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HomeMy WebLinkAboutCNEW2007-0040507- yos fo 07 Date Permit # bi I AM Project Name ' Af I Wd-&rFNV COMMERCIAL CO Planning C , (Lindsay Boyer, Jennifer Prochazka, Jennifer Reeves, Cri sy hTartl, Jason Schubert, Grant Wencel, Molly Hitchcock) Bridgette George ------ Development Engineers (Alan Gibbs, Josh Norton, Carol Cotter) City Engineer (Bob Mosley, Jerry Jones, John Logan, Robert Bumpurs, William Ethridge) Environmental Services (Eaphrame Thomas, James Boykin, Pete Garcia) �h Fire Department ��/I T t� �•� t (Eric Hurt, Eric Dotson, Jerry Duffey, Steve Smith) Drainage I 021AD �• �, (Donnie Willis) Public Works - Sanitation (Wally Urrutia) Electrical Services (Tony Michalsky) Water/Wastewater Services ©I� (Joe Mike Garcia, Paul Schoenfeld, Mitchell Carson) Miscellaneous Notes IBI11 113-taW- M1 Date: 1/18/2008 [nspection Comments for Final, Permit Year: 7 'ermit Number: 40E Address: 504 EARL RUDDER FWY S Type Inspection Type Code status Inspection Result Comments Description E155 ELEC, NEW SERVICE IC January 14, 2008 4:38:22 PM kwolfe. P105 PLBG, TOP OUT IC January 9, 2008 11:37:53 AM kwolfe. Page 1 (1/18/2008) Gina Southerland - Re: Calling for CO for 504 Earl Rudder Fwy (National Tire&Batt) __Page From: Donnie Willis To: Boyer, Lindsay; Boykin, James; Caler, Julie; Carson, Mitchell; Carte Date: 1/18/2008 3:25 PM Subject: Re: Calling for CO for 504 Earl Rudder Fwy (National Tire&Batt) OK for TEMP CO. 1. Need to vegetate all disturbed areas. 2. Need to clean storm water inlets of construction debris and silt. Donnie Willis, CFM Environmental Engineering Technician Certified Floodplain Manager Public Works Department 979-764-6375 office 979-229-7632 cell dwillis@cstx.gov >>> On 1/18/2008 at 8:20 am, in message <4790615D.1265.003D.0@cstx.gov>, Amber Carter wrote: by 07-405 Any issues? Please contact US Builders @ 713-661-1987 Thanks! (1/18/2008) Gina Southerland - Re: Calling for CO for 504 Earl Rudder EyvL.(National Tire&6att) Page 1 From: Eric Dotson To: Alan Gibbs; Amber Carter; Benjamin McCarty; Bob Mosley; Brian Wells;... Date: 1/18/2008 3:22 PM Subject: Re: Calling for CO for 504 Earl Rudder Fwy (National Tire&Batt) Good for temp CO needs key locked in the knox box and the knox FDC locks installed. Eric Dotson '06 Deputy Fire Marshal College Station Fire Department edotson@cstx.gov (979)764-3709 (979)764-3705 Fax(979)764-3403 >>> Amber Carter 01/18/08 8:20 AM >>> by 07-405 Any issues? Please contact US Builders @ 713-661-1987 Thanks! PREPARED 1/18/08, 8:05:56 INSPECTION TICKET PAGE 3 City of College Station INSPECTOR: BUILDING INSPECTOR DATE 1/17/08 ------------------------------------------------------------------------------------------------ ADDRESS 504 EARL RUDDER FWY S SUBDIV: R CARTER (ICL) TENANT, NBR: NATIONAL TIRE & BATTERY CONTRACTOR U S BUILDERS PHONE (713) 661-1987 OWNER GATEWAY SIX PARTNERS LTD 'PHONE PARCEL 000801-0036-0000 APPL NUMBER: 07-00000405 COMMERCIAL, STORES & CUSTOMER SERVICE ------------------------------------------------------------------------------------------------ PERMIT: BLDG 00 BUILDING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ B100 01 10/29/07 DS BLDG, FOUNDATION -SLAB TIME: 17:00 10/29/07 AP B115 01 1/07/08 DS BLDG, FRAMING TIME: 17:00 1/07/08 AP January 7, 2008 11:09:48 AM kwolfe. B125 01 / c7/08 B BLDG, FINAL TIME.: 17:60 Scm January 17, 2008 4:42:21 PM acarter. ------------ ©--------------------- COMMENTS AND NOTES -------------------------------------- s 41 k AC4A✓ c-4 �y�� /18/2008) Gina Southerland -Re: Calling for CO for 504 Earl Rudder Fwy (National Tire&Batt) Page 1 From: Paul Schoenfeld To: Alan Gibbs; Amber Carter; Benjamin McCarty; Bob Mosley; Brian Wells;... Date: 1/18/2008 11:09 AM Subject: Re: Calling for CO for 504 Earl Rudder Fwy (National Tire&Batt) ALL OK. PAUL >>> Amber Carter 1/18/2008 8:20 AM >>> by 07-405 Any issues? Please contact US Builders @ 713-661-1987 Thanks! Amber Carter - Re: Calling for CO for 504 Earl Rudder Fwy (National Tire&Batt) _ 1 From: Sam Weido To: Amber Carter Date: 1/18/2008 10:55 am Subject: Re: Calling for CO for 504 Earl Rudder Fwy (National Tire&Batt) Amber, on our easement sheet it shows that legal has sent the paperwork to them for a temporary blanket ... but it does not appear that they (NTB) have returned anything. I would say no unless they can produce a copy of where they have sent it. >>> Amber Carter 1/18/2008 8:20:45 AM >>> by 07-405 Any issues? Please contact US Builders @ 713-661-1987 Thanks! City of College Station 1101 TEXAS AVENUE COLLEGE STATION TX 77840 T E M P O R A R Y C O T E M P O R A R Y Issue Date . . . . . . Expiration Date . . . . Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description Property Zoning.. Owner . . . . . . . . . Contractor . . . . . . 1/18/08 1/22/08 000801-0036-0000 504 EARL RUDDER FWY S COLLEGE STATION TX 77840 R CARTER (ICL) A000801 R CARTER (ICL), TRACT 36, ACRES 8.375 GENERAL COMMERCIAL GATEWAY SIX PARTNERS LTD U S BUILDERS 713 661-1987 Application number 07-00000405 000 000 Description of Work COMMERCIAL, STORES & CUSTOMER SERVICE Construction type . . . NON-COMBUSTIBLE Occupancy type . . . . BUSINESS Flood Zone . . . . . . Special conditions . 1. TEMP CO EXPIRES TUESDAY 01/22/2008 @ NOON. Approved . . . . . . �A�A_ Building O ficial VOID UNLESS SIGNED BY BUILDING OFFICIAL City of College Station 1101 TEXAS AVENUE COLLEGE STATION TX 77840 T E M P O R A R Y C O T E M P O R A R Y Issue Date . . . . . . Expiration Date . . . . Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning 1/18/08 2/22/08 000801-0036-0000 504 EARL RUDDER FWY S COLLEGE STATION TX 77840 R CARTER (ICL) A000801 R CARTER (ICL), TRACT 36, ACRES 8.375 GENERAL COMMERCIAL Owner . . . . . . . . . GATEWAY SIX PARTNERS LTD Contractor . . . . . . U S BUILDERS 713 661-1987 Application number 07-00000405 000 000 Description of Work COMMERCIAL, STORES & CUSTOMER SERVICE Construction type . NON-COMBUSTIBLE Occupancy type . . . . BUSINESS. Flood Zone . . . . . . Special conditions . . Remove all pallets Seed & sod all earth remove crane & equipment remove scaffolding remove all construction equipment & debris dirt & debris from parking lot remove development signs remove trash & debris remove tape need to vegetate alldisturbed areas. need to clean storm water inlets of construction debris & Silt. Approved . . . . . . . (_L� Building cial VOID UNLESS SIGNED BY BUILDING OFFICIAL t y - CITY OF COLLEGE STATION Planning & Dewdapment Semicu ADDRESS/LOCATION: ; t APPLICATION FOR BUjLDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVENUE COLLEGE STATION, TX 7i'840 (979) 764-3570 (979) 764-3496 FAX WWW.CSTX.GOV . LOT BLOCK SUBDIVISION BUSINESS/OWNER NAME: IIDY1Pi�ca0lil�rl �- office use 0* DATE:t�41)1 T�RjCCREG APPLICATION # 0 l — 4.0 TEMP POLE # SEC/PH PHONE:�UY-W*1 9ZAe% CONTRACTOR/HOMEO_WNER: PHONE: `CONTRACTOR ADDRESS: C�-___LECTRICIAN:_J [PLUMBER_ HVA` GOOD CENTS (Residential only): CLASS OF WORK ACCESSORY/STORAGE LOCATION RE -ROOF ADDITION MOVING SHELL ONLY DEMOLITION (Asbestos Survey) NEW CONSTRUCTION * SLAB ONLY DUPLEX (Landscape Plans REMODEURENOVATION* SWIMMING POOL Required) DESCRIPTION OF WORK: STRUCTURE USE: — SQJA o J. HOMEOWNER ASSOCIATION/ARCHITECTUAL OR DESIGN'REVIEW COMMITTEE APPROVAL: TEXAS ACCESSIBILITY STANDARD;(TAS),PROJECT REGISTRATION# EABPRJ A 7g0QQ S 2 j 11727, VVALUATION.-$ _�"�-- TOTAL AREA: i3 07 N HEATED AREA: st of Labor and MapteriaQls) 5eG '54 40 001 it erw►: �' 0 % - 2 6 $ T �+ SSA / ! PUBLIC S / NUMBER OF BEDROOMS: I ' SEPTIC/TREATMENT SYSTEM NUMBER OF BATHROOMS: SEWER TAP: " GL�CI INTERIOR WALL TYPE: ELEVATION SIZE �" , W1_ d d WATER TAP: EXTERIOR WALL TYPE: CERTIFICATE S 00, OTHER TAP: ✓r i N FOUNDATION TYPE: SIZE REOUIRFD TEMP POLE ROOF TYPE: GARAGE TYPE: SINGLE FJ ATTACHED DOUBLE a TRIPLE DETACHED F__j CARPORT SIGNATURE OF APPLICANTS *If proposed work involves new commercial construction or.facade improvements/renovations-to-an_existn commercial property, building elevations are required. Official Use Only C ments: of(—P,( (/ i ari, E or NO Plans Examiner Zoning Official Energy Code Compliance hi formation % Glazing of exterior walls Insulation R value of exterior walls Insulation R value of ceiling 1 (flat areas) Insulation R value. of.ceiling 2 (vaulted areas/no attic) Glazing SHGC Glazing U-Factor R value of ductwork A/C SEER Rating 7. 9,Z P 4 . ZO . c> 20, C) 0,6Z 0,3so F- n Permit Number Envelope Compliance Certificate Checked By/Date 2003 IECC COMcheck-EZ Sol[vaw Version 3.0 Release 2b Data filename: P:\CRA Childrey Robinson\0617 NTB-College Station\CRA-05—l.CCK Section 1: Project Information Project Name: Address: Owner/Agent: Designer/Contractor. Telephone: Document Author. Telephone: Date: Notes: Previously saved project infDrmation: NTB - National. Tire & Battery NTB -National Tire & Battery College Station, Tx Childrey, Robinson Associates Wayne King Section 2: General Information Building Location (for weather data): Climate Zone: Heating Degree Days (base 65 degrees F): Cooling Degree Days (base 65 degrees F): Project Type: Window/ Wall Ratio: Activity Type(s) Retail Sales, Wholesale Showroom Section 3: Requirements Checklist College Station, Texas 4b 1788 2776 New Construction 0.08 Floor Area 7733 Bldg. Dept. , Use Air Leakage, Component Certiiication, and Vapor Retarder Requirements [ ) 1 1. All joints and penetrations are caulked, gasketed, weather-stripped, or otherwise sealed. [ ] 2. Windows, doors, and skylights certified as meeting leakage requirements. [ ] 3. Component R-values & U-factors labeled as certified. [ ] 4. Stair, elevator shaft vents, and other dampers integral to the building envelope are equipped with motorized dampers. J ( 5. Cargo doors and loading dock doors are weather sealed. ] 6. Recessed lighting fixtures are: (i) Type IC rated and sealed or gasketed or (ii) installed inside an appropriate air -tight assembly with a 0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material. Climate -Specific Requirements Component Name/Descrintio Roof 1: Metal Roofwith Thermal Blocks R00172: Metal Roof with Thermal Blocks Exterior Wall 1: CMU <=8" with Integral Insulation Furring: Metal Window 1: Metal Frame -Single Pane, Tinted, SHGC 0.62 Exterior Wall 2: CMU <=8" with Integral Insulation Furring: Metal Door 1: Solid Door 2: Overhead Floor 1: Slab-On-Grade:Unheated Gross Area or Cavity Cont. Proposed Budget eter. R-Value R-Value U-Factor U-Factor 1546 0.0 20.0 0.048 0.063 5865 0.0 20.0 0.048 0.063 2220 5.0 0.0 0.167 0.207 640 — — 0.350 1.230 5940 14.8 0.0 0.116 0.207 63 — — 0.263 0.339 1060 1 — — — — 0.110 — 0.339 — (a) Budget U-factors are used for soilware baseline calculations ONLY, and are not code requirements. Envelope PASSES: Design 39% better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet.the 2003 IECC requirements in COMcheck-EZ Version 3.0 Release 2b and to comply with the mandatory requirements in the Requirements Checklist. William L Robinson r`24e 02 / 15 / 2007 Principal Envelope Designer -Name Signature Date Permit Number Lighting Compliance Certificate Checked By/Date 2003 IECC COMcheckEZ Sofhvare Version 3.0 Release 2b Data filename: P:\CRA Childrey Robinson\0617 NTB-College Station\CRA-05—l.CCK Section 1: Project Information Project Name: Address: Owner/Agent: Designer/Contractor. Telephone: Document Author. Telephone: Date: Notes: Previously saved project information: NTB - National Tire & Battery NTB - National Tire & Battery College Station, Tx Childrey Robinson Associates Wayne King Section 2: General Information Building Use Description by: Activity Type Project Type: New Construction Activity Type(s) floor Area Retail Sales, Wholesale Showroom 7733 Section 3: Requirements Checklist Bldg. Dept. Use I Interior Lighting [ ] 1. Total actual watts must be less than or equal to total allowed watts Allowed Watts Actual Watts Complies(Y/N) 13146 10859 YES Exterior Lighting [ J 2. Efficacy greater than 45 lumens/W Erceptiorrs: Specialized lighting highlighting features ofhistoric buildings; signage; safety or security lighting; low -voltage landscape lighting. I I Controls, Switching, and Wiring ] ( 3. Independent controls for each space (switch/occupancy sensor). I Erception: Areas that must be continuously illuminated. ] 4. Master switch at entry to hotel/motel guest room. ] ( 5. Individual dwelling units separately metered. I 6. Each space provided with a manual control to provide uniform light reduction capability. Eweplions: I Only one luminaire in space; An occupant -sensing device controls the area; The area is a corridor, storeroom, restroom, or lobby; Areas that must be continuously illuminated; Areas that use less than 0.6 Watts/sq.1l. ] I 7. Automatic lighting shutoTcontrol in buildings larger -than 5,000 sq.ff: ] I 8. Photocell/astronomical time switch on exterior lights. I 1`rceplions: Areas requiring lighting during daylight hours ] I 9. Tandem wired one -lamp and three -lamp ballasted luminaires. i<rceplions: Electronic high -frequency ballasts; Luminaires' on emergency circuits or with no available pair. Section 4: Compliance Statement The proposed lighting design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed lighting system has been designed to meet the 2003 IECC, Chapter 8, requirements in COMchecF E'Z Version 3.0 Release 2b and to comply with the mandatory requirements in the Requirements Checklist. 9i1 /�10. 1 Tort iG � Principal Lighting Designer -Name ignature Date Lighting Application Worksheet 2003 IWC COMcheckEZ Soffware Version 3.0 Release 2b Section 1: Allowed Lighting Power Calculation A B C D Total Floor Allowed Allowed Area Watts Watts Area Category (ff2) (watts/ff2) B x CI Retail Sales, Wholesale Showroom 7733 1.7 13146 Total Allowed Watts = 13I46 Section 2: Actual Lighting Power Calculation A B C D E F Fixture Fixture Description / Lamps/ - # of Fixture TD Lamn Description / Wattage Per Lamp / Ballast Fixture Fixtures Watt. jD x El B Display. Track Light / Incandescent 75W 1 6 75 450 A2 & AE 2x2 Troffer / 24" T8 17W / Electronic 2 4 38 152 C & C 1 Suspended Lowbay Fixture / Metal Halide 250W / Electronic 1 37 265 9805 F Suspended Accent Light / Twin Tube 36/39W / Electronic 1 2 32 64 D Recessed. Downlight / Twin Tube 24/26/27W / Electronic 1 7 26 182 A 2X4 Troffier/ 48" T8 32W / Electronic 4 1 112 112 J Storage Light / Twin Tube 13W / Electronic 1 2 15 30 I Fluorescent Strip / 48" T8 32W / Electronic 2 1 64 64 Total Actual Watts = 10859 . Section 3: Compliance Calculation If the Total Allowed Watts minus the Total Actual Watts is greater than or equal to zero, the building complies. Total Allowed Watts = 13146 Total Actual Watts = 10859 Project Compliance = 2287 Lighting PASSES: Design 17% better than code Permit Number Mechanical Compliance Certificate Checked By/Date 2003 IECC COMcheck--EZ SoAvare Version 3.0 Release 2b Data filename'. P:\CRA Childrey Robinson\0617 NTB-College Station\CRA-05—I.CCK Section 1: Proj e ct In form ati on Project Name: Address: Owner/Agent: Designer/Contractor Telephone: Document Author. Telephone: Date: Notes: Previously saved project information: NTB -National Tire& Battery NTB - National Tire & Battery College Station, Tx Childrey Robinson Associates Wayne King Section 2: General Information . Building Location. (for weather data): College Station, Texas Climate .Zone 4b Heating Degree Days (base 65 degrees F): 1788 Cooling Degree Days (base 65 degrees F): 2776 Project Type: New Construction Section 3: Mechanical Systems List Quantity System Type & Description 2 HVAC System 1: Heating: Central Furnace, Electric / Cooling: Split System, Capacity <65 kBtu Air -Cooled Condenser / Single Zone 2 HVAC System 2: Heating: Radiant Heater, Gas / Single Zone 2 HVAC System 3: Heating: Unit Heater, Gas Section 4: Requirements Checklist Bldg. Dept. Use Requirements Specific To: HVAC System 1 ] I 1. Equipment minimum efficiency: Split System: 10.0 SEER I I Requirements Specific To: HVAC System 2 Requirements Specific To: HVAC System 3 ] I 1. Equipment minimum efficiency: I Unit Heater (Gas): 80% Ec . I Generic Requirements: Must be met by all systems to which the requirement is applicable ] I 1. Load calculations per 1997 ASHRAE Fundamentals ] I 2. Plant equipment and system capacity no greater than needed to meet loads - Exception: Standby equipment automatically offwhen primary system is operating - Exception: Multiple units controlled to sequence operation as a function of load ] I 3. Minimum one temperature control device per system J I 4. Minimum one humidity control device per installed humidification/dehumidification system ] I 5. Thermostatic controls has 5 degree F deadband - Exception: Thermostats requiring manual changeover between beating and cooling ] I 6. Automatic Controls: Setback to 55 degree F (heat) and 85 degree F (cool); 7-day clock, 2-hour occupant override, 10-hour backup I - Exception: Continuously operating zones I - Exception: 2 kW demand or less, submit calculations ] I 7. Automatic shut-offdampers on exhaust systems and supply systems with airflow >3,000 cffn ] I 8. Outside -air source for ventilation; system capable of reducing OSA to required minimum J I 9. R-5 supply and return air duct insulation in unconditioned spaces R4 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of building assembly - Exception: Ducts located within equipment I - Exception: Ducts with interior and exterior temperature difference not exceeding 15 degree F. ] 10. Ducts sealed - longitudinal seams on rigid ducts; transverse seams on all ducts; UL 181A or I81B tapes and mastics - Exception: Continuously welded and locking -type longitudinal joints and seams on ducts operating at static pressures less than 2 inches w.g. pressure classification J I 11. Mechanical fasteners and sealants used to connect ducts and air distribution equipment ] I 12. Hot water pipe insulation: l in. for pipes <=1.5 in. and 2 in. for pipes > 1.5 in. Chilled water/refiigcrant/brine pipe insulation: 1 in. far pipes <=1.5 in. and 1.5 in. for pipes >1.5 in. Steam pipe insulation: 1.5 in. for pipes <=1.5 in. and 3 in. for pipes >1.5 in. - Exception: Piping within HVAC equipment - Exception: Fluid temperatures between 55 and 105 degree F - Exception: Fluid not heated or cooled - Exception: Runouts <4 ft in length ] I 13. Operation and maintenance manual provided to building owner 14. Balancing devices provided in accordance with IMC 603.15 ] I 15. Stair and elevator shaft vents are.equipped with motorized dampers Section, 5: Compliance Statement The proposed mechanical design represented in this document is consistent with the building plans, specifications and other calculations submitted, with this permit application. The proposed mechanical systems have been designed to meet the 2003 IECC requirements in COMdreck-EZ Version 3.0 Release 2b and to comply with the mandatory requirements in the Requirements Checklist. Principal Mechanical Designer -Name Signatuire D to Mechanical Requirements Description 2003 IECC COMcheckEZ Software Version 3.0 Release 2b Data filename: P:\CRA Childrey Robinson\0617 NTB-College Station\CRA-05-1.CCK The following list provides more detailed description of the requirements in Section 4 of the Mechanical Compliance Certificate. Requirements Specific To: HVAC System 1 1. The specified heating and/or cooling equipment is covered by ASHRAE 90.1 Code and must meet the following minimum efficiency: Split System: 10.0 SEER Requirements Specific To: HVAC System 2 Requirements Specific To: HVAC System 3 1. The specified beating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Unit Heater (Gas): 80% Ec Generic Requirements: Must be met by all systems to which the requirement is applicable 1. Design heating and cooling loads for the building must be determined using procedures equivalent to those in Chapters 27 and 28 ofthe ASHRAE Handbook ofFundamentals or an approved equivalent calculation procedure. 2. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible, within available equipment options. - Exception: The equipment and/or system capacity may be greater than calculated loads for standby purposes. Standby equipment must be automatically controlled to be oTwhen the primary equipment and/or system is operating. - Exception: Multiple units ofthe same equipment type whose combined capacities exceed the calculated load are allowed ifthey are provided with controls to sequence operation ofthe units as the load increases or decreases. 3. Each heating or cooling system serving a single zone must have its own temperature control device. 4. Each humidification system must have its own humidity control device. 5. Thermostats controlling both heating and cooling must be capable ofmaintaining a 5 degree F deadband (a range of temperature where no heating or cooling is provided). - Exception: Deadband capability is not required ifthe thermostat does not have automatic changeover capability between heating and cooling. 6. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria:a) capable ofsetting back temperature to 55 degree F during heating and setting up to 85 degree F during coolingb) capable ofautomatically setting back or shutting down systems during unoccupied hours using 7 different day schedulesc) have an accessible 2-hour occupant ovenided) have a battery back-up capable ofmaintaining programmed settings for at least 10 hours without power. -.Exception: A setback or shutoffcontrol is not required on thermostats that control systems serving areas that operate continuously. - Exception: A setback or shutoffcontrol is not required on systems with total energy demand of2 kW (6,826 Btu/h) or less. 7. Outdoor -air supply systems with design airflow rates >3,000 cfin of outdoor air and all exhaust systems must have dampers that are automatically closed while the equipment is not operating. 8. The'system must supply outside ventilation air as required by Chapter 4 of the International Mechanical Code. If the ventilation system is designed to supply outdoor -air quantities exceeding minimum required levels, the system must be capable ofreducing outdoor -air flow to the minimum required levels. 9. Air ducts must be insulated to the following levels:a) Supply and return air ducts for conditioned air located in unconditioned spaces (spaces neither heated nor cooled) must be insulated with a minimum ofR-5. Unconditioned spaces include attics, crawl spaces, unheated basements, and unheated garages.b) Supply and return air ducts and 0 plenums must be insulated to a minimum ofR-8 when located outside the building.c) When ducts are located within exterior components (e.g., floors or roofs), minimum R-8 insulation is required only between the duct and the building exterior. - Exception: Duct insulation is not required on ducts located within equipment. - Exception: Duct insulation is not required when the design temperature difference between the interior and exterior of the duct or plenum does not exceed 15 degree F. 10. All joints, longitudinal and transverse seams, and connections in ductwork must be securely sealed using weldments; mechanical fasteners with seals, gaskets, or mastics; mesh and mastic sealing systems; or tapes. Tapes and mastics must be listed and labeled in accordance with UL 181A or UL 18IB. - Exception: Continuously welded and locking -type longitudinal joints and seams on ducts operating at static pressures less than 2 inches w.g. pressure classification. 11. Mechanical fasteners and seals, mastics, or gaskets must be used when connecting ducts to fans and other air distribution equipment, including multiple -zone terminal units. 12. All pipes serving space -conditioning systems must be insulated as follows: Hot water piping for heating systems: l in. for pipes <=1 1/2-in. nominal diameter 2 in. for pipes > 1 1/2-in. nominal diameter. Chilled water, refrigerant, and brine piping systems: 1 in. insulation for pipes <=1 1/2-in. nominal diameter 1 1/2 in. insulation for pipes >1 1/2-in. nominal diameter. Steam piping: 1 1/2 in. insulation for pipes <=1 1/2-in. nominal diameter 3 in. insulation for pipes >1 1/2-in. nominal diameter. - Exception: Pipe insulation is not required fDr factory -installed piping within HVAC equipment. - Exception: Pipe insulation is not required for piping that conveys fluids having a design operating temperature range between 55 degrees F and 105 degrees F. - Exception: Pipe insulation is not required for piping that conveys fluids that have not been heated or cooled through the use of fossil fuels or electric power. - Exception: Pipe insulation is not required for runout piping not exceeding 4 fl in length and 1 in. in diameter between the control valve and HVAC coil. 13. Operation and maintenance documentation must be provided to the owner that includes at least the following infwmation:a) equipment capacity (input and output) and required maintenance actionsb) equipment operation and maintenance manualsc) HVAC system control maintenance and calibration information, including wiring diagrams, schematics, and control sequence descriptions; desired or field -determined set points must be permanently recorded on control drawings, at control devices, or, for digital control systems, in programming commentsd) complete narrative ofhow each system is intended to operate. 14. Each supply air outlet or diffuser and each zone terminal device (such as VAV or mixing box) must have its own balancing device. Acceptable balancing devices include adjustable dampers located within the ductwork, terminal devices, and supply air diffusers. 15. Stair and elevator shale vents must be equipped with motorized dampers capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection systems. All gravity outdoor air supply and exhaust hoods, vents, and ventilators must be equipped with motorized dampers that will automatically shut when the spaces served are not in use. Exceptions: - Gravity (non -motorized) dampers are acceptable in buildings less than three stories in height above grade. ,- Ventilation systems serving unconditioned spaces. Texas Department of Licensing and Regulation Architectural Barriers Project Registration Confirmation Page Thursday, February 15, 2007 EABPRJA7809952 PERSON FILING FORM Name: Michele Camp Email: Phone: 704-370-6000 Project Name: NTB - College Station Project Address: National Tire & Battery Earl Rudder Freeway S College Station, TX 77840 County: Brazos TENANT Name: National Tire & Battery Phone: 561-383-3000 Tenant Address: 823 Donald Ross Rd, Juno Beach, FL 33408 Contact Name: Tim Barker Phone: 561-383-3000 Contact Address: 823 Donald Ross Rd, Juno Beach, FL 33408 BUILDING/FACILITY Name: National Tire & Battery FACILITY Owner: Pavilion Development Co. Phone: 704-557-9267 Owner Address: 5605 Camegie Blvd Ste 110, Charlotte, NC 28209 Contact Name: Michael McDonald Phone: 704-557-9267 ext. 110 Contact Address: 5605 Camegie Blvd Ste 110, Charlotte, NC 28209 DESIGN FIRM Name: Childrey Robinson Associates Phone: 704-370-6000 Firm Address: 1212 Kenilworth Ave, Charlotte, 'NC 28204 Designer Name: William L. Robinson Email: bill@childreyrobinson.com Type of License: Architect License Number: 18605 PROJECT DESCRIPTION Start Date: 04/2007 Completion date: 07/2007 Estimated Cost: $972,000.00 Type of Work: New Construction Does this building(s) have more than one level? No Are there any elevators, escalators, or platform lifts in this building? No Type of Funds: This project is privately funded, on private land for private use. State Lease No. : Scope of Work: Type 118 Construction of 7891 sf, single story building to be used for Tire Sales & Service I will submit this AB Confirmation Page with a complete set of construction documents and applicable fees totaling $555.00 (rota) includes plan review and filing fee) to: TDLR P.O. Box 12157 Austin, Texas 78711. I hereby notify the Texas Department of Licensing and Regulation of the described project and of my intent to perform, or cause to be performed, all services necessary to design said project in accordance with the provisions of Texas Government Code, Chapter 469. 1 certify that 1 am ttA registered design professional with overall responsibility for the design of the project and whose seal is affixed to the in I hereby notify the Texas Department of Licensing and Regulation of my intent to comply with the provision of Texas Government Code, Chapter 469. I I Signature of Building Owner or Designated Agent Date Email Address Enter Another Project Print This Page Tom of Pagel TDLR-Home Page1AB .Home Page jAB.Project.Registr..ation Page1_Feedback CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone 979.764.3570 / Fax 979.764.3496 FACSIMILE COVER SHEET Date: a 9,, 7' # of pages including cover. 3 If you did not receive a complete fax, please call our office immedialely for anew transmittal. TO: A4,1- RD/w i so.-7 FAX: %0 L/- 3 7 0 , 6co wl COMPANY: AohJ.7 ro" 4s5".C, s RE: OiAr.-^e/ 7-i'ie ��7�vr-y S �%L( �a✓/ i��.i/a/�r l�r».� sok'7�r FROM: ' cc �-, : •-j Me- Gc� rf COMPANY: City of College Station, Development Services REMARKS: ❑ Urgent [KFor your review ❑ Repl y ASAP ❑FYI .f (*Or" CITY OF COLLEGE STATION Planning er Development Services March 6, 2007 Re: National Tire & Battery- 504 Earl Rudder Frwy South Dear Childrey Robinson Associates, I have completed the plan review for the above referenced project and have the following comments. The plan review is based on the 2003 International Codes, the 2002 National Electrical Code and our local amendments. Where appropriate, I have included the applicable code sections. (9 The Special Inspections statement shall include the following: A. List the third party inspector retained to perform the special inspections. B. The third party inspector shall conduct inspections on structural field welds and structural bolt connections. C. Inspections shall be conducted during the installation which shall report any deficiencies. D. Provide a final inspection and final report after installation has been completed stating that the structural connections meet their required industry standards and all deficiencies have been corrected. to. comply with section 1704.1.1 & 1704.1.2 of the 2003 International Building Code. XProvide dumpster enclosure with 12' x 12' clearance within walls. Provide 60" clearance width for water closet in men's, women's, and employee's restroom to comply with section 604.3.1 of the ANSI Al 17.1-1998. See attachment document for clearance requirements. Provide location of FDC and fire hydrate to service building. The review does not include any civil or zoning issues or NRA requirements of the Unified Development Ordinance. Please respond to the plan review comments at your convenience. Three sets of plans addressing these issues will be required. Should you have any questions, contact me at 979-764-3754. Thank You, Benjamin McCarty Plans Examiner P.O. BOX9960 • I I o I TEXAS AVENUE COLLEGE STATION • TEXAS • 77842 979.764.3570 www.cstx.gov TRANSMISSION VERIFICATION REPORT DATE DIME FAX NO./NAME DURATION PAGE(S) RESULT MODE . TIME 03/07/2007 18:15 NAME FAX TEL SER.# 000L5J596800. 03/07 18:15 917043706006-40681# 00: 00: 54 03 OK STANDARD ECM CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone 979.764.3570 / Fax 979,764.3496 F,ACSIM, U COVER SHEET Date: a ?� ## of pages including cover: Ifyou did nOt m=ve a complete fax, please call our o ce .1mine&OW for a now fransari,f , TO: A4o,. FAX: COMPANY: v/ i ldre i` o ib -41 ro., 4f S'oc, -ft4 g oLr,�%a.o%��rr.... 5oos". FROM: PLAN REVIEW 2000 International Codes PROJECT PLAN REVIEW NO. 7— yo 5- JURISDICTION C'. eaa-C . S• DATE Zf &Bfy> BUILDING DESCRIPTION FIRE DISTRICT 0 YES 6 NO OCCUPANCY GROUP moo/ 5 — CONSTRUCTION TYP . - Documentation Submitted v —rs Site Plan Date Spec(ftcations Date Soils Report Date Structural Calculations Date Building Design Plans Date Uffe Safety Plans Building Design Plans (Structural) Date Structural Calculations Date Mechanical Plans Date Plumbing Plans Date Fuel Gas Plans Date Electrical Plans Fire Protection System Drawings Date Fire Protection System Calculations Date_ Energy Conservation Calculations Date 2000 Plan Review Forms Sealed State by and Registered Design Registration Number Professional Sheets thw t�IK- Sheets thru Sheets thru Sheets thru Sheets thru Sheets thru Pages Pages thru Pages thru Pages thru Pages thru Pages thru Sheets Sheets thru Sheets thru Page 1 of 60 El PROJECT PLAN REVIEW 2000 International Codes PLAN REVIEW NO. PLAN REVIEW WORKSHEET HEIGHT AND AREA - CHAPTER 5 ALLOWABLE AREA Occupancy groups if m12ced occupancy (separated and nonseparated) Main use 5 - Minimum Construction type ✓- 6 MIXED OCCUPANCY - NONSEPARATED USES (302.3.2) The required type of construction for the building shall be determined by applying the height and area limitations for each of the applicable occupancies to the entire building. The most restrictive type of construction, so determined, shall apply to the entire building. MIXED OCCUPANCY - SEPARATED USES (302.3.3) For each story, the area of the occupancy shall be such that the sum of the ratios of the actual floor area of each use divided by the allowable floor area for each use shall not exceed 1. Actual Area of Occupancy" A" Actual Area of Occupancy" B" Allowable Area of Occupancy" A" + Allowable Area of Occupancy" B" 5 1 Story No. Description and Use (A) Building Area Per Story On Plans (a) Table 503 ° Area (c) Area for Open Space Increase' jf x l 100 (D) Area for Sprinkler Increase' Ll x -1. 100 (E) Allowable Area (B) + (C) = (D) or Unlimited b (F) Maximum Building Area 9P 7C/ g000 OK OF— cvaw area nc eases I om smuo, G1V0.4 are computed thus: a. Perimeter which fronts a public way or open space having 20 feet open minimum width = (F) b. Total Building Perimeter = (P) c. Ratio (F/P) _ (F/P) d. W = Minimum width of public way. _ (W) e. Percent of frontage increase . I, = 100 (F/P - .25) x W/30 2The sprinkler increase per Section 506.3 is as follows: a. multistory building le = 200 percent b. single story building 18 = 300 percent 'Unlimited area applicable under conditions of sections Group B, F, M, S. A-4 (507.1. 507.2, 507.3, 507.5); Group E (507.7); Group A motion picture (507.8); Malls (402.6); and H-2 aircraft paint hangers (507.6). '.Maximum Building Area (F) = total number of stories In the building x E but not greater than 3 x E. 5The maximum area of parking garages must comply with 406.3.5. The maximum area of air traffic control towers must comply with 412.1.2. C x m N 2000 Plan Review Forms Page 2 of 60 PROJECT PLAN REVIEW 2000 International Codes PLAN REVIEW NO. PLAN REVIEW WORKSHEET HEIGHT AND AREA - CHAPTER 5 (continued) ALLOWABLE HEIGHT ALLOWABLE (Table 503) INCREASE FOR SPRINKLERS' SHOWN ON PLANS O.K., COMMENT Type of Construction Type V " OX Building Height in Feet'- 2.4.9.10.12 Feet K D Feet = H + 20' = Feet Zy 0/4::� Building Height in Stories'-'- O. e, T. S. Y, 10, K 12.13 Stories Stories + 1 =_ Stories 'See definition "Height, Building" (Section 502) 'See Height Modifications, (Section 504 and 508) 3See definition "Story' (Section 502) `Automatic Sprinkler Increase (Section 504.2) °Mezzanine Exception (Section 505.1) OBasements Exception (Section 503.1.1) 'Penthouse story exception (Section 1509.2) OFor mixed occupancies (nonseparated uses), compare the allowable height in stories for the main occupancy to the actual building height in stories, than check for all other occupancies to ascertain that no occupancy is located at a story height greater than allowed by Table 503 for that occupancy. (Section 302.3.2) OHazardous H-2, and H-3 story limitations (Section 415.5) 'OSpeclal Industrial occupancies (Section 503.1.2) "Unlimited height for B, M. R occupancies (Section 508.4) 12Residential R-2 height increase (Section 508.6, 508.7) "Group S-2 enclosed parking garages (Section 508.2) and parking garages (Section 406.3.5, 406.4.1) PLAN CHECK NOTES AND COMPUTATIONS: 0 x m rn 2000 Plan Review Forms Page 3 Of 60 PROJECT PLAN REVIEW 2000 International Codes PLAN REVIEW NO. PLAN REVIEW WORKSHEET CONSTRUCTION TYPE: FIRE PROTECTION REQUIREMENTS TABLE 601 Fire -Resistance Rating Requirements for Building Elements (hours) BUILDING ELEMENT RATING RATING O.K., REQUIRED ° PROVIDED COMMENT or NIA Structural frame °• Including columns, girders, trusses t/ Bearing walls Exterior r b Interior v Nonbearing walls and partitions Exterior See Table 602 Interior ° See Section 602 Floor construction Including supporting beams G, v and joists Roof construction ° Including supporting beams and joists a. "W Auutduldl Ildilltl sildn tro wFk%uuwuu to ue tna uolumns anu ure glroers, oeams, trusses ano spancreis having direct connections t the columns and d to bracing members designecarry gravity loads. The members of floor or roof panels which have no connection to the columns shall be considered secondary members and not a part of the structural frame. b. Roof supports: Fire -resistance ratings of structural frame and bearing walls are permitted to be reduced by 1 hour where supporting a roof only (Type 1A and 1B). c. 1. Except in Factory -Industrial (F-1). Hazardous (H), Mercantile (M) and Moderate -Hazard Storage (S-1) occupancies, fire protection of structural members shall not be required, including protection of roof framing and decking where every part of the roof construction is 20 feet or more above any floor immediately below. Fire -retardant -treated wood members shall be allowed to be used for such unprotected members. 2. In all occupancies, heavy timber shall be allowed where a 1-hour or less fire -resistance rating is required. 3. In Type I and Type II construction, fire -retardant -treated wood shall be allowed in buildings not over two stories including girders and trusses as part of the roof construction. d. An approved automatic sprinkler system in accordance with Section 903.3.1.1 shall be allowed to be substituted for 1-hour fire -resistance -rated construction, provided such system Is not otherwise required by other provisions of the code or used for an allowable area increase in accordance with Section 506.3 or an allowable height increase in accordance with Section 504.2. The 1-hour substitution for the fire resistance of exterior walls shall not be permitted (Type IIA, IIIA, and VA). e. For interior nonbearing partitions In Type IV construction, also see Section 602.4.6. f. Not less than the fire -resistance rating based on fire separation distance (see Table 602). CONSTRUCTION TYPE GROUP TYPEb Table 602 Fire -Resistance Rating Requirements for Exterior Walls Based on Fire Separation Distances FIRE SEPARATION DISTANCE (feet) WALL RATING REQUIRED ° d WALL RATING PROVIDED O.K., COMMENT or NIA < 5` •5 <10 • 10 < 30 • 30 a. Loao-oeanng exterior waiis span aiso compry win the tire -resistance rating requirements of Table 601. b. Group R-3 and Group U when used as accessory to Group R-3, as applicable in Section 101.2 shall not be required to have a fire -resistance rating where fire separation distance is 3 feet for party walls. c. See Section 503.2 for party walls. d. See Appendix D for Fire District. 2000 Plan Review Forms Page 4 Of 60 PROJECT PLAN REVIEW 2000 International Codes PLAN REVIEW NO. PLAN REVIEW WORKSHEET FIRE PROTECTION REQUIREMENTS TABLE 704.6 EXTERIOR WALL OPENINGS FIRE SEPARATION DISTANCE (ft) UNPROTECTED OPENING AREA PROTECTED OPENING AREA UNITY CHECK (1) O.K., COMMENT or NIA Allowable' (au) Actual (Au) Allowable' (a) Actual (A) 0 to 30,h Not Permitted ° Not Permitted N Greater than 3 to 5 b. f Not Permitted b, ° 15% Greater than 5 to 10 b. d, f 100/09 25% Greater than 10 to 15 b, e, d, f 15%9 45% Greater than 15 to 20 ` f 25%9 75% Greater than 20 to 25- f 45%9 No Limit Greater than 25 to 30 a f 70%9 No limit Greater than 30 No Limit No Limit a. Values given are percentage of the area of the exterior wall. b. For occupancies In Group R-3, as applicable in Section 101.2, the maximum percentage of unprotected and protected exterior wall openings shall be 25 percent. c. The area of openings in an open parking structure with a fire separation distance of greater than 10 feet shall not be limited. d. For occupancies In Group H-2 or H-3, unprotected openings shall not be permitted for openings with a fire separation distance of 15 feet or less. e. For requirements for fire walls for buildings with differing roof heights, see Section 705.6.1. f. The area of unprotected and protected openings is not limited for occupancies in Group R-3, as applicable in Section 101.2, with a fire separation distance greater than 5 feet. g. Buildings whose exterior bearing wall, exterior nonbearing wall and exterior structural frame are not required to be fire -resistance rated shall be permitted to have unlimited unprotected openings. In. Includes accessory buildings to Group R-3 as applicable In Section 101.2. 1. Allowable area of opening A + A' S 1.0 (Equation 7-2) a a, where: A = Actual area of protected openings, or the equivalent area of protected openings Ae (See Section 704.7). a = Allowable area of protected openings. Au = Actual area of unprotected openings. au = Allowable area of unprotected openings. 2000 Plan Review Forms Page 5 of 60 PLAN REVIEW REPORT 2000 International Codes PROJECT PLAN REVIEW NO PLAN REVIEW WORKSHEET FIRE PROTECTION REQUIREMENTS TABLE 714.2 OPENING PROTECTIVE FIRE -PROTECTION RATINGS REQUIRED MINIMUM TYPE OF ASSEMBLY ASSEMBLY RATING ASSEMBLY RATING OPENING PROTECTION OPENING RATING O.K., COMMENT or (hours) PROVIDED ASSEMBLY PROVIDED N/A (hours) Fire walls and fire barters having a 4 3 required fire -resistance rating greater than'! hour 3 3° 2 1 1/2 1 1/2 1 1/2 Fire barriers of 1-hour fire -resistance - rated construction: Shaft and exit enclosure walls 1 1 1 3/4 Other fire barriers Fire partitions: Exit access corridor enclosure wall 1 0.338 Other fire partitions 1 3/4 Exterior walls 3 3/4 2 1 1/2 1 3/4 a. For testing requirements, see Section 714.2.3. b. Two doors, each with a fire -protection rating of 1.5 hours, Installed on opposite sides of the same opening in a fire wall, shall be deemed equivalent in fire - protection rating to one 3-hour fire door. EXTERIOR FIRE WINDOW ASSEMBLIES (Section 714.3.7) WALL RATING (Hr.) REQUIRED OPENING RATING (Hr.) ACTUAL OPENING RATING (Hr.) O.K., COMMENT or N/A >1 a. b 1 1/2 1 a. c 314 note d 3/4 a. Located in wall required by Table 602 to have a fire -resistance rating. b. Required by 704.12 to be protected. c. Required by 704.8 to be protected. d. Required by 704.8, 704.9, and 704.10 to be protected. 9, 2000 Plan Review Forms Page 6 Of 60 PLAN REVIEW 2000 International Codes PROJECT PLAN REVIEW NO PLAN REVIEW WORKSHEET EXIT REQUIREMENTS EXIT WIDTH USE GROUP OR SPACE DESCRIPTION (a) (b) (c) EXIT WIDTH (In)2,3-"a6 AREA' sq. ft. AREA' PER OCCUPANT (TABLE 1003.2.2.2) EGRESS WIDTH PER OCCUPANT (TABLE 1003.2.3) REQUIRED WIDTH (SECTION 1003.2.3) (a + b) x c ACTUAL WIDTH SHOWN ON PLANS STAIR LEVEL STAIR LEVEL STAIR LEVEL See Table 1003.2.2.2 to determine whether net or gross area is applicable. See definition "Area, Gross" and "Area, Net" (Section 1002) 2 Minimum stairway width (Section 1003.3.3); minimum corridor width (Section 1004.3.2.2), minimum door width (Section 1003.3.1) 3 Minimum width of exit a passageway (Section 1005.3.3) See Section 1003.2.2.7 for converging exits. s The loss of one means of s egress shall not reduce the available capacity to less than 50 percent of the total required (Section 1003.2.3). Assembly occupancies (Section 1008) NUMBER AND ARRANGEMENT OF EXITS FLOOR, ROOM OR SPACE DESCRIPTION MINIMUM2 NUMBER OF EXITS TRAVEL DISTANCE ARRANGEMENT MEANS OF EGRESS' .3 (SECTION 1004.1) REQUIRED (SECTION 1005.2.1) SHOWN ON PLANS ALLOWABLE TRAVEL DISTANCE (TABLE 1004.2.4) ACTUAL TRAVEL DISTANCE SHOWN ON PLANS REQUIRED DISTANCE BETWEEN EXIT DOORS ACTUAL DISTANCE SHOWN ON PLANS 1 Corridor dead ends (Section 1004.3.2.3). 2 Single exits (Table 1005.2.2). 3 Common path of travel (Section 1004.2.5). 2000 Plan Review Forms Page 7 of 60 El y� 7 PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code CODE SECTION ITEM O.K, COMMENT OR NIA 503 Building Height & Area 104.11 Alternate Materials & Alternate Methods of Construction 106 Construction Documents 106.2 Site Plan Ch. 34 Existing Building 3406.1 Historic Building App. D FIRE DISTRICT REQUIREMENTS D102.1 Types of Construction Permitted D102.2.2 Group H Prohibited D102.2.4 Roof Coverings D102.2.5 Structural Fire Rating D102.2.6 Type II Buildings Exterior Walls D103 Changes to Buildings D105 Fire District Exceptions 3103 Temporary Structures 312A Greenhouses App. C Agricultural Buildings 3104 Pedestrian Walkways 404 ATRIUMS 404.2 Uses of Atrium Floor 404.3 Automatic Sprinklers 404.4 Smoke Control (See 909) 404.5 Enclosures 404.6 Smoke Detectors (See 907.2.13) 404.7 Standby Power 907.1.13 Smoke Detection 909 Test of Smoke Control Systems 404.8 Interior Finish CODE SECTION ITEM O.K. COMMENT OR NIA 404.9 Maximum Travel Distance 405 Underground Buildings 905.3.6- Standpipes Required fo Underground Buildings 412.4 Aircraft Paint Hangers 413.1 High Piled Storage - IFC 413.2 Attic or Underfloor Storage 416 Application of Flammable Finish 417 Drying Rooms 418 Organic Coatings 3102 Membrane Structures 505.2 Mezzanine - Maximum Area 505.4 Mezzanine - Openness 601 Building Construction Classification 602 & 603 Partition Required by Type of Construction 602.1.1 Mixed Types of Construction 704 Exterior Walls 705 Fire Walls 710 Horizontal Assemblies 712 Joints In Fire Resistant Systems 713.6 & 710.3.2 Exceptions to Fire Resistance 706, 708. & 709 Fire Barriers, Fire Partitions, and Smoke Barriers 706.3, 708.3 Fire Resistance - Fire Barriers and Fire Partitions 708.1 Fire Partitions - Dwelling Unit and Corridor Wall 704.9 Openings above another 2000 Plan Review Forms Page 8 of 60 0 m z m m c m 3 m PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code CODE SECTION ITEM O.K., COMMENT OR WA T714.2 Opening Protection for Interior Walls 714 Fire Windows/Doors & Shutters 707 Shaft Enclosure 707.4 Shaft Enclosure Construction 707.3 Shaft Wall Construction Type 707.11 707.12 Enclosures at Bottom & Top 707A3 Refuse & Laundry Chutes 716 Fireblocking & Draftstopping 711 Penetrations 716.5(4) Utilities in Fire Rated Assemblies in Type I&II 603 Combustible Materials in Type I and Type II Construction 803.4 Interior Finish Requirements 803.5 Carpet on Walls & Ceilings 803.6 Expanded Vinyl Wall Coverings 804.4 Floor Finish Type I or II Construction 903.3.1 Sprinkler Systems 903.3.5 Water Supplies for Sprinkler Systems 907 Fire Alarm & Detection Systems 1003.2.3.1- Maximum Door Encroachment 1003.2.4 Minimum Ceiling Height in Means of Egress 1003.2.5.1 Objects Protruding from Ceiling 11003.2.7 I Elevation of Less than 12 inches I I Ramped In Means of Egress 1003.2.8 Means of Egress - Continuous and Width not Reduced 1003.3.1.5 Landings at Doors 1 1003.3.3.6 1 Maximum Distance Between Landings I I CODE SECTION ITEM O.K. COMMENT OR WA 1004.2.3 Egress Through Intervening Spaces 1004.3.2.4 Exit Access Corridor Not Used as Plenum 1005.1 Exits Not Used for Other Purposes 1005.2.3 Exits Continuous to Exit Discharge 1005.3.4.1 Opening Limited to the Purposes of Exiting 1006.1 Exit Discharge Outside at Grade 1301 Documentation That the Building Meets the IECC 1406.2.2, 1406.3 Architectural Trim, Balconies, Bay Windows 1507 Roof Coverings 1504 Performance of Roof Coverings 1505 Roof Covering Classification 1503.4.1 Gutters & Leaders 1509.2.1 Penthouse & Roof Structures 1509.2.1(5) Dormer Windows 1509.3 Tanks 1509.4 Cooling Towers 1509.5 Miscellaneous Roof Structures 2306.3 Wood Diaphragms 2404 Wind, Snow, and Dead Loads on Glass 2405 Sloped Glazing & Skylights 2406A Safety Glazing 2406.2 Hazardous Locations 2606 Light Transmitting Plastics 2607 Light Transmitting Plastics - Wall Panel 2608 Light Transmitting Plastics - Glazing 2000 Plan Review Forms Page 9 of 60 7J PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code CODE SECTION ITEM O.K., COMMENT OR WA 2609 Ught Transmitting Plastics - Roof Panels 2610 Ught Transmitting Plastics - Skylights 3105 Canopies on Exterior Walls 2603 Foam Plastic (See Also 805.3) 718 Thermal- and Sound- Insulating Materials 2111 Masonry Fireplaces 2111.16 Fresh Air Intakes for Fireplaces 2113 Masonry Chimneys 1405 VENEERED WALLS 1405.1 General Requirements 1405.5 Anchored Masonry Veneer 1405.10 Metal Veneers and Siding 1405.11 Glass Veneer 1405.4 Wood Siding 1405.14 Stucco 1405.13 Vinyl Siding 1202 Ventilation 1203 Heat Required 1204 Ught 1205 Yard and Court Requirements 1206 Sound Transmission 1207 Minimum Room Sizes 1208 Attic and Crawl Space Access 2902 Plumbing Facilities CHAP. 30 Elevator Requirements 2406 Glazing rM7 Installation of Roof Coverings 2000 Plan Review Forms Page 10 of 60 :� PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code ACCESSIBILITY FOR PEOPLE WITH PHYSICAL DISABILITIES CHAPTER 11, ANSI A117.1 CODE SECTION ITEM Ox, COMMENT OR N/A Chapter 11 - IBC 1101 Where Applicable 1103.2 General Exceptions to Accessibility 1104 Accessible Routes 1105 Accessible Entrances 1106 Parking and Passenger Loading Facilities 1107 Special Occupancies 1108 Other Features and Facilities 1109 Signs 1003.2.13 Accessible Means of Egress 1003.2.13.1.1 Elevator required • 4 Stories 1003.2A3.2 - Minimum enclosed stair width 48" 1003.2.13.3 Elevator standby power & access 1003.2.13.5 Areas of Refuge 1003.2.13.5.1 Size of area of refuge 1003.2.13.5.3 Two way communication 1003.2.13.5.5 Identification 1003.2.13.7 Exterior Area for Rescue Assistance 907.9 Alarm Systems 3408 Existing Buildings ANSI A117.1 101 Accessible Sites and Facilities 302 Ground & Floor Surfaces 303 Changes in Level 304 Turning Spaces 2000 Plan Review Forms CODE SECTION ITEM O.K, COMMENT OR N/A 307 Protruding Objects 309 Controls & Operating Mechanisms 402 Accessible Route PROJECT PLAN REVIEW NO . GENERAL REQUIREMENTS 2000 Intentional Building Code CODE ITEM O.K., SECTION COMMENT OR WA 705 Tactile Warnings 802 Assembly Areas 902 Seating, Work Surfaces & Service Counters 1001, 1002, Dwelling Units 1003 G) m Z m �n A c X m 9 m 2000 Plan Review Forms Page 12 of 60 QAIRW City of College Station Page of Building Inspection Department PLANS EXAMINATION REPORT Address: 50�f F Date: i / /� uol��� y soul+ 2 1L G/o 7 Project Name: tl/c��+•H. / 7-� �� �a� �}. Drawing Number Code Ref. Number Questions or Comments // �Q w 5 ✓ l /� v101 1.-71 /-ea, 4vi CC C i G r -CVew o' hill - 504� ^ Received by: Date: S4 MCE CIG GtEOTrEC HNICRL GROUP October 20, 2006 Mr. Michael McDonald, P.E. Pavilion Development Company 5605 Carnegie Blvd., Suite 110 Charlotte, NC 28209 Phone: (704) 557-9267 Fax: (704) 552-1159 Re: Geotechnical Investigation National Tire & Battery College Station, Texas AGG Report No. FE06-161 Dear Mr. McDonald: • GEOTECHNICAL ENGINEERING • ENVIRONMENTAL CONSULTING • CONSTRUCTION MATERIALS ENGINEERING AND TESTING Please find enclosed our report summarizing the results of the geotechnical investigation performed at the above referenced project. We trust the recommendations derived from this investigation will provide you with the information necessary to complete your proposed project successfully. For your future construction materials testing and related quality control requirements, it is recommended that the work be performed by Alliance Geotechnical Group, Inc. in order to maintain continuity of inspection and testing services for the project under the direction of the geotechnical project engineer. We thank you for the opportunity to provide you with our professional services. If we can be of further assistance, please do not hesitate to contact us. Sincerely, ALLIANCE GEOTECHNICAL GROUP, INC. Michael . Roland, P.. Project Engineer SEOF TE,E�s�11 i y�P•• * : ............... MICHAEL DAINE ROLAND, , ....g6043 mo MEMBER 3228 Halifax Street • Suite A • Dallas, Texas 75247 ���� Tel:972-444-8889 • Fax:972-444-8893 • www.aggengr.com .,.,•.,, i TABLE OF CONTENTS PAGE 1.0 INTRODUCTION------------------------------------------------------------------------------ 2 1.1 PROJECT DESCRIPTION.............................................................................2 1.2 PURPOSE AND SCOPE...............................................................................2 2.0 FIELD INVESTIGATION--------------------------------------------------------------------- 2 3.0 LABORATORY TESTING ------------------------------------------------------------------- 3 4.0 SITE AND SUBSURFACE CONDITIONS ---------------------------------------------- 4 4.1 GENERAL SITE CONDITIONS.....................................................................4 4.2 SUBSURFACE CONDITIONS.......................................................................4 4.3 GROUNDWATER CONDITIONS...................................................................4 5.0 ANALYSES AND RECOMMENDATIONS ---------------------------------------------- 4 5.1 EXISTING FILL SOILS..................................................................................4 5.2 SOIL MOVEMENT.........................................................................................5 5.3 BUILDING PAD PREPARATION...................................................................5 5.4 SHALLOW FOOTING FOUNDATION SYSTEM............................................6 6.0 PAVEMENT RECOMMENDATIONS----------------------------------------------------- 7 6.1 SUBGRADE PREPARATION........................................................................7 6.2 RECOMPACTED PAVEMENT SUBGRADE..................................................9 6.3 DRIVE APPROACHES..................................................................................9 6.4 PAVEMENT SECTIONS................................................................................9 6.5 PAVEMENT CONSIDERATIONS................................................................11 7.0 EARTHWORK GUIDELINES ------------------------------------------------------------- 12 7.1 SITE GRADING AND DRAINAGE...............................................................12 7.2 UTILITY TRENCH EXCAVATION................................................................13 7.3 PROOFROLLING AND SUBGRADE PREPARATION.................................13 7.4 FILL PLACEMENT IN PAVEMENT & LANDSCAPING AREAS ...................13 7.5 ON -SITE CLAY FILL PLACEMENT IN BUILDING AREAS ..........................14 7.5.1 MOISTURE CONDITIONING PRIOR TO COMPACTION ................14 7.5.2 QUALITY ASSURANCE REQUIREMENTS.....................................14 7.6 SELECT FILL PLACEMENT IN BUILDING AREAS.....................................15 8.0 FIELD SUPERVISION ---------------------------------------------------------------------- 15 9.0 LIMITATIONS --------------------------------------------------------------------------------- 15 ILLUSTRATIONS F�[rlllaz PLANOF BORINGS------------------------------------------------------------------------------------------1 LOGSOF BORINGS--------------------------------------------------------------------------------- 2 thru 5 LEGEND - KEY TO LOG TERMS & SYMBOLS -------------------------------------------------------- 6 SWELLTEST RESULT---------------------------------------------------------------------------------------7 ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 1 c� GEOTECHNICAL INVESTIGATION NATIONAL TIRE & BATTERY COLLEGE STATION, TEXAS 1.0 INTRODUCTION 1.1 PROJECT DESCRIPTION The project site is located within the northwest quadrant of the intersection of Highway 6 and University Blvd. in College Station, Texas. We understand that the project will consist of a new one (1) story retail building with associated parking and drive areas. The building is expected to be approximately 7,900 sf in plan area. We understand that part of the building will consist of office space and the remaining part will consist of shop space with vehicular entrances into the shop. The building will be lightly loaded with steel framing and with CMU walls. Final grading plans are not available at this time. For the purpose of this investigation, we have assumed that the building pad will be constructed near existing grade and that cuts and fills required to achieve final pad grade will be minimal (2 feet or less). 1.2 PURPOSE AND SCOPE The purposes of this geotechnical investigation were to: 1) explore the subsurface conditions at the site, 2) evaluate the pertinent engineering properties of the subsurface materials, 3) provide foundation recommendations for the proposed structure, 4) provide recommendations for subgrade stabilization and slab -on -grade construction, 5) provide comments and recommendations for site grading and drainage and 6) provide subgrade preparation and pavement thickness recommendations. This report was prepared in general accordance with AGG Proposal P06-174 dated September 18, 2006. 2.0 FIELD INVESTIGATION The field investigation consisted of drilling two (2) test borings in the vicinity of the proposed structure and drilling two (2) test borings in pavement areas. The test borings for the proposed structure were drilled to depths of 25 feet below the existing ground surface. The test borings for the pavement areas were drilled to depths of 5 feet. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 2 4I A truck -mounted auger drill rig was used to advance these borings and to obtain samples for laboratory evaluation. The borings were located at the approximate locations shown on the Plan of Borings (Figure 1). Undisturbed samples of cohesive soils were obtained at intermittent intervals with standard, thin -walled, seamless tube samplers. These samples were extruded in the field, logged, sealed, and packaged to protect them from disturbance and maintain their in -situ moisture content during transportation to our laboratory. Foundation bearing properties of the underlying granular soil formations was evaluated by the Standard Penetration Test. A split barrel sampler was driven with the resulting penetration in inches recorded with the respective blow count. The results of these tests are recorded at the respective testing depths on the Logs of Borings. The results of the boring program are presented on the Logs of Borings, Figures 2 thru 5. A key to the descriptive terms and symbols used on the logs is presented on Figure 6. 3.0 LABORATORY TESTING Laboratory tests were performed on representative samples of the soil to aid in classification of the soil materials. These tests included Atterberg limits tests, percent passing #200 sieve tests, moisture content tests, and dry unit weight determinations. An unconfined compression strength test and hand penetrometer tests were performed on the clay soil samples to provide indications of the swell potential and the foundation bearing properties of the subsurface strata. To provide additional information about the swell characteristics of these soils (at their in - situ moisture conditions), absorption swell tests were performed on selected samples of the clay soils. The results of our testing program are presented on the Logs of Borings (Figures 2 through 5) and on the Swell Test Results (Figure 7). ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 3 4.0 SITE AND SUBSURFACE CONDITIONS 4.1 GENERAL SITE CONDITIONS The project site is located within the northwest quadrant of the intersection of Highway 6 and University Blvd. in College Station, Texas. See Plan of Borings (Figure 1) for site configuration and location. The project site is vacant and undeveloped. 4.2 SUBSURFACE CONDITIONS Subsurface conditions encountered in the borings, including descriptions of the various strata and their depths and thickness, are presented on the Logs of Borings. Note that depth on all borings refers to the depth from the existing grade or ground surface present at the time of the investigation. Boundaries between the various soil types are approximate. 4.3 GROUNDWATER CONDITIONS The borings were advanced using continuous flight auger methods. Advancement of the borings using these methods allows observation of the initial zones of seepage. No groundwater was encountered during drilling. It is not possible to accurately predict the magnitude of subsurface water fluctuations that might occur based upon short-term observations. The subsurface water conditions are subject to change with variations in climatic conditions and are functions of subsurface soil conditions. 5.0 ANALYSES AND RECOMMENDATIONS 5.1 EXISTING FILL SOILS The subsurface exploration revealed the presence of 2 to 8.5 feet of existing fill soils within the proposed building area. The existing fill soils consist of clayey sand and very sandy clay soils with clay layers. The existing fill is stiff to very stiff in consistency and relative dense based on hand penetrometer tests and based on the Standard Penetration tests in conjunction with split spoon sampling. We recommend that the actual compaction level of the fill be verified prior to any fill placement or grading operations for the building pad. See Section 5.3 of this report for additional testing recommendations for the existing fill soils. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 4 F 5.2 SOIL MOVEMENT The subsurface exploration revealed the presence of 6.5 to 8.5 feet of sandy clay soils overlying silty sand within the proposed building area. The sandy clay soils have a moderate to high shrink/swell potential depending upon the moisture condition at the time of construction. Potential Vertical Rise (PVR) calculations were performed using swell test results, pocket penetrometer readings, and moisture content tests to estimate the swell potential of the soil. The estimated PVR value for the proposed building is about 3 to 4 inches based upon the current grades and current dry soil moisture conditions. It should be noted that the sandy clay soils were in a very dry condition with a high expansion potential at the time of this investigation. 5.3 BUILDING PAD PREPARATION Site preparation work will be required in order to lower the potential soil movements within the building area. Recommendations for site preparation work to reduce the swell to less than 1.0 inch are presented below. Excavate to a depth of 6 feet below the existing ground surface or 6 feet below final pad grade, whichever is deeper. Excavations should extend 2 feet beyond building lines or 1 foot beyond adjacent sidewalks and entry areas, whichever is greater. Over -excavation should also be performed below the shop area. In addition, the over -excavation should extend 20 feet beyond building lines at the vehicular entrances into the shop and then tapered on a 1 H:1 V slope. 2. After excavation to the 6 foot depth, test pits and field density testing should be performed on remaining existing fill soils in order to evaluate the consistency and relative density of the deeper existing fill soils (see Section 5.1). We recommend that Alliance Geotechnical Group be present to observe the test pits and perform the field density testing. If it is determined that the existing fill soils were placed in an uncontrolled manner without proper compaction effort on every lift, the uncontrolled fill soils would have to be removed and replaced with proper moisture and compaction effort. 3. After the test pits have been performed and any required over -excavation of uncontrolled fill soils has been performed (if required), the upper 10 inches of existing subgrade soil should be scarified and compacted as specified below in Item 4 below. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 5 F 4. Fill to within 12 inches of final pad grade using on site sandy clay soils as follows: Sandy Clay Soils: On -site sandy clay soils having a PI of 35 or less can be used as fill within the building pad if the sandy clay soils are moisture conditioned and placed in controlled lifts. Compact on -site sandy clay soils at +3% to +5% above optimum moisture content to a minimum of 95% Standard Proctor density. Very Sandy Clay / Clayey Sand Soils: On -site very sandy clay and clayey sand having a PI less than 20 can be used as fill within the building pad. These soils should be compacted at +1 % to +3% above optimum moisture to 95% ASTM D698. 5. Fill to final grade with a minimum of 12 inches low PI select fill. The material used as select fill should be a very sandy clay to clayey sand with a plasticity index between 6 and 14. The fill should be spread in loose lifts, less than 9 inches thick, and uniformly compacted to a minimum of 95 percent of ASTM Standard D 698 between —2 and +2 percentage points of the soil's optimum moisture content. 6. The upper 8 inches of fill in unpaved areas near the building should consist of compacted on —site clay to minimized water infiltration into the select fill. All work should be performed in accordance with the Earthwork Guidelines (Section 7.0) of this report. If the above site preparation work is performed, the estimated PVR in the building area will be reduced to less than 1 inch. 5.4 SHALLOW FOOTING FOUNDATION SYSTEM A shallow footing foundation system founded on adequately compacted fill soils as verified by an Alliance Geotechnical Group engineer may be used to support the proposed structure as long as the site preparation work recommend in Section 5.3 above is performed. We recommend that the footings be founded a minimum of 24 inches below lowest adjacent final grade in adequately compacted fill as verified by an Alliance Geotechnical Group engineer. The footing base should not be formed. The footing base should be placed against neat vertical cuts. We recommend that. an allowable bearing capacity of 2,200 psf be used for isolated column footings and that an allowable bearing capacity of 1,700 psf be used for continuous wall footings. Foundation settlements should be limited to 1 inch with differential settlements of about 0.75 inch. The foundation plan and the utility plan should be cross-checked to verify that no utility line excavation extends beneath the bearing influence of any footing. Trench cuts extending beneath the footings (or within their bearing influence) should be avoided, if possible. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 6 y *. Otherwise, the trench backfill should consist of lean concrete within the bearing influence of the footing. A polyethylene moisture barrier is recommended below slab -on -grade floor slabs where floor coverings or painted floor surfaces will be applied with products which are sensitive to moisture or if products stored on the building floors are sensitive to moisture. Procedures for installation of vapor barriers are recommended in ACI 302 Section 2.4.1. Note: Probings should be made by an Alliance Geotechnical Group engineer after excavation for all footings to verify adequate bearing capacity of the supporting soils. We also recommend that an Alliance Geotechnical Group geotechnical engineer or a qualified engineering technician observe the footing excavations prior to placing concrete. The foundation bearing area should be level or suitably benched. It should be free of loose rock, soil, ponded water, and debris prior to the inspection. 6.0 PAVEMENT RECOMMENDATIONS We assume that only occasional heavy to medium truck traffic will be present on the drive areas and that only automobile traffic will be used in the parking pavements and for the drive-thru lanes. The following recommendations are based upon these assumed conditions. 6.1 SUBGRADE PREPARATION The surficial clay soils are active and have a high shrink/swell potential. Clay soils react with hydrated lime, which serves to improve their support value and provide a firm, uniform subgrade beneath the paving. Note: Due to the presence of fill at this site, the site should be proofrolled prior to any additional fill placement. After proofrolling, test pits should be performed to depths of at least 3 feet below final pavement subgrade to verify compaction levels of at least 95% ASTM D 698 for subgrade soils within 3 feet of the proposed paving subgrade. Some settlement should be anticipated for pavements placed over existing fill soils especially were site grades are raised. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 7 t If lime stabilization is performed, about 5 percent hydrated lime by dry weight (23 pounds per square yard per 6-inch depth) would be required to stabilize the existing clay subgrade based upon Atterberg limits test results. The actual lime requirement will depend upon the actual subgrade soils exposed at final grade. We recommend that lime / Atterberg limits testing are performed once final pavement subgrade has been achieved in order to determine the optimum amount of hydrated lime required to stabilize the subgrade. The lime should be thoroughly mixed and blended with the top 6 inches of the subgrade (TxDOT Item 260) and the mixture compacted to a minimum of 97 percent of maximum dry density as determined in accordance with ASTM D 698, within 2 percentage points of the soil's optimum moisture content. We recommend that this lime stabilization extend 1 to 2 feet beyond exposed pavement edges, if possible, in order to reduce the effects of shrinkage during extended dry periods. Sand should be specifically prohibited beneath pavement areas during final grading (after stabilization), since these more porous soils can allow water inflow, resulting in heave and strength loss of subgrade soils. It should be specified that only lime stabilized soil will be allowed for fine grading. After fine grading each area in preparation for paving, the subgrade surface should be lightly moistened, as needed, and recompacted to obtain a tight non -yielding subgrade. Project specifications should allow a curing period between initial and final mixing of the lime/soil mixture. After initial mixing, the lime treated subgrade should be lightly rolled and maintained at or to 5 percentage points above the soil's optimum moisture content until final mixing and compaction. We recommend a 3-day curing period for these soils. The following gradation requirements are recommended for the stabilized materials before final compaction: Minimum Passing 1 3/4" Sieve Minimum Passing No. 4 Sieve Percent 100 60 All non -slaking aggregates retained on the No. 4 sieve should be removed before testing. The stabilized subgrade should be protected and moist cured or sealed with a bituminous material for a minimum of 7 days or until the pavement materials are placed. Pavement areas should be graded to prevent ponding and infiltration of excessive moisture on or adjacent to the pavement areas. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 8 a Ir 6.2 RECOMPACTED PAVEMENT SUBGRADE If subgrade stabilization is not performed, the upper six-(6) inches of subgrade soil should be compacted at -1 % to +3 percentage points of optimum moisture to a minimum of 97% Standard Proctor density (ASTM D 698). The subgrade should be proof -rolled prior to subgrade compaction. Only on -site soil (comparable to the underlying subgrade soil) should be used for fine grading the pavement areas. After fine grading, the subgrade should again be watered if needed and re -compacted in order to re -achieve the moisture and density levels discussed above and provide a tight non -yielding subgrade. Sand should not be allowed for use in fine grading the pavement areas as discussed previously. The subgrade moisture content and density must be maintained until paving is completed. The subgrade should be watered just prior to paving to assure concrete placement over a moist subgrade. Due to the presence of expansive clay soils, post construction upward pavement movements should be anticipated. Inspection during construction is particularly important to insure proper construction procedures are followed. 6.3 DRIVE APPROACHES Water should not be allowed to pond in drive approaches prior to paving. Density tests should be performed on the subgrade soils in each drive approach prior to fine grading in preparation for paving to verify compliance with project specifications. 6.4 PAVEMENT SECTIONS Tables 1 thru 3 present the recommended pavement sections for this project: TABLE 1. LIGHT DUTY PAVEMENT SECTION AUTOMOBILE TRAFFIC ONLY (Employee Parking Stalls & Drive-Thru Lanes) PCC SECTION 5 inches Portland Cement Concrete 6 inches Scarified and Compacted Subgrade A lime stabilized subgrade could be used to improve performance, and reduce maintenance. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 9 Z. TABLE 2. MEDIUM DUTY PAVEMENT SECTIONS MEDIUM DUTY PAVEMENT (Auto Drive Approaches and High Density Travel Lanes witti Occasional Truck Traffic) PCC SECTION 6 inches Portland Cement Concrete 6 inches Scarified and Compacted Subgrade For less than 25 heavy truck repetitions per week (20-year design life). A lime -stabilized subgrade would improve performance, reduce maintenance, and increase the capacity for heavy truck traffic by about 35%. TABLE 3. HEAVY DUTY PAVEMENT SECTIONS HEAVY DUTY PAVEMENT (Moderate Heavy Truck Use) * * PCC SECTION 7 inches Portland Cement Concrete 6 inches Scarified and Compacted Subgrade * ` For 75 heavy truck repetitions per week (20-year design life). This Section is also recommended for dumpster pad / service area. A lime -stabilized subgrade would improve performance, reduce maintenance, and increase the capacity for heavy truck traffic by about 30%. The use of a lime stabilized subgrade is not required by design but would improve performance, reduce maintenance, and increase capacity for heavy truck traffic by about 30% as indicated above. The concrete in automobile traffic only areas should have a minimum 28 day compressive strength of 3,000 psi. In truck drive and parking areas, the concrete strength should be increased to 3,500 psi for improved performance and increased serviceable life. Concrete quality will be important in order to produce the desired flexural strength and long term durability. Assuming a nominal maximum aggregate size of 1 inch to 1 3/8 inches, we recommend that the concrete have entrained air of 5 percent (t 1 %) with a maximum water cement ratio of 0.44. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 10 A. Proper joint placement and design is critical to pavement performance. Load transfer at all longitudinal joints and maintenance of watertight joints should be accomplished by use of tie bars. Control joints should be sawed as soon as possible after placing concrete and before shrinkage cracks occur. All joints including sawed joints should be properly cleaned and sealed as soon as possible to avoid infiltration of water. Our previous experience indicates that joint spacing on 12 to 15 foot centers have generally performed satisfactorily. It is our recommendation that the concrete pavement be reinforced with No. 3 bars placed on chairs on approximately 18—inch centers in each direction. We recommend that the perimeter of the pavements have a stiffening curb section to prevent possible distress due to heavy wheel loads near the edge of the pavements and to provide channelized drainage. 6.5 PAVEMENT CONSIDERATIONS It is recommended that provisions be made in the contract to provide for proofrolling in areas where the subgrade will support new pavements. It is also recommended that an item be included for removal and replacement of soft materials, which are identified by this procedure. Proofrolling can generally be accomplished using a heavy (25 ton or greater total weight) pneumatic tired roller making several passes over the areas. Where soft or compressible zones are encountered, these areas should be removed to a firm subgrade. Wet or very moist surficial materials may need to be undercut and either dried or replaced with proper compaction or replaced with a material which can be properly compacted. Any resulting void areas should be backfilled to finished subgrade in 6 inch compacted lifts compacted to 95 percent of maximum dry density as determined by ASTM D 698 at -1 to +3 percentage points of its optimum moisture content. Achieving the required field density is dependent upon the adequate pulverization of the clay fill materials, the magnitude of compaction energy and the maintenance of field moisture near optimum. All joints and pavements should be inspected at regular intervals to ensure proper performance and to prevent crack propagation. The soils at the site are active and differential heave within the parking area could potentially occur. The service life of paving may be reduced due to water infiltration into subgrade soils through heave induced cracks in the paving section. This will result in ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 11 r softening and loss of strength of the subgrade soils. A regular maintenance program to seal paving cracks will help prolong the service life of the paving. The life of the pavement can be increased with proper drainage. Areas should be graded to prevent ponding adjacent to curbs or pavement edges. Backfill materials, which could hold water behind the curb, should not be permitted. Flat pavement grades should be avoided. 7.0 EARTHWORK GUIDELINES 7.1 SITE GRADING AND DRAINAGE All grading should provide positive drainage away from the proposed structure and should prevent water from collecting or discharging near the foundations. Water must not be permitted to pond adjacent to the structures during or after construction. Otherwise, differential soil swell movements, and resulting differential foundation movements could exceed the estimates contained within this report. Leave outs should not be allowed to collect and hold water. These leave outs should be pumped out as needed. Surface drainage gradients should be designed to divert surface water away from the buildings and edges of pavements. Surface drainage gradients of sidewalks, pavements, and landscaping, within 10 feet of the buildings should be constructed with maximum slopes allowed by local codes. Provisions should be made for post -construction differential upward movement of adjacent flat work. Site grading plans should include provisions for the effects of soil movements on access and entry slabs and adjacent sidewalks. The roofs should be provided with gutters and downspouts to prevent the discharge of rainwater directly onto the ground adjacent to the building foundations. Downspouts should discharge directly onto well -drained areas or drainage swales, if possible. Roof downspouts and surface drain outlets should discharge into erosion —resistant areas. Water permitted to pond in planters, open areas, or areas with unsealed joints next to the structures can result in excessive slab or pavement movements as indicated in this report. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 12 r Exterior sidewalks and pavements will be subject to some post construction movement as indicated in this report. These potential movements should be considered during preparation of the grading plan. Flat grades should be avoided. Where concrete pavement is used, joints should also be sealed to prevent the infiltration of water. Since some post construction movement of pavement and flat work may occur, joints particularly around the building should be periodically inspected and resealed where necessary. 7.2 UTILITY TRENCH EXCAVATION Trench excavation for utilities should be sloped or braced in the interest of safety. Attention is drawn to OSHA Safety and Health Standards (29 CFR 1926/1910), Subpart P, regarding trench excavations greater than 5 feet in depth. Fill placement in trenches should be performed as specified below. 7.3 PROOFROLLING AND SUBGRADE PREPARATION Prior to placing fill, the exposed subgrade in areas to receive fill should be stripped and proofrolled using a fully loaded dump truck. Soft areas should be undercut and replaced with compacted on —site soils. The surface should then be scarified to a depth of 8 inches and recompacted to a minimum of 95 percent of the maximum density as determined by ASTM D 698 between optimum and +4 percentage points above its optimum moisture content. 7.4 ON -SITE CLAY FILL PLACEMENT IN PAVEMENT AND LANDSCAPING AREAS Note: Due to the presence of fill at this site, the site should be proofrolled prior to any additional fill placement. After proofrolling, test pits should be performed to depths of at least 3 feet below final pavement subgrade to verify compaction levels of at least 95% ASTM D 698 for subgrade soils within 3 feet of the proposed paving subgrade. Some settlement should be anticipated for pavements placed over existing fill soils especially were site grades are raised. The on —site surficial clays may be used for general grading and filling. The fill materials should be free of surficial vegetation or debris. Clay materials should be spread in loose lifts, less than 8 inches thick and uniformly compacted to a minimum of 95 percent of the ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 13 C 1 maximum density as determined by ASTM D 698 (Standard Proctor) between -2 and +3 percentage points above its optimum moisture content. 7.5 ON -SITE CLAY FILL PLACEMENT IN BUILDING AREAS On -site sandy clay soils having a PI of 35 or less can be used as fill within the building pad if the sandy clay soils are moisture conditioned and placed in controlled lifts. Compact on -site sandy clay soils at +3% to +5% above optimum moisture content to a minimum of 95% Standard Proctor density. Very sandy clay to clayey sand having a PI less than 20 should be compacted at +1 % to +3% above optimum moisture to 95% ASTM D698. 7.5.1 MOISTURE CONDITIONING PRIOR TO COMPACTION Each layer shall be leveled with approved equipment. After spreading, each layer shall be thoroughly manipulated by plowing, discing, or other approved methods of the full depth of the layer being placed to insure uniform density and moisture distribution for proper compaction. The moisture content at the time of compaction shall be within the range specified in these special provisions. If the material is too dry, it shall be moistened by watering before and during manipulation, to properly condition the material for compaction. If the material is too wet, the compaction operation shall be delayed until the moisture content has been reduced to within satisfactory compaction range. Because of time of completion limitations, thoroughly processing of the on -site clay soils will be required during manipulation if the moisture content is below optimum at the time of placement. Each fill lift should be processed until the soil mixture is free of large clods to allow uniform moisture distribution and uniform compaction within the entire fill lift. This is particularly important if highly plastic clay soils are to be used as fill in the building pads. The amount of processing and reworking required to achieve uniform moisture conditions can be reduced by pre -wetting the onsite soils prior to placement. 7.5.2 QUALITY ASSURANCE REQUIREMENTS As a quality control measure, pocket penetrometer (P.P.) Tests shall be performed with each field density test during construction as further verification that proper moisture conditioning is being achieved within the clay fill soils. A penetrometer reading between 1.5 tsf and 2.5 tsf will indicate that proper moisture conditioning is being achieved. Similarly, P.P. tests should be performed on each Proctor Compaction Point in the laboratory for ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 14 correlation and verification of the desired P.P. range with respect to Proctor moisture, density and swell (with verification that volumetric swell is less than 1 % at the targeted moisture content). Note: If required moisture conditioning results in penetrometer values outside this range, Alliance Geotechnical Group should be contacted to determine if the intent of the geotechnical design is being achieved with respect to required soil swell reduction and bearing capacity. 7.6 SELECT FILL PLACEMENT IN BUILDING AREAS Select fill soils or crushed concrete can be used in the building areas to retain moisture in the underlying clay soils during dry weather. The material used as select fill should be a very sandy clay to clayey sand with a plasticity index between 6 and 14. The fill should be spread in loose lifts, less than 9 inches thick, and uniformly compacted to a minimum of 95 percent of ASTM Standard D 698 between -2% and +2 percentage points above the soil's optimum moisture content. The upper 8 inches of fill in unpaved areas near the building should consist of compacted on -site clay to minimize water infiltration into the select fill. 8.0 FIELD SUPERVISION Many problems can be avoided or solved in the field if proper inspection and testing services are provided. It is recommended that all pier excavations, footing excavations, proofrolling, site and subgrade preparation, subgrade stabilization and pavement construction be monitored by a qualified engineering technician. Density tests should be performed to verify compaction and moisture content of any earthwork. Inspection should be performed prior to and during concrete placement operations. Alliance Geotechnical Group employs a group of experienced, well -trained technicians for inspection and construction materials testing who would be pleased to assist you on this project. 9.0 LIMITATIONS The professional services, which have been performed, the findings obtained, and the recommendations prepared were accomplished in accordance with currently accepted geotechnical engineering principles and practices. The possibility always exists that the subsurface conditions at the site may vary somewhat from those encountered in the test borings. The number and spacing of test borings were chosen in such a manner as to decrease the possibility of undiscovered abnormalities, while considering the nature of loading, size, and cost of the project. If there are any unusual conditions differing ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 15 A J- significantly from those described herein, Alliance Geotechnical Group, Inc. should be notified to review the effects on the performance of the recommended foundation system. The recommendations given in this report were prepared exclusively for the use of Pavilion Properties, their client, and their consultants. The information supplied herein is applicable only for the design of the previously described development to be constructed at locations indicated at this site and should not be used for any other structures, locations, or for any other purpose. We will retain the samples acquired for this project for a period of 30 days subsequent to the submittal date printed on the report. After this period, the samples will be discarded unless otherwise notified by the owner in writing. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 16 .k ,r- Fl LOG OF BORING B-1 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9129/06 Elev.: n.a. Location: See Figure 1 Depth to water at completion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS MC LL PL PI -200 DD P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % % % Pd tsr ksf % feel & FIELD TEST DATA 1-0 V7.77011 T 1iht & d k ra silt sand CLAY to cla a 46.1 4.5++ vs" vs^ vs' 20 vs~ 116~ zs zrs^ -30 -35 Notes: an, g gray ar g y y yX SAND (FILL) 16 51 17 34 101.0 4.5++ 7.3 1.9 Light gray & yellowish brown very sandy CLAY to clayey — — 45++ — -- SAND 4.5++ 15 4.5++ Tan silty SAND w/ sandy clay seams 6 32.7 Light gray silty SAND w/ clay seams Boring terminated at 25 feet. FIGURE:2 ALLIANCE GEOTECHNICAL GROUP LOG OF BORING B-2 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9/29106 Elev.: n.a. Location: See Figure 1. Depth to water at completion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS MC I LL I PL I PI -200 OD P.PEN UNCON I Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % % .6 pd tsf ksf % feet 8 FIELD TEST DATA r0 �n Li ht r tan & brown sand CLAY to cla e SAND - - 4.5++ — ®I H� MEM Film -111111M •30 -35 Notes: g g aY, Y —Y (FILL) 4.5++ 4.5++ Tan & dark gray very sandy CLAY to clayey SAND w/ 19 46 15 31 105.6 4.5++ clay seams (FILL) 16 41.5 4.5+ Tan silty clayey SAND Light gray clayey silty SAND - clay increasing witt Boring terminated at ALLIAN( 4 LOG OF BORING P-1 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9129/06 Elev.: n.a. Location: See Figure I. Depth to water at completion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS MC I LL I PL 1.2001 DO P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % % PI % PCf tsf ksf % It-% I R FIFI n TFRT ❑ATA Notes: LOG OF BORING P-2 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9/29/06 Elev.: n.a. Location: See Figure 1 Depth to water atcompletion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS MC LL PL I pI -200 OD P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % % % pd tar ksf % feet & FIELD TEST DATA ° Tan, light gray & dark gray very sandy CLAY (FILL) — — 45" 15 49 15 34 4.5++ 13/6" 4.5+ 15/6" 18/6" I - _ - _ 11" Dark gray, tan & brown CLAY & sand CLAY FILL 45+ 14/6" 9 Y, Y (FILL) 5 19/6" Boring terminated at 5 feet. 10 1s 20 -25 -30 -35 Notes: 0 KEY TO LOG TERMS & SYMBOLS Symbol Description Strata svmbols sandy, CLAY Poorly graded silty fine sand clayey, SAND Clay VA Soil Samplers ■ Shelby tube sample ® Standard penetration test Notes: 1. Exploratory borings were drilled on dates indicated on the boring logs using conventional truck mounted drilling rig. 2. Water level observations are noted on the boring logs. 3. Boring locations were taped from existing features. 4-These Ines are suhjact to tho limitations, conclusions, and recommendations in this report. 5. Results of tests conducted on samples recovered are reported on the logs. FIGURE 6 ALLIANCE GEOTECHNICAL GROUP SWELL TEST RESULTS BORING NO. DEPTH (FEET) UNIT WEIGHT A L M TSRG. IN -SITU MOISTURE CONTENT FINAL MOISTURE CONTENT LOAD (PSF) VERTICAL SWELL LL PL PI B-1 0-2 101.0 51 17 34 16.4 26.3 125 6.7 B-2 4.5 — 6 105.6 46 15 31 19.1 21.6 688 1.6 PROCEDURE: Sample placed in confining ring, design load (including overburden) applied, free water with surfactant made available, and sample allowed to swell completely. 2. Load removed and final moisture content determined. r o GEOTECHNICAL ENGINEERING o ENVIRONMENTAL CONSULTING m CONSTRUCTION MATERIALS ENGINEERING AND TESTING October 20, 2006 Mr. Michael McDonald, P.E. Pavilion Development Company 5605 Carnegie Blvd., Suite 110 Charlotte, NC 28209 Phone: (704) 557-9267 Fax: (704) 552-1159 Re: Geotechnical Investigation National Tire & Battery College Station, Texas AGG Report No. FE06-161 Dear Mr. McDonald: Please find enclosed our report summarizing the results of the geotechnical investigation performed at the above referenced project. We trust the recommendations derived from this investigation will provide you with the information necessary to complete your proposed project successfully. For your future construction materials testing and related quality control requirements, it is recommended that the work be performed by Alliance Geotechnical Group, Inc. in order to maintain continuity of inspection and testing services for the project under the direction of the geotechnical project engineer. We thank you for the opportunity to provide you with our professional services. If we can be of further assistance, please do not hesitate to contact us. Sincerely, ALLIANCE GEOTECHNICAL GROUP, INC. e Michael D. Roland, P.. Project Engineer MEMBER 3228 Halifax Street • Suite A • Dallas, Texas 75247 Tel:972-444-8889 • Fax:972-444-8893 • www.aggengr.com O TABLE OF CONTENTS 'PAGE 1.0 INTRODUCTION------------------------------------------------------------------------------2 1.1 PROJECT DESCRIPTION.............................................................................2 1.2 PURPOSE AND SCOPE...............................................................................2 2.0 FIELD INVESTIGATION --------------------------------------------------------------------- 2 3.0 LABORATORY TESTING ------------------------------------------------------------------- 3 4.0 SITE AND SUBSURFACE CONDITIONS ---------------------------------------------- 4 4.1 GENERAL SITE CONDITIONS.....................................................................4 4.2 SUBSURFACE CONDITIONS.......................................................................4 4.3 GROUNDWATER CONDITIONS...................................................................4 5.0 ANALYSES AND RECOMMENDATIONS ---------------------------------------------- 4 5.1 EXISTING FILL SOILS..................................................................................4 5.2 SOIL MOVEMENT.........................................................................................5 5.3 BUILDING PAD PREPARATION...................................................................5 5.4 SHALLOW FOOTING FOUNDATION SYSTEM............................................6 6.0 PAVEMENT RECOMMENDATIONS----------------------------------------------------- 7 6.1 SUBGRADE PREPARATION........................................................................7 6.2 RECOMPACTED PAVEMENT SUBGRADE.................................................. 9 6.3 DRIVE APPROACHES..................................................................................9 6.4 PAVEMENT SECTIONS................................................................................9 6.5 PAVEMENT CONSIDERATIONS................................................................11 7.0 EARTHWORK GUIDELINES------------------------------------------------------------- 12 7.1 SITE GRADING AND DRAINAGE...............................................................12 7.2 UTILITY TRENCH EXCAVATION................................................................13 7.3 PROOFROLLING AND SUBGRADE PREPARATION.................................13 7.4 FILL PLACEMENT IN PAVEMENT & LANDSCAPING AREAS ...................13 7.5 ON -SITE CLAY FILL PLACEMENT IN BUILDING AREAS ..........................14 7.5.1 MOISTURE CONDITIONING PRIOR TO COMPACTION ................14 7.5.2 QUALITY ASSURANCE REQUIREMENTS.....................................14 7.6 SELECT FILL PLACEMENT IN BUILDING AREAS.....................................15 8.0 FIELD SUPERVISION---------------------------------------------------------------------- 15 9.0 LIMITATIONS --------------------------------------------------------------------------------- 15 ILLUSTRATIONS FIGURE PLANOF BORINGS------------------------------------------------------------------------------------------1 LOGS OF BORINGS--------------------------------------------------------------------------------- 2 thru 5 LEGEND - KEY TO LOG TERMS & SYMBOLS -------------------------------------------------------- 6 SWELLTEST RESULT---------------------------------------------------------------------------------------7 ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 1 �, I GEOTECHNICAL INVESTIGATION NATIONAL TIRE & BATTERY COLLEGE STATION, TEXAS 1.0 INTRODUCTION 1.1 PROJECT DESCRIPTION The project site is located within the northwest quadrant of the intersection of Highway 6 and University Blvd. in College Station, Texas. We understand that the project will consist of a new one (1) story retail building with associated parking and drive areas. The building is expected to be approximately 7,900 sf in plan area. We understand that part of the building will consist of office space and the remaining part will consist of shop space with vehicular entrances into the shop. The building will be lightly loaded with steel framing and with CMU walls. Final grading plans are not available at this time. For the purpose of this investigation, we have assumed that the building pad will be constructed near existing grade and that cuts and fills required to achieve final pad grade will be minimal (2 feet or less). 1.2 PURPOSE AND SCOPE The purposes of this geotechnical investigation were to: 1) explore the subsurface conditions at the site, 2) evaluate the pertinent engineering properties of the subsurface materials, 3) provide foundation recommendations for the proposed structure, 4) provide recommendations for subgrade stabilization and slab -on -grade construction, 5) provide comments and recommendations for site grading and drainage and 6) provide subgrade preparation and pavement thickness recommendations. This report was prepared in general accordance with AGG Proposal P06-174 dated September 18, 2006. 2.0 FIELD INVESTIGATION The field investigation consisted of drilling two (2) test borings in the vicinity of the proposed structure and drilling two (2) test borings in pavement areas. The test borings for the proposed structure were drilled to depths of 25 feet below the existing ground surface. The test borings for the pavement areas were drilled to depths of 5 feet. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 2 A truck -mounted auger drill rig was used to advance these borings and to obtain samples for laboratory evaluation. The borings were located at the approximate locations shown on the Plan of Borings (Figure 1). Undisturbed samples of cohesive soils were obtained at intermittent intervals with standard, thin -walled, seamless tube samplers. These samples were extruded in the. field, logged, sealed, and packaged to protect them from disturbance and maintain their in -situ moisture content during transportation to our laboratory. Foundation bearing properties of the underlying granular soil formations was evaluated by the Standard Penetration Test. A split barrel sampler was driven with the resulting penetration in inches recorded with the respective blow count. The results of these tests are recorded at the respective testing depths on the Logs of Borings. The results of the boring program are presented on the Logs of Borings, Figures 2 thru 5. A key to the descriptive terms and symbols used on the logs is presented on Figure 6. 3.0 LABORATORY TESTING Laboratory tests were performed on representative samples of the soil to aid in classification of the soil materials. These tests included Atterberg limits tests, percent passing #200 sieve tests, moisture content tests, and dry unit weight determinations. An unconfined compression strength test and hand penetrometer tests were performed on the clay soil samples to provide indications of the swell potential and the foundation bearing properties of the subsurface strata. To provide additional information about the swell characteristics of these soils (at their in - situ moisture conditions), absorption swell tests were performed on selected samples of the clay soils. The results of our testing program are presented on the Logs of Borings (Figures 2 through 5) and on the Swell Test Results (Figure 7). ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 3 4.0 SITE AND SUBSURFACE CONDITIONS 4.1 GENERAL SITE CONDITIONS The project site is located within the northwest quadrant of the intersection of Highway 6 and University Blvd. in College Station, Texas. See Plan of Borings (Figure 1) for site configuration and location. The project site is vacant and undeveloped. 4.2 SUBSURFACE CONDITIONS Subsurface conditions encountered in the borings, including descriptions of the various strata and their depths and thickness, are presented on the Logs of Borings. Note that depth on all borings refers to the depth from the existing grade or ground surface present at the time of the investigation. Boundaries between the various soil types are approximate. 4.3 GROUNDWATER CONDITIONS The borings were advanced using continuous flight auger methods. Advancement of the borings using these methods allows observation of the initial zones of seepage. No groundwater was encountered during drilling. It is not possible to accurately predict the magnitude of subsurface water fluctuations that might occur based upon short-term observations. The subsurface water conditions are subject to change with variations in climatic conditions and are functions of subsurface soil conditions. 5.0 ANALYSES AND RECOMMENDATIONS 5.1 EXISTING FILL SOILS The subsurface exploration revealed the presence of 2 to 8.5 feet of existing fill soils within the proposed building area. The existing fill soils consist of clayey sand and very sandy clay soils with clay layers. The existing fill is stiff to very stiff in consistency and relative dense based on hand penetrometer tests and based on the Standard Penetration tests in conjunction with split spoon sampling. We recommend that the actual compaction level of the fill be verified prior to any fill placement or grading operations for the building pad. See Section 5.3 of this report for additional testing recommendations for the existing fill soils. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 4 5.2 SOIL MOVEMENT The subsurface exploration revealed the presence of 6.5 to 8.5 feet of sandy clay soils overlying silty sand within the proposed building area. The sandy clay soils have a moderate to high shrink/swell potential depending upon the moisture condition at the time of construction. Potential Vertical Rise (PVR) calculations were performed using swell test results, pocket penetrometer readings, and moisture content tests to estimate the swell potential of the soil. The estimated PVR value for the proposed building is about 3 to 4 inches based upon the current grades and current dry soil moisture conditions. It should be noted that the sandy clay soils were in a very dry condition with a high expansion potential at the time of this investigation. 5.3 BUILDING PAD PREPARATION Site preparation work will be required in order to lower the potential soil movements within the building area. Recommendations for site preparation work to reduce the swell to less than 1.0 inch are presented below. 1. Excavate to a depth of 6 feet below the existing ground surface or 6 feet below final pad grade, whichever is deeper. Excavations should extend 2 feet beyond building lines or 1 foot beyond adjacent sidewalks and entry areas, whichever is greater. Over -excavation should also be performed below the shop area. In addition, the over -excavation should extend 20 feet beyond building lines at the vehicular entrances into the shop and then tapered on a 1 H:1 V slope. 2. After excavation to the 6 foot depth, test pits and field density testing should be performed on remaining existing fill soils in order to evaluate the consistency and relative density of the deeper existing fill soils (see Section 5.1). We recommend that Alliance Geotechnical Group be present to observe the test pits and perform the field density testing. If it is determined that the existing fill soils were placed in an uncontrolled manner without proper compaction effort on every lift, the uncontrolled fill soils would have to be removed and replaced with proper moisture and compaction effort. 3. After the test pits have been performed and any required over -excavation of uncontrolled fill soils has been performed (if required), the upper 10 inches of existing subgrade soil should be scarified and compacted as specified below in Item 4 below. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 5 4. Fill to within 12 inches of final pad grade using on site sandy clay soils as follows: Sandy Clay Soils: On -site sandy clay soils having a PI of 35 or less can be used as fill within the building pad if the sandy clay soils are moisture conditioned and placed in controlled lifts. Compact on -site sandy clay soils at +3% to +5% above optimum moisture content to a minimum of 95% Standard Proctor density. Very Sandy Clay / Clayey Sand Soils: On -site very sandy clay and clayey sand having a PI less than 20 can be used as fill within the building pad. These soils should be compacted at +1 % to +3% above optimum moisture to 95% ASTM D698. 5. Fill to final grade with a minimum of 12 inches low PI select fill. The material used as select fill should be a very sandy clay to clayey sand with a plasticity index between 6 and 14. The fill should be spread in loose lifts, less than 9 inches thick, and uniformly compacted to a minimum of 95 percent of ASTM Standard D 698 between —2 and +2 percentage points of the soil's optimum moisture content. 6. The upper 8 inches of fill in unpaved areas near the building should consist of compacted on —site clay to minimized water infiltration into the select fill. All work should be performed in accordance with the Earthwork Guidelines (Section 7.0) of this report. If the above site preparation work is performed, the estimated PVR in the building area will be reduced to less than 1 inch. 5.4 SHALLOW FOOTING FOUNDATION SYSTEM A shallow footing foundation system founded on adequately compacted fill soils as verified by an Alliance Geotechnical Group engineer may be used to support the proposed structure as long as the site preparation work recommend in Section 5.3 above is performed. We recommend that the footings be founded a minimum of 24 inches below lowest adjacent final grade in adequately compacted fill as verified by an Alliance Geotechnical Group engineer. The footing base should not be formed. The footing base should be placed against neat vertical cuts. We recommend that an allowable bearing capacity of 2,200 psf be used for isolated column footings and that an allowable bearing capacity of 1,700 psf be used for continuous wall footings. Foundation settlements should be limited to 1 inch with differential settlements of about 0.75 inch. The foundation plan and the utility plan should be cross-checked to verify that no utility line excavation extends beneath the bearing influence of any footing. Trench cuts extending beneath the footings (or within their bearing influence) should be avoided, if possible. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 6 Otherwise, the trench backfill should consist of lean concrete within the bearing influence of the footing. A polyethylene moisture barrier is recommended below slab -on -grade floor slabs where floor coverings or painted floor surfaces will be applied with products which are sensitive to moisture or if products stored on the building floors are sensitive to moisture. Procedures for installation of vapor barriers are recommended in ACI 302 Section 2.4.1. Note: Probings should be made by an Alliance Geotechnical Group engineer after excavation for all footings to verify adequate bearing capacity of the supporting soils. We also recommend that an Alliance Geotechnical Group geotechnical engineer or a qualified engineering technician observe the footing excavations prior to placing concrete. The foundation bearing area should be level or suitably benched. It should be free of loose rock, soil, ponded water, and debris prior to the inspection. 6.0 PAVEMENT RECOMMENDATIONS We assume that only occasional heavy to medium truck traffic will be present on the drive areas and that only automobile traffic will be used in the parking pavements and for the drive-thru lanes. The following recommendations are based upon these assumed conditions. 6.1 SUBGRADE PREPARATION The surficial clay soils are active and have a high shrink/swell potential. Clay soils react with hydrated lime, which serves to improve their support value and provide a firm, uniform subgrade beneath the paving. Note: Due to the presence of fill at this site, the site should be proofrolled prior to any additional fill placement. After proofrolling, test pits should be performed to depths of at least 3 feet below final pavement subgrade to verify compaction levels of at least 95% ASTM D 698 for subgrade soils within 3 feet of the proposed paving subgrade. Some settlement should be anticipated for pavements placed over existing fill soils especially were site grades are raised. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 7 If lime stabilization is performed, about 5 percent hydrated lime by dry weight (23 pounds per square yard per 6-inch depth) would be required to stabilize the existing clay subgrade based upon Atterberg limits test results. The actual lime requirement will depend upon the actual subgrade soils exposed at final grade. We recommend that lime / Atterberg limits testing are performed once final pavement subgrade has been achieved in order to determine the optimum amount of hydrated lime required to stabilize the subgrade. The lime should be thoroughly mixed and blended with the top 6 inches of the subgrade (TxDOT Item 260) and the mixture compacted to a minimum of 97 percent of maximum dry density as determined in accordance with ASTM D 698, within 2 percentage points of the soil's optimum moisture content. We recommend that this lime stabilization extend 1 to 2 feet beyond exposed pavement edges, if possible, in order to reduce the effects of shrinkage during extended dry periods. Sand should be specifically prohibited beneath pavement areas during final grading (after stabilization), since these more porous soils can allow water inflow, resulting in heave and strength loss of subgrade soils. It should be specified that only lime stabilized soil will be allowed for fine grading. After fine grading each area in preparation for paving, the subgrade surface should be lightly moistened, as needed, and recompacted to obtain a tight non -yielding subgrade. Project specifications should allow a curing period between initial and final mixing of the lime/soil mixture. After initial mixing, the lime treated subgrade should be lightly rolled and maintained at or to 5 percentage points above the soil's optimum moisture content until final mixing and compaction. We recommend a 3-day curing period for these soils. The following gradation requirements are recommended for the stabilized materials before final compaction: Minimum Passing 1 3/4" Sieve Minimum Passing No. 4 Sieve Percent 100 60 All non -slaking aggregates retained on the No. 4 sieve should be removed before testing. The stabilized subgrade should be protected and moist cured or sealed with a bituminous material for a minimum of 7 days or until the pavement materials are placed. Pavement areas should be graded to prevent ponding and infiltration of excessive moisture on or adjacent to the pavement areas. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 8 6.2 RECOMPACTED PAVEMENT SUBGRADE If subgrade stabilization is not performed, the upper six-(6) inches of subgrade soil should be compacted at -1% to +3 percentage points of optimum moisture to a minimum of 97% Standard Proctor density (ASTM D 698). The subgrade should be proof -rolled prior to subgrade compaction. Only on -site soil (comparable to the underlying subgrade soil) should be used for fine grading the pavement areas. After fine grading, the subgrade should again be watered if needed and re -compacted in order to re -achieve the moisture and density levels discussed above and provide a tight non -yielding subgrade. Sand should not be allowed for use in fine grading the pavement areas as discussed previously. The subgrade moisture content and density must be maintained until paving is completed. The subgrade should be watered just prior to paving to assure concrete placement over a moist subgrade. Due to the presence of expansive clay soils, post construction upward pavement movements should be anticipated. Inspection during construction is particularly important to insure proper construction procedures are followed. 6.3 DRIVE APPROACHES Water should not be allowed to pond in drive approaches prior to paving. Density tests should be performed on the subgrade soils in each drive approach prior to fine grading in preparation for paving to verify compliance with project specifications. 6.4 PAVEMENT SECTIONS Tables 1 thru 3 present the recommended pavement sections for this project: TABLE 1. LIGHT DUTY PAVEMENT SECTION AUTOMOBILE TRAFFIC ONLY (Employee Parking Stalls & Drive-Thru Lanes) PCC SECTION 5 inches Portland Cement Concrete 6 inches Scarified and Compacted Subgrade * A lime stabilized subgrade could be used to improve performance, and reduce maintenance. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 9 TABLE 2. MEDIUM DUTY PAVEMENT SECTIONS MEDIUM DUTY PAVEMENT (Auto Drive Approaches and High Density Travel Lanes with Occasional Truck Traffic) " PCC SECTION 6 inches Portland Cement Concrete 6 inches Scarified and Compacted Subgrade * For less than 25 heavy truck repetitions per week (20-year design life). A lime -stabilized subgrade would improve performance, reduce maintenance, and increase the capacity for heavy truck traffic by about 35%. TABLE 3. HEAVY DUTY PAVEMENT SECTIONS HEAVY DUTY PAVEMENT (Moderate Heavy Truck Use) * * PCC SECTION 7 inches Portland Cement Concrete 6 inches Scarified and Compacted Subgrade * * For 75 heavy truck repetitions per week (20-year design life). This Section is also recommended for dumpster pad / service area. A lime -stabilized subgrade would improve performance, reduce maintenance, and increase the capacity for heavy truck traffic by about 30%. The use of a lime stabilized subgrade is not required by design but would improve performance, reduce maintenance, and increase capacity for heavy truck traffic by about 30% as indicated above. The concrete in automobile traffic only areas should have a minimum 28 day compressive strength of 3,000 psi. In truck drive and parking areas, the concrete strength should be increased to 3,500 psi for improved performance and increased serviceable life. Concrete quality will be important in order to produce the desired flexural strength and long term durability. Assuming a nominal maximum aggregate size of 1 inch to 1 3/8 inches, we recommend that the concrete have entrained air of 5 percent (t 1 %) with a maximum water cement ratio of 0.44. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 10 Proper joint placement and design is critical to pavement performance. Load transfer at all longitudinal joints and maintenance of watertight joints should be accomplished by use of tie bars. Control joints should be sawed as soon as possible after placing concrete and before shrinkage cracks occur. All joints including sawed joints should be properly cleaned and sealed as soon as possible to avoid infiltration of water. Our previous experience indicates that joint spacing on 12 to 15 foot centers have generally performed satisfactorily. It is our recommendation that the concrete pavement be reinforced with No. 3 bars placed on chairs on approximately 18—inch centers in each direction. We recommend that the perimeter of the pavements have a stiffening curb section to prevent possible distress due to heavy wheel loads near the edge of the pavements and to provide channelized drainage. 6.5 PAVEMENT CONSIDERATIONS It is recommended that provisions be made in the contract to provide for proofrolling in areas where the subgrade will support new pavements. It is also recommended that an item be included for removal and replacement of soft materials, which are identified by this procedure. Proofrolling can generally be accomplished using a heavy (25 ton or greater total weight) pneumatic tired roller making several passes over the areas. Where soft or compressible zones are encountered, these areas should be removed to a firm subgrade. Wet or very moist surficial materials may need to be undercut and either dried or replaced with proper compaction or replaced with a material which can be properly compacted. Any resulting void areas should be backfilled to finished subgrade in 6 inch compacted lifts compacted to 95 percent of maximum dry density as determined by ASTM D 698 at -1 to +3 percentage points of its optimum moisture content. Achieving the required field density is dependent upon the adequate pulverization of the clay fill materials, the magnitude of compaction energy and the maintenance of field moisture near optimum. All joints and pavements should be inspected at regular intervals to ensure proper performance and to prevent crack propagation. The soils at the site are active and differential . heave within the parking area could potentially occur. The service life of paving may be reduced due to water infiltration into subgrade soils through heave induced cracks in the paving section. This will result in ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 11 softening and loss of strength of the subgrade soils. A regular maintenance program to seal paving cracks will help prolong the service life of the paving. The life of the pavement can be increased with proper drainage. Areas should be graded to prevent ponding adjacent to curbs or pavement edges. Backfill materials, which could hold water behind the curb, should not be permitted. Flat pavement grades should be avoided. 7.0 EARTHWORK GUIDELINES 7.1 SITE GRADING AND DRAINAGE All grading should provide positive drainage away from the proposed structure and should prevent water from collecting or discharging near the foundations. Water must not be permitted to pond adjacent to the structures during or after construction. Otherwise, differential soil swell movements, and resulting differential foundation movements could exceed the estimates contained within this report. Leave outs should not be allowed to collect and hold water. These leave outs should be pumped out as needed. Surface drainage gradients should be designed to divert surface water away from the buildings and edges of pavements. Surface drainage gradients of sidewalks, pavements, and landscaping, within 10 feet of the buildings should be constructed with maximum slopes allowed by local codes. Provisions should be made for post -construction differential upward movement of adjacent flat work. Site grading plans should include provisions for the effects of soil movements on access and entry slabs and adjacent sidewalks. The roofs should be provided with gutters and downspouts to prevent the discharge of rainwater directly onto the ground adjacent to the building foundations. Downspouts should discharge directly onto well -drained areas or drainage swales, if possible. Roof downspouts and surface drain outlets should discharge into erosion —resistant areas. Water permitted to pond in planters, open areas, or areas with unsealed joints next to the structures can result in excessive slab or pavement movements as indicated in this report. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 12 Ll Exterior sidewalks and pavements will be subject to some post construction movement as indicated in this report. These potential movements should be considered during preparation of the grading plan. Flat grades should be avoided. Where concrete pavement is used, joints should also be sealed to prevent the infiltration of water. Since some post construction movement of pavement and flat work may occur, joints particularly around the building should be periodically inspected and resealed where necessary. 7.2 UTILITY TRENCH EXCAVATION Trench excavation for utilities should be sloped or braced in the interest of safety. Attention is drawn to OSHA Safety and Health Standards (29 CFR 1926/1910), Subpart P, regarding trench excavations greater than 5 feet in depth. Fill placement in trenches should be performed as specified below. 7.3 PROOFROLLING AND SUBGRADE PREPARATION Prior to placing fill, the exposed subgrade in areas to receive fill should be stripped and proofrolled using a fully loaded dump truck. Soft areas should be undercut and replaced with compacted on -site soils. The surface should then be scarified to a depth of 8 inches and recompacted to a minimum of 95 percent of the maximum density as determined by ASTM D 698 between optimum and +4 percentage points above its optimum moisture content. 7.4 ON -SITE CLAY FILL PLACEMENT IN PAVEMENT AND LANDSCAPING AREAS Note: Due to the presence of fill at this site, the site should be proofrolled prior to any additional fill placement. After proofrolling, test pits should be performed to depths of at least 3 feet below final pavement subgrade to verify compaction levels of at least 95% ASTM D 698 for subgrade soils within 3 feet of the proposed paving subgrade. Some settlement should be anticipated for pavements placed over existing fill soils especially were site grades are raised. The on -site surficial clays may be used for general grading and filling. The fill materials should be free of surficial vegetation or debris. Clay materials should be spread in loose lift3, Ic33 than © inchess prick and uniformly compacted to a minimum of 95 percent of the ALLIANCE GEOTECHNICAL GROUP FE06-161 I PAGE 13 maximum density as determined by ASTM D 698 (Standard Proctor) between -2 and +3 percentage points above its optimum moisture content. 7.5 ON -SITE CLAY FILL PLACEMENT IN BUILDING AREAS On -site sandy clay soils having a PI of 35 or less can be used as fill within the building pad if the sandy clay soils are moisture conditioned and placed in controlled lifts. Compact on -site sandy clay soils at +3% to +5% above optimum moisture content to a minimum of 95% Standard Proctor density. Very sandy clay to clayey sand having a PI less than 20 should be compacted at +1 % to +3% above optimum moisture to 95% ASTM D698. 7.5.1 MOISTURE CONDITIONING PRIOR TO COMPACTION Each layer shall be leveled with approved equipment. After spreading, each layer shall be thoroughly manipulated by plowing, discing, or other approved methods of the full depth of the layer being placed to insure uniform density and moisture distribution for proper compaction. The moisture content at the time of compaction shall be within the range specified in these special provisions. If the material is too dry, it shall be moistened by watering before and during manipulation, to properly condition the material for compaction. If the material is too wet, the compaction operation shall be delayed until the moisture content has been reduced to within satisfactory compaction range. Because of time of completion limitations, thoroughly processing of the on -site clay soils will be required during manipulation if the moisture content is below optimum at the time of placement. Each fill lift should be processed until the soil mixture is free of large clods to allow uniform moisture distribution and uniform compaction within the entire fill lift. This is particularly important if highly plastic clay soils are to be used as fill in the building pads. The amount of processing and reworking required to achieve uniform moisture conditions can be reduced by pre -wetting the onsite soils prior to placement. 7.5.2 QUALITY ASSURANCE REQUIREMENTS As a quality control measure, pocket penetrometer (P.P.) Tests shall be performed with each field density test during construction as further verification that proper moisture conditioning is being achieved within the clay fill soils. A penetrometer reading between 1.5 tsf and 2.5 tsf will indicate that proper moisture conditioning is being achieved. Similarly, P.P. tests should be performed on each Proctor Compaction Point in the laboratory for ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 14 correlation and verification of the desired P.P. range with respect to Proctor moisture, density and swell (with verification that volumetric swell is less than 1 % at the targeted moisture content). Note: If required moisture conditioning results in penetrometer values outside this range, Alliance Geotechnical Group should be contacted to determine if the intent of the geotechnical design is being achieved with respect to required soil swell reduction and bearing capacity. 7.6 SELECT FILL PLACEMENT IN BUILDING AREAS Select fill soils or crushed concrete can be used in the building areas to retain moisture in the underlying clay soils during dry weather. The material used as select fill should be a very sandy clay to clayey sand with a plasticity index between 6 and 14. The fill should be spread in loose lifts, less than 9 inches thick, and uniformly compacted to a minimum of 95 percent of ASTM Standard D 698 between -2% and +2 percentage points above the soil's optimum moisture content. The upper 8 inches of fill in unpaved areas near the building should consist of compacted on —site clay to minimize water infiltration into the select fill. 8.0 FIELD SUPERVISION Many problems can be avoided or solved in the field if proper inspection and testing services are provided. It is recommended that all pier excavations, footing excavations, proofrolling, site and subgrade preparation, subgrade stabilization and pavement construction be monitored by a qualified engineering technician. Density tests should be performed to verify compaction and moisture content of any earthwork. Inspection should be performed prior to and during concrete placement operations. Alliance Geotechnical Group employs a group of experienced, well -trained technicians for inspection and construction materials testing who would be pleased to assist you on this project. 9.0 LIMITATIONS The professional services, which have been performed, the findings obtained, and the recommendations prepared were accomplished in accordance with currently accepted geotechnical engineering principles and practices. The possibility always exists that the subsurface conditions at the site may vary somewhat from those encountered in the test borings. The number and spacing of test borings were chosen in such a manner as to decrease the possibility of undiscovered abnormalities, while considering the nature of loading, size, and cost of the project. If there are any unusual conditions differing ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE 15 significantly from those described herein, Alliance Geotechnical Group, Inc. should be notified to review the effects on the performance of the recommended foundation system. The recommendations given in this report were prepared exclusively for the use of Pavilion Properties, their client, and their consultants. The information supplied herein is applicable only for the design of the previously described development to be constructed at locations indicated at this site and should not be used for any other structures, locations, or for any other purpose. We will retain the samples acquired for this project for a period of 30 days subsequent to the submittal date printed on the report. After this period, the samples will be discarded unless otherwise notified by the owner in writing. ALLIANCE GEOTECHNICAL GROUP FE06-161 PAGE .16 LOG OF BORING B-1 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9/29/06 Elev.: n.a. Location: See Figure 1 Depth to water at completion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS DEPTH SAMPLER SYMBOLS DESCRIPTION % % PL % DO P.tsf UNsf Strain feel & FIELD TEST DATA % °� % PI °� pcf tsf ksf % ° Tan, light gray & dark gray silty sandy CLAY to clayey 46.' - 4.s++ SAND (FILL) 16 51 17 34 101.0 4.5++ 7.3 1.9 Light gray & yellowish brown very sandy CLAY to clayey - - 4.5++ - - SAND 4.5++ 5 10/6'• 15 4.5++ 11 /6' 9l6" 10/6" Tan silt SAND w/ sand clay seams ' 20/s" Y Y Y 12/6" 12l6'• 6 32.7 12/6" 10 916" 2/6" Light gray silty SAND w/ clay seams :. 3/6.' 15 2/6" M11111111M Boring terminated at 25 feet. 30 35 Notes: FIGU RE:2 ALLIANCE GEOTECHNICAL GROUP LOG OF BORING B-2 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9129106 Elev.: n.a. Location: See Figure 1. Depth to water at completion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS DEPTH SAMPLER SYMBOLS DESCRIPTION % % PL PI 1-200%DD P.tsf UNsf Strain feet & FIELD TEST DATA % % % °� ptf ls/ ksf % ° Light gray, tan & brown sandy CLAY to clayey SAND - - 45++ (FILL) 4.5++ 14/6" 4.5++ 15/6" 15/6" Tan & dark gray very sandy CLAY to clayey SAND w/ 19 46 15 31 105.6 4.5++ 5 s/s" clay seams (FILL) 8/6" 1416" 16 41.5 4.5+ 17/6" 23/6" 10 W2sis" Tan silty clayey SAND a 44.s i s/s" 20 25 30 35 Notes: Light gray clayey silty SAND HIM 9f6" I - clay increasing with depth 10/6" 12/6" 10/6" 14/6" 14/6" Boring terminated at 25 feet. KI---® FIGURE:3 ALLIANCE GEOTECHNICAL GROUP LOG OF BORING P-1 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9129/06 Elev.: n.a. Location: See Figure 1. Depth to water at completion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS MC LL PL .200 DO P.PEN LINCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % °% % PI % pcf lsf ksf % feet & FIELD TEST DATA ° Light gray, tan, brown & dark gray sandy CLAY w/ clayey — — 4.s++ — — sand seams (FILL) 18 43 14 29 4.5++ 16/6" 4.5++ 12/s" 17/s" 12/6" 4.5++ 1216" Boring terminated at 5 feet. -10 .15 -20 -25 -30 - 35 FIGURE:4 Notes: ALLIANCE GEOTECHNICAL GROUP LOG OF BORING P-2 Project: National Tire & Battery - College Station, Texas Project No.: FE06-161 Date: 9/29/06 Elev.: n.a. Location: See Figure 1 Depth to water at completion of boring: dry Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS MC % PL % tsf DO P.UN Strain DEPTH SAMPLER SYMBOLS DESCRIPTION PI feet & FIELD TEST DATA % % % % pd lsf ksf sf % ° Tan, light gray & dark gray very sandy CLAY (FILL) — — 4.s++ 15 49 15 34 4.5++ 1316" 4.5+ 1516" 1816" 11/6" Dark gray, tan & brown CLAY & sandy CLAY (FILL) — — 45+ 5 1916.. Boring terminated at 5 feet. -10 -15 - 20 -25 .30 -35 Notes: FIGURE:5 ALLIANCE GEOTECHNICAL GROUP J KEY TO LOG TERMS & SYMBOLS Symbol Description Strata svmbols sandy, r., CLAY MMPoorly graded silty fine sand M clayey, SAND 0 Clay Soil Samplers Shelby tube sample XStandard penetration test Notes: 1. Exploratory borings were drilled on dates indicated on the boring logs using conventional truck mounted drilling rig. 2. Water level observations are noted on the boring logs. 3. Boring locations were taped from existing features. 4. These logs are subject to the limitations, conclusions, and recommendations in this report. 5. Results of tests conducted on samples recovered are reported on the logs. f FIGURE 6 i ALLIANCE GEOTECHNICAL GROUP i ri E L i SWELL TEST RESULTS ATTERBERG IN -SITU FINAL % BORING DEPTH UNIT LIMITS MOISTURE MOISTURE LOAD VERTICAL NO. (FEET) WEIGHT CONTENT CONTENT (PSF) SWELL ILL PL PI B-1 0-2 101.0 51 17 34 16.4 26.3 125 6.7 B-2 4.5 — 6 105.6 46 15 31 19.1 21.6 688 1.6 PROCEDURE: Sample placed in confining ring, design load (including overburden) applied, free water with surfactant made available, and sample allowed to swell completely. 2. Load removed and final moisture content determined. TEMPORARY POLE PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 -PHONE_-(979)764-3570 FAX: (979)764Y3496 Application Number . . . . . Application pin number . . . Property Address . . . . . . Property ID: Application type description Subdivision Name . . . . Property Use . . . . . . . . Property Zoning Application valuation . . . . Owner GATEWAY SIX PARTNERS LTD 4645 N CENTRAL EXPY STE 200 DALLAS TX'75205 07-00002848 Date 9/19/07 804768 450 EARL RUDDER FWY S 000801-0036-0000 TEMP POLE R CARTER (ICL) UNKNOWN L Contractor US BUILDERS 8811 GAYLORD HOUSTON TX 77024 (713) 661-1987 Permit . . . . . . TEMP POLE --------- PERMIT --------------- --------------- Additional desc . . GS Permit pin number . 525691 Permit Fee . . . . 20.00 Issue Date . . . . 9/19/07 ---------------------------------------------- Valuation . . . . 0 Other Fees . . . . . . . ------------------------------------ TEMP ELECT POLE CONNECT 45.00 Fee summary Charged Paid Credited Due Permit Fee Total 20.00 ---------- 20.00 ---------- ------- 00 Other Fee Total 45.00 45.00 .00 .00 Grand Total 65.00 65.00 .00 .00 .00 ------- --- -- - --- - - BUILDING DEPT REPREESSE TATIVE: APPLICANT : WF0986368 / 001 City of College Station PAGE 1 REQ. DATE: 12/06/07 12/06/07 14:10:46 LOCATION: 504 EARL RUDDER FWY S LOC ID: 208088 EXT. ADDR.: NATIONAL TIRE AND BATTERY REF NBR: REQUESTOR: U S BUILDERS ORIGIN: CUSTOMER -WALK IN REQ USER: GLSOUTH AUTH USER:GLSOUTH WRK TYPE: 1" WTR 1" IRRIGATION ******************************************************************************** TASK: SET UP NEW UTILITY ACCT SET READY SCHED START: 12/06/07 SCHED COMPLETION: 12/06/07 ******************************************************************************** JOB ORDER RESULT COMMENTS 4 0 41M .4r 0 CollegeStation Fire Department INSPECTION/TEST REQUEST Lacation of Inspection/rest.. Business/Job Phone: Applicant Name: AL.LZ-CD Address: Phone: INSPECTION/TEST Date of Application: — / — / 7- ..?00 8 FEE FogerDayCaromepection................••------................._ .............................. $30.00 .............. $ AMT. DUE nspection-------------- Nursing Home Inspection ....:.......................................................... $30.0D ..--------•--- $ Health Care F6dI.................................................. $,50.00 $ -Fire Sprinkler/Standp pe et, .......... Health $50.00 .............. $ p #0 70U .... ..................... W.00 .............. $ Each 100 thereafter, or fraction'--.- # heads $54-00/100 . Automatic H -------------- ood Fire Extinguisher Test _._-.__:-•-•- . Fuel Tank Leak Test .....--- ............................... $30-00 .............. $ ................... $ Fuel Line Leak Test .................................................................... a.. .00 .............. ----.............*................ .............. $5U.00 Automatic fire Alarm System Tit, u to 25 ........... .............. $ P -" initiating devices ......... $30.00 Each 100 thereafter, or fraction .... @ .............. $ Natural Gas devices $50.00/i00.............. $ System Test.................................................................. $30.00 .............. $ Inspections Outside City Limits Standard Fee: x 1.5 - Vehicle Mileage: x 0.325 = Total Travel Time: x 20.00 Total Inspection Fee: TOTAL AMOUNT DUE: Qy L" S_jL-W PLE. 4SE NOTE; Refits and mgnspeetions will be billed at the same rate as the initial test orInspection. White_ Applicant Yellow Fire Marshal Pink: Building Standard Fee: x 1.5 - Vehicle Mileage: x 0.325 = Total Travel Time: x 20.00 Total Inspection Fee: TOTAL AMOUNT DUE: Qy L" S_jL-W PLE. 4SE NOTE; Refits and mgnspeetions will be billed at the same rate as the initial test orInspection. White_ Applicant Yellow Fire Marshal Pink: Building CITY CF,CMIM n►TIM R R p R I I T aaa cuS7M a P? aaa an Type; CT Draire2: 1 i 1 6® Receipt no: 122765 Agmt 1ption F1Rfi S`�R11)ZL6g SY5T6MIM 1.00 keg F8 FIE 9 211.I�iM SISM .®B TPow" L 99918 �� Total peynent Tow ten&n4 SS@. M Trans date: 1117198 Tine: 11:29:49 I M1I Y�1 0 O'1•�iDb O' College Station Fire Del partment INSPECTIONITEST REQUEST Location of Inspection/Test: 5/4 r-v t 0j i iJ0 v i%t !\ Business/Job Phone:.�-- Applicant Name: iI t- Pi-�11C1,� V I 1 Iv Address: Phone -1 •1A 1-7 Date of Application: /. /-T /) �� INSPECTION/TEST FEE AMT. DUE Day Care Inspection Foster Home Inspection................................................................... $30.00 .............. $ Nursing Home Inspection................................................................. $50.00 .............. $ Health Care Facility Inspection . $50.00 .............. $ Fire Sprinkler/Standpipe Test, up to 100.......................................... $50.00 .............. $ Each 100 thereafter, or fraction ..... # heads @ $50.00/100 .............. $ Automatic Hood Fire Extinguisher Test ............................................ $30.00 .............. $ Fuel Tank Leak Test......................................................................... $50.00 .............. $ FuelLine Leak Test.......................................................................... $50.00 .............. $ Automatic Fire Alarm System Test, up to 25 initiating devices ......... $30.00 .............. $ Each 100 thereafter, or fraction .... # devices @ $50.00/100 .............. $ Natural Gas System Test.................................................................. $30.00 .............. $ Inspections Outside City Limits Standard Fee: x 1.5 = Vehicle Mileage: x 0.325 = Total Travel Time: x 20.00 = Total Inspection Fee: $ TOTAL AMOUNT DUE: $ PLEASE NOTE. Re -tests and re -inspections will be billed at the same rate as the initial test or inspection. White: Applicant Yellow: Fire Marshal Pink: Building s � CITY OF CCll LM STATIM RT ��R�R��yPRI f£f CUMER REMP 4.aa Uper: 61.S il'H Type: CT Draver: 1 Date: 1/17/0 68 Rkeipt no: 12117eS Description Quantity Anount R8 AUTO FIRE ALARB/031 1.80 ay� `}?�Li.00 Tender detail CA CASH Total tendered Total payvent , .06 Trans date: 1/17/08 ?lap: 8.10:37 TRNH YOU e 0 (*//4" CITY OF COLLEGE STATION Property Address: Company Name: Business Name: Application to Stock/Fixture/Move-in Prior to Issuance of a Certificate of Occupancy Property Owner or Manager Information: Name: Address: City, State, Zip: Phone: Construction Company Information: Name: 4nJ Address: City, State, Zip: C;'UL K Phone: 713 &&/ )'q1?,7 I am applying for permission to: Mobile: o.-;zq Mobile: Move furniture and/or equipment into the building Fixture and/or stock the building Conduct training for staff members only Other (Be Specific) I hereby make application to the City of College Station to perform the action(s) indicated above without the benefit of a Certificate of Occupancy. I certify that the above statements are true and correct. I understand that occupancy of a structure prior to obtaining a Certificate of Occupancy is a code violation and may result in the issuance of citation(s). I further understand that fines associated with citations range up to $2,000.00 per day. Applicant SignaMe>p,1 1,�1� Printed Name: Date: J - 17 -off ♦♦1♦1111111111111111111111111111�11♦ Building Department Representative: Comments: 40T To OPEW f Date: I—'17 0 ♦111111111111/11111111111111♦ /I w my BUILDING PERMIT CITY OF COLLEGE STATION ' 1101 TEXAS AVENUE,tCOLhEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 http://bpinspect.cstx.gov ---------------------------------------------------------------------------- Application Number . . . . . 07-00000405 Date 10/22/07 Application pin number . . . 355395 Property Address . . . . . . 504 EARL RUDDER FWY S Property ID: 000801-0036-0000 R #: Tenant nbr, name . . . . . . NATIONAL TIRE & BATTERY Application type description COMMERCIAL, STORES & CUSTOMER SERVICE Subdivision Name . . . . . . R CARTER (ICL) Property Use . . . . . . . . Property Zoning GENERAL COMMERCIAL Application valuation . . . . 555991 Owner GATEWAY SIX PARTNERS LTD 4645 N CENTRAL EXPY STE 200 DALLAS TX 75205 Contractor U S BUILDERS 8811 GAYLORD HOUSTON TX 77024 (713) 661-1987 --- Structure Information 000 000 NON-COMBUSTIBLE TIRE STORE Construction Type . . . . . NON-COMBUSTIBLE Occupancy Type . . . . . . BUSINESS Other struct info . . . . . EXTERIOR WALL TYPE NA IMPACT/PRORATA FEES PAID NA FOUNDATION TYPE NA HEATED AREA 1.00 INTERIOR WALL TYPE NA SEWER TYPE JPUBLIC TRAFFIC IMPACT ANAL (TAZ) 207.00 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT Additional desc . . KW Permit pin number . 531095 Permit Fee . . . . 1772.00 Plan Check Fee .00 Issue Date . . . . 10/22/07 Valuation . . . . 555991 Expiration Date . . 4/19/08 Qty Unit Charge Per Extension BASE FEE 1660.00 56.00 2.0000 THOU BLDG, VAL 500001 & UP 112.00 ----=----------------------------------------------------------------------- Special Notes and Comments PROVIDE ADDRESS ON COMMERCIAL.BUILDINGS-FRONT: 5" ADDRESS NUMBERS, AND ON REAR DOOR(S): 2" HIGH ADDRESS NUMBERS AND NAME OF BUSINESS. Shall advertise only the name of, uses of, or goods or ----------------------------------------- --- ---- - - ----------------- BUILDING DEPT REPRESENTATIVE: �- � � 1 APPLICANT: 'J BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVENUE, -COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 ht-tp://bpinspect.cstx.gov ---------------------------------------------------------------------------- Page 2 Application Number 07-00000405 Date 10/22/07 Application pin number . . . 355395 ---------------------------------------------------------------------------- Special Notes and Comments services available within the building, or tenant lease space, to which the banner is attached. Shall be mounted parallel to the face of the building. Shall not be cantilevered away from the structure. Shall not extend more than one foot from any exterior building face, mansard, awning, or canopy. Shall not obstruct any window, door, stairway, or other opening intended for ingress or for needed ventilation or light. Shall not be attached to any tree, fence, or public utility pole. NOTE FROM WATER DEPT--REDUCED PRESSURE ASSEMBLY REQUIRED FOR CAR WASH, POSTMIX CARBONATER, AND HEATING/AC WITH DIRECT CONNECTION TO WATER SUPPLY, WATER SUPPLY LINES SERVING THE THIRD FLOOR OR HIGHER, AND LAWN IRRIGATION SYSTEMS. ALL DEVICES MUST BE TESTED UPON INSTALLATION BY CERTIFIED TESTER REGISTERED WITH THE CITY OF COLLEGE STATION PUBLIC UTILITIES DEPT. LAWN IRRIGATION MAY USE A PRESSURE VACCUM BREAKER INSTALLED PER AWWA STANDARDS AND CITY'S ORD 42394. ALL DEVICES MUST BE INSTALLED PER AWWA AND CITY'S ORD#2394 ELECTRICAL UTILITIES COMMENTS DEVELOPER INSTALLS CONDUIT PER CITY SPECS & DESIGN DEVELOPER PROVIDES TEMP BLANKET EASEMENT FOR CONSTRUCTION DEVELOPER POURS TRANSFORMER PAD PER CITY SPECS ( IF NECESSARY) DEVELOPER PROVIDES 30' RIGID CONUUIT FOR RISER POLE ( IF NECESSARY) DEVELOPER INSTALLS FIRST 10' OF CONDUIT ON RISER POLE. CITY INSTALLS REMAINING 201. DEVELOPER PROVIDES EASEMENTS FOR ELECTRIC INFRASTRUCTURE AS INSTALLED FOR ELECTRIC LINES. DEVELOPER.PROVIDES DIGITAL SITE PLAN IN AUTOCADE 14 VERSION. EMAIL TO RBOLIN@CI.COLLEGE-STATION.TX.US DEVELOPER IS REPSONSIBLE FOR THE INSTALLATION OF SERVICE FROM TRANSFORMER TO BUILDING FOR QUESTIONS CONTACT RONNIE BOLIN AT 979-764-3614 PROVIDE COMBUSTION AIR FOR GAS FIRED APPLIANCES PER CHAPTER 17, 2006 INTERNATIONAL RESIDENTIAL CODE PROVIDE COMBUSTION AIR: FOR GAS -FIRED APPLIANCES PER SECTION 304 OF THE 2006 INTERNATIONAL FUEL GAS CODE; FOR OTHER FUELS TO COMPLY WITH CHAPTER 7 OF THE 2006 IMC. ------------------------- --------- ----- --------------- BUILDING DEPT REPRES TATIVE: APPLICANT: BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVENUE, -COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 http://bpinspect.cstx.gov Application Number . . . . . 07-00000405 Application pin number . . . 355395 Page 3 Date 10/22/07 Special Notes and Comments Underground electrical conduit installation shall be installed per city specs and is the responsibility of the owner and/or contractor. Contact the electrical division at (979) 764-6314 for more information. ELECTRICAL SHALL BE INSTALLED PER 2005 National Electrical Code & LOCAL AMENDMENTS ELEVATION CERTIFICATE REQUIRED - PROVIDE ELEVATION CERTIFICATE PRIOR TO SLAB INSPECTION AND A SECOND CERTIFICATE PRIOR TO FINAL INSPECTION/C.O. PROVIDE EXTERIOR LANDING LEVEL WITH THE INTERIOR FLOOR FOR REQUIRED EXIT DOOR(S) PROVIDE FIRE EXTINGUISHERS) - VERIFY LOCATION AND PLACEMENT WITH THE FIRE MARSHALL'S OFFICE (MIN. 2A10BC) MINIMUM FOUNDATION STANDARD - ALL FOUNDATION SHALL COMPLY WITH THE MINIMUM FOUNDATION STANDARD AS PER CITY'S ORDINANCE (FOUNDATION DETAIL SHALL BE SHOWN ON PLANS) MAKE SURE TO INCLUDE REBAR SLAB GROUND SUBMIT FIRE SPRINKLER PLANS AND CALCULATIONS FOR REVIEW NO WORK ON SPRINKLER SYSTEM SHALL BEGIN UNTIL PLANS HAVE BEEN REVIEW AND RETURNED. SPRINKLER SYSTEM CONTROLS AND WATER FLOW SWITCHES ARE REQUIRED TO BE MONITORED BY AN APPROVED MONITORING COMPANY. A COPY OF THE MONITORING CONTRACT SHALL BE SENT TO THE COLLEGE STATION FIRE DEPARTMENT, FIRE PREVENTION DIVISION. Assure Proper GFI Locations, Including One Within 25, Of Outside A/C Unit Shall advertise only the name of, uses of, or goods or services available within the building, or tenant lease space, to which the sign is attached; Shall be parallel to the face of the building; Shall not extend more than one foot from any exterior building face, mansard, awning, or canopy; Shall not obstruct any window, door, stairway, or other opening intended for ingress or for needed ventilation or light; and Shall not be attached to any tree, fence, or public utility pole. PROVIDE MINIMUM 42" CLEARANCE FROM CENTER LINE OF WATER CLOSET TO EDGE OF LAVATORY OR WALL TO COMPLY WITH ANSI 2003, ACCESSIBLE STANDARDS. --_-- -------------------- ---- ------------- BUILDING DEPT REPRESE TATIVE: APPLICANT: BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVENUE,- COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 http://bpinspect.cstx.gov ---------------------------------------------------------------------------- Page 4 Application Number . . . . . 07-00000405 Date 10/22/07 Application pin number . . . 355395 ---------------------------------------------------------------------------- Special Notes and Comments PROVIDE PROTECTION FOR STRUCTURES, DUMPSTER ENCLOSURES, AND MECHANICAL, AND ELECTRICAL EQUIPMENT FROM IMPACT BY AUTOMOBILES. PROTECTION FROM IMPACT - APPLIANCES LOCATED IN A GARAGE OR CARPORT SHALL BE PROTECTED FROM IMPACT BY AUTOMOBILES INTERIOR BEAMS > 60' MUST BE A MINIMUM OF 30" DEEP PROVIDE A KNOX BOX FOR FIRE DEPARTMENT ACCESS. A KEY FOR EACH SHELL BUILDING AND/ OR TENANT DOOR IS REQUIRED. IF LAWN SPRINKLERS IS PROVIDED, PERMIT MUST BE ISSUED PRIOR TO CERTIFICATE OF OCCUPANCY. REQUIRED EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY,TOOL OR SPECIAL KNOWLEDGE/EFFORT REQUIRED EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY,TOOL OR SPECIAL KNOWLEDGE/EFFORT INTERIOR LIGHTING SHALL MEET THE CONTROLS AND WATTAGE REQUIREMENTS OF SECTION 505 OF THE 2006 INTERNATIONAL ENERGY CONSERVATION CODE. IF LAWN SPRINKLERS IS PROVIDED, LAWN SPRINKLER SYSTEM MUST BE INSTALLED AND TESTED PRIOR TO CERTIFICATE OF OCCUPANCY. PROVIDE ENVIRONMENTAL SEVICES WITH THE ORIGINAL BACKFLOW TEST REPORT PRIOR TO C.O. All roof and ground -mounted mechanical equipment shall be sreened from view or isolated so as not to be visible from any public right-of-way or residential district within 150 feet of the subject lot, measured from a point five feet above grade. Such screening shall be coordinated with the building architecture and scale to maintain a unified appearance. Acceptable methods of screening rooftop equipment may include, but are not limited to encasement, parapet walls, or partition screens. BE AWARE - SEWER MANHOLE/WATER VALVE ON PROPERTY - DO NOT COVER - CONTACT WATER & WASTEWATER @ PUBLIC UTILITIES 764-3660 (PETE GARCIA) FOR ADDITIONAL INFORMATION CONSTRUCTION ACTIVITY BETWEEN THE HOURS OF 10:00 PM AND 7:00 AM MUST COMPLY WITH THE NOISE ORDINANCE (MAX. 55 DBA) All outdoor lighting must be in compliance with Section 7.10, Outdoor lighting Standards of the City's Unified Development Ordinance PROVIDE PANIC HARDWARE ON EXIT DOORS If PEX water supply piping is sleeved below the slab, seal annular space at ends with caulk, foam or other means. ---------------------------------------------------------- BUILDING DEPT REPRF NTATIVE: -- --- APPLICANT: BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVENUE,- COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 http://bpinspect.cstx.gov ---------------------------------------------------------------------------- Page 5 Application Number . . . . . 07-00000405 Date 10/22/07 Application pin number . . . 355395 ------ 7--------------------------------------------------------------------- Special Notes and Comments Also assure proper protection of pipe to U.V. light. ANY CHANGES OR ALTERATIONS TO SUBMITTED PLANS MUST BE RESUBMITTED AND APPROVED BEFORE WORK IS DONE IN ORDER TO ASSURE CODE COMPLIANCE POST PERMIT CARD ON JOB SITE PROJECTIONS (OVERHANGS) BEYOND THE EXTERIOR WALL SHALL COMPLY WITH ORDINANCE NO. 2713 AND CHAPTER 12 AMENDMENTS TO THE U.D.O. AND EXHIBITS "A", "B", AND "C". WHEN WATER MAIN PRESSURE EXCEEDS 80 PSI, AN APPROVED PRESSURE REDUCING VALVE SHALL BE PROVIDED THAT LIMITS THE MAXIMUM STATIC WATER PRESSURE TO 80 PSI PROVIDE SANITARY FACILITIES FOR WORKERS ON SITE LOCATED OFF THE PUBLIC RIGHT-OF-WAY. PROVIDE STRING LINES FOR ALL BUILDING SETBACKS AND EASEMENTS ON FOUNDATION INSPECTION. FORM SURVEY MAY BE SUBMITTED IN PLACE OF STRINGS. CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL PUBLIC SEWER SERVICE IS PROVIDED OR APPROVED ALTERNATE SEWER SYSTEM IS INSTALLED THE COMBINED SOLAR HEAT GAIN COEFFICIENT OF ALL GLAZED FENESTRATION PRODUCTS DEPENDING ON PERCENTAGE OF WALL TO GLAZING RATIO UP TO 2001 A .40 OR LOWER FACTOR AND ABOVE 200 TO 30% A .35 FACTO OR LOWER SHALL BE MET. AS PER THE ZONING ORDINANCE SECTION 12.3.L; ATTACHED SIGNS SHALL NOT EXTEND MORE THAN ONE FOOT AWAY FROM EXTERIOR BUILDING FACE Shall advertise only the name of, uses of, or goods or services available within the building or tenant lease space to which the sign is attached; Shall be parallel to the face of the building; Shall not be cantilevered away from the structure; Shall not extend more than one foot from any exterior building face, mansard, awning, or canopy; Shall not obstruct any window, door, stairway, or other opening intended for ingress or for needed ventilation or light; and Shall not be attached to any tree or public utility pole. REMOVE ALL VEGETATION AND FOREIGN MATERIAL FROM SLAB AREA PRIOR TO PLACING FILL. FILL SHALL BE FREE FROM VEGETATION AND FOREIGN MATERIAL. CONSTRUCTION CONTRACTS OVER $50,000 REQUIRE SUBMISSION TO ----------- ---------------- - ------------ -------------- BUILDING DEPT REPRES ATIVE: APPLICANT: ,-' JJh- BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVENUE,• COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 http://bpinspect.cstx.gov ---------------------------------------------------------------------------- Page 6 Application Number . . . . . 07-00000405 Date 10/22/07 Application pin number . . . 355395 ---------------------------------------------------------------------------- Special Notes and Comments THE STATE FOR ACCESSIBILITY REVIEW - CONTACT TDLR @ (512) 463-3211 FOR MORE INFORMATION TEMPERED GLASS REQUIRED IN WINDOWS WITHIN 24" OF DOORS IN ADJACENT WALLS AN APPROVED DEVICE FOR THERMAL EXPANSION CONTROL SHALL BE PROVIDED FOR BUILDINGS UTILIZING STORAGE WATER HEATING EQUIPMENT AND A PRESSURE REDUCING VALVE ALL PLUMBING, ELECTRICAL, AND HVAC (mechanical) WORK MUST BE PERFORMED BY LICENSED CONTRACTORS. CONTACT BUILDING DEPARTMENT FOR INSPECTIONS PRIOR TO COVERING ANY WORK PROVIDE SPECIAL INSPECTIONS FOR WELDED AND HIGH -STRENGTH BOLT STRUCTURAL CONNECTIONS PRIOR TO COVER-UP. SUBMIT SPECIAL INSPECTION REPORTS TO OUR BUILDING DIVISION OFFICE, AND SUBMIT A FINAL SPECIAL INSPECTION REPORT, VERIFYING THAT ANY DEFICIENCIES FOUND IN PREVIOUS INSPECTION ARE NOW REPAIRED AND HAVE BEEN RE-INSPECTIONED. SUBMIT ALL SPECIAL INSPECTION REORTS PRIOR TO CERTIFICATE OF OCCUPANCY. PROVIDE 60" CLEARANCE FOR WATER CLOSET FROM LAVATORY OR OTHER FIXTURES TO COMPLY WITH ANSI A117.1-2003. ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due --------------------------------------------------------- Permit Fee Total 1772.00 1772.00 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total 1772.00 1772.00 .00 .00 BUILDING DEPT REPRES APPLICANT: \ L FATIVE: `