINT. THIS ADDITIONAL COVER MAY BE MOUNDED AND COMPACTED OVER THE PIPE DURING THE CONSTRUCTION PHASE AND GRADED FOLLOWING CONSTRUCTION. PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC ELEV.= 243.39 . BM #2: STA 104+08.80, 21.82' L.," iR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50. E=583810.41. LOCATED AT HEADWALL LEGEND 250 EXISTING CONTOURS 250 PROPOSED CONTOURS . ---Ef— — --<<— PROPOSED SWALE DIRECTION OF DRAINAGE FLOW ARROW PROPERTY LINE 0 EXISTING TREE D CHECKED: MPT SCALE: 1" = 80' 0 2009 SHW Group ISSUE:10/26/09 0 l!'Il/ IV MM0U_0MI 1 ICU I V %iI 1 1/14/10 RESUBMITTED TO CITY FOR APPROVAL C _ .. � r ay.. R R bps af.eo i iO s 11 JAN 15 2010 COLL E R TAT�O N SHEET TITLE: GRADING KEY PLAN A Ef %040() SHW Project: 4409.011.00 10 1 I 2 I 3 I 4 i 5 I 6 7 8 9 1 1 2 1 3 4 5 6 7 8 9 H Cr F E C C B W r v.vv r%v. VOL. 7159, PG. 261 ZONED A-0 -- i = IM � 02 N cp 10 KI T 252 253 254 251 =�5�--__-- --5�--- 0 40 80 120 SCALE'. 1"=40' TG 250.77 -- 2 . TG 7 252. PROPOSED 2. 50 ' 252.03 53.01 2 TANK PAD �" 253. � F.F.E.=252..40 2 .5 r� 2 .5 L251. 0 � 252.50 i� TG 253,14 '" 2' ♦♦ ARCHITECTS I ENGINEERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 251.72 251.87 251.58 252. '��� 25�5'4 ♦♦♦ ®♦♦ rMI TC 251.95 i i 2.79 ♦♦ U, GOV-sSner 252.50- 25 34 2, 0 i (� ,• 2. ♦ G Sam TC 251.76 252.00 �i� ;ice ♦♦ ♦♦Englivaleerillra 25248 ♦ ♦♦ 01-251.35 C 2.98 / ' i i .03 ♦ 2501 Ashford Drive, Suite 102 5 ♦ College Station, Texas 77840 / ��� ; ♦P.O. Box 10763, 77842-0763 . 0 252.00 .00 To/ 6 253.33 ♦ 979.680.8840 (Phone) 2 2. ♦ 979.680.8841 (Fax) s 252.0 I 1, ♦ www.gessnerengineering.com 50.65 / : '`::': ♦ Firm Registration Number. 0 3 25 FINAL PLANS FOR CONSTRUCTION 252. 251. 1: o--250.38 251. .:::::::`::::: .:::::;'.::::::::::::. ♦M. za4lr 4 252 k 5 .7 h s 25 MEUSSA P. THOM S. A F..... .. 9839Iq .t 0 E` .c EN s •� S G S / 6 0 NAL i � t � � t t College Station / Independent School 5 '0 District ,,51:30 253.15 5 ??:rr 3.23 253. �49. 4 �. t TG 250.81-1 �V TG 48 48.6 I E 1 25 74 3 ca' 4 I 9.4 � �... 1 2. 1 0-'. 1 I TG 2 .93 . T 247. SDK TG 247.11 17• i TRANSPORTATION I 24. 4 • 1 TG 4 . CENTER �, LT 4 •i I College Station, Texas cR.. T 2.50 I I � D 242 / 2 77 � � � '4 � CHECKED: MPT GRADING PLAN NOTES: SCALE: 1" = 40' PROPOS7fO' Vp A NTION� },,, ©2009 SHW Group 2 ARl 1) REFER TO GEOTECHNICAL REPORT FOR FILL COMPACTION � / SEL E L AND MOISTURE CONTENT REQUIREMENTS. q © 2) IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL EXISTING VALVE BOXES, METERS, ETC. TG 6 WITHIN THE AREA OF CONSTRUCTION. THEY MUST BE ISSUE:10/26/09 zay•ts� `�`��•� 24 . 9 TG 24 ADJUSTED TC PROPER LINE AND GRADE BY THE CONTRACTOR PRIOR TO AND AFTER THE PLACING OF `S I 4 PAVING AND GRADING. 11/13/09 ADDENDUM 3 � T/041 24100 3 9 ( 3) SIDEWALKS AND HANDICAP ACCESSIBLE ROUTE SHALL 12/03/09 CONSTRUCTION SET ----_--2�1 .Q 1.2% HAVE A SLOPE NO GREATER THAN 5 /o AND A CROSS SLOPE 12/07/09 RESUBMITTED TO CITY � 239 9 NOT GREATER THAN 2%UNLESS OTHERWISE NOTED. 1/11/10 RESUBMITTED TO CITY PROPOSE % DETENTE N I 4) ALL SPOTS ARE TOP OF PAVEMENT UNLESS NOTED 1M4/10 RESUBMITTED TO CITY FOR APPROVAL POND2 0 YEAR 242 �s voll OTHERWISE. ° 5) EXTREMELY HIGH LOADS CREATED BY CONSTRUCTION � T W EL=245.0 1 �. � VEHICLES CAN POTENTIALLY REDUCE THE SAFETY FACTORS OF HDPE PIPE BELOW REASONABLE LEVELS IN 4 / a 46 5 �-TG 243.42 MINIMUM COVER CONDITIONS. IT IS RECOMMENDED THAT A TG 239. a 4 16 TG 243.9 MINIMUM OF THREE FEET (3.0') OF COVER BE USED OVER C THE PIPE IN INSTALLATIONS INVOLVING CONSTRUCTION 4- 4 d T 9.22 /� �i,�� 24 VEHICLES BETWEEN THIRTY (30) TONS AND SIXTY (60) TONS 23g„22 5 -A IN WEIGHT. FOR HEAVIER VEHICLES, A GREATER AMOUNT 24 .34- 46 ' o �� TG 6. OF COVER IS REQUIRED. THE AMOUNT OF COVER IS '` •. ��--1 DEPENDENT ON THE LOAD AND LOADING FOOTPRINT. THIS O T 45. 2, ADDITIONAL COVER MAY BE MOUNDED AND COMPACTED OVER THE PIPE DURING THE CONSTRUCTION PHASE AND T 246. '4 .63 5t p 24 GRADED FOLLOWING CONSTRUCTION. / v �� •.,r, \ \ PROJECT BENCHMARK LOCATIONS: TG 246.00 TG 2 ` `,•.. "� ,` \ BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC t-TG 243. 5 ELEV = 243.39 24 �•,. o"" r �� • 45 7 BM #2: STA 104+08.80, 21.82' L., I" IR WITH CAP 245.4 2 .2 ',-TG 243.50 ELEV = 262.74 4 O o ° TG 2 SITE TEMPORARY BENCHMARK LOCATION: f O TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 N TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 B st w 482 -.... W. 244.6 / LIMITS OF ' C sJi RUCRQN `� 4 /� 1 w i l� LIMITS OF CON UCTION C Q�`1� - TG 245.07 24 46. /T(; 241. ...��� .... C' J .�/'I... TG 240.8 TG 00 3 �1' , TG 3-7-5 9-24 1 , _-� 4 -244 _ - _ 45 4 Nx ................. �245 245 244 AWCUT 9� I 1 2 3 4 5 6 7 8 9 0 d � REF. DETAIL SHEE FOR OVER DIMEN a E I 2 0.44 z- Oi V 4 .65 z 0_ w� M_ _ S I 248. I ° I r-247. 0 o `- .61 TG 241.35 241-, o� V), LEGEND 250 EXISTING CONTOURS 250 PROPOSED CONTOURS TG PROPOSED TOP OF GROUND ELEVATION TC PROPOSED TOP OF CURB ELEV. -- PROPOSED FIRE HYDRANT ® PROPOSED STORM DRAINAGE JUNCTION BOX ®O PROPOSED STORM INLET PROPOSED SS MANHOLE O PROPOSED LIGHT POLES 0 PROPOSED ELECT. STRUCTURES PROPERTY LINE ° EXISTING TREE 10 min COLLEGE- ENGINEERING SHEET TITLE: GRADING PLAN 1 2 3 4 5 6 7 8 9 10 H CITY OF COLLEGE STATION A000901 THOMAS CARRUTHERS (ICL), TRACT 8 H 76.00 Ac. VOL. 7159, c. 261 �tS` A000901 THOMAS CARRUTHERS 253 254 5 254-254 �� ZONED A-0 �J (ICL), TRACT 15.12 NOW OR FORMERLY _ SHWGROUPJOE 8� JANET JOHNSON LAND & INVESTMENTS, LP. S41 5�- _ _ _ _ - - - _ _ _ - s - ! _ _ _ - t �_a �� ■� 68.23Ac. Q 40 St] 12l) ARCHiTiCTa j ENGINEERS 1 PLANNiRS TG 250.77 R305568 (No Vol / Pg Given) SCALE: 1 "=40' 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 ti CP ZONED A-0 TG 7 25 90 TG 4 6 •. 53.01 2 , `-./ �� `�� - 253:1I � f U • ar. 254.19 253. _• `` Q ' 253.05 253.50 254.0 ` J 253�1� ` 52. '�� 253.60Am r 52.�� 253.40 253.35 2 G � / � � � / G 252.94 Engineering G�pw'SSIIUF G � 52.79\ / ,�° , . 2 .2 253.61 2501 Ashford Drive Suite 102 2524 �� 3.03 �� / 253.475j g College Station, Texas 77840 5.7 C 25 .98 �` -� P.O. Box 10763, 77842-0763 i f 979.680.8840 (Phone) % T� 6 ♦ 2 979.680.8841 (Fax) .00 2 253.33 �� �.` �i252.06 / 252.4 253. �t31 www.gessnerengineering.com 1. _ 253AC 253.55 Firm Registration Number. .4 F 7451 253.37 -J LAN FOR CONSTRUCTION 'S . / FINAL PLANS 177 O ., ... JEAN S. STANLEY 3 -- y 5 .6 O 2 1 TG 251.4 9 AS CARRUTHERS 25 7 A000 01 THOM 25 0 IC L TRACT 15.3 ra. y 253.44 1.59 Ac. 252.7 / C� '�?.?` ::::;•:::::•::::::;:.;:. •::;;:.: •:; ::::•. 252.26 253.44 251 VOL. 5201, PG.160 Q ZONED A-0 OF .33 252 2 33 .25 5. 7 53 T TG 1. 3 253.50 .0 F E F. HO ussA t Mrs• 51. 5 • M B 251.06 :� 2 0 N 9839 8 .w 5 .os 5 TG 2 .9 cr o• 3.26 5 i E. 2 253.5 c E 2 F N G �. S� S� ON Q pr 0. 72 -�. G 33 T 2 57 5 � � 253. 51.26 62 250. 2536 2 1 2 0 5 5 20 1.42 T 50 36 5. � 5 2 .4 2 53 2 0 1 ► 1 1 2 0 250.19 T G C� 53. 2 3 4 tl i T 5 4 College e Station 5 5 G J 2 0.29 -0 Independent School •`. 53.1 00 3 p 2Is 0.04 5 3 3. District 9. 9 ;4� �:a`':= 2 0. G 5 40 ♦ 5 30 253.15 ' "�F": ; 9. 2 .0 25 to ° .. . iF: T . � � Cs 494 E 3.23 2534 2 ` .4 250.38 0 -4 �-- •yob j E / TG 250.81 5 9 ro.. E - 1 8.6 0.73 250.09 � 25 74 3 3 250 8 .51 50.09 1 8 1 ♦/ 250.56 O qi� • •-� F-� . 1 2• G 47.65 TG 4 .7 �.10 250. 1 cli �y 48.58 - - - - - ♦ 249. 0 5 2 2 6. 5 S + TG 2 .93 ° ° ° 1 �- ° 249.32 T 1 5 ; �' r�!y',. 7• I I - 46. 0 249.15 j-TG 249. ° 259.58 A I � � TG 249.10 25 6 � 24 2 D �$ TRANSPORTATION 1 7. S 247.85 ° HARTZELL B. ELKINS CENTER � TG 7. 4 25 9.63 A000901TC)�T�RUTHERS 4.1 TG • 259. G 261 261.1 (ICollege Station, Texas � 59, 35.37 Ac. 25982 9 Vol.920, Pg. 323 D I {� � � .2 60, 2 D 0. ZONED A-0 CHECKED: I / � t GRADING PLAN NOTES: SCALE:�M�P,T / G 258.46 TG 2 .88 1) REFER TO GEOTECHNICAL REPORT FOR FILL COMPACTION ® 2009 SHW Group AND MOISTURE CONTENT REQUIREMENTS. 2 ' L4 / "� �,s '� 2) IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL EXISTING VALVE BOXES, METERS, ETC. WITHIN r 4 / R G•�10 THE AREA OF CONSTRUCTION. THEY MUST BE ADJUSTED TO ISSUE:10126/09 6.35 �I GONg'f a ♦ PROPER LINEANDGRADE BYPA EN CONTRACTOR GRADING.PRIOR TO Q OF A AFTER THE LAC OF PAVING TG 24 .6 I � / / �'�M`� 6 � 3) SIDEWALKS AND HANDICAP ACCESSIBLE ROUTE A SLOPE NO GREATER THAN 5°o AND A CROSS SLOPE NOTE 11/13/09 ADDENDUM 3 I I Q• � ° / � � 12/03/09 CONSTRUCTION SET 6 GREATER THAN 2% UNLESS OTHERWISE NOTED. 12/07/09 RESUBMITTED TO CITY 3.9 I I 4) ALL SPOTS ARE TOP OF PAVEMENT UNLESS NOTED A1/11/10 RESUBMITTED TO CITY 6.00 En OTHERWISE.e'IN 1114/10 RESUBMITTED TO CITY FOR APPROVAL I PROPOSED DETENTIO 5) EXTREMELY HIGH LOADS CREATED BY CONSTRUCTION POND1,100 YEAR VEHICLES CAN POTENTIALLY REDUCE THE SAFETY FACTORS WSEL=245.3 ° ° OF HDPE PIPE BELOW REASONABLE LEVELS IN MINIMUM L 30 rn COVER CONDITIONS. IT IS RECOMMENDED THAT A MINIMUM I tom` OF THREE FEET (3.0') OF COVER BE USED OVER THE PIPE IN C 46 5 �-TG 243.42 INSTALLATIONS INVOLVING CONSTRUCTION VEHICLES C / BETWEEN THIRTY (30) TONS AND SIXTY (60) TONS IN WEIGHT. 4 16 1 TG 243.9 -1 � � FOR HEAVIER VEHICLES, A GREATER AMOUNT OF COVER IS T EF. SHEET REQUIRED. THE AMOUNT OF COVER IS DEPENDENT ON THE S I 4. eO TG 6. `S LOAD AND LOADING FOOTPRINT. THIS ADDITIONAL COVER ,ry `� � E F / o O MAY BE MOUNDED AND COMPACTED OVER THE PIPE DURING 4� w 1 U THE CONSTRUCTION PHASE AND GRADED FOLLOWING T 45. LTG 245.31 CONSTRUCTION. w 2 0 w 1 ° / 8 6 PROJECT BENCHMARK LOCATIONS: 14 .63 � ° 24 0 G 2 .15 N TG 245. BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC • �p ELEV = 243.39 TG 24 6 BM #2: STA 104+08.80, 21.82' L., I" IR WITH CAP _Z, 45 7 LTG 243. 5 k ELEV = 262.74 - S SITE TEMPORARY BENCHMARK LOCATION: 245.4 TBM #1: N=196541.68, E=584338A8, LOCATED AT HEADWALL t (� 2 .2 TG 43.50 ELEV = 243.51 ° TG 2 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL p ELEV = 243.16 ° LEGEND B ° 1 250 EXISTING CONTOURS a1-0 ° cr 1 250 PROPOSED CONTOURS 4 2 ° ' 244.6 r---- ° - PROPOSED SWALE ° TG PROPOSED TOP OF GROUND �.0 5 0 ° ° ° o • ° ° ° ° ° . ELEVATION TC PROPOSED TOP OF CURB ELEV. O PROPOSED FIRE HYDRANT SHEET TITLE: TG 245.07 24 46, TG 241. 0 PROPOSED STORM DRAINAGE GRADING PLAN TG 240.8 TG 00 JUNCTION BOX 2AJ�! � !! � �■ �■ ■�r� � s � � ■r � � ■■ ■■ u■ ■� � ��� s � �� � � �� � �� r■ � �o ■■ �� ■� � �■ � � � �� �■ ■� `b, ■� a■ ■�� �p PROPOSED STORM INLET REVIEVVEU A f PROPOSED SS MANHOLE �sOi�YPLIAi�i A O PROPOSED LIGHT POLES JAN 15 2010 44 0 PROPOSED ELECT. STRUCTURES COI..,LEGE STt,,TION r_- < ��" ■�� PROPERTY LINE AwcuT - - g�,Z 247 24 249--- 250---� 1---- -'�52 "D�F1� -_ 6� 2 63 �, ENGINEERMG I = = 130' R.O.W. � ° EXISTING TREE 02114 SHW Project: 4409.011.00 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 I 8 9 I 10 H lt� F a] C A r ♦❑ •;;f EN -� _ C- i� 7 :. S G O U 0 150 300 450 ARCHITECTS I ENaINEERs I PLANNERS SCALE: 1"=150' 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC ELEV = 243.39 BM #2: STA 104+08.80, 21.82' L., r IR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 LEGEND --- ' DRAINAGE AREA BOUNDARY oS� DRAINAGE AREA DESIGNATION & DIRECTION OF FLOW �15 EXISTING CONTOURS - - PROPERTY LINE PRE -DEVELOPED DESIGN FLOWS AREA DESIGNATION DRAINAGE AREA "A" (AC) CURVE NUMBER "CN" DESCRIPTION TIME OF CONCENTRATION (MIN) 2 YEAR STORM DEPTH ON 2 YEAR STORM FLOW (CFS) 10 YEAR STORM DEPTH (IN) 16 YEAR STORM FLOW (CFS) 25 YEAR STORM DEPTH ON) 25 YEAR STORM FLOW (CFS) 50 YEAR STORM DEPTH (IN) 50 YEAR STORM FLOW (CFS) 100 YEAR STORM DEPTH ON) 100 YEAR .STORM FLOW (CFS) E1 28.56 75.00 WOODS AND GRASS 89 4.5 21.6 7.4 48.2 8.4 57.8 9.8 71.2 11 82.9 E2 17.74 75.00 WOODS AND GRASS 85 4.5 13.8 7.4 30.7 8.4 36.9 9.8 45.5 11 52.8 OS1 35.76 75.00 GRASSLAND 87 4.5 25.8 7.4 57.5 8.4 69.0 9.8 85.1 11 99.2 OS2 55.19 75.00 GRASSLAND 66 4.5 50.5 7.4 112.3 8.4 134.6 9.8 166.2 11 193.2 RP 1 4.52 98.00 1 PAVEMENT 86 1 4.5 1 19.4 1 7.4 1 32.0 1 8.4 36.4 1 9.8 1 42.4 11 47.6 TOTAL ROUTED FLOW FROM SITE:j 111.5 1 1 247.0 1 296.0 1 1 364.E 1 1 400.9 GPro Door madneerimr. 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION F • MELlSSA P. ...................... • �'•. 98398 Co.••�� �SSION College Station Independent School District E TRANSPORTATION CENTER College Station, Texas D CHECKED: MPT SCALE;1" =150' © 2009 SHW Group ISSUE:10/26109 O -11 1 If 1 V mr-ouO1v11 1 I MU I U trl I T 1/14/10 RESUBMITTED TO CITY FOR APPROVAL C B SHEET TITLE: EXISTING DRAINAGE AREA MAP A 1 2 1 3 4 5 6 7 8 9 10 SHW Project- 09i 0@ 1 2 3 4 5 7 8 9 ict G F r � v D I *0101 0 0 o CnY F CZ3L EL GE [ON 0094.1 TH AS CARRU RS (ICL), P CT 8.1 ..�. CALL 44-4 A :---'� C VOL.84 3,"1291 ZON A-O L5 Q >� AP �. 000CgT10 4 .�.. O PR EIS! IC d B °o j �^ a A SWE R1 a 0 0 .'s, 'r--� Q o Cam----�-�--- - �--�- .._._-- '--- - IIIII, N v H 0 150 300 450 SCALE: 1 "=150' PROJECT BENCHMARK LOCATIONS: SM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC ELEV = 243.39 BM #2: STA 104+08.80, 21.82' L., I" IR WITH CAP . ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810A1, LOCATED AT HEADWALL ELEV = 243.16 LEGEND - -- - -• _ DRAINAGE AREA BOUNDARY OS2 DRAINAGE AREA DESIGNATION & DIRECTION OF FLOW 215 EXISTING CONTOURS 335--- PROPOSED CONTOURS - - PROPERTY LINE POND CHARACTERISTICS - POND 1 ELEVATION (FT) AREA, ACTUAL (SF) AREA, REDUCED (SF) VOLUME, ACTUAL (CF) VOLUME, REDUCED (CF) 243 1987 1788 0 0 244 24938 22444 13463 12116 245 61755 55580 56809 51128 246 77710 69939 126542 113887 POND CHARACTERISTICS - POND 2 (FT) AREA (SF) AREAELEVATION REDUCED,) VOLUME (CF) REDUCED (CF) 240 2204 1984 0 0 241 21984 19786 6047 10885 242 61783 55605 47931 48580 243 91118 82006 124381 117385 244 104978 94480 222429 205628 245 114907 103416 332372 304577 246 1 125653 1 113087.7 452652 412829 SITE OUTFLOW DATA POST - STORM PRE- DEVELOPED POND 1 WSEL POND 2 WSEL FREQUENCY DEVELOPED FLOW FROM (FT) (FT) (YRS) FLOW (CFS) SITE (CFS) 2 111.5 107.7 244.3 240.9 10 247.0 221.8 244.8 242.2 25 296.0 259.8 244.9 242.7 50 364.6 311.5 245.1 243.4 100 400.9 325.5 1 245.3 1 244.0 POST -DEVELOPED DESIGN FLOWS AREA DESIGNATION - DRAINAGE AREA "A" - (AC) CURVE NUMBER "CN" DESCRIPTION TIME OF CONCENTRATION (MIN) 2 YEAR STORM DEPTH ON) 2 YEAR STORM FLOW (CFS) 10 YEAR STORM DEPTH ON) 10 YEAR STORM FLOW (CFS) 25 YEAR STORM DEPTH (IN) 25 YEAR STORM FLOW (CFS) 50 YEAR STORM DEPTH (IN) 50 YEAR STORM FLOW (CFS) 100 YEAR STORM DEPTH ON) 100 YEAR STORM FLOW (CFS) P1 0.11 98 PARKING 12 4.5 0.8 7.4- 1.4 8.4 - 1.6 - -9.8 1.8 11 2.1 - P2 2.66 97 PARKING & LANDSCAPE 28 4.5 8.1 ... 13.4 8.4 15.2 9.8 17.8 11 20.0 P3 0.74 98 PARKING 14 4.5 2.4 7.4 4.0 8.4 4.6 9.8 5.3 11 6.0 R1 0.48 98 ROOF 13 4.5 1.6 7.4 2.6 8.4 3.0 9.8 3.5 11 3.9 L2 0.47 77 LANDSCAPE 27 4.5 0.7 7.4 1.5 8.4 1.8 9.8 2.2 11 2.6 ROUTED FLOW TO POND 1: 12.6 21.2 24.2 28.4 32.0 FLOW FROM POND is 4.3 5.2 5.4 5.7 5.9 P4 7.27 98 PARKING 11 4.5 25.8 7.4 42.7 8.4 48.5 9.8 56.6 11 63.6 R2 0.48 98 ROOF 12 4.5 1.7 7.4 2.8 8.4 3.1 9.8 3.7 11 4.1 0S1 35.76 75 GRASSLAND 87 4.5 25.8 7.4 57.5 8.4 69.0 9.8 85.1 11 99.2 ROUTED FLOW TO POND 2: 32.5 62.7 74.9 92.0 106.8 FLOW FROM POND 2: 28.5 51.8 57.5 64.4 69.8 P5 0.05 98 PARKING 10 4.5 0.2 7.4 0.3 8.4 0.4 9.8 0.5 11 0.5 L1 3.49 75 GRASSLAND 32 4.5 2.8 7.4 6.3 8.4 7.5 9.8 9.3 11 10.8 L3 13.25 75 GRASSLAND 75 4.5 12.7 7.4 28.2 8.4 33.8 9.8 41.7 11 48.6 L4 0.12 77 LANDSCAPE 105 4.5 10.9 7.4 24.5 8.4 29.3 9.8 36.2 11 42.1 L5 16.19 75 GRASSLAND 17 4.5 0.1 7.4 0.2 8.4 0.2 9.8 0.3 11 0.3 OS2 55.19 75 GRASSLAND 66 4.5 50.5 7.4 112.3 8.4 134.6 9.8 166.2 11 193.2 RP 4.52 98 PAVEMENT 86 4.6 19.4 7.4 32.0 8.4 36.4 9.8 42.4 11 47.6 PEAK ROUTED FLOW FROM SITE: 107.7 221.8 259.8 311.5 400.9 ��13�19r ARCHITECTS I ENOINEERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 G Engineering 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineering.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION * '• F . MEUSSA P. THOMAS 98398•..'`� �OOENSEa G��tv College Station Independent School District E� Z SC. 11 00 TRANSPORTATION CENTER College Station, Texas D CHECKED: MPT SCALE: 1" =150' 0 2009 SHW Group ISSUE:10/26/09 11/13/09 ADDENDUM 3 12J03109 CONSTRUCTION SET 12/07/09 RESUBMITTED TO CITY 1/11/10 RESUBMITTED TO CITY 1/14/10 RESUBMITTED TO CITY FOR APPROVAL C B SHEET TITLE: PROPOSED DRAINAGE AREA MAP A 1 1 2 1 3 4 A iJ 7 8 9 1 10 V; SHW Project: 4409.011.00 1 �3 4 5 6 7 0 9 H C F E 0 COLLEX§1� STA ION INDEPENDENT SCHOO DISTRICT ( A009901 THO S CARRUTHERS (ICL), T 8.1 ailed 44.00 Ac. VO .8413, PG. 291 ONED A-0 C I ' M Pp M F ROX C MA�SF�M 48 FED `� 4 2� D zlO 5- CO Z \�, U LL O 1VID ADEQU TE R HDIP ORM 1 CONS UCTION 1 THIS SHEET �� POND2 • - ar--a- ICE , �• w. 1 HYDRAULIC CALCULATIONS RUNOFF COLLECTION Upstream Connection Type Distance Between Collection Points (ft) Time at Upstream Station (minutes) Design Storm Frequency (yrs) Incremental Storm Water Runoff "Q" Cummulative Storm Water Runoff "0" (c.f.s.) Slope of Hydraulic Gradient "S" (ft./ft.) Selected Storm Sewer Size (in) Velocity in Sewer Between Collection Friction Head Loss Coeff. Kj HGL (D/S) elevation HGL PIS) elevation Hj Velocity Head Loss of Upstrea Flow Time in Sewer Distance/ Time of Downstre am Station Design HGL Elev. Top of Pvmt/ Inlet Elevation Downstream Station Upstream Station 6+44.00 6+90.70 INLET 46.70 10.00 100 98.7 99.2 0.0063 48 7.89 0.30 248 43 248.73 0.10 0.97 0.10 10.10 248.83 1 250.77 5+84.20 6+44.00 JUNCTION BOX 59.80 10.10 100 0.0 99.2 0.0063 48 Z89 0.38 247.57 24Z95 0.48 0.97 0.13 10.22 248.43 253.39 3+48.60 5+84.20 JUNCTION BOX 235.60 10.22 100 DO 99.2 0.0063 48 Z69 1.50 24559 247.08 0.48 0.97 0.50 10.72 247.57 250.35 1+00.00 3+48,60 OUTLET 248.60 10.72 100 0.0 99.2 0.0063 48 7.89 1.58 244.01 245.59 0.00 0.97 0.52 11.25 245.59 n/a SLOPE MAX 4:1 TO MATCH EXISTING -` GROUND �/ •�-- 14.0' 3.0' 14.0' ------ rs � SLOPE SWALE 1% W co N N a. ui SWALE SECTION A -A o NTS ��■In1�-�1IRa1i r 1 • s - a • k, I W-VA I gulawl 1 r arc-*- --�•-- ■Iw�il�+-- Z�: - �•' �in�s:s- ...• s -••s s -• s t STA 6+90.7 INSTALL TXDOT INLET TYPE /- IL-H-L, REF. SHEET 8.0. r TOP=250.77 FL=245.97 STA 6+74.2 UTILITY CROSSING FL 48" STM = 245.86 FL 12" W = 241.39 STA 6+44.0 INSTALL STD. CITY OF COLLEGE N STATION JUNCTION BOX co TOP=253.39 T-1 FL=245_65 _IrA ST OF n EE 3.22' 4.1Y am 6" WY 6" r- 44. SLOPE FLUME 1 % NOTES: 1) CONCRETE 28 DAY COMPRESSIVE STRENGTH 4,000 PSI OR GREATER. 2) SAW CUT JOISTS SHALL BE PLACED 4' C-C FLUME SECTION B-B NTS 656.10' 15' o THQ SHEET FOR ION -A IDEWALK o INSTAL_4AXROT HEADWA C -O EF. S ET 8.0, WITR 7" TH , RIPRAP A ON (3" MIN. DIA., 9" MAX. OCK DIA). o F = 249.43 0 CULVERT DESIGN -100 YEAR STORM NUMBER LENGTH (FT) VELOCITY (FPS) ENTRANCE LOSS (FT) FRICTION LOSS (FT) EXIT LOSS (FT) 1 60 16.87 2.2 3.4 0.4 2 40 10.08 0.6 0.4 1.0 1 CAUTION: CONTACT THE TEXAS EXCAVATION SAFETY SYSTEM (DIG TESS) AT 1-800-344-8377 TO LOCATE EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTACT GESSNER ENGINEERING IF CONFLICTS OCCUR. 4' MCNICHOLS SAFE T GRID TB-940 OR EQUIVALENT ADA APPROVED GRATE L1X1X%, EMBED IN CONCRETE, TYP. • 4" SID • • T d: . � . 5° P.AVEIVlM e►' , 6" 3.0' 6" 4.0' 16" OCEW FLUME AT SIDEWALK CONCRETE PILOT CHANNEL NM 0 CO LO 39.68' 1 :1 .1 • 1' :1 EXISTING 3-, 36" CMP CULVERTS UNDER ROADWAY s •s s s -r -V. .. s s- ADDENUM #3: DETENTION POND CONTOURS ADJUSTED PILOT CHANNELS ADDED POND 1 OUTLET RESIZED POND 2 OUTLET RELOCATED STORM DRAINAGE PLAN NOTES: 1) EXTREMELY HIGH LOADS CREATED BY CONSTRUCTION VEHICLES CAN POTENTIALLY REDUCE THE SAFETY FACTORS OF HDPE PIPE BELOW REASONABLE LEVELS IN MINIMUM COVER CONDITIONS. IT IS RECOMMENDED THAT A MINIMUM OF THREE FEET (3.0') OF COVER BE USED OVER THE PIPE IN INSTALLATIONS INVOLVING CONSTRUCTION VEHICLES BETWEEN THIRTY (30) TONS AND SIXTY (60) TONS IN WEIGHT. FOR HEAVIER VEHICLES, A GREATER AMOUNT OF COVER IS REQUIREDTHE AMOUNT OF COVER IS DEPENDENT ON THE LOAD AND . LOADING FOOTPRINT. THIS ADDITIONAL COVER MAY BE MOUNDED AND COMPACTED OVER THE PIPE DURING THE CONSTRUCTION PHASE AND GRADED FOLLOWING CONSTRUCTION. PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC ELEV = 243.39 BM #2: STA 104+08.80, 21.82' L., I" IR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338.48, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 LEGEND 215 PROPOSED CONTOUR PROPOSED HDPE STORM PIPE PROPOSED STORM INLET QO PROPOSED JUNCTION BOX FLOW DIRECTION PROPOSED SS MANHOLE INSTALLED PER CITY OF COLLEGE STATION STANDARD DETAILS AND SPECS Q CO CLEANOUT O PROP. WATER METER (SEE UTILITY PLAN FOR SIZES) +-- PROP. WATER VALVE --- PROP. FIRE HYDRANT ASSEMBLY EXISTING WATER LINE PROPOSED WATER LINE - EXISTING SS LINE 2ss _ PROPOSED SS LINE - PROPOSED ELECTRICAL ! COMM. DUCT BANK (VERIFY W/ MEP) -- PROPOSED STORM LINE �-- FDC PROP. FIRE DEPARTMENT 5 CONNECTION GAS EXISTING GAS LINE - PROPOSED GAS LINE O PROPERTY LINE -"" PROPOSED LIGHT POLE 0 (VERIFY W/ MEP PLANS) -�- PROJECT BENCHMARK 9 10 - ARCHITECTS I smaiNEERS 1 PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8846 (Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F 7451 FINAL PLANS FOR CONSTRUCTION ��A�E • O F • TE,,Igs F • MEUSSA P. THOMAS 98398 ....................... o��sS/ONAL �Q College Station Independent School District 0. �T SCBO� ' TRANSPORTATION CENTER College Station, Texas D CHECKED: MPT SCALE:1' = 80' ® 2009 SHW Group ISSUE:10126109 v 111 v nc worvn 1 1 c"L.,I v vl 1 I 1/4/10 RESUBMITTED TO CITY FOR APPROVAL _- C A Ce 0 Mi kANU JAN 1 5 2010 �OLLOGE STAi o ENINEERIN SHEET TITLE: STORM DRAINAGE PLAN 1 2 I 3 ` 4 I 5 I 6 J 7 I 8 9 I 10 H G F L La] STA 17+70.52 LINE'SS-1' INSTALL: DOUBLE CLEANOUT 5' FROM BLDG. FACE (REF MEP FOR CONT.) , , , , , , , , , , , , , , , , U CAUTION: CONTACT THE TEXAS EXCAVATION SAFETY SYSTEM (DIG TESS) AT 1-800-344-8377 TO LOCATE EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTACT GESSNER ENGINEERING IF CONFLICTS OCCUR. \ \ STA 8+58.28 LINE'W-1', STA 7+47.88 tINE'W-1'= STA 5+78.18 LINE'W STA 8+6 LL 50 E BENDS STA 0+00 LINE STA 0+00 LINE'W-2' \ INSTALL 45° BENDS INSTALL: INSTALL: 12"X8" TEE 12'Of8" TEE . 12" GATE VALVE 12" GATE VALVE 24 8" GATE VALVE 8" GATE VALVE 60 LF 8" CL. 200 DR14 PVC 139 LF 8" CL. 200 DR14 PVC Jo�Z�2 \ \ FH PER CITY OF CS STDS. FH PER CITY OF CS STDS. E�lNE E STA 1+38 LINE'SS-2"= E•X 60, P/P T END 4" SDR-26 PVC 5' `n Vol 520 P9 676 FROM WASH BAY FACE a (SEE MEP PLANS FOR CONTINUATION) a a. LINE'W-1' FL=247.00 S 410514 -1875.6 12 WATER \ T-TF 20' SIDE SETBACK STA 0+00.00 LINE'W-1' INSTALL: 18"X12" T-CUT 12" GATE VALVE 18" GATE VALVE BEGIN SDR-14 DOMESTIC SERVICE COLLEGE STATION INDEPENDENT SCHO L DISTRICT �0, 1 (` A000901 THOMAS CARRUTHERS (ICL), TRACT 8.1 �F��- acP • 1 t Called 44.00 Ac. r LINE 'SS-2' I P A • \ -o VOL. 8413, P_G491 6" Ss I • ��e� 4 LINE 'W-3 ` ` . I ZONED A-O ( $ OQ 8" WATER I LINE'W-2' \ �, A STA 0+94.80 LINE'W-7 I �, 8" WATER • MQ • _ END 3" CL200 DR-14 �� INE'SS-1' PVC DOM. SVC. 5' FROM I 6" SS PROPOSED ST OUT, WASH BAY (SEE MEP 4 ,. \ ° \ l PLANS FOR VALVE & M R FOR H IRRIGAT �'�` r ° STA 10+77.63 LINE'W 1= ` 'a __. • 0 \ I STA 0 00 LINE'W-TQ� Y INSTALL: „r, : 1` '10 AN c l . ¢' 12'OC4" TEE I �q�A�`�:. .. �\',�`�� ..�; I 4" GATE VALVE \ Lu 3 METER 10.00 MINg N GC : g w NO ":y`� cn \ 12" GATE VALVE SEPARATION `��`� �� `�,�� �":��?`;`� `� ,..�• " " (• ` .:{ . ` PROPOSED LIGHT <w\' �" v� PRNATE WATE �: y ��' `, \, 4 X3 REDUCER r `��"�=:.a.��;. `. ���`. POLE BASE (VE 87 LF 3 CL200 DR-14 PVC: ' I• LINE'111/-5 �;�\ns` ,,. W/ MEP PLA \ _> 3" PRNATE STA 16+61.58 LINE SS-11-_ STA 0+00 LINE SS 2 O ���4��4 `M; " \ INE W-� INSTALL: w 6" • INE'V1/-1 STD. DROP MH PER CITY ( © • \r�'° ° • 1 OF CS STDS. � 12 WATER I ,,��; � STA 1+16.2 'W-6'= `. END " SDR-26 PVC Z A '- 0+00 LI-5' `. BEGIN 6"SDR 26 PVC (N) 0 I - - TALL: BEGIN 6" SDR-26 PVC (W) - - 8"X4" TEE `. • RIM= 251.13 o I ' LINE'W-6 8" GATE VALVE91" R- - 4" GATE VALVE M qp` •' co _. - 3" METER (DOMESTIC) ( `�' tROx L ~ STA 12+46.59 LINE 4"X3" REDUCER '�- 9p- -'1 120 LF 3 CL200 DR 14 PVC (DOM) I tijgpEpF p�,�R ` _ +00 LINE (REF MEP FOR CONT) 48 F INSTALL: 111 0 80 160 240 SCALE:1"=80' "EX,- SHWGROUP ARCHITECTS I ENGINEERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 Gessurulff G Eigineerint; 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineering.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION rME�UVSA F ' P. THOMAS '•. 98398 ADJACENT PROPERTY °'�E`SS!OENs�10 '•`'� LINES, TYPICAL �ONAI. 0 JXN v41CO2Q q ~ ` 12'7C8" TEE (. I I STA 1+11.2 IN_Iq LO ( p �� 8" GATE VALVE • I I STA O+QO LIN co ~ 123 LF 8" CL. 200 DR14 PVC STA 14+ .00 LINE ISS-1' I INSTALL: z , I FH PER CITY OF CS STDS. INSTALL: Ot1C 8"X6" STA.12+50.34 LINE'W-1' SS PER CITY OF CS W E VALVE LOCKABLE LID I _ 12" PLUG FOR FUTURE i STANDARDS .1 5 LF 6" CL200 D 14 PVC RIM= 248.12 I LIN SS-1 (REF MEP FOR CO .) 5 �` ~` I 81 SS RE FOR PROPOSED fl �4:§1` . PROPOSED DETENTION I EL . DUCT BANK ROUTING \ .• OJ POND2, 100 YEAR WSEL=245.0 PRO EDI DETENTION !� O�'� ♦ ON 1,100 YEAR o o / 1 REF MEP FOR PROPOSED VO E =245.1 COS T - GAS LINE ROUTING0 0 \ o % C� 1 ° PROP. FUTURE • �O , RFWENING OWID30P.U.E. STA 2+44.43 LINE'SS-1' 0 I I G w °? INSTALL: j omm � �o Z� o X 4' SS MH WITH WATERTIGHT • W> a 1 (P L N UTILITY PLAN NOTES: 0 LID PER CITY OF CS STDS. / LINE'SS-1' `•� 1 ¢ N 1) ALL WATER LINES TO BE CL 200 DR 14 PVC, MEETING RIM- 239.01 _ _ 8" ss •.- ( \ . ° C9 -v_ 7- ..a J • AWWA C-900 OR C-909 STANDARDS. • , , . -- - --- --- -�-- _-J ( • 2) ALL SANITARY SEWER LINE TO BE SDR26 PVC. - ' ' ' ' -4 3) SANITARY SEWER LINES SHALL BE CONSTRUCTED IN �. LEA-S-- ���. �S- C;�q� ray �,q " ACCORDANCE WITH TCEQ REQUIREMENTS FOR AC -- - S-- _--r'_A- -G+4S ---GAS- -�'A�- -f�AS --�G 5--= [„q� G.S -- ,EX. 6 GAS MIFNOLE AS SEPARATION AND CROSSINGS. --+ �-� �r � '�- - " "- - - ` - ---= """ -' 4) METERS TO BE 1N A VAULT AND TOUCH -READ. P P P P P P P -• P P P • P • • • • � P � � P �P �_ P �- P P P �`�P R-� 5) THE 8" GATE VALVE AT LINE W-4 SHALL INCLUDE AN p PROP. 6" GAS (BY ATMOS) GAS GA O U T #2 BIN 1+ EX. 6" GAS (ACACIA) AMPRO USE LL562 LOCKABLE LID OR APPROVED EQUAL eta IE " EX. 4" WATEF BY CITY ENGINEER. P - • 5'x5' BOX CULVERT _ Y Y (RTCHELL) -o .� CO - UNDER ROADWAY 36" RCP PROJECT BENCHMARK LOCATIONS: O- :i DRY BORE UNDER WILLIAM D. FITCH UNDER CULVERT jj C " s " STA 10+09.97 LINE'SS-1' I � BM #1: STA 76+92.88, 25.26' !. ALUM DISK IN CONC ROADWAY ELEV = 243.39 BM #2: STA 104+08.80, 21.82' L., J" IR WITH CAP SS LINE, REF STANDARD BCS - : 4' SS MH W/ WATERTIGHT 1 3a' R.O.W. ELEV = 262.74 DETAILS S3-01 & S3-02. LID PER CITY OF CS STDS. EX. SSM RIM= 241.76 SITE TEMPORARY BENCHMARK LOCATION: EX. 8" WATER (FIELD VERY_ SEX. FH EX. 6" WATER (FIELD VERIFY) TBM #1: N=196541.68, E=584338.48, LOCATED AT EX. SSMH HEADWALL EX. 8" SS ELEV = 243.51 STA 0+00 LINE'SS-l' TIE TO EXIST. MH BEGIN 8" SDR-26 PVC CONTRACTOR TO FIELD VERIFY EXACT LOCATION B A TBM 112: N=195954,50, E=583810.41, LOCATED AT HEADWALL ELEV = 243.16 LEGEND - - EXIST. WATER LINES EXIST. SAN. SEWER LINES GAS EXIST. GAS LINES - PROPOSED GAS LINES PROPOSED ELECTRICAL BANKS (COORD. W/ MEP) • PROPOSED WATER SVC. PROPOSED WATER METER OW INSTALLED PER CITY OF COLLEGE STATION STDS. PROPOSED WATER VALVE INSTALLED PER CITY OF COLLEGE STATION STDS. • PROPOSED SS LINE I F PROPOSED SS MANHOLE PROPOSED CLEANOUT PER CITY OF COO COLLEGE STATION STDS. COLLEGE 1FH PROPOSED FIRE HYDRANT A� ASSEMBLY INSTALLED PER CITY OF COLLEGE STATION FDC>- FIRE DEPT. CONNECTION PROPERTY LINE --------- PROPOSED SETBACKS D CHECKED: MPT SCALE: 1" = 80' 0 2009 SHW Group ISSUE:10/26109 11/13/09 ADDENDUM 3 12/03/09 CONSTRUCTION SET 12/07/09 RESUBMITTED TO CITY 1/11/10 RESUBMITTED TO CITY 1114/10 RESUBMITTED TO CITY FOR APPROVAL C B FOR PALIANC JAN 15 201 COLLEGE RTATION EN(RING SHEET TITLE: UTILITY PLAN A 1 2 ' 3 4 5 6 ( 7 ` 8 10 ollfow 0[:401:40111:4111lr194I[sI• :a J:1• 1 2 ' 3 ! 4 I 5 ( 6 1 7 1 8 1 9 F E ;ST�At'110N INDEPENDENT SCHO DISTRICT 1 THS CARRUTHERS (ICL), T 8.1 ailed 44.00 Ac. VO .8413, P 91 ONED -O 1 D 1 1 s /7i�, a 1 _ C I M pPR fl Q F.4..V�X �MYNO�Mp'4O J'C' O 241q p O�g¢ 0` �o 0 � O o �4 ++ 4 J 4 � o Sl T FENCE IN LED PER CI O �CLLEGE TATION 0 ANDARI DETAIL 7 B o 1� 4 / 0 / INSTALL HAY BALES PER TY OF COLION 2a w O IN AR S OFDDRAt I LOW CA I� '242 D2, ry�3 d "EKFZN CLTY-C V � � 2248.78' • �N E I J ED PER _ STATION' WYE INLET PROTECTION INSTALLED PER CITY OF COLLEGE STATION STANDARD DETAIL --- i5'r-------f254 54 5Z 74f �1 A YEAR U INSTALL HAY BALES PER CITY OF COLLEGE STATION STANDARD DETAIL IN AREAS OF DRAINAGE FLOW 0 =g5� v� INS ALL F OF OLLE EST IOP ST NDAR DETA L IN fATION L 10 N H 0 80 160 240 SCALE: 1"=80' EROSION CONTROL NOTES: 1) THE CONTRACTOR SHALL PROVIDE EROSION PROTECTION AT ALL LOCATIONS OF CONSTRUCTION. 2) THE CONTRACTOR WILL REMOVE ALL EXCESS SOIL FROM CONSTRUCTION VEHICLES PRIOR TO EXITING THE SITE. 3) THE CONTRACTOR SHALL UNDERTAKE PROPER METHODS TO REDUCE DUST GENERATION FROM THE SITE. 4) THE CONTRACTOR MUST COMPLY WITH FEDERAL, STATE, AND LOCAL REGULATIONS REGARDING SEDIMENTS AND EROSION CONTROL. 5) A COPY OF THIS PLAN MUST BE KEPT AT THE CONSTRUCTION FACILITY DURING THE ENTIRE CONSTRUCTION PERIOD. 6) ALL FINISHED GRADES ARE TO BE HYDRO -MULCHED, SPOT SODDED OR SEEDED AND WATERED UNTIL GROWTH IS ESTABLISHED. 7) CONTRACTOR SHALL STABILIZE ALL DISTURBED AREAS OUTSIDE LANDSCAPE AREAS, WITH HYDROMULCH. HYDROMULCH SHALL CONSIST OF BERMUDA GRASS SEED AT A RATE OF 2 LBS/1000 SF. DURING THE WINTER MONTHS, WINTER RYE GRASS SHALL BE y USED AT A RATE OF 4 LBS/1000 SF. 8) APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED CONSTRUCTION AND MAINTAINED DURING THE ENTIRE TIME THAT EARTH HAS BEEN IT /ENTRANCE, BARED BY CONSTRUCTION AND SHALL REMAIN IN PLACE UNTIL STALL PER BCS ACCEPTABLE VEGETATION GROWTH IS ESTABLISHED. f TANDARD DETAIL 9) UPON COMPLETION OF THE PROJECT, ALL AREAS WHERE / EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY o CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR O Q HYDROMULCHED AND WATERED UNTIL GROWTH 1S ESTABLISHED. ° IN DEVELOPED AREAS WHERE GRASS 1S PRESENT, BLOCK SOD s� O WILL BE REQUIRED. PROJECT BENCHMARK LOCATIONS: BM #1: STA 76+92.88, 25.26' L. ALUM DISK IN CONC ELEV = 243.39 0 BM #2: STA 104+08.80, 21.82' L., I" IR WITH CAP ELEV = 262.74 SITE TEMPORARY BENCHMARK LOCATION: TBM #1: N=196541.68, E=584338A8, LOCATED AT HEADWALL ELEV = 243.51 TBM #2: N=195954.50, E=583810A1, LOCATED AT HEADWALL ELEV = 243.16 LEGEND: SEDIMENT CONTROL FENCE, 0 0 o INSTALLED PER CITY OF COLLEGE STATION STANDARD DETAIL CONSTRUCTION ENTRANCE, INSTALLED PER CITY OF COLLEGE STATION STANDARD DETAIL HAY BALE BERM W/ SEDIMENT FENCE, INSTALLED PER CITY OF COLLEGE STATION STANDARD DETAIL GRATE INLET PROTECTION INSTALLED PER CITY OF COLLEGE STATION STANDARD DETAIL 250 EXISTING CONTOURS 250 PROPOSED CONTOURS PROPERTY LINE _ DIRECTION OF FLOW ARROW ARCHITECTS ( ENGINEERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 Gonfle'u" G uglimuring 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 .(Phone) 979.680.8841 (Fax) www.gessnerengineedng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION OF *• ......... F MEUSSA P. •THOMAS 98398 =� SS�ONAL College Station Independent School District TRANSPORTATION CENTER College Station, Texas D CHECKED: MPT SCALE: 1" = 80' © 2009 SHW Group ISSUE:10/26/09 I \ .11 I1+1 IV Mr—OVDMI I I CU Iy kA I T rum /1rrRyy/1,L C B COS PU r JAN 15 201 SHEET TITLE: EROSION CONTROL PLAN A SHW Project: 4409.011.00 1 2 3 4 5 6 7 8 9 10 ri .R 1 I 2 ' 3 1 4 I ' ( - -- 6 7 I 8 9 10 H COLD JOINT 7" THICK REINFORCED CONCRETE PAVEMENT G F E D C B AI 6" CONT. CONCRETE CURB & GUTTER. REINF. PER CiTY OF COLLEGE STATION STDS. 8„ I #4 BARS @ REF. STRUCTURAL FOR _ COLUMN & ANCHOR POUR PAVEMENT TO FOUNDATION END WASH BAY BOLT SPECIFICATIONS EDGE I cAVEY'xY" POCKET SEAL c� FUTURE REINFORCEMENT I WITH SiKAFLEXAC SL SEALANT. T PAVEMENT @ PIER CAP EDGE SEE PLANS INSTALL IN ACCORDANCE WITH T 3" CLR. FOR WIDTH MANUFACTURERS SPECIFICATIONS. 2- #4 BARS CONT. 15" CONTINUE #4 BARS @ 18" OCEW BUILDING FLATWORK <� @ CANOPY FOUNDATION, REF. PROPOSED PAVEMENT; ;• A::'• REF. PLAN FOR THICKNESS STREET HEADER DETAIL STRUCTURAL & REINFORCEMENT _ NOTES: 1. SEE PLAN FOR THICKNESSES OF CONCRETE PAVEMENT x/ / \//�/� \ \ \ ��// :' :;� '• ' ' �, ` \/\ 3-#4 30"X30" DOWELS \ \ A: \ \ \ \ \ \ \ \ 2. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE .• •" _ . , ' ,�. ;; /� EACH FACE ' STRENGTH OF 4,000 PSI 3. ISOLATION JOINTS SHALL BE PLACED \/�/ '=' a *'' %; .•.•• :• /\/�`// COMPACTED, STABILIZED /\�/\\/\ , "• a. AT INTERSECTIONS \/\/\\ '/\�j\/ •a •• ' ' • '. • ' " '. • . /\//\//�. SUBGRADE PER GEOTECH : b. AT SMALL IN -PAVEMENT OBJECTS�j//\/ \\/ ; ;., • • , '., RECOMMENDATIONS \//\� ;. 4. BOX OUT INLETS AND MANHOLES �� w �\% .;. '� . _' 1. \\ \� REF. STRUCTURAL FOR PIER // "\,��j��/�,::. • :. �/� SPECIFICATIONS PAVEMENT TO FOUNDATION CONNECTION #4 BARS @ 18 OCEW MIN. PER CiTY STDS. • WASH BAY PIER CONNECTION \ STABILIZE SUBGRADE PER 1-GEOTECHNiCAL ENGINEER'S RECOMMENDATIONS CONCRETE PAVEMENT II_ O Z O-1 W > HATCHED AREA INDICATES EXTENTS OF DETECTABLE WARNING SURFACE (TRUNCATED DOMES- SEE NOTES). DOMES SHALL RUN PARALLEL TO TRAVELWAY 'INN O BARRIER -FREE RAMP DETAIL BARRIER -FREE RAMP INSTALLATION & CONSTRUCTION NOTES: 1) ALL CONSTRUCTION SHALL MEET CURRENT TAS STANDARDS; 2) LANDINGS SHALL BE 5' X 5' MINIMUM, WITH A SLOPE NOT TO EXCEED 2% IN ALL DIRECTIONS; 3) MANEUVERING SPACE AT THE END OF CURB RAMPS SHALL BE AT LEAST 4' X 4, WHOLLY CONTAINED IN THE CROSSWALK AND WHOLLY OUTSIDE VEHICULAR TRAVEL PATHS; 4) MAXIMUM ALLOWABLE SIDEWALK CROSS -SLOPE IS 2%. FLARE SLOPE SHALL NOT EXCEED 10% AS MEASURED ALONG THE CURB LINE; 5) CURB RAMPS WiTH RETURNED CURBS SHALL ONLY BE USED WHERE - PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP (SUCH AS WHEN THE ADJACENT SURFACE IS LANDSCAPING, OR WHEN THE ADJACENT SURFACE IS OBSTRUCTED BY A PERMANENT OBJECT); 6) MEDIANS MUST BE A MINIMUM OF 5' WIDE AND SHOULD ALLOW PASSAGE OVER AND THROUGH THEM TO QUALIFY AS A PEDESTRIAN REFUGE AREA; 7) CROSSWALK MARKINGS, DIMENSIONS, AND STOP BAR LOCATIONS SHALL BE INSTALLED AS SHOWN ELSEWHERE IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK MARKINGS ARE NOT REQUIRED, CURB RAMPS SHALL BE ALIGNED AS DIRECTED BY THE ENGINEER; 8) EXISTING FEATURES THAT COMPLY WiTH CURRENT TAS REQUIREMENTS MAY REMAIN IN PLACE UNLESS NOTED OTHERWISE ON THE PLANS; 9) HANDRAILS ARE NOT REQUIRED ON TYPICAL CURB RAMPS. REF. TAS, SECTION 4.8, FOR HANDRAIL REQUIREMENTS; 10) PROVIDE CURB RAMPS WHENEVER AN ACCESSIBLE ROUTE PENETRATES A CURB; 11) CURB RAMPS SHALL BE SEPARATED FROM ADJACENT SIDEWALKS AND OTHER PAVING ELEMENTS WITH A PREMOLDED OR BOARD JOINT A MIN. 3/4" WIDE UNLESS THE ENGINEER DIRECTS OTHERWISE; 12) PROVIDE A SMOOTH TRANSITION WHERE CURB RAMPS MEET THE STREET; 13) CURB RAMPS MUST CONTAIN DETECTABLE WARNING SURFACE CONSISTING OF RAISED TRUNCATED DOMES COMPLYING WITH TAS, SECTION 4.09, AND TECHNICAL MEMORANDUM 08-01 THE SURFACE MUST CONTRAST VISUALLY WITH ADJOINING SURFACES, INCLUDING SIDE FLARES. FURNISH DARK RED OR DARK BROWN DETECTABLE WARNING SURFACE ADJACENT TO UNCOLORED CONCRETE, TYPICAL; 14) DETECTABLE WARNING SURFACES MUST BE SLIP -RESISTANT AND MUST NOT ALLOW WATER TO ACCUMULATE; 15) ALIGN TRUNCATED DOMES IN THE DIRECTION OF PEDESTRIAN TRAVEL WHEN ENTERING THE STREET; 16) DETECTABLE WARNING SURFACES SHALL BE INSTALLED A MINIMUM OF 4" FROM THE SIDES OF THE PEDESTRIAN RAMP AN BETWEEN 6" AND 10" FROM THE TOP AND BOTTOM EDGES OF THE RAMP. DETECTABLE WARNIGN SURFACES MAY B CURVED ALONG THE CORNER RADIUS. Bicycle Parking Space Layout: 6' 0 each end MR k`Fa~ti` y�_yr,'•kn lkry tkyKu�$e.F+ �.q". 'irdn�yw%S,Wj>4.'-"}d'n,,: }71' �{(+Y'""' 4 � � ,?',;'C" � "pit:: �+• 'YV�' `4�"�t�^'¢s„ �, r!" „a, r 0 r t`>�`, �,' :�` �% y. My ei'F,i}i?. ,; a;• s32'r.''v+.'x -'�, ��,.��� g�4'�r�; 'sty...+ ';� �Y• 4; �. .:�l..:a �'. -- ..1'. �'i?Z3 tiD '. 12 3y� FXt���; '-� .yLA'�a;`n?!i n To-����,��aL��A} a, �wl���i�'•~ •-�. a r�'�'.�'.9 .�,>;w,�.r9 d;. rpt +Qtaf^.r ��• 'a � <;2`i..' " Bil 'y'7,,'�'�`:,'rJ;rv•';,e v��v:^'' �,... yjp^t r j ��� \ y�•�!} tips _ �'' +: ;�S"R`�'t,7'!t'»wYC.0 .�et` �P�.[tb-\�'.4.++'�i`h•.�Y.'.��...+��iY�+�ct`"C �'1a.'M-. �SJ�k.`•'L �.V 36" 15" \ \ 30' (min) 15" 6' \ 6" 36" 35' 24" 3tafacshle.e�t(FT] DRAWING MOTTO SCAtE -21- RECOMMENDED MINIMUM TRENCH FINAL F BACKFILL MIN. COVERTO MIN. COVERTO icy✓�✓�pi�pi�ppp.FLEXIBLE PAVEMENT. H INITIAL HAUNCH BEDDING NOTES,WFOR 3(r-W PIPE MIN. TRENCH WIDTH SUITABLE 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR PiPE DIAM. MIN. TRENCH WIDTH 4' 21' 6' 23" 8` 26" 10" 28' 1r ST 15" 34' 18" 39" 24" 48" 30' b6" 64• 4r 7r 48' 80, 54" 88' 60" 96" l r t f1 1 APPLICATIONS'. LATESTADDiTION MINIMUM RECOMMENDED COVER BASED ON CONDITIONS11 .. VECHICLE LOADING CONDITIONS - 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFiLL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BYTHE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTiLE MATERIAL. SURFACE LIVE LOADING CONDITION PIPE DIAM. H-25 HEAVY CONSTRUCTION (75T AXLE LOAD) 17-48" 12" 48" se-60" 24' 60" 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS 1,11 OR III. THE CONTRACTOR SHALL PROVIDE ' VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE MINIMUM RECOMMENDED COVER BASED ENGINEER, MiNIMUM BEDDING THICKNESS SHALL BE 4' (100mm) FOR 4 =24" (100mm-600mm); 6" (150mm) ON RAILWAY LOADING CONDITIONS FOR 30"-60' (750mm-900mm). 5. INITIAL BACi FILL: SUITABLE MATERIAL SHALL BE CLASS 1,11 OR IiI IN THE PIPE ZONE EXTENDING NOT LESS THAN 6' ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 6 MINIM COOPER PIPE DiAM. E-SO" UP TO 24' 24" 30"•36' 36 Air-60' 48" UM COVER. MINIMUM COVER, H, IN NOW, APPLICATIONS (GRASS OR LANDSCAPE AREAS) .. LURID FROM TOP OF PiPE TO BOTTOM 1S 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO OF RAILWAY TIE. PREVENT FLOATION. FORTRAFFIC APPLICATIONS, MINIMUM COVER H, IS 1r UP TO 48" DIAMETER PIPE +" E.80 COVER REQUIREMENTS. ARE ONLY APPLICABLE AND 24" OF COVER FOR G4"-BO" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE TO ASTM F 2306 PIPE PAVEMENT OR TO TOP OF RIGID PAVEMENT. 2 ADDED E-W NFW. AMOK TJR OISrAA7 02007 AD8, /iR REv. DESCRIPTION I BY 11MMOMY CH(9 - - ADVANCED DRAINAGE SYSTEMS. INC. CADS•) HAS PREPAREDTHTS DETAIL BASED ON WORMATION PROVED TO ADS. THIS DRAWM IS - '•' CKS R1i13JDEDTgDEPICTTHECOIQONt31TSASREQUESTED.ADSHASNOTPERPDRMEDANYETJriNEERBi00RDFSlGNSERVIOESFORTH IS .`.•.-' -- 1m� PROJECTDSIF , NOR HAS SUPPLED THEMrA"TIONDETA"PROVMEDHERENAREGBNERAL 'j'MCAL TMC$v.£. .1MMIEMNBLVD RECO&"MATKM ANDARH NOTSPECIFIC FORTHIS PROJECT: THE DESM ENGWEi SHALL. REVIEW THESE DETAILS PRIOR TO t•1[.L1ARD, OFI1043026 CO?WRtXSMK iTIBTHE DESIGN ENGINEERS RESPON3I UNTO ENSURE THE DETAILS PROVIDED HEREN MEETS OR EXCEEDS THE DSMAIL • NTS APPLICABLE NATlD1W.. STATE, OR LOCAL REQUIREMSM AND TO ENSURETHATTI•E DETAILS PROVIDED HEREN AREACCEPTABLE FOR THL9 Aw.n®a..waR.rsrrr.R,a PRO.EOT. DRAW WG NUMBER: ST13-101 1 OF 1 I . , TABLE OF VARIABLE DIMENSIONS AND QUANTITIES FOR ONE HEADWALL � Values for one Pipe Values to be added W o for each addt'1 Pipe o �°: Rein Conc Re(nf Conc x vI oo W X Y L (Lbs) (CY) X and W (Lbs) (CY) 1 1 1 12' 4'- 7 I/2" 2'- 6" 2'-10" 3'- 3 1/4- 84 10.6 1'- 9" 20 0.2 v 15" 5'- 5 4" 2'- 9 2" 3'- 4" 3'-10 t/." 991677 2'- 2" 24 0.3 ,- 18" 6'- 4 t/4" 3'- 1" 3'-10" A'- 5" 12010.9 2'- 8" 32 0.3 21` 7'- 2 4" 3'- 4 z" A'- 4" 5'- 0" 137 1.1 3'- 1" 43 0.4 24" 8'- 2 t/2" 37- 9 727 -4 1-10" 5'- 7" 158 1.3 3'- 7" 50 0.5 27' 9'- 1" A'- 1" 5'- 4" 6'- 2" 173 1.5 3'-11" 56 0.6 30" 9'-11 /2. 474 2" 5'-10" 6'- 8 4" 197 1.7 4'- 4'1 65 0.8 33" 10'-10" A'- 8" 6'- 4" 7'- 3 4' 216 2.0 4'- 8' T1 0.9 N 4-11 36" If'- S t/4` z" 6'-10" 7'-'4" 42" 13'- 5 t/4' 5' - 6 Ve 7'-10- 9'- O '/2" 290 2.8 5'-10- 97 1.3 48" 15'- W 67- 1 2" 9'- 4" 10'- 91/4"K587 3.8 6'- 7" 117 1.7 54" 17'- 5 4" 6'- 8 2" 10'- 4" II'-11 t/4" 4.5 7'- 6" 151 2.1 60` 191- 2 4" 7'- 3 2' t1'- 4` 13'- 1" 5.3 8'- 3" 174 2.5 66" 20'-11 %2" 7'-10 12" 12'- 4" 14'- 3" 6.2 S'- 9" 194 2.9 72" 22'- 8 f2" 8'- 5 2" 13'- 4" 15'- 4 4" 7.1 9'- 4' 213 3.3t 12" 6'- 3" 2'- 6" A'- 3" 4'-11" 0.8 1'- 9' 22 0.2 2S m o 3 15' T' - 5" 2' - 9 z" 5' - 0" 5' - 9 /i" 133 1. 11. n.0 0 18" 8'- 6 Y4" 3'- 1" 5'- 9" 4; - T 4" 166 1.3 2'- 8" 37 0.5 gob- 21" 9'- 8 4" 3'- 4 2" 6'- 6" 7'- 6" 189 1.6 3'- 1" 48 0.6 a m 24" 11' - O" 3'- 9 %2" 7'- 3" 8'- 4 %2' 221 2.0 3'- 7' 58 0.7, r 27" 12'- 2" 4'- 1" 8'- 0- 9'- 2 -'4" 245 2.3 3'-11" 67 0.8 �•_ 30" 13'- 4" A'- 4 12" 8'- 9" l0'- gt1y4" 287 2.7 A'- 4" 77 1.0 + 33" 14'- 5 4" A'- S' 9'- 6" 10' -11 74' 310 3.1 A'- S" 84 1.2 OxOx go73_6z_T5'_- 7 -3r4" 4'-11 a 10'- 3' 11'-10' 343 3.5 5'- 1" 96 1.4 16�a 42" 17'-11 t/rz" 5'- 6 Vz" 111- 9" 131- 6 -r4" 424 4.5 5'-10" 119 1.7 + -mg AS- 21'- 1 )4" 6'- 1 7e 14'- 0" 16'- 2" 527 6.1 6'- 7" 146 2.3 �vE 54" 23'- 5 tfz" 6'- 8 Ifz" 15'- 6" 17'-10 4" 618 7.3 7'- 6" 186 2.9 > �S jm x_ 60" 25' - 9 1/4- 77-- 3 z" 17' - 0" 19' - 7 jz ` 707 8.7 8'- 3" 219 3.4 vc m 66" 28' - 1 " 7'-10 t 2" IS'- 6' 21'- 4 1/4' 797 10.1 B'- 9" 242 3.9 i m++_ 72" 130- - 4 4 " B' - Se 20'- 0" 23'- 1 t/4 " 910 11.7 9'- 4" 272 4.41 12" 7'-10 42'- 6" 5'- 8" 6'- 6 /2" 144 1.1 1'- 9" 24 0.3 n w Tt 15" 9'- 4" 2'- 9 V2' 6'- 8" 7'- 8 %2" 177 1.5 2' - 2" 32 0.4 �vti 18" 10'- 9 %2. 3'- 1" 7'- 8" 8'-10 1/4" 21T 1.9 2'- 8" 42 0.5 bi 's 21" 12'- 2-4" 3'- 4 Y2" 8'- 8" 10'- 0" 254 12.3 3'- 1" 57 0.7 6240 24" 13'- 9 /2" 3'- 9 /z" 9'- 8" 11'- 2" 295 2.8 3'- 7" 67 0.9 4-8 - 27" IS'- 3" A'- 1" 10'- 8" 12'- 3 4' 328 3.3 3'-11" 77 1.0 o o 0 b 30" 16*- 8 t%4" A'- 4 V2' It'- 8" 13' - 5 4' 379 3.8 A'- 4" 89 1.3 +� o I 33" 18' - 1 4' A'- 8" 12'- 8" 14'- 7 1/2* 417 4.5 A'- 8" 101 1.4 o6dm c 36" 19'- 7' 4'-11 Y2" 13'- 8" 15'- 9 1/4" 464 5.1 5'-1" 115 1.7 m'd 42" 22'- 5 4" 5'- 6 Y2" 15'- 8" 18' - 1' 575 6.5 5'-10" 141 2.1 ;m 48" 26'- 6 t/4" 6'- 1 %z" 18'- 8" 21'- 6 4" 720 8.9 6'- 7' 175 2.8 54" 29' _-5 " 6' - 8 %2 " 20'- S" 23'-10 I/4 ` 863 10.7 7'- 6" 226 3.6 uiE 'g u 60" 32'- 3 7y 4' 77- 3 2" 22'- 8' 26'- 2" 984 12.7 8'- 3" 264 4.3 c a x- 66" 35'- 2 /z" 7'-10 a 24'- 8" 28'- 5 4' 1126 14.9 8'- 9" 300 4.9 72" 38'- 1 t/A" 8'- 5 z" 26'- 8" 30'- 9 %z" 1283 17.3 9'- 4" 334 1 5.6 12" 11'- 2" 2'- 6" 8'- 6" 9'- 9 4" 220 1.9 1'- 9' 28 0.4 15" 13'- 2 I/4" 2'- 9 2" 10'- 0" 1V- 6 %z" 264 2.5 2'- 2" 31 0.5 18" 15'- 2'2" 3'- 1" If'- 6" 13'- 3 1/4" 326 3.2 2'- 8` 50 0.7 21" 17'- 2 Y4" 3'- 4 V2" 13'- 0" 15'- 0 /4" 381 3.9 3'- 1" 69 0.9 24" 19'- 4 %2" 3'- 9 V2" 14'- 6" 16'- 9" 447 4.8 3'- 7" 80 1.2 27' 21'- A 4' A'- i" 16'- 0" IS'- 5 4" 506 5.7 3'-11" 96 1.4 ,3 30" 23'- 5 1/4 " 4' - 4 2" 17' - 6' 20'- 2 %2' 587 6.7 A'- 4" 110 1.7 33" 25'- 5 %2" A'- 8" 19,- 0" 21'-11 t/4" 6671 7.8 4'- 8" 127 2.0 36" 27'- 5 4" 4'-1t 2" 20'- 6" 23'- 8" 727 9.0 5'- 1" 144 2.3 42" 31'- 6 t/4" 5'- 6 V2" 23'- 6" 27'- 1 t/2' 914 11.5 5'-10' 179 3.0 13 48' 37' - 3 %2" 6'- 1 Yz" 28'- 0" 32'- 4" 1181 15.9 6'- 7" 231 '4' 0 a 1 54" 41'- 4 t/4" 6'- Se 31'- 0" 35'- 9 '2" 1412 19.2 T'- 6" 300 5.0 60' 45'- 4 4' 7'- 3 2" 34'- 0` 39'- 3"1619 2.9 8'- 3' 353 6.0 W " � qr a I Bars G I 1'-6" Min "X" (4'-0" Min, 6'-0' Max) 1'-6" Min Apron 6" 0 plus 1'-0" Min 4 6' Apron (3'-0" Min, 5'-0' Max) 1' Overhang (Typ) C rd Ring and Cover "o L (Center on Lid) �o I T T 6"x 6" Corner Post (Typ) I I I I opt N F�o N C, A CAJ- I i I I I A 4-m a � •, I I I I No 4- goo4- Q n o o M • I I 1 1 I t--I---------I- _ -' gmg 1 -I--- --L m gt* C °x5ou rS m k kfia ,Q '0 �a�o B > Lid - "X" plus 2" TYPICAL APRON PLAN dMay be changed as directed by the Engineer. (Lid not shown for clarity. Showing Q Place toyer of grout between lid and corner ec- PLAN reinforcing in wolfs and in opron.) posts to provide stable seating of lid. xa� „-„ Q Center Dowels D in corner posts. (Typ) 6 OD equals the maximum Inside diameter of any m o ` LoF pipe entering the wall shown or the opposite tr wall. oig i'-6" Mtn 1'-6' Min @D equals the maximum inside diameter of any &1 1 3 t/2" 18" A(ax 3 %2" Post Const 3 t/2" Max 3 %2" Post Const Pipe entering the inlet. oz° o Spa it (Typ) 2 Spa it (Typ) 2 " Top of Apron .I- Top of Apron 1 (Typ) og , v (Typ) 1 p (Typ) 1 o -CI.-o Overhong W Overhang ZD - Ot Quontities shown are for concrete pipe and will REINFORCING S EECI CONSTANT DIMENSIONS increase slightly for metal pipe installations. Bar Size Spa No. oo M For vehicle safety, curbs shalt project no more A +� 4 1'-0' as G K H than 3" above finished grade. Curb heights -• + sha I 1 be reduced, If necessary, to meet these B u 3 1 ' -6" oa I requirements. No changes will be made in C u 4 1'-0" 12" 9" 1'- O" 2'- 0" !! �. ; quantities and no additional compensation will 1 ' be allowed for this work. D tc 3 1'-0" - 15" 11" 1'- O" 2'- 3" 111 _________________________.---__-J_______ 33 Provide a 1'-0" footing as shown where required E • 5 4 18" 1'- 2' 1'- 0" 2'- 6" to maintain 4' Min cover for pipes. F s 5 21" 1'- 4' 1`- 0" 2'- 9" G 3 2 24' 1'- 7" 1'- 0" 3'- 0" ELEVATION OOuantities shown are for one structure end only s - (one headwall). S >F 4 - 6 27" 1'- 8` 1'- O" 3'- 3" Show* tlimensions V x 4 l'-0" - 30" 1'-10" 1'- 0" 3'- 6" g O5 Min Length ■ 6" + 3" x (12 x H - 7) 1 12 x L W • 5 4 33" 1'-11" i'- O" 3'- 9" Max Length - 12 x H - 3" x (12 x H - 7� _ 1. 36` 2'- 1" 1'- 0" 4'- 0' 12 x L AV 2'- 4" 1'- 0" 4'- 6" 6 Lengths of wings based on SL11 Slope along this AS" 2'- 7" V- 3" 5'- 3' ! line. 54" 3'- 0' 1'- 3" 5'- 9" 1 X 65' 3'- 3" 7'- 9" t{{ X/2 72' 3'- 4" 1'- 33" 0 G D rL Pipe or Pipes 1 I _I 3. O 30• o, BARS V BARS C (2'-0" long) Bars B Y + 4" Bars Bx 9" Min N BARS B & BT-Bx GENERAL NOTES: Designed according to current AASHTO Standard and Interim Specifications. - Reinforcing steel shall be placed with the center of the outside layer of bars 2" from the surface of the concrete. Finished Grade All reinforcing steel shall be Grade 60. 8, (Roadway Slope) All concrete shalt be a minimum compressivestrength sholl of have 3600 psi. Bore E I ? o No bridge rolls of any type may be mounted Conforms to SL:1 slope '^ 2 6. directly to these culvert headwalls. perpendicular to Rdwy Contractor shall Bars W Bars Di-N provide bars as t Bars W needed to support ( Bars Vi -Vx - Bar W on inside t • ' Texas Dt�rtment of Transportatton face of wall.---i Bars S Bore F I ® - Bridge DWslon Soso C x I Bars D CONCRETE HEADWALLS Bars S I Bars V WITH FLARED WINGS FOR Bars B I iI Const it O• SKEW PIPE CULVERTS Bars E ZDF �t� to �Bora A 1 � -0.03 Bars At -Ax CH - l- n -0 --Bara B FILE, ohfr00se.tlgn ax T%DOT I CRt T%DOT I a'i TxWT I cm GAF TYPICAL WING ELEVATION SECTION A -A C Tx00T May 2005 DISTRICT FEOERu AID MOIEC7 MET REVISInK t eouxn cnxrRa stcr I .aR INFGWAr I fill V (match Bore Bt Spa) (Typ) a4 V (match Bars 82 Spa) (Typ) 2" End J 2' End J , Cov iI i a, Cov i it Apron (Typ) D(x6) 3 Apron (Typ) D(e6) 3 0 X • M2 0' m Tx • Mt c o 0 ey to 8 4, o o 2 �4" . o ° o 2 �i " c Permiss (Typ) o x o' Permi6 _ i7 ) yp v x Const it V (lap Bars Bt a a in Const it V (lop Bars 82 a 2 m l: (Typ) • 1'-5" Min) *4 In N c` (TYP) • 1'-5" Min) a4 n iv N 3 N Cr Or Lz w a Li o o • Const it - _ - _ - _ c c • Const it -. - - - - _ as (Typ) (Typ) = • • M Bt w = • M B2 ZD • i t0 , -•t a • , -- •-- • -' 0 1 6"(Typ) B2 m N 1 6"(Typ) ' Bt L m° 'n 1 Bars B2 Spa 4"1 Eq Spa at 12" Max SECTION A -A 4" Bars 81 Spa 4' Eq Spa at 12' Max SECTION B-B 4' SHEET t OF 2 -Mlll' Texas Deportment of Tronsportotlon • f Badge DNIslon HORIZONTAL INLET TYPE H WITH LID (MAX 48" DIA PIPES) IL-H-L 11hste02.d9n low TxDOT Im MOT Imh ixDOT a. TXDI DOT Way 2005 DISTRICT FEDERAL AID FRG.R:CT SNEA REVISIONS 0"Tr CONTROL SECT I .IO9 I MIGM H ARCHITECTS i ENGINEERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 G Engineering 2501 Ashford Drive, Suite 102 College Station, Texas 77840 P.O. Box 10763, 77842-0763 979.680.8840 (Phone) 979.680.8841 (Fax) www.gessnerengineenng.com Firm Registration Number. F-7451 FINAL PLANS FOR CONSTRUCTION •OF' T * •� F • MELISSA P. •THOMAS • ' • • 98398 o��s BONA 5�� •,•�4v College Station independent School District j E G� . boo ERR- 4". TRANSPORTATION CENTER College Station, Texas D CHECKED: MPT SCALE: NOT TO SCALE © 2009 SHW Group ISSUE:10/26/09 3 11113/09 ADDENDUM 3 12/03/09 CONSTRUCTION SET 12/07/09 RESUBMITTED TO CITY 1/11/10 RESUBMITTED TO CITY 1114110 RESUBMITTED TO CITY FOR APPROVAL C B A SHEET TITLE: DETAILS 8- 0 SHW Project: 4409.011.03 1 2 3 4 5 6 , 7 I 8 9 10 MIN. 18" TOE WALL TO BE CONSTRUCTED AT BEGINNING do END OF CONCRETE DITCH CHANNEL do RIP -RAP SECTIONS. 5' S' 5' 5' 2" 0 �- H/3 H=4' 1 THICKNESS AS — DESIGNATED ON PLANS OR AS DESIGNATED ON PLANS G� IF3 BARS O 18" O.C.E.W. MATCH E ELEV 1 i-T TTT T� E� T WEEP HO ETAIL 28-DAY CONCRETE STRENGTH=3000 pat CONCRETE CHANNEL LINING `9ECTION SURFACE Z-1� MINIMUM WIDTH DRAINAGE EASEMENT 1-3/8" 15 11 7/16" 2-1/4�� 2" 1 - 1' M T 1 2 T r -1/4• 1' MIN. PICK HO DETAIL �� COVER BACK OLE RING AND COVE 2-04 i j3 BARS O 12" O.C.E.W. ,_ THICKNESS AS �j'`'`�'J�'"� DESIGNATED ON PLANS BARS O 18" O.C.E.W. V-0" .� I IT OR AS D GNATED .IPA / 6"-�i M- ON P S GCl` ,r'j 1'-6" HEIGHT EP HOLE VARIES w 1% 6EIGHT 14 VARIES MATCH E ELEV. 1 ,! WEEP H 1/3 GHT 12"X12" GALV. HWD. CLOTH 4" MESH f W/GRANULAR MATERIAL 12"X12" GALV. HWD. 18" TO 36" AS CLOTH 1/4" MESH DESIGNATED W/GRANULAR MATERIAL ON PLANS 6" NOTE: MIN. 18" TOE WALL TO BE CON UCTED AT BEGINNING do END OF CRETE DITCH CHANNEL do RIP -RAP SECTIONS. 5' V. 5' 2" 0 D �- H/3 WHEN H-4' OR MORE IN. ` Jr_ 28-DAY C CRETE [STRENGTH- 3 psi VEEP HOLE DETAIL CONCRETE RIP -RAP D2-01 `B" TOE DOWN (ALSO AT FLUME ENDS) 28-DAY CONCR STRENGTH =3000 psi \ S vDARD FLUME SECTIO EXPANSION JOINTS AT 60' O.C. 1 6" (TYP.) #3 "U" BARS 9" 1 PER BLOCK DISSIPATOR BLOCK LOCATION PROVIDE RIP -RAP ROCK (MIN. 20 LB. PIECES) + I A I N_ I O 1'-6w L w. O 8" DISSIPATOR BLOCK THICKNESS AS HANDRAIL DESIGNATED ON PLANS #3 B O 18" O.C.E.W. V-0" I SIC 9 OR AS DESIGNATED ON PLANS _.c�' - �� 8" HEIGHT 1? VARIES MATCH E ELEV. 1(—,�'! 28-DAY CONCRETE `ram STRENGTH - 3000 psi 18" TO 36" AS f NOTE: 18 WALL TO BE CONSTRUCTED DESIGNATED ON PLANS DI BEG G do END OF CONCRETE DITCH UNIN RIP -RAP SECTIONS 6" C CRETE SIDE SLOPE PROTECTION BARS F7,,_roARS E — VPJQ W --CA" I FRONT ELEVATION CONFORMS TO 2: Ym S m 28-DAY CONCRETE STRENGTH - 3000 par C w E 'ARS A MIn.J T !-BARS 1' BARS E PROVIDE A If FOOTING AS SHOWN WHERE REQUIRED TO MAINTAIN 4 MIN. COVER FOR PIPES. CONCRETE FOR FOOTING SHALL BE ADDED TO TOTAL QUANTTTIFS SHOWN. SIDE ELEVATION M 4 BARS B CONSTMRUNTcnON oT-DII 10 JLj S S BARS AI-AII SECTION A -A PROVIDE RIP -RAP ROCI( (MIN. 20 LB. PIECES) /4 BARS 12" O.C.E.W. z� f I y y 6" ^ 24" Hz I WALLS, BOTTOM SLAB do TOE - ALL DPOSRAL ED CORNERS SHALL BE CHAMFERED 3/4". FO�� �CED OM DECENTER SECTION A -A OFOUTSIDE THE SURFACE E PLAN OF THE CONCRETE TOTAL C JM71TIES INCLUDE ONE 20 rim . DIAMETER LAP FOR ALL BARS OVER 6'-0" IN LENGTH 28-DAY CONCRETE STRENGTH 3000 psi Vic`;,::"" .. '�-- P MINIMUM DISTANCE BETWEEN �•r`ti-�. � , ��,p.ar��'s; 24" ; TWO PIPES REINFORCING STEEL FOR ONE HEADWALL ` XE `r°. , c�.�a.:.:_7 18" TO 36" - 12" APART BARS Y /B30iB BABox Bi4� _+ BAM2-Dx BADE BARS F BAD G BADS B�Vi-Vx BAD W aoj48" OR LARGER - 18" APART T TYPICAL CONCRETE HEADWALL & END WALL WITH WINGS D3-00 CONCRETE HEADWALL FOR 2 PIPES D3-Ol SELECT MATERIAL MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) INCHES IN THE LARGEST DIMENSION), COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY 2" MIN. -_ ` =t-; COMPACTED CEMENT STABILIZED ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN /f SAND, 1-1/2 SACK/CY (PUGMILL OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL " ONLY). SPADE BY LIFTS INTO AREAS Qa.. YARDS, PASTURES, EASEMENTS) AND TO A PIPEgO.D. fL PLACE, TO FILL ALL VOIDS MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED (4" MIN.) : :: :• AROUND PIPE MANUALLY BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN ' ` =': CONSOLIDATE AT OPTIMUM OPTIMUM TO +4% OF OPTIMUM UNDER FUTURE STREET AREAS. MOISTURE. PE MUST DESIGN TRENCH DETAIL O.D. SITE SPECIFIC FOR HDPE PIPE./12" MAX.` MIN. HDPE PIPE IS NOT TO BE THE TRENCH BOTTOM SHALL BE 8 USED UNDER PUBLIC STREET GRADED SO AS TO PROVIDE UNIFORM PAVEMENT AND CONTINUOUS SUPPORT FOR THE CEMENT STABILIZED SAND AS PIPE BARREL BETWEEN BELL HOLES. A MINIMUM WALL ALWAYS BE REQUIRED. BEDDING AND TRENCH FOR REINFORCED CONCRETE PIPE W::�,)�� Tr y.�7'�ay. y7 � A N Z O N W C17Y OF BYAN The Good Life, Texas Style. - DRAWN BY: C. L. M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. FIGURE: SHEET 1 OF 1 NOTE: MANHOLE BASE SHALL BE PLACED ON FIRM SUBGRADE. ADDITION OF CEMENT STABILIZED SAND OR GRAVEL MAY BE REQUIRED TO STABILIZE FOUNDATION. SECTION A - A -5" MIN. VARIES NOTES: 1. A MAX. OF 4 AND A MIN. OF 2 THROAT RINGS 4. MANHOLE LOCATION AND COMPACTION AS FOLLOWS: SHALL BE USED AT EACH MANHOLE IN NEW LOCATION COMPACTION REQUIREMENT OR EXISTING RIGHT-OF-WAY. PAVEMENT 98 X STANDARD PROCTOR - ASTM D 698 2 USE ADEKA SEALANT OR APPROVED EQUAL BETWEEN RING/COVER, ADJUSTMENT RINGS LANDSCAPE AREA 90 X STANDARD PROCTOR - ASTM D 698 AND CHIMNEY OR CORBEL/CONE SECTION. 5. NO RINGS ARE REQUIRED OUTSIDE OF 3. MANHOLE BASE THICKNESS AND FOUNDATION STREET RIGHT-OF-WAY AS FOLLOWS: 6. IN FLOODPLAINS OR AREAS OF CONCENTRATED MANHOLE DEPTH (FT.) BASE THICKNESS FLOW, THE CONE SHALL EXTEND 1 FOOT ABOVE 0 - 12 8• THE BASE FLOOD ELEVATION OR A BOLT DOWN 12 AND OVER 12• WATER -TIGHT RING AND COVER SHALL BE USED, VENTED WHERE REQUIRED. 7, WARNING SIGN ONLY TO BE PLACED WHERE SEWER CROSSES OPEN FIELDS. STD. DUCTILE IRON MANHOLE COVER AND FRAME (30' DIA. OPENING) OR EQUAL MANHOLE DIA. MAIN SIZE 4 FT <181n. 5 FT 0 81n. t301n 6 FT T:9 SEE NOTE 7. SEWER SIGN MANHOLE SIGN (SEE DETAIL S3-05) 6'-0" 12 MAX. 12" MAX. SEE NOTE 1 SEE NOTE 1. • J.L2 PRECAST REINFORCED . • 2-60' t CLASS 'A" CONIC. CONC. MANHOLE SECT. VARIES 3000 PSI IN 28 DAYS ASTM DES. C-478 VARIES g' GREEN, HEAVY DUTY, -STANDARD CLEANOUT (SEE TABLE) BACK FILL AROUND MH SHALL WING CHANNEL POST VARIES ' VARIES STANDARD CROSS PLUG BE AS PER NOTE 4. '` 5' MIN. (SEE TABLE) RUBBER -GASKET JOINTS �9 . W/ MORTAR SEALANT MIN. " • INSIDE AT ALL JOINTS CEMENT STABILIZED SAND AS SHOWN. t INVERT - 3/4 DIAMETER OF PIPE % n PLUG 6" MIN. UP TO 24 24" AND LARGER STANDARD CROSS 2'-0" t• �• s t• t 1• SHALL BE FULL DEPTH INVERTS. 'vi•t 3" •• vARt �.,.; , 3 .� -BASE A ,;,.,r; •. �, .: i �� •. '::•.�� r • �; A WATERSTOP-PIPECONX MANHOLE ADAPTER SEAL, " f4 BARS, 8 O.C.E.W. ^ 90^ BEND ''� ' ARCS "'k' 90^ BEND OR APPROVT EQUAL 2 REQ'0 ) NOTE: DEPTHS GREATER THAN 12' WATERSTOP-PIPECONX TIED TO WALL AND BASE. SEE BASE ,, ;•• r ; r . t �: •• " •r-? •.• • .• 6" MIN. . WALL REQUIRE 2 MATS OF REINFORCING STEEL IN THE MANHOLE ADAPTER SEAL, OR APPRO EQU f4 BARS. 8' O.C.E W. 2 REQ'D) NOTE: DEPTHS GREATER THAN 12' .. ; •� . • NOTE FOUNDATI BASE. WALL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE BARS, 8' O.C.E W. -- DEPTH WATERSTOP-PIPECONX MANHOLE ADAPTER SEAL, CAST IN PLACE MANHOLE GREATER THAN 12 FEET WILL REQUIRE Q� APPROVED EQUAL 2 MATS OF REINFORCING STEEL IN THE g2 REQ'D) BASE STANDARD DROP MANHOLE NOTE: CAP CLEAN -OUT AT BLIND FLANGE ON RESTRAINED JOINT FOR FORCE MAINS. PRECAST MANHOLE STANDARD MANHOLE S 1-02 PVC CROSS NOTES: PVC PLUG WITH HALF MOON PPLOSO� 1. 1" DIA. 'STARTER" HOLES SHALL BE DRILLED THROUGH WALL OF CAST -IN -PLACE PLU EXISTING MANHOLE SPACED 3" APART CENTER TO CENTER. SEE DETAIL (STD) FOR CUT OUT OF IT - 10 FORMA ANMD NEWIrINNVVERRT FOR NEW DAM HALF THE PIPE DIA. AFTER 'STARTER" HOLES HAVE BEEN INSTALLED AND APPROVED CONSTRUCTION OF MH eERIPHERAL. LINE. NEW INVERT SHALL BY A CITY INSPECTOR, THE CONTRACTOR SHALL BEGIN REMOVING STARTER HQLES HAVE SMOOTH TRANSITION THE CONCRETE INSIDE THE PERIPHERAL 'STARTER" HOLES. (SEE NOTE 1.1 INTO EXITING INVERT REWORK CONCRETE SHALL BE REMOVED WITH PNEUMATIC HAND TOOLS. EXISTING INVERT AS REQUIRED. GROUT :i,, PVC PIPE ONE SIZE 2 THE NUMBER OF REBAR DOWELS SHALL VARY WITH SIZE QF SMALLER THAN OPENING. REBAR SHALL NOT BE SPACED MORE THAN 12 CC. PIPE INLET 3. WATERSTOP SHALL BE INSTALLED IN STRICT ACCORDANCE WITH 1-3/4" STAINLESS 1 OPENING CREATION DETAIL NON -SHRINK MANUFACTURERS REQUIREMENTS. STEEL BANDS A GROUT SEY" WWVvFE (TYP) 4. CONCRETE SHALL BE 3,000 P.S.I. 5/8" STAINLESS STEEL 45^ ELBOW CONCRETE SYNKO-FLEX PREFORMED 1 -o" BOLTS W/ EXPANSION �, .: (TURN W/FLOW BLOCK PLASTIC ADHESIVE ANCHORS '%� :.f d: GROUT AV PLACE) ((�1 R�EMBEDDEO LONG) EQUAL (SEt NOTEE3) APPROVED EPDXYFD INTO MANH WALL 3 (SEE NOTE 2 WATERSTOP - PIPECONX . MANHOLE ADAPTER ELEVATION EQUAL TOIf P 0.pp, SEAL, OR APPIOVED OF LARGEST PIPE IN MH jFU pp p� PIPE 18 EQUAL (2 RED D) CONNECTION DETAIL SECTION VIEW �11 MANHOLE CONNECTION DETAIL B• CHANNEL FORMED IN CONIC BASE B INSIDE DROP MANHOLE STANDARD MANHOLE TIE-IN S1-Ol NOTE: 1. WHERE DOUBLE WYE SERVICE ELEVATION IS LESS THAN 2'-7' BELOW PROPOSED BACK OF CURB, MIN. SLAB ELEV. MUST BE SET TO ALLOW SANITARY SEWER SERVICE 2. MARK EACH SERVICE END WITH METAL 'T' POST PAINTED GREEN. 3, ALL SERVICE CONNECTIONS WITHIN THE R-O-W SHALL BE ASTM D3034 SDR26 WITH GASKETS. 4. ALL SERVICE CONNECTIONS do EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. 5. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW FOR EACH SERVICE. 6. SS%R&%SHALL BE MARKED WITH A LATH UNDER THE SUPERVISION OF A RPLS UPON COMPLETION OF I I SIDEWALK f I 3.5' MAX. (SEE NOTE 1.) I I 2.0' 2' P (SEE NOTE 3) STD. 45" PVC BEND 4 PVC CE�TENSION W/PNOTE 3) PVC WYE WITH PVC CAP (SEE NOTE 3) PLAN CONC. CURB & GUTTER (TYPICAL) SEE NOTE 5 SIDEWALK 3.5' MAX. OR AS DES WATER LINE (SEE NOTE 1.) (MIN. V BURY) PVC (SEE NOTE 3) 2' DESIRABLE L ASTM D3034 SDR26 PIPE -� STD. PVC COUPLING W/GASKETS 01.OX MIN. (PIPE IS NOT TO BE PLACED HORIZONTALLY) PROFILE SEWER SERVICE LINE CROSSING r F Creek E SEWER LINE W/ CASING TYPICAL CONCRETE CAPPING DETAIL IS9 -TEE WYE SERVICE FITTING (SEWER WYE AND 1/8-BEND) EWER LINE BLACK TEXT WARNING 10" UNDERGROUND SEWER CONTACT THE CITY BEFORE EXCAVATING YELLOW BACKGROUN 14" MANHO E r NO. N WHITE 10'� BACKGROUND. NEAREST BELL JOINT (TYP. 2.0' EA. END) I w? 3 CARRIER � I I 1-PC. PULL - TIGHT NEOPRENE END S3-00 NOTES: 1. FURNISH AS SHOWN ON PLANS AND/OR AT EACH MANHOLE WHERE SEXIER LINE CROSSES OPEN FIELDS 2. SIGNS TO BE CONSTRUCTED FROM 20 GA. STEEL BAKED ON ENAMEL FINISH. FURNISH ONE ONE SIGN AND ONE POST FOR EACH MANHOLE INSTALLED ACROSS OPEN FIELD AND AT OTHER LOCATIONS AS SHOWN ON PLANS. FURNISH SAME NUMBER OF REPLACEMENT SIGNS AS FOR EACH INSTALLED (OMITTING MANHOLE NUMBER ON MANHOLE SIGN) (NOT A SEPARATE PAY ITEM) -2' BLACK PRESSURE SENSITIVE NUMBERS TO BE ADDED AFTER BASIC SIGN HAS BEEN PAINTED. SEWER WARNING AND MANHOLE IDENTIFICATION SIGN 53-05 INVERT /-T'N CONNECTION DETAIL SECTION VIEW S 1-03 SEAL W/ STN. STL ADJUSTABLE TOP RUNNERS TO MAINTAIN 1" MAX CLR. CLAMPS 'APS" OR "PS1" MAx NOTE: CASING SPACERS BAND CLAMP STEEL CASING 4-RUNNER MIN. (THRU 24' DIA AT SPRINGUNE 8" WIDE BAND STAINLESS CASING) OR 6-RUNNER MIN. STEEL (TYPE 304) (24'-42" DIA. CASING) STAINLESS STL TYPE304; 8" WIDE BAND PROVIDE 4 NEOPRENE INSULATION SLEEVE W/ POLYMER RUNNERS; CENTERED RUNNERS AT �. BETWEEN PIPE AND BAND OR NON -CENTERED; CLEAR BELL, BOTTOM MIN RESTRAINED FROM FLOTATION; POLYMER RUNNER (TYP) INSULATED; INC' MOO ssts" ORE" "CASCADE" CASING DETAIL S3-Ol 2'-0' MIN• MACHINE BORING 2'-0' MIN. OPEN CUT (TUNNELING) OPEN CUT LIMIT LIMIT WIDTH OF PAVEMENT ==73'-0' MIN. SIDEWALK MAY BE OPEN CUT OR BORED AS DIRECTED BY STEEL CASING-/owTHE ENGINEER AS REQUIRED CARRIER PIPE NOTE: 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION. 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. DRY BORING PREFERRED, WET BORING ALLOWED ONLY WHEN APPROVED BY THE CITY ENGINEER. TYPICAL UR9 STREET CROSSING 53-02 MACHINE BORING (TUNNELING) SHOULDER SHOULDER VARIES VARIES 5'-0" WIDTH OF PAVEMENT W- " MIN. S-O" BELOW DITCH LINE. CARRIER PIPE NOTE: CASING 1. FOR MORE INFORMATI WATER AND SEWER U CROSSING SEE CITY STANDARD ECIFICATION FOR WATER AND SEWER LINE UCTION. 2. STEEL CASI ALL BE AS SPECIFIED IN THE TECHNICAL SP CATIONS. 3. DRY B IS REQUIRED. ICAL RURAL STREET CROSSIN 4' PVC EXTENSION NOTE: W VC CAP ( NOTE 3) 1. WHERE DOUBLE WYE SERVICE ELEVATION IS LESS THAN 2'-7" PVC WYE WITH BELOW PROPOSED BACK OF PVC CAP BE SUMIN ( NOTE 3) T 6ALLOWESAN•ITARYT SEWER SERVICE. 2. MARK EACH SERVICE END WITH METAL "T" POST PAINTED GREEN. 3. ALL MATERIAL SHALL BE ASTM D3034 SDR26 W/ GASKETS 4. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW FOR EACH SERVICE. SEE NOTE 4 PLAN R-O-W OR EDGE OF VARIES rt 3.5' MAX. (SEE NOTE 1.) CPVC (SEE NOTE 3) (MIN. 1% SLOPE) STD. 45^ BEND-, 1 STD. 45^ BEND 2.0' IL ow wz a=I SEE NOTE 4 TEE WYE SERVICE -' FITTING (SEWER WYEAND 1 /8• BEND) .� ... �..� ,� �....t �. ..... ..rt R-O-W OR EDGE OF VARIES 3.5' MAX !!n, (SEE NOTE I-, PVC (SEE NOTE 3) (MIN. 1% SLOPE) SEE NOTE 4- WYE SERVICE FITTING (SEWER TEE) STANDARD CONNECTION PROFILE SANITARY SEWER SERVICE CONNECTION 52-00 6" CLEAN OUT STACK DIP OR PVC METER BOX OR STANDARD CLEAN -OUT BOOT :`� �-2" CUSHION REQUIRED CEMENT STABILIZED FOR ROCK, CONCRETE SAND AS SHOWN. NOT LESS THAN 3' 4 ENDEND STANDARD CLEAN OUT FOR MAIN LINE GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED p AND WATERED UNTIL GROWTH IS ESTABLISDHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. )DING VL ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. STRUCTURAL BACKFILL AREA INCLUDES ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, DRIVEWAYS,AND PARKING AREAS) AND SHALL EXTEND 5' BEYOND THE CURB LINE. STRUCTURAL BACKFILL SHALL BE CEMENT STABILIZED (OPTION J' NO. 2 IN S2-02) OR EXCAVATED SOIL COMPACTED /C ` 5' TO 98% MAXIMUM DRY DENSITY AS PER ASTM D698 WITHIN OPTIMUM TO +4% WET OF OPTIMUM (OPTION NO. 1 IN S2-02) � �Jco, PAVEMENT AREAS �\ `g q: 777 i ' STRUCTURAL BACKFILL AREA 1 S2-03 O SELECT NATIVE GROUND MATERIALEXCAVATED TED FROM THE DITCH, (WHICH IS FREE OF FUTURE STREET AREA ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) INCHES IN THE LARGEST DIMENSION), COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY „ ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL ® SELECT MATERIAL AREAS (le ... YARDS, PASTURES, EASEMENTS) AND TO A MINIMUM OF 98X OF MAXIMUM DENSITY AS DETERMINED 12" MIN. ® (MANUALLY 12" Mil BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN Y CONSOLIDATE `. OPTIMUM TO +4X OF OPTIMUM UNDER NEW STREET AND AT OPTIMUM PAVEMENT AREAS. I Boo MOISTURE) pp 0•D• EPA ® GRANULAR MATERIAL ppgg ODE MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE I~ UNDISTURBED SOIL OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC PIP {.-. MATERIAL AND WHICH, WHEN TESTED BY STANDARD LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: 6' MIN./12" MAX. PLACE METAL DETECTOR MAXIMUM LIQUID LIMIT 45 TAPE AT A MINIMUM OF 24' MAXIMUM PLASTICITY INDEX 15 ABOVE TOP OF PIPE MAXIMUM PERCENT PASSING NO. 200 SIEVE 35 MINIMUM PERCENT 3- FLO SIEVE OPTION NO. I THE MATERIAL SHALL BENFREE AND WHEN WET, SHALL NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. © CEMENT STABILIZED SAND " • _'~' ' ` ® SELECT MATERIAL © WENT STABILIZED I. © (MANUALLY ;= CONSOLIDATE AT OPTIMUM MOISTURE) •� PIP UNDISTURBED SOIL O.D. 6' MIN./12" MAX. OPTION NO.2 NOTES: I. FOR BEDDING AND 7REIVMNG WITHIN ALL PAVED AREAS, SEE DETAILS FOR OPEN CUT S7REE7S 2. ALL BEDDING do INSTALLATION OF PVC PIPE SHALL BE IN ACCORDANCE TO ANSI/AWWA STANDARDS FOR PVC PIPE. ALL BEDDING do INSTALLATION OF DUCTILE IRON PIPE SHALL B IN ACCORDANCE TO ANSI AWWA C150 A21.50. BEDDING AND TRENCH 3. / / 4. COMPACTION SHALL BE ATTAINED BY MECHANICAL TAMPING. 5• EACH TRy p KING DAAYLL BE BACK FILLED AND TEMPORARY PAVING OR PLANKING PLACED AT THE END OF FOR DI PIPE &PVC PIPE 6. SEE -OPEN CUT DETAILS- ST4-00, ST4-01, & ST4-02. S,m 7Y OF BYAN The Good Life, Texas Style. - DRAWN BY: C.L.M. DATE: 1-01-09 SCALE: N T S APPROVED: W. P. K. FIGURE: SHEET 1 OF 1 CROSS SLOPE---" 2X MIN. CROSS SLOPE CROSS SLOPE SIDEWALK z 2% to 4X 2% MAX., 1X MIN. z PAVEMENT CURB 8' TYP. z a NOTE: THIS DOES NOT TAKE INTO ACCOUNT DRAINAGE REQUIREMENTS - BERMS MAY BE REQUIRED OUTSIDE OF THE SIDEWALK. • i i • .•:�i:• • � pow• A' 8 hart � ,`�• i • •,���• ,; treet • i • .... ';., ;`.v; �r Sx`: '�Y' PER TAS %^ STANDARDS SIDEWALK SLOPE REQUIREMENTS 4"x4"x3/16" STRUCTURAL STEEL TUBING O.C. MAXIMUM O.C. MA 2" O.C. NOTES: 1. SIDEWALK PLACEMENT SHALL BE IN ACCORDANCE WITH B/CS UNIFIED DESIGN GUIDELINES. 2. FINISH: LIGHT BROOM FINISH. JOINTS TO BE TOOLED 1" DEEP AT AN INTERVAL EQUAL TO THE SIDEWALK WIDTH. EXPANSION JOINTS O 40' O.C.,CONTRACTION JOINTS O 4' O.C. 3. DOWEL IN AND TIE TO ANY CONCRETE STRUCTURE ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB, JUNCTION BOX, ETC.) WITH f3 x 12" BARS O 12" O.C. OR /4 x 12" BARS O 18" O.C. 4. COMPACTION: COMPACTED SUBGRADE MATERIAL COMPACTED TO A DENSITY AT LEAST 98% OF MAXIMUM DRY DENSITY AS DETERMINED BY PROCTOR COMPACTION TEST ASTM D698 (STANDARD) AND SHALL BE 0-4X WET OF THE OPTIMUM MOISTURE CONTENT 5. A MINIMUM CLEAR PEDESTRIAN WIDTH AS DEFINED BY TAS AND ADA SHALL BE PROVIDED FOR ENTIRE LENGTH OF SIDEWALK. SEAL WITH EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR 1/4" 1/2" fd X 18". 12" O.C. 3/4"(COATED W/HEAVY GREASE) 3'-0" MIN. 014 .t,. -5 -OVARIES •{r-� tt • e 1r .- 2X MAX. RECYCLED MATERIAL, 1/2" , SEE NOTE 4 THICK AS MANUFACTURED 3" LONG METAL OR PLASTIC CAP, INSIDE APPROVED E BY J.D. D EQUAL SSELL CO. OR DIAMETER TO BE 1/16" GREATEk-THAN DIAMETER OF DOWEL BAR. CAP MUST BE LONG ENOUGH TO COVER 2"OF 3 BARS O 12" O.C.E.W. OR DAY CONCRETE DOWEL AND HAVE STOP SO END OF 4 BARS O 18- O.C.E.W. W. STRETRENGTH = 3000 psi CAP IS 1" FROM END OF BAR. (4" THICK MIN.) SEE FINISH NOTE SIDEWALK EXPANSION ALONG LOCAL STREETS SW1-00 SAWED OR FORMED, 1/8' TO 3/16" SEAL WITH EXPANSION 3/8" R-\\JOINT MATERIAL, MIN. 3/8" R 4„ SIDEWALK CONTRACTION JOINT 111111 - " O.C. ..11wilw ILI MIN 8" INTO ALL JOINTS 4"x2"x3/16" STRUCTURAL STEEL TUBING MAX 24" 4' x3� 6 STRUCTURAL STEEL 7U�ING 1"x1"x3/1 TRUCTURAL STEEL TUBING ONC. SIDEWALK CONNECTION IL • _ �-� 4 7.5„ 4 r ,. c , •p ' a . V •• V, 6 �' DIA. BOLT CAL PEDESTRIAN 9. �.> • • • ' • • • • GUARDRAIL CONNECTION TAIL 6„ 1" MAX. SAND LAYING COURSE SW1- GENERAL NOTES: T P �A ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SIDEWALK PAVER SECTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. CONCRETE SIDEWALK ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. 2' 4' 1. 6' 1� VARIES 1' 4' GREEN SPACE ;.. SIDEWALK'.: 4 A is PROPERTY LINE C-0-23' (10' CURB RADIUS)) IZ!• 21.5' 20 CURB RADIIfS) 16.5' �25' CURB RADIUS) CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% ON ANY POR OF RAMP OR TRANSITION M. EET DETECTABLE iW- ff WARNING SURFACE b � I_ T '•�11 VARIES 1' 4' 8' ' •'' • SIDEWALK • • ► • P DETECTABLE 21 ' WARNING SURFACE PROPERTY LINE 1' M23' (10' CURB RADIUS) 21.5' 20' CURB RADIUS) 16.5' (25' CURB RADIUS) Uf ,7CROSS SLOPE NOT TO EXCEED • O OR BE LESS THAN 1X ANY RAMP OR TRA(' T10N • TO SS�OF _ _ 5' ' SIDEWALK AMBULATORY 8' §LDEWALK AMBULATORY RAMP AT STREET INTERSECTION SW3-0 MP AT STREET INTERSECTION :ROSS SLOPE NOT TO EXCEED rtROSS SLOPE NOT TO EXCEED OR BE LESS THAN 1X ON ANY •2% OR BE LESS THAN 1% ON ANY TION OF RAMP OR TRANSITION PORTION OF RAMP OR TRANSITION 0 EET / TO STREET PR?fRTY / DETECTABLE WARNING SURFACE 'F ' SIDEWA ,f + z RAMP 1:12 �% $ SLOPE M EXPANSION JT. do B CURB PAR 1 �DIADOX 16 . WITH 6 MIN. 12" O.C. OA W/HEAVY RE 8' SI WALK AMBULATORY P A TREET INTERSECTION & D SW3-0 WITH I- - -- -- G SIDEWALK AMBULATORY RAMP AT STREET INTERSECTION & DRIVES SW3-04 3'-0" MIN. II-- 2% MAX. li�j SEE NOTE 4 #3 BARS O 12" O.C.E.W. OR 28-DAY CONCRETE f 4 BARS O 18" O.C.E.W. STRENGTH - 3000 psi (4" THICK MIN.) SEE FINISH NOTE ALONG MINOR COLLECTORS AND LARGER 8' f 2% � SEE NOTE 4 SEE NOTE 3 28-DAY CONCRETE #3 BARS O 12" O.C.E.W. \OR STRENGTH - 3000 psi /4 BARS O 18" O.C.E.W. (4" THICK MIN.) SEE FINISH NOTE ALONG MINOR COLLECTORS AND LARGER SWl-02 3/16" VARIES NominalM�ae.�.- 4 BARS TRENCH GRATE MAY Y BE ALLOWED WITH PRIOR OV FROM THE CITY ENGINEER I WHERE THERE IS NO OTH STORM SEWER SYSTEM AVAILABLE. TRENCH GRATE SW3-0 SW3-02 CROSS SLOPE NOT TO EXCEED •2X OR BE LESS THAN 1X ON ANY PORTION OF RAMP OR TRANSITION TO STREET / h �J� / DETECTABLE WARNING � �SURFACE�� / i 5' SIDEWALK ' 1 'v 3. EXPANSION JT. do SMOOTH DOWEL 13AR 1 2" DIA. X 16 , WITH ACK COATEI W/HEAVY OF CURB 6 MIN. EASE) 5' S EWALK AMBULATORY STREET INTERSECTION & D DETECTABLE WARNING SURFACE z oz N 0 w w� LANDING 000; Oo0 4" _ Z o°•oo°O°o0°O00 USUAL 10000000 N 00000000 6" MIN. FACE OF 10" MAX. CURB TYPICAL CEMENT OF DETECTAB ARNING FACE ON LANDING AT STREET ED IGE v c Landing 0 0^ 4" Max and Usual 006t4"baaaa !6c OpCo00000 I .00000000 IN E 000000000 000000000 Detectable warning surface (Domes to run parallel to pedestrian travel) \- 6" min `- Face of 10" Max curb TYPICAL PLACEMENT OF DETECTABLE WARNING SURFACE ON SLOPING RAMP RUN SW2-01 C 5' x 5' a c I LANDING o CE b i SIDE 1:10 - 6' 1010 6' Face of YP AL) RAMP WIDTH (TYIola -PICAL curb (TYPICAL) CAL AMBULATORY RAM P W/ FLARED WINGS GENERAL NOTES FOR DETECTABLE WARNINGS PEDESTRIAN FACILITIES - 1. CURB RAMPS MUST CONTAIN A DETECTABLE WARNING SURFACE THAT GENERAL NOTES CONSISTS OF RAISED TRUNCATED DOMES COMPLYING WITH SECTION 4.29 OF THE TEXAS ACCESSIBILITY STANDARDS (TAS). THE 1. ALL SLOPES ARE MAXIMUM ALLOWABLE. THE LEAST POSSIBLE SLOPE THAT WILL SURFACE MUST CONTRAST VISUALLY WITH ADJOINING SURFACES, STILL DRAIN PROPERLY SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE INCLUDING SIDE FLARES. FURNISH DARK BROWN OR DARK RED OF APPROACH SIDEWALKS AS DIRECTED. DETECTABLE WARNING SURFACE ADJACENT TO UNCOLORED CONCRETE, UNLESS SPECIFIED ELSEWHERE IN THE PLANS. 2, LANDINGS SHALL BE A 5' X 5' MINIMUM WITH A MAXIMUM 2% SLOPE IN ANY 2. DETECTABLE WARNING SURFACES MUST BE SLIP RESISTANT AND DIRECTION. NOT ALLOW WATER TO ACCUMULATE. 3. MANEUVERING SPACE AT THE BOTTOM OF CURB RAMPS SHALL BE A MINIMUM OF 3. ALIGN TRUNCATED DOMES IN THE DIRECTION OF PEDESTRIAN 4' X 4' WHOLLY CONTAINED WITHIN THE CROSSWALK AND WHOLLY OUTSIDE TRAVEL WHEN ENTERING THE STREET. THE PARALLEL VEHICULAR TRAVEL PATH. 4. SHADED AREAS ON MEETS 3 AND 4 INDICATE THE 4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND CURB RAMP IS 2X APPROXIMATE LOCATION FOR THE DETECABLE WARNING SURFACE FOR EACH CURB RAMP TYPE. 5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP, EITHER BECAUSE THE ADJACENT 5. DETECTABLE WARNING SURFACES SHALL BE A MINIMUM OF 24" IN SURFACE IS PLANTING OR OTHER NON -WALKING SURFACE OR BECAUSE THE SIDE DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVEL, AND EXTEND THE APPROACH IS SUBSTANTIALLY OBSTRUCTED. OTHERWISE. PROVIDE FLARED SIDES FULL WIDTH OF THE CURB RAMP OR LANDING WHERE THE PEDESTRIAN ACCESS ROUTE ENTERS THE STREET. 6. ADDITIONAL INFORMATION ON CURB RAMP LOCATION, DESIGN, LIGHT RELECTIVE VALUE 6. DETECTABLE WARNING SURFACES SHALL BE LOCATED SO THAT THE AND TEXTURE MAY BE FOUND IN THE CURRENT EDITION OF THE TEXAS ACCESSIBILITY EDGE NEAREST THE CURB LINE IS A MINIMUM OF 6" AND A STANDARDS (TAS) AND 16 TAC 268.102. MAXIMUM OF 10" FROM THE EXTENSION OF THE FACE OF CURB. DETECTABLE WARNING SURFACES MAY BE CURVED ALONG THE 7. TO SERVE AS A PEDESTRIAN REFUGE AREA, THE MEDIAN SHOULD BE A MINIMUM CORNER RADIUS. OF 5' WADE. MEDIANS SHOULD BE DESIGNED TO PROVIDE ACCESSIBLE PASSAGE OVER OR THROUGH THEM. 7. ACCEPTABLE PAVER MATERIAL SHALL BE CLAY, VITRIFIED POLYMER COMPOSITE, PRECAST POLYMER CONCRETE, 8. CROSSWALK DIMENSIONS, CROSSWALK MARKINGS AND STOP BAR LOCATIONS SHALL BE AND CONCRETE. AS SHOWN ELSEWHERE IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK MARKINGS ARE NOT REQUIRED, CURB RAMPS SHALL BE ALIGNED WITH THEORETICAL CROSSWALKS, OR AS DIRECTED BY THE ENGINEER. 9. EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN IN PLACE UNLESS OTHERWISE SHOWN ON THE PLANS. 10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE CURB RAMPS WHEREVER ON ACCESSIBLE ROUTE CROSSES (PENETRATES) A CURB. 11. SEPARATE CURB RAMP AND LANDINGS FROM ADJACENT SIDEWALK AND ANY OTHER ELEMENTS WITH PREMOLD OR BOARD JOINT OF 3/4" UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 12. PROVIDE A SMOOTH TRANSITION WHERE THE CURB RAMPS CONNECT TO THE STREET. 13. FLARE SLOPE SHALL NOT EXCEED 10% MEASURED ALONG CURB LINE. GENERAL NOTES (PAVERS) 1' 2' FURNISH DETECTABLE WARNING PAVER UNITS MEETING ALL REQUIREMENTS OF ASTM C-936, C-33. LAY IN A TWO BY TWO UNIT BASKET WEAVE PATTERN OR AS DIRECTED. LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS c CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT a DETECTABLE WARNING PAVER UNITS USING A POWER SAW. 4�O 00 O Landing 0 0 0 0 a 9 NO. 3 REBAR AROUND PAVER INSET etectable warning paver with truncated DETECTABLE WARNING PAVER WITH A4" Max dome surface EXPANSION JOINT TRUNCATED DOME SURFACE DETECTABLE WARNING PAVER and Usual AS REQUIRED 1" MORTAR BED - SHALL CONFORM TO c A A SIDE FLARE APPLICABLE SPECIFICATIONS I tde it fla Typical a (TYP) CONTROL JOINT PERMISSIBLE E Q Face of %MIN. 4" curb TRUNCATED DOME PATTERN No. 3 REBAR AT 18- CENTER CURB RAMP BOTH WAY)S�- CLASS A CONCRETE - SHALL CONFORM TO APPLICABLE SPECIFICATIONS DETECTABLE WARNING PAVER SECTION A -A SW2-03 Hw w � w z o Q �Q x� CLI,Y OF BYAN The Cood Life, Texas Style. - DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. FIGURE: S w SHEET 1 OF 1 1/8" R SEAL WITH JOINT MATERIAL �* � � ��,�: 6" MIN. METAL KEY WAY PLATE DEFORMED 'nr BARS #F X 18", 18" O.C. TYPE "D" LONGITUDINAL JOINT LONGITUDINAL JOINTS SHALL BE REQUIRED ONLY ON THE CENTERLINE OF THE PAVEMENT do IN INTERSECTIONS AS DETAILED SEAL W/EXPANSION JOINT MATERIAL 1 /4" R -+ �RRFA R •APKA CW TRANSVERSE REINFORCEMENT: #4 BARS AT 18" C. TO C. C. TO C. TYPE "D" JOINT 40' 40' 40' LONGITUDINAL REINFORCEMENT: I� •#• •�• •a #4 BARS AT 18" C. TO C. TANGENT SECTIONS TYPICAL JOINT & REINFORCEMENT LAYOUT SMOOTH DOWEL BAR 3/4" 0 X 18' , 12" O.C. 3/4" (COATED W/HEAVY GREASE) 6" MIN. VP S s�APf�EAAT�R �' M 6G CD20F TYPE "G" EXPANSION & CONSTRUCTION JOINT & ON ALL HORIZONTAL & VERTICAL CURVES SAWED OR FORMED, SEAL WITH JOINT MATERIAL SEALING NOT REQ'D IN CURBS. 3/8" R 1/8" TO 3/16" �3/4" �. • s T— 6" MIN. #t BARS, 18" O.C.E.W. TYPE "B" CONTRACTION JOINT TRANSVERSE JOINTS SHALL BE SPACED 15' CENTER TO CENTER FOR CONCRETE PAVEMENT TYPE "G" JOINT AT ALL RADIUS POINTS AND MAX. DISTANCE OF 300' ON TANGENTS 5-1/2" 3/4�'-j -) T 7 8" •• 1-5/8" 3/4" 3" METAL KEY WAY PLATE NOTE: EXPANSION JOINTS AS SHOWN AND AT jo S EACH RADIUS POINT. CURB EXPANSION JOINTS SHALL BE AT 60' CENTERS. CURB JOINT CONTROL JOINTS SHALL BE AT 10' CENTERS. JOINT LONGITUDINAL JT. O W TO CHORD OF RADIUS. (TYP.) (TYP-) N W BACK OF CURB \C TYPE "D" JOINT TYPE "B" JOINT TYPE "G" JOINT AT FUTURE EXTENSION OR AT PROP. WORK (TYP.) TYPICAL JOINT LAYOUT AT CONCRETE INTERSECTION GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WALL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. ST3-00 TYPE "G" EXPANSION EXISTING CURB do GUTTER JOINT. ELEV+ TO BE REMOVED T/C ELEV. —3" MATCH E OF KEEP 6" RISE TO EXISTING GUTTER MATCH FL 0 I PROPERTY LINE a1 EXISTING PVMT. EXISTING GU EXISTING 4 • PVMT. � - ------- - T EXISTING BASE 3 MIN E DRIVEWAY APRON SHALL BE 4" L EXISTING (28-DAY CONCRETE STRENGTH BASE =5000 pal) W/J# BARS O 18" C.E.W. ASPHALT APRONS W/O EFORMED TIE BAR O.C. FOR TiE AND GUTTER SHALL BE 'CONCRETE 0 CONCRETE TO ALLO ON OPEN DITCHED CONCRETE PAVEMENT STREET CTIONS ONLY. ONLY. SECTION A -A WITH I-AYDOWN CUR KEEP 6" RISE TO TYPE "G" EXPANSI PROPERTY LINE JOINT. ELEV. CURB RETURN RADIUS + 2' T/C ELEV. — o z CURB RETURN RADIUS 4" Z ACC BLE ROUTE (4' MIN.) 3" RISE -- " a NOTE ro—M 3• MIN DRI AY APRON SHALL BE 4 -DAY CONCRETE STRENGTH DEFORMED TIE BAR pal) W/,# BARS O 18" 1 Y" 114 X 18" O.C. O.C.E.W. ASPHALT APRONS W/O TYPE "D" LONGITUDINAL FOR 11E TO CONCR CURB AND GUTTER SHALL BE JOINT TO CONCRETE PA ENT ALLOWEDON OPEN DITCHED ONLY STREET SECTIONS ONLY. SECTION A -A TION A -A SLOPING AWAY FROM INTERSECTION A TYPE "G" EXPANSION JOINT PROPERTY LINE NOTE: RAMPS ONLY WHEN THE LONGITUDINAL SLOPE IS — GREATER THAN 1:20 DOWEL INTO EXISTING SIDEWALK RAMPS SHALL COMPLY WITH ( IES) W/ BARS O 18" O.C. TAS REQUIREMENTS RETURN CURB TO HAVE A ROLL FACE DIMINISHING I I AT RADIUS POINT SID� '� * II ** (MIN.) BACK OF CURB NEAT SAW CUT NEAT EAT SAW CUT SAW CUT A 1' *MAINTAIN 2X MA OSS ;__YE "G" EXPANSION JOINT EXISTING CURB do GUTTER TO SLOPE. 5' MI . WIDTH. BE REMOVED. REPLACE STREET SURFACING AS NEEDED. **XISTTN IDEWALKS, (A MIN. ORESIDENTIAL DRIVEWAY OF 4' EHIND BACK OF CURB), � M REMAIN IN PLACE ERWISE SIDEWALK MUST E REMOVED. N OP VARIES MIN. U _ 4 PER I 9APPROX. 12" t DRIVEWAY WIDTH j� DVARIES-1 CULVERT RAINAGE CULVE (MIN. 18" DIA. RCP PIPE) II) SECTION A -A PROPERTY A NOTE: —, _LINE 1. LENGTH OF DRAINAGE PIPE FOR RESIDENTIAL DRIVES IS 36' MAX do 20' MIN. DRAINAGE EDGE PVMT. 2. ALL DRIVEWAY PIPES WITHIN CULVERT ROW MUST HAVE CONCRETE SLOPED END SECTIONS G STREET E6:1 SLOPE) OR APPROVEDQUAL A TYPICAL DRIVEWAY ENTRANCI WITH CULVERT ST2-02 REMOVEDHTO BEEF &- EAG &T1ER— EXISTING PVMT. EXISTING BASE TYPE "D" EXPANSION JOINT. ELEV.—T/C ELEV+ 3" NOTES: 1. IF THERE IS A VALLEY GUTTER, THEN TRANSITION CROWN AT VALLEY GUTTER TO FULL CROWN IN 50'. 2. TYPE "G" EXPANSION JOINTS IN CURB do GUTTER SHALL BE SPACED AT A MAX. DISTANCE OF 40' APART AND AT ALL RADIUS POINTS, P.T.'S do P.C.'S. TYPE "B" CONTRACTION JOINTS IN CURB do GUTTER SHALL BE SPACED AT A MAX. DISTANCE OF 10' APART. 3. 2% MAX SLOPE. 4. 5' MIN TRANSITION TO LAY DOWN CURB BEGIN AT P.T. SIDE STREET WIDTH CURB RETURN RADIUS + 2' 40 CURB RETURN RADIUS — Z ACCESSIBLE ROUTE (4' MIN). a. p (OPTIONAL) --.' No7E 3-.► 3 - I N07E 3 LONGI DINAL 1 Y" DINT SECTION A -A SLOPING TOWARD INTERSECTION -6" 1 P`•� 6" THICK CONCRETE (28 DAY STRENGTH -3500 PSI) *MAINTAIN 2% MAX W f4, BARS AT 18" O.C.E.W. POINT OF CROSS SLOPE W/6 LSSB TO 2' BEYOND B.O.C. CURVATURE BACK OF CURB EXPANSION JT. do 25' RAD. (MIN.) SMOOTH DOWEL BAR, 1/2" 0 X 16% WITHV_Lo� TYPE "D" CAP O 12" O.C. (COATED W/HEAVY GREASE) I GITUDINAL JOINT At RAMP (SEE RAMP DETAIL) — — — T I ACCESSIBLE ROUTE I POINT OF •�..• ..•�►•.• •..►•.. TANGENCY •..►..• •..y. A EXPANSION JOINT (TYP.) (� SEAL W/APPROVED EXPANSION JOINT MATERIAL TYPICAL STREET CONCRETE APRON ST2-01d 0 TYPE "G" EXPANSION JOINT PROPERTY LINE *� V IES 4DRIVEWAY 6" *MAINTAIN 2X MAX RETURN CURB TO HAVE CROSS SLOPE A ROLL AT R ACE DPOINSSHING T. RI TYPE "D" AMBULATORY RAMP IN. APRON SHALL BE 25' MIN. REMOVE CURB LONGITUDINAL SLOPE 1:12 MAX DEFORMED TIE BAR 6" (28-DAY CONCRETE THRU RAMP JOINT X 18" O.C. STRENGTH 3000 pal) W/,#4 BARS O 18" O.C.E.W. ASPHALT ej _ _ — — — — OR TYING NEW SIDEWALK --Z a CONCRETE TO EXISTING APRONS W/O CURB & GUTTER — — — — }- — CONCRETE PAVEMENT SHALL BE ALLOWED ON OPEN NEAT NEAT ONLY DITCHED STREET SECTIONS SAW CUT SAW CUT ONLY. SECTION A -A ,�111 /L�CLl L// �I TYPE "G" A NEAT EXISTING CURB &GUTTER TO EXPANSION JOINT SAW CUT BE REMOVED - REPLACE STREET SURFACING AS NEEDED COMMERCIAL DRIVEWAY ST2-03 "MrSEPEW SEC COLLECTOR SECTION PAVEMENT WIDTH 24 R.O.W WIDTH 70 100 V7 z O N w w C Y OF 1AYAN The Good Life, Texas Style. DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. F I G U R EST SHEET 1 OF 1 J CINDER BLOCK SAND BAG. APP(1'' FILTER FABRIC NOT TO COVER DRAIN INLET FILTER FABRIC SAND HAY BALES ROCK SIZE c• .1L .. 3/4- TO 1-1/2•METAL T—POST NOTE: AS REQ'D. TO MAINTAIN TEMPORARY DEVICES AROUND STORM DRAINS ARE USED TO DETAIN AND/OR FILTER SEDIMENT —LADEN RUNOFF. THE PROTECTION ALLOWS SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. SAND BAGS SHALL BE UV RESISTANT AND MUST NOT DEGRADE DUE TO ATMOSPHERIC CONDITIONS. STORM DRAIN INLET PROTECTIi'JN SAND BAGS SHALL BE REPLACED UPON FIRST SIGN OF DETERIORATION. SWPP1-00 NOTE: HAY BALES ARE USED TO DETAIN AND/OR FILTER SEDIMENT —LADEN RUNOFF. THE PROTECTION ALLOWS SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. N ,\ METAL T--POST — ,AS REQ'D. TO MAINTAIN. X1. HAY BALE E� SSAr' 6" MIN. DEPTH STONE N (ASTM D448, 3- TO 1005- DIAMETER) OVER GEOTEXTILE FABRIC WITH SAME SQUARE ��/ FOOTAGE. Ill I EROSION CONTROL ALONG DITCH METAL T—POST —` AS REQ'D. TO MAINTAIN. SPACED 6' APART SILT FENCE AND/OR HAY BALES TO BE USED IN AREAS OF DRAINAGE FLOW. NATURAL GROUND- / 4-X4" MIN. 4- MINIMUM 12' SHALL BE FULL WIDTH OF SITE ENTRANCE _______-7 VARIES 50, TO 1000 d EXISTING STREET I SWPP1-01 - 2W WIRE MESH FASTENED TO T-POST SEDIMENT CONTROL FABRIC FASTENED SECURELY TO T—POST & WIRE MESH 8" OF FILTER FABRIC TO EXTEND INTO A TRENCH AND BE ANCHORED WITH COMPACTED BACK FILL ALLOW 2.5' TO 5' AT TOE OF SLOPE FOR SEDIMENT TO ACCUMULATE. ALIGN FENCE ALONG SLOPE CONTOURS. OF FLOW 4" SILT FENCE ASSEMBLY SWPPl-03 SEMONA A 6" MIN GEOTEXTILE FABRIC SUBGRADE NOTE: DRESS WITH ADDITIONAL STONE AS NEEDED. STONE IS TO BE MAINTAINED SO AS TO PREVENT CONSTRUCTION TRAFFIC FROM TRACKING MUD ONTO ADJACENT PUBLIC STREETS. CONSTRUCTION EXIT SILT CONTROL SWPP1-02 GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. U Y OF BYAN The Good Life, Texas Style. - DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. FIGURE: r SHEET 1 OF 1 NOTE: GENERAL NOTES: 1. VALVE EXTENSION TO BE USED 1. FINELY DIVIDED EARTH FREE OF ROCK, LUMPS AND CLODS EXCEEDING 6' ' 24" X 24" X 6" ONLY WHEN TOP OF GATE VALVE SHALL BE PLACED BY HAND, AND COMPACTED AROUND THE CAST IRON PIPE 28-DAY CONCRETE 0 IS DEEPER THAN 5 FEET FROM FINISHED GRADE FINISHED TO A DEPTH OF 12' OVER THE TOP OF THE PIPE BEFORE BACKFlLL IS BEGUN STRENGTH 6 2000 psi BY ANY MECHANICAL EQUIPMENT. WTIH #4 BAR AROUND 2. ALL VALVE OPERATING NUT 2. ALL CONCRETE BLOCKING SHALL BE - 28 DAY CONCRETE STRENGTH - 2000pa1. ALL VALVE BOX. EXTENSIONS ARE TO BE MADE OF STEEL,SIZED AS NOTE AND PAIED WITH TWO ��) 3. ALL THRUST BLOCKING SHALL PROVIDE A MINIMUM OF 2 SQUARE FEET OF COATS OF METAL PAINT. BEARING AREA OF CONCRETE ON UNDISTURBED SOIL, OR AS DIRECTED BY COPPERHCAD SNAKEPIT TEST THE ENGINEER. PROVEDLIEQUALUm OR 3 OF OtJE�1� FOOT LBE A MINIMUM 4. WATER MAINS WILL NOT BE FULLY PRESSURIZED UNTIL CONCRETE HAS REACHED 7 DAY STRENGTH. VIEW A A 4. VALVE BOX LIDS LOCATED ON VALVES TO ISOLATE FIRE 5. ALL PIPE WILL BE LAID SO AS THE ENTIRE BARRELL WILL HAVE FULL - BEARING ON THE FINE GRADED TRENCH BOTTOM. BELL HOLES SHALL SUPPRESSION LINES FROM PUBLIC BE CUT FOR EACH BELL AND FIRE HYDRANT. WATER LINES SHALL BE LAMPro USA, LL562 LOCKABLE ID. 6. ALL FITTING SHALL BE MECHANICL JOINTS UNLESS OTHERWISE DIRECTED. 7. HYDRANTS SHALL BE LOCATED NO CLOSER THAN 3 FEET MEASURED FROM THE BACK OF CURB TO THE FACE OF THE STEAMER ON THE FIRE HYDRANT. VALVE BOX PER SPECS. COPPERHEAD SNAKEPIT TEST STATIONLIGHT DUTY) OR VALVE BOX PER SPECS WITH BOX 2" SQUARE AWWA NUT APPROVEDEQUAL EXTENSION AS NEEDED EXTENSION WITH A A FINISHED GRADE CENTERING COLLAR. TERMINATE 4' TO 5' FROM TOP OF BOX. A • ' � 77- AS EQ A�RIE3- 2" SQUARE AWWA NUT EXTENSION WITH CENTERING COLLAR. TERMINATE V TO 5' FROM TOP OF BOX. a• SM. GATE VALVE SS BCX YA1HTS STD. GATE VALVE AWWA C900 W/STAINLESS CON ETE PRESSURE PIPE STEEL BOLTS BLO ING 14 ga. INSULA PVC ORD.I. PIPE !• t:• COPPER TRACER WARE W/ALL SPLICES MADE USING APPROVED WATER TEE OR TAPPING TI(34T CONNECTORS SLEEVE & VALVE ECHANICAL JOINTS W/VALVE BOX WATER LINE AS REQUIR + TEE OR TAPPING SLEEVE ' MI & VALVE AS REQUIRED AS REQUIRED I i ANCHOR W BEN STANDARD FIRE HYDRANT W�ATE VE ALz OX STANDARD FIRE HYDRAN omx-nnam�- � BURY LINE FIRE HYDRANT LOCATION REALIGN AS NEEDED 6* D.I. OR C909 PIPE 6 MJ ANCHOR COUPLING . !� • . PEA GRAVEL -FILL 24' X 24' X 6" TO 1 FT. ABOVE •• ' WEEP HOLE • 28-DAY CONCRETE • ' STRENGTH -2000 pai THRUST BLOCK WITH 04 BAR AROUND • • ALL VALVE BOX. . • • • BLOCK USING 12"x12"xe wo '• ••::i AS REQUIRED WITH SET SCREW BLOECCK CONCRETE ••;•••+i; .,.. BLOCK AS DIRECTED. RETAINER GLANDS VIEW A - A MIN. DIMENSION APPROX. OR MEGA LUGS EQUAL TO ONE BAG OF a.,r,,.. 6X 12' GRADELOK SACKRETE BLOCK AS DIRECTED (RTAT SPLIT TO FINAL GRADE) OPTIONAL GATE VALVE &BOX STANDARD FIRE HYDRANT ASSEMBLY W1-00 2" SQUARE x 2" HIGH �fRd EQUAPWO�ST * R Tp T%NjC�S 9 03 12 BLUE COAT LID WITH OPERATING NUT VE F ACER WIR ffiT4WAFEPJT0VST GROUND LEVEL � I I ��jj ����)) VALVE OPERATING NUT EXTENSION g jlAl Y9 OUT 1" DIA STEEL ROD SQUARE SOCKET 2" DIA INSIDE 21/4" TWO 8• SET SCREWS ON MDEPTH (1/8' IN WALL THICKNESS) EITHERSIDE TO LOCK THE OPERATING NUT. SCREWS ARE TO BE FLUSH WITH OUTSIDE EDGE OF BOTTOM SOCKET. GATE VALVE EXTENSION DETECTOR TAPE MIN. 77R� NNGG yyyI� EE � 14gaCSOLIDRCOPP TYPICAL UTILITY PIPE *TRACER WIRE MUST BE INSTALLED DIRECTLY ABOVE THE PIPE AND SHALL BE TAPED TO THE PIPE AT 10' INTERVALS. UTILITY PIPE LOCATION MATERIALS METAL DETECTOR TAPE TYPICAL UTILITY PIPE DEAD END MERIN'�� W1-02 W1-03 PIPELINE 4MIN WA NOTES: WARNING SIGN MAIN LINE 1. FURNISH AS SHOWN ON PLANS BLACK AND ON ALL VALVE SIGN POSTS. • • UNDISTURBED TEXT �� WARNING FRaa 20 GAE CONSTRUCTED ON •'• • DIRT ENAMEL FINISH. FURNISH ONE 10 ND PIPELINE WARNING AND ONE VALVE SIGN •:" • ' •� 24 CONTACT THE CITY AND ONE POST FOR EACH VALVE END OF LINE BEFORE EXCAVATING INSTALLED AND AT OTHER • I (� CAP LUG LOCATIONS AS SHOWN ON PLANS. WATERLINE YELLOW OUNL FURNISH SAME NUMBER OF ►' . • OR J(.'ROSS 4 REPLACEMENT SIGNS AS FOR EACH IRRMO�'.' 'Al INSTALLED (OMITTING VALVE VALV NUMBER ON VALVE SIGN BLANK) BEDDING SAND 7„ NO. (NOT A SEPARATE PAY ITEM) 3' X 3' X 6" 2" BLACK PRESSURE CONCRETE SLAB I v SENSITIVE NUMBERS : h �• A TO BE ADDED AFTER =.� �.i 24" WHITE 10 BASIC SIGN HAS BEEN .9. MIN. PLAN VIEW BACKGROUND. PAINTED' • •��. MJ PLUG IPE 1NE WARNING SIGN UNDISTURBED DIRT COMPACTED SELECT VALVE IDENTIFICATION SIGN FILL MEGALUG 4-0 CHANNEL 8' BLUE, HEAVY DUTY, WING VALVE BOX AND SHAFT EXTENSION CHANNEL POST 4'_p• CAST IRON VALVE BOX COVER 2' X 4' X 6' CONCRETE SLAB X 4' X 6" CONCRETE SLAB •:V.,4'-0' OT GREATER •:;: •:;: * THAN W ABACK Fl 1 i LEj •" `•� AMERICAN FLOW CONTROL TRENCH 9� .:•CONCRETE ADAPTER OR AN APPROVED EQUAL 6' DIP W/RAT BEENDND AND P GLUG. �p AP. •i. 9! SECTIONA A NOTE: DIMENSION FOR CONCRETE VARIES WITH •i �• WATERLINE SIZE THRUST BLOCK *NOTE: RESTRAINED JOINT 6" M. J. ELL PLACED 0 COMPACTION WITHIN LIMITS W/THRUST BLOCK UNDISTURBED SOIL INSTALL ANCHOR COUPLING END OF LINE BLOCKING OF ASSEMBLY SHALL BE 95X AND REDUCER AS REQUIRED STANDARD DENSITY PER ASTM D698 IN -LINE BLOW OFF ASSEMBLY W3-00 W3-01 NOTE: GALV. ELL 1. EMBED COPPER LINE IN TAMPED SAND FROM BRONZE INSECT SCREEN UNDISTURBED SOIL TO 6" ABOVE AND ON BOTH W/S.S. HOSE CLAMP SIDES OF COPPER PIPE GALV. NIPPLE I f- REMOVE AND DISCARD 2.PAYMENT FOR BID ITEM OF "AIR RELEASE VALVE' AIR RELEASE/VACUUM AFTER USE MJ PLUG VALVE BOX AND SHAFT EXTENSION SHALL INCLUDE ALL MATERIALS, AS SHOWN IN BREAKER VALVE 2" METER BOX WITH EXIST. GRADE 4'-0' CAST IRON VALVE BOX COVER DETAIL, INCLUDING MAIN UNE TAPPING SADDLE. VALMATIC MODEL 101 (1") CAST IRON LID SCH. 40 GALV. PIPE 2' X 4' X 6" CONCRETE SLAB 3. PIPE SIZE SHALL BE 1" OR 2". OR MODEL 102 (2') OR n 4. SIZE OF LINES AND VALVES MAY BE MODIFIED BY APPROVED EQUAL AFTER BLOW -OFF •�• . THE ENGINEER HOT -BOX POLY ROX INSTALL MALE QUICK AMERICAN FLOW CONTROL TRENCH ADAPTER MODEL PHRI (1") WITH EXIST. GRADE CONNECTION & CAP OR AN APPROVED HEAT OR MODEL PHR2 (20 4' APPROVED EQUAL WITH HEAT OR APPROVED EQUAL BRASS BALL VALVE PIPE MATERIAL J TAPPED CAP 4" X 3' X 3' CONCRETE PAD (FOR 1" PIPE BRASS THREAD PIPE 4" X 5' X 3' CONCRET PAD (FOR 2 PIPE) WATER IRON PIPE THREAD MAIN COMPRESSION FITTING BRASS ELL AND BALL GATE VALVE MJ TAPPED CAP TYPE `K" COPPER TUBING "` "'pjrGW Wj1AAITN UNDISTURBED SOIER L 0 "` "'pjQj i BRASS NIPPLE 4" END OF LINE CORPORATION STOP. " TAPPING SADDLE 2 BLOW -OFF RISER BLOW -OFF AIR RELEASE VALVE & VACUUM CHECK VALVE W3-02 I W3-03 W3-04 NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. 0 TEE SCHEDULE ID THRUSTI ems. C I A VOLUME 468 2.51 0.3 1012 11.3 11.513.510.6 LP '4-POUR AGAINST UNDISTURBED EARTH TEE THRUST BLOCK THRUST BLOCK NOTES: 1. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200pai FOR 24' AND SMALLER INNER DIAMETER PIPE. 2. ALL BEARING SURFACES OF THRUST BLOCKS SHALL BE PLACED AGAINST UNDISTURBED EARTH OR ROCK. 3. CONCRETE FOR BLOCKING SHALL BE 2000 pai. 4. DIMENSIONS MAY BE VARIED AS REQUIRED BY FIELD WHERE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CONCRETE BLOCKING SHALL NOT BE LESS THAN SHOWN HERE. 5. WATER MAIN SHALL NOT BE PRESSURIZED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500pal. THRUST BLOCK DETAILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH EXTEND BEYOND JOINTS ••f� )•�Y:•• jiff •'�, j i X I �`• •:: y' • `•' ''•••` -♦ •�• N NNE POUR CONCRETE plq�,R AGAINST UNDISTURBED EARTH SECTION X-X PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE R R R R G vc a E 90. 6 8" 5.0 1.5 1.5 0.9 2.7 0.4 0 12 6.5 2.5 1.5 1.2 4.0 1.0 W 6 8" 2.0 2.0 1.5 0.9 1.5 0.2 0 12 3.5 2.5 1.5 1.2 2.2 0.5 22 5" 6 8" 1.5 1.5 1.5 0.9 0.8 0.1 0 12 2.0 2.5 1.5 1.2 1.1 0.3 11.25" 6 8' 0,12 1.0 1.5 11.5 1.5 1.5 1.5 0.9 1.2 0.4 0.6 0.1 0.1 NOTES: 1. NO SPLICES IN COPPER TUBING WILL BE ALLOWED 4. MATERIAL USED SHALL BE AS SPECIFIED OR AN W Z WI Bi74' BETWEEN THE SERVICE SADDLE AND THE CURB STOP FOR SINGLE SERVICE OR BETWEEN THE SERVICE SADDLE AND THE WYE FOR DOUBLE SERVICE APPROVED EQUAL SHALL CONNECTIONS TO BE COMPRESSION TYPE 6. ALL SERVICE WYES & EXTENSIONS ARE TO BE ~ 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR INSTALLED WITH THE MAIN LINE CONSTRUCTION. MIN. TO PRESSURE TEST LINE IMMEDIATELY AFTER THE STREET CROSSINGS HAVE BEEN INSTALLED. 7. METERS AND VALVE BOXES SHALL BE PLACED BY THE 3. MARK EACH SERVICE END WITH METAL "T' POST CITY UPON PAYMENT OF FEE. PAINTED BLUE. B. LOT CORNERS SHALL BE MARKED WITH A LATH UNDER WEWA A 3 THE SUPERVISION F A RPLS UPON COMPLETION OF O o CONSTRUCTION. DOUBLE SERVICE o: ONC. CURB &GUTTER 2' MIN.-3' MAX. ** SEE SPECIFICATION 660 FOR BALL VALVE -PAD MI . WITH PLUG MATERIAL REQUIREMENTS (2 FOR DOUBLE SERK) � 4' MIN. APPROVED SERVICE SADDLES A FOR DUCTILE AND PVC. OR i" TYPE "K" COPPER TUBING TAPPED TEE (2 FOR DOUBLE SERVICE) CORP STOP [ �) (11FOR D2" XOUBLE SERV* BRASS � 11-1/2 TYPE COPPER TUBING TUBING (DOUBLLENSERVICE) 1-1/2" CUT-OFF BEFORE WYE WATER LINE (SEE NOTE 1) NEW WATER SERVICE (SHORT AND LONG SIDE) WATER STRUCTURAL BACKFILL AREA INCLUDES PIPE ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, DRIVEWAYS,AND PARKING AREAS) AND SHALL EXTEND 5' BEYOND THE CURB LINE. STRUCTURAL BACKFILL SHALL BE CEMENT STABILIZED (OPTION NO. 2 IN W4-03) OR EXCAVATED SOIL COMPACTED J TO 98% MAXIMUM DRY DENSITY AS PER ASTM D698 WITHIN OPTIMUM TO +4X WET OF OPTIMUM (OPTION NO. 1 IN W4-02) JOINT TYPICAL HORIZONTAL THRUST BLOCK W2-00 1. ft";CALSI ECIFICATION FOR WATER ANOESEWER F MUCTION TY 2. STEEL ALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. CRY gN�pR ,WET BORING ALLOWED ONLY WHEN APPROVED BY THECIRSP STRUCTURAL BACKFILL AREA 4. RAI 11 BEND SU�H THAT 1H ( PIPE CAN 209126 ABOVETTHIPARALLEL 2'-0' MIN. EMENT 2'-0' OPEN CUT OPEN CUT LIMIT WIDTH OF PAVEMEN LIMIT GATE VALVE W2-02 NEAREST BELL JOINT (TYP. EA. END) 2' CARRIER PIPE 1 e• Ir L1' YM. \\1•� CAST PULL -ON WA TIGHT NEOPRENE END SEAL W/ STN. STL ASPACERi-PC. CLAMPS "APS" OR "PSI" NOTE: CASING SPACERS B 4-RUNNER MIN. (THRU 24' DIA SPRINGLINE CASING) OR 6-RUNNER MIN. (24"-42' DIA. CASING) STAINLESS PROVIDE 4 STL TYPE304; 8' MADE BAND RUNNERS AT W/ POLYMER RUNNERS; CEN • BOTTOM Oil NON -CENTERED; CLEAR M RESTRAINED FROM FLOTATION; INSULATED; 'APS, INC., SS18' OR "CASCADE' \-- STEEL CASING 7-ADJUSTABLE TOP RUNNERS TO MAINTAIN 1" MAX CLR. ,,38 MAX -STEEL CASING 8" WIDE BAND STAINLESS STEEL (TYPE 304) "NEOPRENE INSULATION SLEEVE BETWEEN PIPE AND BAND POL ER RUNNER (TYP) CASING DETAIL 5:�:�VE VE 1' STAN ECIFlCAl10N FOR WATERNAN R L1NERCONSTRI�ONTM W TE VE 80' BOX 2. STEEL CASING BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. i RYBCORRIINNGG�IGS RE �ppyygN�TAI_I Ag yE �H��q�N T1Eg��Tp 4. ON. A BEND SAH O AT TH ERI V CAN BEOPUM ABOVETTHE PARALLEL N� ENCASEMENT ALVE WATER UNE OULDER VARIES PL WATER UNE 5'-0' WIDTH T 5'-0' MIN. I MIN. GATE VALVE 3'-0" 2DITCH FLOW LINE. CARRIER PIPE CARRIER PIPES STEEL CASING TYPICAL URBAN CITY STREET CROSSING W - TYPICAL RURAL STREET CROSSING - W (Z) SELECT MATERIAL MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF NOTES: ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) ORIGINAL GROUND OR ORIGINAL GROUND INCHES IN THE LARGEST DIMENSION), COMPACTED TO A BOTTOM OF SUB -GRADE PLACE METAL DETECTOR 1. FOR BEDDING AND TRENCHING WITHIN ALL PAVED IN FUTURE STREET MINIMUM OF 9OX OF MAXIMUM DENSITY AS DETERMINED BY IN FUTURE STREET AREA AREA PLACE METAL DETECTOR ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN TAPE AT A MINIMUM OF 24" AREAS SEE DETAILS FOR OPEN CUT STREETS TAPE AT A MINIMUM OF 24 OPTIMUM TO +4X OF OPTIMUM UNDER NON-STRUCTURAL ABOVE TOP OF PIPE 2, ALL BEDDING & INSTALLATION OF PVC PIPE SHALL ABOVE TOP OF PIPE AREAS (le.. YARDS, PASTURES, EASEMENTS) AND TO A BE IN ACCORDANCE WITH ANSI/AWWA STANDARDS MINIMUM OF 98X OF MAXIMUM DENSITY AS DETERMINED ; -"e, : s'a' FOR PVC PIPE. BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN •_°" `,k.> "F 3. ALL BEDDING & INSTALLATION OF DUCTILE IRON PIPE %3$L M Tp t.4 p� OPTIMUM UNDER NEW STREET ® SELECT MATERIAL SHALL BE IN ACCORDANCE WITH ANSI/AWWA C150/A21.50 SELECT MATERIAL ^"" PAVEMENT EIS. © CEMENT STABIUZED SAND 4. COMPAf�cTION SHALL BE ATTAINED BY MECHANICAL TAMPIN 6"-12" :: .;� . 6"-12" 5. RELATIVE COMPACTION SHALL BE TESTED IN THE © (MANUALLY BQ GRANULAR MATERIAL (MANUALLY PRESENCE OF THE CITY CONSOLIDATE MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE ®(AENGINEER. CONSOLIDATE 6. DUST RESULTING FROM THE CONTRACTOR'S " AT OPTIMUM OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC j AT OPTIMUM PERFORMANCE OF THE WORK, EITHER INSIDE OR `- MOISTURE) MATERIAL AND WHICH, WHEN TESTED BY STANDARD MOISTURE) OUTSIDE THE RIGHT-OF-WAY, SHALL BE CONTROLLED LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: BY THE CONTRACTOR. a MAXIMUM LIQUID LIMIT 45 7. ALL TRENCHES SHALL BE BACK FILLED AND TEMPORARY UNDISTURBED SOIL MAXIMUM PLASTICITY INDEX 15 �� PIMAXIMUM PERCENT PASSING N0. 200 SIEVE 35 UNDISTURBED SOIL PAVING OR PLATING PLACED AT THE END OF EACH -N P h- PIP 4s-- O.D. MINIMUM PERCENT PASSING 3/4" SIEVE 100 O.D. WORKING DAY. THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET, SHALL 8. SEE "OPEN CUT DETAILS" ST4-00, ST4-01 & ST4-02. 6" MIN./12" MAX. NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. 6" MIN./12" MAX. 9. EVERY 100 FEET PROVIDE A WATER STOP BLOCK COMPOSED OF CEMENT SAND OR NATIVE MATERIAL OPTION NO. I © CEMENT STABILIZED SAND OPTION NO. 2 IN LENGTNH.. ONO BEDDING SANDLIN THIS SHALL EA. 6 FEET BEDDING AND TRENCH FOR DI PIPE & PVC PIPE WITHIN NON-STRUCTURAL OR NEW PAVED AREAS GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. ESTABUSHMENT OF VEGETATION MAY BE A WARRANTY ITEM. N Z O V! W OF CYAN The Good Lrfe, Texas Style. " 4-02 DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. FIGU RE: SHEET 1 OF 1 1 1 2 1 3 4 1 5 6 7 0 10 W C F E !] C B GENERAL NOTES: 1. CONTRACTOR TO VERIFY CITY, COUNTY, AND STATE SITE INFORMATION, INCLUDING PROPERTY LINES, EASEMENTS, R.O.W.'S, BUILDINGS, ROADWAY CURB AND GUTTERS, UTILITIES AND OTHER INFORMATION AFFECTING THE SCOPE OF WORK INCLUDED ON THESE DRAWINGS. MORE SPECIFIC UTILITY INFORMATION IS INDICATED ON THE CIVIL DRAWINGS. CONTRACTOR SHALL CONTACT THE OWNER OR OWNER'S REPRESENTATIVE FOR DIRECTION ON HOW TO PROCEED IF ACTUAL SITE CONDITIONS VARY FROM WHAT IS SHOWN ON THE CIVIL OR LANDSCAPE PLANS. 2. EXCAVATION IN THE VICINITY OF UTILITIES SHALL BE UNDERTAKEN WITH CARE. THE CONTRACTOR BEARS FULL RESPONSIBILITY FOR THIS WORK. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL SITE UTILITIES PRIOR TO BEGINNING EXCAVATION. ANY DAMAGE TO UTILITIES THAT ARE TO REMAIN CAUSED BY ANY PERSON, VEHICLE, EQUIPMENT, OR TOOL RELATED TO THE EXECUTION OF THE CONTRACT SHALL BE REPAIRED IMMEDIATELY AT NO EXPENSE TO THE OWNER. 3. BASE INFORMATION INCLUDING THE LOCATION OF PROPERTY LINES, EASEMENTS, BUILDINGS, ROADS AND CURBS HAVE BEEN TAKEN FROM THE ARCHITECTS DRAWINGS. FOR ADDITIONAL INFORMATION REFER TO CIVIL DRAWINGS. 4. BUILDING FOOTPRINTS HAVE BEEN TAKEN FROM THE ARCHITECTURAL DRAWINGS. FOR ADDITIONAL INFORMATION REFER TO ARCHITECTURAL DRAWINGS. 5. THE CONTRACTOR SHALL NOTIFY LOCAL AUTHORITIES AND THE GENERAL CONTRACTOR FOR LOCATION OF EXISTING UNDERGROUND UTILITIES AND EASEMENTS. EXCAVATE AS NECESSARY TO CONFIRM LOCATIONS PRIOR TO EXCAVATION. 6. DO NOT SCALE OFF OF DRAWINGS FOR DIMENSIONS. CONTRACTOR WILL ENGAGE A PROFESSIONAL LAND SURVEYOR TO PROPERLY LAY OUT CONSTRUCTION SITE HARDSCAPE FEATURES. IF REQUIRED DIMENSIONAL INFORMATION IS NOT OBTAINABLE FROM DRAWINGS IT IS CONTRACTOR'S RESPONSIBILITY TO NOTIFY LANDSCAPE ARCHITECT OF THIS NEED SO ADDITIONAL INFORMATION MAY BE FURNISHED TO CONTRACTOR. GRADING AND EXCAVATION NOTES: 1. ANY EXISTING AND / OR ON -SITE CONDITIONS WHICH VARY FROM THOSE SHOWN ON DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE. 2. FOR EXISTING UNDERGROUND UTILITIES REFER TO CIVIL DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE ACTUAL LOCATION AND ELEVATION IN THE FIELD PRIOR TO BEGINNING CONSTRUCTION OF THE NEW AMENITITES. THE CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES ENCOUNTERED DURING CONSTRUCTION. 3. THE DEBRIS CREATED BY REMOVAL OPERATIONS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE LEGALLY DISPOSED OF AWAY FROM THE JOB SITE. SUBSOIL SHALL NOT BE REUSED FOR TOPSOIL. 4. REFER TO CIVIL DRAWINGS FOR ALL DRAINAGE STRUCTURES AND EROSION CONTROL. 5. FOR ROUGH GRADING REFER TO CIVIL DRAWINGS. 6. GENERAL CONTRACTOR SHALL LEAVE LANDSCAPE CONTRACTOR SITE AT APPROXIMATELY FINAL GRADE, (SEE 8). LANDSCAPE CONTRACTOR SHALL ESTABLISH SMOOTH AND UNIFORM GRADES WITH A MAXIMUM SLOPE OF 3:1 UNLESS OTHERWISE NOTED. TIE INTO EXISTING ADJACENT GRADES SMOOTHLY AND FINE GRADE FOR POSITIVE DRAINAGE AND TO PREVENT WATER FROM STANDING. CUT SWALES TO DIRECT WATER AWAY FROM ALL STRUCTURES AND PROPERTY LINES, AND TOWARDS STORM SEWER INLETS. DO NOT DRAIN ANY WATER TOWARDS LOTS, EASEMENTS, OR BUILDINGS. FINAL LOCATION AND HEIGHT OF BERMS AND PLANTING BEDS TO BE APPROVED BY LANDSCAPE ARCHITECT. 7. FINAL GRADE AT TOP OF MULCH OF PLANTING BEDS DIRECTLY ABUTTING TO ANY BUILDING WILL BE A MINIMUM OF 6" BELOW FINISHED FLOOR ELEVATION AND GRADED AWAY FROM BUILDINGS FOR POSITIVE DRAINAGE. IN ADDITION, ANY WEEP HOLES IN BRICK OR MASONRY FASCIA OF WALLS SHALL NOT BE COVERED UP, BURIED, OR BLOCKED FROM ALLOWING THEM TO FUNCTION PROPERLY. 8. GENERAL CONTRACTOR TO LEAVE FINISHED GRADES FOR LANDSCAPE CONTRACTOR. AS FOLLOWS: AREAS WITH SOLID SOD ADJACENT TO CURB/SIDEWALK = FINISHED GRADE 2" BELOW TOP OF CURB/SIDEWALK AREAS WITH HYDROMULCH ADJACENT TO CURB/SIDWALK = FINISHED GRADE 1" BELOW TOP OF CURB/SIDEWALK AREAS WITH PLANTING BEDS ADJACENT TO CURB/SIDEWALK = FINISHED GRADE 6" BELOW TOP OF CURB/SIDEWALK FINISHED GRADE ADJACENT TO BUILDING STRUCTURE = MIN. 9" BELOW F.F.E. FOR POSITIVE DRAINAGE PLANTING NOTES: 1. FINAL GRADING SHALL BE APPROVED BY THE OWNER'S REPRESENTATIVE IN THE FIELD PRIOR TO PLANTING OR PLANTING LAYOUT. 2. CONTRACTOR IS RESPONSIBLE FOR VERIFYING LOCATIONS OF UNDERGROUND UTILITIES AND R.O.W.'S PRIOR TO CONSTRUCTION. 3. TREES SHALL BE PLANTED AT LEAST FIVE (5') FEET FROM ANY UTILITY LINE AND OUTSIDE ALL UTILITY EASEMENTS. 4. ALL PLANT MATERIAL SHALL BE MAINTAINED IN A HEALTHY GROWING CONDITION, AND MUST BE REPLACED WITH PLANT MATERIAL OF SIMILAR VARIETY AND SIZE IF DAMAGED, DESTROYED, DISEASED, OR REMOVED. 5. LANDSCAPED AREAS SHALL BE KEPT FREE OF TRASH, LITTER, AND WEEDS AT ALL TIMES DURING CONSTRUCTION. 6. LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR FINE GRADING, REMOVAL OF MISCELLANEOUS DEBRIS AND ANY ADDITIONAL FILL REQUIRED TO CREATE A SMOOTH CONDITION PRIOR TO PLANTING IN ALL PLANTING AREAS. 7. THE QUANTITIES SHOWN ON THE PLAN ARE FOR THE CONTRACTOR'S CONVENIENCE. CONTRACTOR SHALL VERIFY QUANTITIES. 8. CONTRACTOR SHALL PROVIDE SAMPLES OF COMPOST, PLANTING SOIL, AND COMPOST MULCH MIX TO THE OWNER'S REPRESENTATIVE ALONG WITH SOIL TESTING DATA. 9. EXCESS SOIL FROM LANDSCAPE GRADING TO BE REMOVED AND DISPOSED OFF -SITE BY CONTRACTORS. 10. FINISH GRADE OF PLANTING BED AREA SHALL BE (3") BELOW ADJACENT CURB, PAVEMENT OR HEADER IN AREAS WHERE (3") MULCH IS TO BE APPLIED. FINISHED ELEVATION OF PLANTING BEDS AND SOLID SOD ADJACENT TO CURBING, SIDEWALKS, ETC. SHOULD BE FLUSH WITH THESE STRUCTURES TO ENSURE PROPER DRAINAGE OVER AND OFF THE BEDS AND OVER THE ADJACENT CURBING, SIDEWALK, ETC. 11. ALL PLANTS SHALL BE NURSERY GROWN OR TRANSPLANTED ON SITE AND IN ACCORDANCE WITH THE AMERICAN STANDARD FOR NURSERY STOCK LATEST EDITION (ANSI Z-60). 12. ALL PLANTS SHALL BE HARDY UNDER CLIMATIC CONDITIONS SIMILAR TO THOSE IN THE LOCALITY OF THE PROJECT. 13. ALL PLANTS SHALL BE TYPICAL OF THEIR SPECIES OR VARIETY AND SHALL HAVE A NORMAL GROWTH HABIT. THEY SHALL BE SOUND, HEALTHY AND VIGOROUS, WELL BALANCED AND DENSELY -FOLIATED WHEN IN LEAF. THEY SHALL BE FREE OF DISEASE AND INSECT PESTS, EGGS OR LARVAE. PLANTS SHALL HAVE HEALTHY, WELL -DEVELOPED ROOT SYSTEMS. 14. SUBSTITUTIONS: WHEN PLANTS OF A SPECIFIED KIND OR SIZE ARE NOT AVAILABLE WITHIN A REASONABLE DISTANCE, SUBSTITUTIONS MAY BE MADE, UPON REQUEST BY THE CONTRACTOR, IF APPROVED BY THE OWNER OR THEIR REPRESENTATIVE. 15. MEASUREMENT: DIMENSIONS OF TREES AND SHRUBS SHALL CONFORM TO THE AMERICAN STANDARD FOR NURSERY STOCK, LATEST EDITION (ANSI Z-60). 16. SIZE: ALL PLANTS SHALL CONFORM TO THE MEASUREMENTS SPECIFIED ON THE PLANT MATERIAL SCHEDULE UNLESS AUTHORIZED, IN WRITING, BY THE OWNER OR THEIR REPRESENTATIVE. 17. BALLED PLANTS SHALL BE DUG WITH FIRM, NATURAL BALLS OF EARTH OF A DIAMETER AND DEPTH TO INCLUDE MOST OF THE FIBROUS ROOTS. CONTAINER GROWN STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE SUFFICIENTLY DEVELOPED TO HOLD ITS SOIL TOGETHER FIRM AND WHOLE. NO PLANTS SHALL BE LOOSE IN THE CONTAINER OR ROOT BOUND. 18. ROOT BALLS AND CANOPIES OF ALL PLANTS SHALL BE ADEQUATELY PROTECTED AT ALL TIMES FROM SUN AND DRYING WINDS OR FROST. 19. THE OWNER OR THEIR REPRESENTATIVE SHALL BE NOTIFIED PRIOR TO BEGINNING PLANTING OPERATIONS. 20. PLANTS WITH BROKEN ROOT BALLS, EXCESSIVE DAMAGE TO THE CROWN, OR GIRDLING ROOTS SHALL BE REPLACED PRIOR TO PLANTING. 21. ALL TREES SHALL BE STAKED AND GUY -WIRED ACCORDING TO ACCEPTED INDUSTRY PRACTICE AND DETAILS. 22. EACH NEWLY PLANTED TREE AND SHRUB SHALL BE PRUNED IN ACCORDANCE WITH THE AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS OR AS DIRECTED BY OWNER'S REPRESENTATIVE TO PRESERVE THE NATURAL CHARACTER OF THE PLANT. ALL DEAD WOOD, SUCKER, AND BROKEN OR BADLY BRUISED BRANCHES SHALL BE REMOVED. 23. MULCH: IMMEDIATELY AFTER PLANTING OPERATIONS ARE COMPLETED ALL TREES AND SHRUB PLANTING PITS SHALL BE COVERED WITH A 3" LAYER OF SHREDDED DECOMPOSED HARDWOOD MULCH OR OTHER MATERIAL APPROVED BY THE OWNER OR THEIR REPRESENTATIVE. MULCH LIMITS FOR TREES SHALL BE THE AREA OF THE PIT; MULCH LIMITS FOR SHRUBS IN BEDS SHALL BE THE ENTIRE AREA OF THE SHRUB BED. KEEP MULCH OFF TRUNKS AND STEMS OF PLANTS. 24. PLANTING SOIL FOR TREES IF NATIVE TOPSOIL IS NOT AVAILABLE SHALL CONSIST OF 20% TO 30% ORGANIC MATERIAL MIXED WITH EXISTING SOIL AT A RATE OF 1/3 PLANTING SOIL TO 2/3 EXISTING SOIL FOR BEDDING PLANTS. 25. PLANTING SOIL FOR SHRUB BEDS CONSISTS OF 100% MIX SOIL WITH COMPOST FROM LIVING EARTH TECHNOLOGY OR APPROVED EQUAL. 26. FERTILIZER: OSMOCOTE 18-6-12 FOR WOODY ORNAMENTAL SHRUBS, COLOR STAR FOR ANNUAL COLOR, ADD SUPERTHRIVE ROOTING HORMONE TO ALL NEW PLANTINGS OR APPROVED EQUAL. 27. WARRANTY: ALL PLANT MATERIAL SHALL BE WARRANTIED BY THE CONTRACTOR FOR ONE FULL YEAR FROM THE DATE OF INSTALLATION. THE OWNER SHALL BE RESPONSIBLE FOR MAINTENANCE UNLESS OTHERWISE AGREED WITH CONTRACTOR. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO MONITOR THE PROJECT DURING THE WARRANTY PERIOD AND INFORM THE OWNER IF PROBLEMS DEVELOP WITH THE PLANT MATERIAL. A PLANT SHALL BE CONSIDERED DEAD IF 25% OR MORE OF THE CROWN, OR MAIN LEADER HAS DIED. 28. ALL PLANTING SHALL BE AT THE LOCATIONS INDICATED ON THE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PLANTING AT THE CORRECT GRADES TO ENSURE POSITIVE DRAINAGE, AND FOR ESTABLISHING PLANTING BEDS AS INDICATED. 29. 100% COVERAGE OF GROUNDCOVER, DECORATIVE PAVING, DECORATIVE ROCK (NOT LOOSE), OR A PERENNIAL GRASS IS REQUIRED IN PARKING LOT ISLANDS, SWALES AND DRAINAGE AREAS, THE PARKING LOT SETBACK, RIGHTS -OF -WAY, AND ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION. HYDRO -MULCH PREPARATION: A. IMMEDIATELY BEFORE HYDROMULCHING EXISTING GRASS WILL BE EITHER TREATED WITH GLYPHOSPHATE HERBICIDE TO KILL EXISING GRASS OR LABORERS TAKE UP GRASS VIA SOD CUTTERS (MIN 2.5" DEPTH) AND BY HAND. PREPARE THE SURFACE BY SCARIFYING, LOOSENING, FLOATING, AND CULTIVATING THE TOPSOIL TO A 1 TO 2 INCH DEPTH TO CORRECT ERODED OR COMPACTED AREAS, REMOVE ROCKS AND DEBRIS 1 INCH IN DIAMETER AND LARGER AND TO BRING TO A SMOOTH, EVEN, FRIABLE SEED BED, PROPER FOR GRASSING. B. ACCOMPLISH THE ABOVE BY HAND RAKING. APPLICATION: C. AT THE TIME OF HYDROMULCHING, SOIL SHALL BE MOIST BUT NOT MUDDY, AND WIND VELOCITY SHALL NOT EXCEED 5 MILES PER HOUR. D. APPLY THE HYDROMULCH MIXTURE WITH HIGH-PRESSURE SPRAY DIRECTED UPWARDS TO FALL IN A RAIN -LIKE PATTERN, FORMING A UNIFORM COVER AT THE SPECIFIED RATES. MIXTURE SHALL BE KEPT AGITATED TO ENSURE A CONSISTENT BLENDING OF SEED, WATER, FERTILIZER, AND MULCH/TACKIFIER. E. APPLY THE HYDROMULCH MATERIALS AT THE FOLLOWING RATIOS PER ACRE (43,560 SQUARE FEET) 1. WINTER APPLICATION - OCTOBER 1 TO MARCH 31 50# HULLED BERMUDA SEED 50# GULF RYE SEED 2000# CELLULOSE FIBER MULCH 500# 15-15-15 WATER SOLUBLE FERTILIZER 2. SUMMER - APRIL 1 TO SEPTEMBER 30 50# HULLED BERMUDA SEED 50# MILLET (OPTIONAL) 2000# CELLULOSE FIBER MULCH 15# 15-15-15 WATER SOLUBLE FERTILIZER F. APPLY HYDROMULCH TAKING EXTREME CAUTION NOT TO SPRAY THE MATERIAL OUTSIDE OF THE LAWN AREA BY USING 4'X8' BATTER BOARD ALONG BEDS, CURBS, WALKS, AND ADJACENT STRUCTURES. G. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ESTABLISH A DENSE LAWN OF PERMANENT GRASSES, FREE FROM LUMPS AND DEPRESSIONS. ANY PART OF THE AREA THAT FAILS TO SHOW A UNIFORM GERMINATION SHALL BE RESEEDED AND SUCH RESEEDING SHALL CONTINUE UNTIL A DENSE LAWN IS ESTABLISHED. SCATTERED BARE SPOTS MUST TOTAL LESS THAN 5% OF THE LAWN AREA, WITH NO BARE SPOT LARGER THAN ONE SQUARE FOOT. H. WHERE AREAS HAVE ERODED PRIOR TO ESTABLISHMENT OF LAW REAPPLY TOPSOIL, GRADE TO A SMOOTH EVEN SURFACE AND RE-HYDROMULCH. I. FOR HYDROMULCH, WATER THOROUGHLY AND IMMEDIATELY WITH FINE MIST UNTIL SOIL IS SOAKED TO DEPTH OF 3 INCHES. MAINTAIN SOIL IN A MOIST CONDITION UNTIL SEEDS HAVE SPROUTED AND REACHED A HEIGHT OF ONE INCH. WATER THEREAFTER AT LEAST ONCE EVERY 2 DAYS UNLESS NATURAL RAINFALL HAS PROVIDED EQUIVALENT WATERING. J. MOW LAWNS AS NECESSARY TO ENCOURAGE DENSE COVERAGE. SUPPLEMENTAL FERTILIZATION: A. APPLY FERTILIZER AT A RATE OF 1 POUND ACTUAL NITROGEN PER 1000 SQ. FT. (6 -2 LBS./1000 SQ. FT.). APPLY AFTER TWO MOWINGS OF THE LAWN AREA. CLEAN-UP AND REPAIR: A. PAVED AREAS OVER WHICH HAULING OPERATIONS HAVE BEEN CONDUCTED SHALL BE CLEANED AND KEPT CLEAN. PROMPTLY REMOVE MATERIALS SPILLED ON PAVEMENTS. B. RESTORE/REPAIR ALL SITE AREAS AND IMPROVEMENTS DAMAGED AS A RESULT OF LAWN INSTALLATION. BUFFER SCREENING TREES PLANT LIST KEY COMMON NAME BOTANICAL NAME SIZE REMARKS MCI WAX MYRTLE 15 GAL.; MIN. 8'-10' HT; MIN SINGLE OR MULTI -TRUNK; FULL AND DENSE CANOPY, XX myrica cerifera 6-T SPREAD. BUSH FORM WITH FOLIAGE TO GROUND; DARK GREEN, MATCHED; (TO BE APPROVED BY LANDSCAPE ARCHITECT PRIOR TO INSTALLATION). CL LEYLAND CYPRESS 15 GAL.; MIN. 8'-10' HT; MIN SINGLE OR MULTI -TRUNK; FULL AND DENSE CANOPY, XX cupressocyparis leylandii 6-T SPREAD. BUSH FORM WITH FOLIAGE TO GROUND; DARK GREEN, MATCHED; (TO BE APPROVED BY LANDSCAPE ARCHITECT PRIOR TO INSTALLATION). IS SAVANNAH HOLLY 15 GAL.; MIN. 8'-10' HT; MIN SINGLE OR MULTI -TRUNK; FULL AND DENSE CANOPY, XX ilex x ffifenuata 'Savannah' 6-T SPREAD. BUSH FORM WITH FOLIAGE TO GROUND; DARK GREEN, MATCHED; (TO BE APPROVED BY LANDSCAPE ARCHITECT PRIOR TO INSTALLATION). SHRUBS COMMON NAME KEY BOTANICAL NAME SIZE REMARKS 6XX GULF COAST MUHLY GRASS 5 GAL.; 18-24" HT. & 18-24" BLUE-GREEN; FULL AND SPHERICAL SHAPE; muhlenbergia capillaris SPREAD DISEASE -FREE AND IN VIGOROUS CONDITION; PLANT 36" O.C. PA DWARF HAMELN GRASS 5 GAL.; 12" HT. & 12" DARK GREEN; FULL AND SPHERICAL SHAPE; pennisetum alopecuroides SPREAD DISEASE -FREE AND IN VIGOROUS CONDITION; PLANT 28" 'Hameln' O.C. OJ MONDO GRASS 1 GAL.; 6" HT. & 6" SPREAD DARK GREEN; FULL AND SPHERICAL SHAPE; ophiopogon japonicus DISEASE -FREE AND IN VIGOROUS CONDITION; PLANT 12" O.C. LAWN COMMON NAME KEY BOTANICAL NAME SIZE REMARKS CDH COMMON BERMUDA HYDROMULCH cynodon dactylon EZS EMERALD ZOYSIA SOLID SOD CONTRACTOR TO FIELD VERIFY QUANTITY. USE IN CONJUNCTION WITH EROSION CONTROL BLANKET ON ALL SLOPES 4:1 AND/OR STEEPER. HYDROMULCH FIRST, THEN APPLY EROSION CONTROL BLANKET ON TOP OF HYDROMULCH AND STAKE DOWN. HYDROMULCH ALL DISTURBED EARTHEN AREAS. NOTE: CONTRACTOR TO VERIFY ALL PLANT QUANTITIES SHOWN ON PLANS AND IN PLANT LIST. IN THE EVENT OF A DIFFERENCE IN QUANTITY, CONTRACTOR TO ASSUME THE COSTLIEST QUANTITY. LANDSCAPING POINT CALCULATIONS LEGEND SYMBOL SIZE NAME & TYPE QUANTITY POINT VALUE POINTS CANOPY TREE SEE TREE PRESERVATION 8" AND LARGER INVENTORY TABLE FOR 115 400 46,000 T-148 EXISTING W/ SPECIES OF EACH TREE BARRICADE NUMBER CANOPY TREE SEE TREE PRESERVATION 4"-8" EXISTING INVENTORY TABLE FOR 17 300 5,100 W/ BARRICADE SPECIES OF EACH TREE NUMBER PROPOSED 3.5" CALIPER RED SHUMARD OAK 45 300 13,500 STREETSCAPE quercus shumardii TREE PROPOSED 3.5" CALIPER CHINESE PISTACHE 49 300 14,700 STREETSCAPE pistacia chinensis TREE PROPOSED 3.5" CALIPER CEDAR ELM ulmus crassifolia 49 300 14,700 STREETSCAPE TREE PROPOSED 3.5" CALIPER WILLOW OAK quercus phel/ow 3 300 900 STREETSCAPE TREE O PROPOSED 3.5" CALIPER LIVE OAK quercus virginiana 1 300 300 CANOPY TREE WILLIAM FITCH PKWY. STREETSCAPE: WILLIAM FITCH PKWY. STREETSCAPE: (1,302' / 50) X 300 POINTS = 7,812 POINTS 52 TREES REQUIRED (1,302' / 25) = 52 TREES 2 EXISTING TREES CREDIT 52 ADDITIONAL TREES PLANTED ROCK PRAIRIE ROAD STREETSCAPE ROCK PRAIRIE ROAD STREETSCAPE (598' / 50) X 300 POINTS = 3,588 POINTS 24 TREES REQUIRED (598' / 25) = 24 TREES 8 EXISTING CANOPY TREES CREDIT 8 EX. NON -CANOPY TREES / 2 = 4 TREE CREDIT 12 TOTAL STREETSCAPE TREE CREDITS POINTS PER PHASE 1 PROJECT AREA: 15 ADDITIONAL TREES PLANTED 1,477,027 SF OF SITE AREA 1,477,027 / 1,000 =1,477 1,477 X 30 = 44,310 POINTS TOTAL POINTS REQUIRED: 55,710 TOTAL POINTS CREDITS PROPOSED: 95,200 SH W.. GROUP ARCHITECTS I ENGINEERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 e d B V RD1TT LAND I PLACE STUDIO 310 Longmire Rd. - Conroe, TX 77304 Tel: (936) 756-3041- Fax: (936) 539-3240 ISSUE DATE: 12-3-09 DISCWMER IRRESPECTIVE OF ANY OTHER TERM IN THIS DOCUMENT, DESIGNER SHALL NOT CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SCHEDULES, SEQUENCES, OR PROCEDURES- OR FOR CONSTRUCTION SAFETY OR ANY OTHER RELATED PROGRAW OR FOR PARTIES' ERRORS OR OMISSIONS- OR FOR ANOTHER PARTIES' FAILURE TO COMPLETE THEIR WORK OR SERVICES IN ACCORDANCE WITH DESIGNERS DOCUMENTS. 12/03/2009 FINAL PLANS FOR F CONSTRUCTION College Station Independent School District TRANSPORTATION CENTER College Station, Texas D CHECKED: SCALE: C 2009 SHW Group ISSUE: 12/03/09 ADDENDUM #1 11-2-09 ADDENDUM #2 11-9-09 12/03/2009 CONSTRUCTION SET 12/17/2009 REVISION SET PER CITY COMMENTS 1/8110 SECOND REV. SET PER CITY COMMENTS Y - - V I •. r B Y . _ x_►.�. - - SHEET TITLE: LANDSCAPE DETAILS AND NOTES 1 1 2 1 3 4 I 5 6 7 7 10 1 1 2 3 4 5 I 6 1 7 1 8 1 9 I 10 7. F E IC B A Lid w 0 CL . ............ . .. ... . ............. Z.­ . .. . . . ........... ED CON IL rffi FEE 20' SID94. �BACF 12* C . .. . ........ .......... PROPOSED ' ITPROP. U.E. I&PRORVE TANK 15'PROP. U.E. 0 LLJ A- U. %J 16 PROP. U.E. C 17=1 WMDE mme'r Oz� LW am • EXP. IV; V 01 iMla o .CZ)20KHEBAND(4)CA6T 'v ......... ...... . .... . .. .... .... &TOW MOORATIVE LAND6CAPE u $EE DETAR, FOR SPECS. DUMPSTERS vs TRAm . ... .. ... .. ... .. ... ... LOGATM . .......... . I .......... . . ....... ..... ..... itJ - - - - - - - - - - - - .. ..... ..... .. .... ...... . .. . . . . .. ...... ...... ..... .. ..... .. . . .. . .. . .. . .. . . OF ..............♦ �TTYE PAVING. 0830RATNE N (NOTLOOSE�ORA NL -0•IS REQUN� N '0' - - - - - --- ISLANDS. SWAL AREAS, THE PNaaND LOT ............. FART RKIWS.Or-WA . . . . . . . . ............ ................ ... PROPERTY DIS m ....... .... '. INA ON 77� • DEr NLFOR FAST CpND. • IVIED NL FOR rowDmrFDRNRRDYAL .......... . .. . .. . .. . . . .. . .. . .......... . ... .. ...... ..... .... . . ULI ... . ...... o . . . . . . . . . . ...... -­N 3' 200 OMESTIETD ............ . Z Ak CD 13110 cv 0 0 --a- O&L—%m 0 . .............. ... PROP. 2* GAS 8"CL 4 FIRE COW"ECORAWTE BREAK AREA WITTH (2) END*& (t) TAKE W DETAIL FOR SPECS A_N0 PROP. U.E. SEcnoNFOR OG. BREAK VEGETATIONINHYDROMULCHED AREA WEDLINEPW AFAM MUST BE COMPLETELY CERT*rATE OF OCCUPANCY NTE !boO o" 0:rmh. mN Rm A *A% UN K FENCE . ...... ftftO PROP. CIAIN ftft Nuft ofto, aw. q: OSATIONIN HYDR=o 0 AREAS MUST BE COMPLETELY jbBL4%4LP BEFOREAFULL a. Z G.tATJON W h'YDROM1JLCHEO CIAS 1 1 2 E SHWGROUP ARCHITECTS I SHOING&RIS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 hdBURDILAND I PLACE STUDIO 310 Longmire Rd. - Conroe, TX 77304 Tel: (936) 756-3041- Fax: (936) 539-3240 ISSUE DATE: 12-3-09 DISCLAIMER: IRRESPECTIVE OF ANY OTHER TERM IN THIS DOCUMENT, DESIGNER SHALL NOT CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SCHEDULES, SEQUENCES, OR PROCEDURES- OR FOR CONSTRUCTION SAFETY OR ANY OTHER RELATED PROGRAM- OR FOR PARTIES' ERRORS OR OMISSIONS- OR FOR ANOTHER PARTIES FAILURE TO COMPLETE THEIR WORK OR SERVICES IN ACCORDANCE WITH DESIGNERS DOCUMENTS. 12./0312009 FINAL PLANS FOR F CONSTRUCTION College Station Independent School District lAki 152j, Ulu 17 SHEET TITLE: OVERALL SITE LAYOUT 3 4 5 6 7 8 10 I 2 3 4 5 1 6 1 7 8 1 9 \ \ . \ \ \ \ \ ' \ \ . I H \ \ T- W \ 00— ,:... ....... ;. -, .11 -..-:, '. ..' \... �..... .:. ....I, .... m ..:, .., * .-....-"-.-*.-. ..�..-.-.-.,.�::::-.'..,-...�.%- .. -.-.... . "'.. .... . ........ � - � ... ...... ..... �--- - ... .... ...... ...--- '.-1...--'--- ...'."....... ... � ....... ......... —.- ..... --- ...-.-.. - . ......... �- ..... . ..... ........ �-. \ .. . ... . ... -.,...- -.- .. . ...... . ... . .... .... . ... . ............ - ---l.- I ..''. .1 ..... . -.... �.-'l --... . \ O ,� �„ 0 \ • . . . . • .0;;� _ _ . H • w� — LTH — ������� — — — — — —12" CL 200 DR-14 F -- —%•• T7. . .. .. <` PROPOSED . ". 15 PROP U.E.UE15 E. TANK, . • 'PROP.0 F ' r . 1. : :.o , _� ' D& a a, - .ono ... G ., i ;15' PROP. U.E. .. ., ... "/LCI' . 4 . .. ..... . - O \,\,. - . I w .. J�.� . .... J i.� . ...... .: . -.... .� V . • u �d/,---. �' . ,'O� •... �rl 15' PROP. U.E. • ?� • p � ,' .0 �, .. ' . O Q� . N , -....,,; . \. .:. ".. nA /'.: +' .. - / EXP. 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N ....::.., , ... :: .. , a , , O ; : f' 1. . ;: Q N , , r r LLH% ' ��TIDN HVDROBAAaED Q ,. ._ . ,. AREAS ws E CO♦PIETEL . �. ... .. .. .. ., EFOfEARA1 / ,:;: ; .. ..:,: :'..t:..::`' : }. esm oFocafPArs,-r i, f„ ` E FOR THE SFF- \ ' .�, `""" BiSUEO C/w . `�, H:; r ; , : .: . . ` ATIDNNIfrDROMULCfED :. ` ; .. n. I :. .. AREAS MUST E COMRETBY ...... \ \ ,: c; .: , 10 PROP. U.E. ESTABLIS EDEFOREARA-L + FIGTE OF Of%%1PNiLY "::.. ... '.:. .... / ::: CAN E EL9UED FORTHE 811E ... V / .. ..... + i • r, �, a '` s , N� . ,•. Er�cETAT10N , �,.... ., : ` AREAS wsT E CdRiFTELr . .: ' %' ` ESTABLMMED EFOfEAFLLL ,: + J�- .. ; : : f' . 1, � \ . . f .. t .. ; �... :' ; � ;' CERTIFICATE OF OCAFAN(.Y �� : . < .:.:.. I CAN E I93UED FOR THE SITE '�B +', / . .. , , : f , .' : / V.I.- ' A - 000i� *�. ,." - 1. .: :. I 11 . : \ \ I I/ " I ,. ... l° : ` : : I., , , . , N. a .1. 1, ; . I � � 3 *.. �. � V ' *: I Q i :. I TATdI N .. ... J� \� . �. AREAS WST r ...:: ' EST FdiEA RAL :'' • ' ' .+ -... : ` 7 , OF OCQIPANLY' . " + CANE UEDFORAESOE • `::,. S f _ / • ',:: , , :..: 1 ,,,. f +...., + : .: <... , \ / . `':,.. . I f ' � � - . f. . / \ , , ,, 5` ,. , i . , , : ' : ,: ; ' ; ;f . : 3 I I / . , . , ,: C�H , .. LLN .: , 0 � r. ;r f I- .1 . t& .... N r , Q n ,. Q .. ,,. f �1 s` . P E` \ O- e . a ... \DENING f. �:J C r e ,� : T " I- . . .. . ".%, .1 ... ":.:.: : �. "I.- .. .'. . � �, R - W� .. \ o i�...� �: r. , a r �� r • 1 Q �� ,', 11-1 �� .......... �,\ ; , : ' : , r re ........... , : LLM ,%, , ram; ��,\ r. 1 r, e r �' _ . .') ...: , y r T3 'nr r > > 14r \. ' .. , r 1 • � T4'r , .: . —� �- .- . 2- 48„ ...: QA* A i�� � = — r.4 C �� — — - — yr 1 Li�r�iry ��r r A c, S . : ". . r�� ,. ,11 r A_l A C• ` , ..., ` �� 1. — '�5' SIDE SET �. n —_ — - --� — i lam.- — Y'i a " � �" � � —� 1� i' - �B—� Bf �� e� � � r� CE e�� e�� '..� ter. a-.�-.r•s�' -- — n n w . :... . ».% 1TS' U B .. _. �- .. ............ TBM #1 .::.....:....::........:.. ". . A . _ _� ,.AX._... L... �2L :. . . .... ... . WILLI SAWCUT WILLIAM D. FITCH PARKWAY .. .. .. .. .. -+.. .. .. .. .. .. .. .. w .. .. .. .. .. .. .. .. •. 0 P P 10 H SHWGROUP ARCHITECTS I SN41NFERS I PLANNERS 20 E GREENWAY PLAZA #200 HOUSTON, TX 77046 b e B V RD1 1 1 LAND I PLACE STUDIO 310 Longmire Rd. - Conroe, TX 77304 Tel: (936) 756-3041- Fax: (936) 539-3240 ISSUE DATE: 12-3-09 DISCLABAER IRRESPECTIVE OF ANY OTHER TERM IN THIS DOCUMENT, DESIGNER SHALL NOT CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SCHEDULES, SEQUENCES, OR PROCEDURES OR FOR CONSTRUCTION SAFETY OR ANY OTHER RELATED PROGRAM -OR FOR PARTIESERRORS OR OMISSIONS OR FOR ANOTHER PARTIES' FAILURE TO COMPLETE THEIR WORK OR SERVICES IN ACCORDANCE WITH DESIGNERS DOCUMENTS. 12/03/2009 FINAL PLANS FOR O CONSTR T N F UC 10 D CHECKED: D.Z., D.W. SCALE: 1 : 50 © 2009 SHW Group ISSUE: 12/03/09 ADDENDUM #1 11-2-09 ADDENDUM #2 11-0-09 12/03/2009 CONSTRUCTION SET 12/17/2009 REVISION SET PER CITY COMMENTS 1/8110 SECOND REV. SET PER CITY COMMENTS P r• I .. I " °� nF � r..,11 IInf- B � �i 1 L-"I.." -, 7 , ems• a g k %; i %d L,. . Ate•. fT � �_. r'd I-1 iI-��k_j_. I SHEET TITLE: OVERALL SITE LAYOUT 9 2 -- 3 I 4 I 5 6 7 r-] p7 10