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HomeMy WebLinkAboutPermit D09-256 - ASHLEY FURNITURE - TENANT IMPROVEMENTASHLEY FURNITURE 17601 SOUTHCENTER PY D09 -256 CityOf Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 -431 -2451 Web site: http: / /wwwci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 3523049087 Address: 17601 SOUTHCENTER PY TUKW Suite No: Permit Number: D09 -256 Issue Date: 03/16/2010 Permit Expires On: 09/12/2010 Tenant: Name: ASHLEY FURNITURE Address: 17601 SOUTHCENTER PY , TUKWILA WA Owner: Name: LEVITZ TUKWILA LLC Address: 180 N STETSON AVE #324 -D , CHICAGO IL 80601 Phone: Contact Person: Name: BILL WETTERMAN Address: 524 NORTH LAMAR, STE 204 , AUSTIN TX 78703 Phone: 469 789 -6376 Contractor: Name: RUSHFORTH CONSTRUCTION CO Address: 6021 12 ST E, SUITE 100 , TACOMA, WA 98424 Phone: 253- 922 -1884 Contractor License No: RUSHFC *305R1 Expiration Date: 03/15/2011 DESCRIPTION OF WORK: INTERIOR TENANT FINISH OUT OF EXISTING APPROXIMATELY 65,495 SF RETAIL FURNITURE STORE, ADDITION OF NEW EXTERIOR FACADE AND CLERESTORY ELEMENTS, AND NEW ENTRY CONCRETE WALK. THIS PROJECT IS SINGLE STORY AND FULLY SPRINKLERED. Value of Construction: 1,285,000.00 Fees Collected: $29,378.16 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: IIIB Occupancy per IBC: 0019 * *continued on next page ** doc: IBC -10/06 D09 -256 Printed: 03 -16 -2010 City oftukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /wwwci.tukwila.wa.us Permit Number: D09 -256 Issue Date: 03/16/2010 Permit Expires On: 09/12/2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: J1 ljJ I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit doe not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the perfor a of k. I am authorized to sign and obtain this developmen • e t. Signature: / v -" `� Date: ' lb /6/6 Print Name: 5L This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -10/06 D09 -256 Printed: 03 -16 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 3523049087 Address: Suite No: Tenant: 17601 SOUTHCENTER PY TUHW ASHLEY FURNITURE PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: ohcke4-beAk.i 'Wu D09 -256 ISSUED 12/04/2009 03/16/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 14: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. doc: Cond -10/06 D09 -256 Printed: 08 -27 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 23: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 24: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 26: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 27: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 28: ** *FIRE DEPARTMENT CONDITIONS * ** 29: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 30: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 31: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the doc: Cond -10/06 D09 -256 Printed: 08 -27 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 32: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 33: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 34: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 35: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 36: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 37: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit panic hardware on rated fire doors. (IFC 1008.1.9) 38: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 39: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 40: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 41: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 42: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 43: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 44: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means doc: Cond -10/06 D09 -256 Printed: 08 -27 -2010 NtilLA-1 '►. City of Tukwila S. Department of Community Development 6' 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 2I Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us of egress is occupied. The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) The path of egress shall require emergency lighting until exit discharge is accomplished. 45: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3)( Cafe and training room.) 46: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 47: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 48: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 49: The Public Works Department is requiring the installation of a Double Detector Check Valve Assembly (DDCVA). This requires a Public Works permit which will also include the installation of the fire department connection (FDC) and post indicator valve (PIV). 50: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13- 6.8.3) (City Ordinance #2050) 51: The height of fire department connections ( FDC's) shall be 36 to 48 inches above grade. 52: Fire department connections ( FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 53: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 54: THE WAREHOUSE MUST COMPLY WITH INTERNATIONAL FIRE CODE 2006 EDITION SECTION 910 "SMOKE AND HEAT VENTS ". 55: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051.( THE FIRE ALARM SYSTEM MUST BE UPGRADED TO CURRENT REQUIREMENTS TROUGHOUT THE ENTIRE BUILDING, INCLUDING THE WAREHOUSE.) 56: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 57: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206 -575 -4407 for ordering information. 58: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) doc: Cond -10/06 D09 -256 Printed: 08 -27 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us 59: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 60: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 61: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 62: In occupancies of Groups A, E, I and R -1 and dormitories in Group R -2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 805.1, 805.2) 63: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 64: Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 65: Maintain coverage and operability of portable fire extinguishers, sprinkler systems and fire alarm systems during demolition and construction. 66: Fire Lanes will be required for this project and will be designated by the fire department. Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2047) 67: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 68: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 69: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 70: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 71: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 72: Applicant shall obtain a separate Public Works permit to correct fire supression backflow deficiencies. Prior to final permit sign -off the new fire prevention DDCVA, fiore Department Connection (FDC) and post indicator doc: Cond -10/06 D09 -256 Printed: 08 -27 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us valve (PIT) shall be installed. 73: ** *PLANNING DEPARTMENT CONDITIONS * ** 74: Work on items covered under scope of design review application, including exterior colors and materials as shown on Sheet A6.0, layout of parking spaces and landscaping islands (Sheets C 1.0, C1.1, C 1.2), and perimeter landscaping shall not begin until the design review permit /decision has been issued. 75: All exterior signage shall be reviewed and approved through submittal and approval of separate sign permit applications. * *continued on next page ** doc: Cond -10/06 D09 -256 Printed: 08 -27 -2010 • wqs City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit do - of presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the perfo of work. Signature: Print Name: doc: Cond -10/06 D09 -256 Printed: 08 -27 -2010 Parcel No.: 3523049087 Address: Suite No: Tenant: • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 17601 SOUTHCENTER PY TUKW ASHLEY FURNITURE PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D09 -256 ISSUED 12/04/2009 03/16/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 14: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. doc: Cond -10/06 D09 -256 Printed: 03 -16 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 23: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 24: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 26: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 27: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 28: ** *FIRE DEPARTMENT CONDITIONS * ** 29: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 30: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 31: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross doc: Cond -10/06 D09 -256 Printed: 03 -16 -2010 • 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 32: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 33: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 34: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 35: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 36: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 37: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 38: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 39: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 40: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 41: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 42: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 43: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's doc: Cond -10/06 D09 -256 Printed: 03 -16 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) The path of egress shall require emergency lighting until exit discharge is accomplished. 44: Maintain sprinlder coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 45: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 46: All new sprinlder systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinlder systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinlder work shall commence without approved drawings. (City Ordinance #2050) 47: The Public Works Department is requiring the installation of a Double Detector Check Valve Assembly (DDCVA). This requires a Public Works permit which will also include the installation of the fire department connection (FDC) and post indicator valve (PIV). 48: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13- 6.8.3) (City Ordinance #2050) 49: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 50: Fire department connections ( FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 51: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 52: THE WAREHOUSE MUST COMPLY WITH INTERNATIONAL FIRE CODE 2006 EDITION SECTION 910 "SMOKE AND HEAT VENTS ". 53: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #205 1.( THE FIRE ALARM SYSTEM MUST BE UPGRADED TO CURRENT REQUIREMENTS TROUGHOUT THE ENTIRE BUILDING, INCLUDING THE WAREHOUSE.) 54: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 55: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206 -575 -4407 for ordering information. 56: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 57: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 58: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon doc: Cond -10/06 D09 -256 Printed: 03 -16 -2010 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us open -lift operating nut. (City Ordinance #2052) 59: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 60: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 61: Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 62: Maintain coverage and operability of portable fire extinguishers, sprinkler systems and fire alarm systems during demolition and construction. 63: Fire Lanes will be required for this project and will be designated by the fire department. Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, ' FIRE LANE NO PARKING ", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2047) 64: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 65: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 66: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 67: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 68: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 69: Applicant shall obtain a separate Public Works permit to correct fire supression backflow deficiencies. Prior to final permit sign -off the new fire prevention DDCVA, fiore Department Connection (FDC) and post indicator valve (PIV) shall be installed. * *continued on next page ** doc: Cond -10/06 D09 -256 Printed: 03 -16 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature: Print Name: e A4,74 Date: 3 41do /47 ordinances governing or local laws regulating doc: Cond -10/06 D09 -256 Printed: 03 -16 -2010 PERMIT COORD COPY4 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -256 DATE: 03/01/10 PROJECT NAME: ASHLEY FURNITURE SITE ADDRESS: 17601 SOUTHCENTER PY Original Plan Submittal X Response to Correction Letter # 1 X Response to Incomplete Letter # 1 Revision # after Permit Issued DEPARTMENTS: �O q ding G Bltii I ision Public Works ❑ Fire Prevention Structural Planning Division nPermit Coordinator 3 -s -c v I. DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE: 03/02/10 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route REVIEWER'S INITIALS: Structural Review Required n No further Review Required E DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/30/10 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • w CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.ci.lulavila,wa.us Building Perniit No.: V Yi l Mechanical Permit No. Plumbing/Gas Permit No Public Works Permit No. Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: acct. # 352304908705 Site Address: 17601 Southcenter Parkway Suite Number: 100 Floor: 1 Tenant Name: Ashley Furtiture Homestore /Seattle Furniture Partners,LLC New Tenant: ® Yes ❑ ..No Property Owners Name: Levitz Tukwila, LLC Robert J. Swierbut Mailing Address: c/o Acadia DR Mgmt. 1311 Mamaroneck Ave # 260 White Plains City NY 10605 State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Bill Wetterman Mailing Address: 524 North Lamar, Suite 204 E -Mail Address: bill @REGTexas.com Day Telephone: (469) 789 -6376 Austin Texas 78703 City State Fax Number: (512) 472 -1405 Zip GENERAL`CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4). for. Plumbing and Gas Piping \pg 5)) Company Name: Mailing Address: City Day Telephone: Fax Number: Expiration Date: TO BE DETERMINED. Contact Person: E -Mail Address: Contractor Registration Number: State Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Block 16 Architects and Urbanists Mailing Address: 207 San Jacinto Blvd. Contact Person: Stuart Alderman Austin TX 78701 E -Mail Address: sdderman@blockl6architects.com City State Day Telephone: (512) 916 -0041 Fax Number: (512) 916 -0051 Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Structural Engineer: DCI Engineers Mailing Address: 3120 Colby Avenue, Ste 100 Contact Person: Troy Bean P.E. Everett WA 98201 E -Mail Address: tbean @dci- engineers.com H:\Appliwions\Porms- Applications On Ltne\2009 Applicnaon \I -2009 - remit Applicmion.doc Revised: I -2009 ht, City State Day Telephone: (425) 252 -0454 Fax Number: (425) 252 -1699 Zip Page 1 of 6 BUILDING PERMIT INFORMATION - 206- 431 -3670 See below 1,502,900 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): Interior tenant finishout of existing approx. 65,495 S.F. retail furniture store, addition of new exterior facade and clerestory elements, and new entry concrete walk. The project is single story and fully fire sprinkled. Project evaluation: Exterior improvements 105,000.00 Interior improvements 1,180,000.00 Will there be new rack storage? ❑ Yes J.. No If yes, a separate permit and plan submittal will be required. ::Provide All Building Areas in Square Footage. Below;;:: Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Floor. 155,361 65,495 0 0 3 -B M 2ntl FI 0 3rd Floor: 0 .Floors 0 Basement 0 :Accessory: Stmcture•: 0 :Attached Garage 0 Detached Garage? 0 Attached Carport :.....„ 0 Detached Carport. .. 0 Covered Deck :.,:.. 0 Uncovered Deck 0 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) _ 'For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 352 Compact: Handicap: 10 Will there be a change in use? ❑ Yes m....... No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers m Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes m No If 'yes', attach list of materials and storage locations on a separate 8 -1 /2 "x II" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplicanarnTorms- Applications On lina\2009 Applications \I. 2009 - I' rmit Applicntion.doc Revised: 1 -2009 bh Page 2 of 6 • 1 PERMIT APPLICATION NOTES!` Applicable to all permits in this application Value of Construction — In all cases, a value of constriction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no perniit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanicaliermit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY 13Y THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING ON ' OR AUT . +t RIZED + GENT: Signature: Print Name: Bill Wetterman Mailing Address: 524 North Lamar, Suite 204 Date: /7/7/031 Day Telephone: (469) 789 -6376 Austin Tx 78703 City State Zip Date Application Accepted U l °1-A 1 ^, Date Application Expires: Staff Initials: �� H: Applicationsl£omts- Applimtium On Lin62009 Applications 11 -2009. Permit Applicalion.doc Revised: 1 -2009 bh Page 6 of 6 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tukwila.wa.us Parcel No.: 3523049087 Address: Suite No: Applicant: ASHLEY FURNITURE 17601 SOUTHCENTER PY TUKW RECEIPT Permit Number: Status: Applied Date: Issue Date: D09 -256 ISSUED 12/04/2009 03/16/2010 Receipt No.: Initials: User ID: R10 -01715 JEM 1165 Payment Amount: $378.00 Payment Date: 08/30/2010 12:32 PM Balance: $0.00 Payee: MR. STEVEN M MOTO TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 04493D 378.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING INVESTIGATION 000.322.800 Total: $378.00 378.00 PAYMENT RFriPivEr) doc: Receiot -06 Printed: 08 -30 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 3523049087 Address: Suite No: Applicant: ASHLEY FURNITURE 17601 SOUTHCENTER PY TUKW RECEIPT Permit Number: Status: Applied Date: Issue Date: D09 -256 ISSUED 12/04/2009 03/16/2010 Receipt No.: R10 -01706 Initials: User ID: Payee: WER 1655 Payment Amount: $60.00 Payment Date: 08/27/2010 02:46 PM Balance: $0.00 STEVEN NOTO TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 05309D 60.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 Total: $60.00 60.00 PAYMENT ��r.�OerFn doc: Receiot -06 Printed: 08 -27 -2010 Parcel No.: Address: Suite No: Applicant: • City of Tukwila Department of Comnuinity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 3523049087 17601 SOUTHCENTER PY TUKW ASHLEY FURNITURE RECEIPT Permit Number: Status: Applied Date: Issue Date: D09 -256 ISSUED 12/04/2009 03/16/2010 Receipt No.: R10 -01697 Initials: User ID: WER 1655 Payment Amount: $378.00 Payment Date: 08/27/2010 10:07 AM Balance: $0.00 Payee: DENNIS SCHLOSSER TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 014233 378.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000.322.100 Total: $378.00 378.00 PAY INA ENT lprt=ivFr doc: Receiot -06 Printed: 08 -27 -2010 of Tukwila, • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http. //www. ci. tukwila. wa. us SET RECEIPT RECEIPT NO: R10 -01585 Initials: WER Payment Date: 08/16/2010 User ID: 1655 Total Payment: 123.00 Payee: DENNIS SCHLOSSER SET ID: 0816 SET NAME: ASHLEY FURNITURE SET TRANSACTIONS: Set Member Amount D09 -256 D10 -126 TOTAL: 60.00 63.00 60.00 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 123.00 TOTAL: 123.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 TOTAL: 123.00 123.00 PAYMENT RFCEIVED City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 3523049087 Permit Number: D09 -256 Address: 17601 SOUTHCENTER PY TUKW Status: APPROVED Suite No: Applied Date: 12/04/2009 Applicant: ASHLEY FURNITURE Issue Date: Receipt No.: R10 -00466 Payment Amount: $23,482.95 Initials: WER Payment Date: 03/16/2010 01:18 PM User ID: 1655 Balance: $0.00 Payee: SEATTLE FURNITURE PARTNERS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 3156 23,482.95 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000.322.100 640.237.114 104.367.120 9,069.55 4.50 14,408.90 Total: $23,482.95 AYi1 ENT ECEIV doe: Receipt -06 Printed: 03 -16 -2010 i fit City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us RECEIPT Parcel No.: 3523049087 Permit Number: D09 -256 Address: 17601 SOUTHCENTER PY TUKW Status: PENDING Suite No: Applied Date: 12/04/2009 Applicant: ASHLEY FURNITURE Issue Date: Receipt No.: R09 -01940 Payment Amount: $5,895.21 Initials: JEM Payment Date: 12/04/2009 02:32 PM User ID: 1165 Balance: $9,074.05 Payee: SEATTLE FURNITURE PARTNERS LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 3125 5,895.21 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 5,895.21 Total: $5,895.21 PAYMENT RFCF IVED don: Receipt -06 Printed: 12 -04 -2009 Proje t: i ` ' rural.. i Typ e_ f.lnspection i �j �3 �s- _�/ ' Address r )(0.6 PA S Date Calle ----} I . (.34 G� t I S Instructions: 04- Date Wanted: m. ' � I 'la p.m. Requester: Phone No: �. pproved per applicable codes. .• COMMENTS: nsp ctor: r IDateq INSPECTION RECORD -234 Retain a copy with permit popq INS ECTION " PERMIT NO. - CITY OF 'TUKWILA BUIIDING DIVISION 6 300 Southeenter Blvd,' #100 Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Scluthcenter Blvd.. Suite 100. Call to schedule reinspection. Project: its> .. _ Type of Inspection: • D le uin '_ 4. Lis el st - nt .i Add # Plow Called: 9 1 fl 1 7.41? 0 _ni Special Instruct o s: • Date anted: a.m. Er. Requu p T{rt N Phone No:,. • R Approved perlapplicable cedes. COMMENTS: , • .. i• ri REINS I: CTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Inspector: bo' -14 Cp Corrections required prior to approval. 'Date: eft ,0/47.h Project:. . .:•• Type of Inspection: 1 "F ii Add/ y 47401��'.0.4 Pity Date alle / � 0 Spe i Instr ions: rill . Date an e Regqu ♦♦ w p Phone No: 542 � m re • • INSPECTION RECORD 'T Retain a copy with permit 1" 2.510 • r INSPECTIONrNO. PERMIT NO. i, CITY OF TUKWILA BUILDING.DIVISION ;6300•Southcliter Blvd., #100, Tukwila. WA 98188 (206) 431 =3670 Permit Inspect : Request Line (206) 431 =2451 . El Approved per applicable codes. COMMENTS: 6-444 otS I' 5 4J '4 - " les* e.ed dh'P t �r 1eterd 1.1 acid eid AlitteAt HAP Gran'. ■;/7 7$7 M eefli / 74 , 51e ri ? 4e < Orrly Alt* • • 1. • Corrections required prior to approval... [ REINSPECTION FEE REQUIRED. Prior to next inspectidn fee must be paid at 63,0 Southcenter Blvd.. Suite 100. Call to schedule reinspection. a.. COMMENTr Aer; A pr ty OA DJ (4 '`,nixt - )K 1 0 wp1 it )1s e t it \p\A ; F ;t Q 7 i ee.A. e4 rtt- 1 O:° -�`r ot^ .c � 1 c.e. exr � ( � 6� —mil FA`A-04 ` nJ ea- d e-• p o F e r - :.' i' i-L• DA Cie, Dobrs . A L . El Y • `• -4 - - -- - - -- c / Special Instructions: _ 2� 6 37 084 ! / -27-'01.1i4/5 - Date Wanted: ++ F _. I I A • Pro'ect r Typ f Ins c 'op Address: � 1 (o Sc Y p Y � Date Called: Special Instructions: _ 2� 6 37 084 ! / -27-'01.1i4/5 - Date Wanted: ++ F u a.m. w pm Requester: Phone No: /. — #3`7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD 69 -- )S6 Retain a copy with permit PERMIT NO. Corrections required prior to approval. El $60.00 REINSPECTION FEi REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: In pector: Date I _ / v Date: COMMENTS: Aft Jfp Y j�G ction 1 1)3 i Address �� Uf ( Se.-- 4.i D Called: c i\A 1€_ Special Instructions: RX ,A - 1vI S ()4%\ , 4! Requester: .50 , e ( A - Phone No: 1 1 ProjASI � . ) 4 J Aft Jfp Y j�G ction 1 1)3 i Address �� Uf ( Se.-- 4.i D Called: 7 Special Instructions: ' Date Wanted:n ....„' , 4! Requester: Phone No: 3v INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)41T-3670 Approved per applicable codes. Corrections required prior to approval. 1 Date: - 7 _ / -. (v $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: ` E. >c f. L r U 4 tap' ra A. (.J '' • e R Ir . v ; ( _ l' 5: � � fell $ 00ors -V AJ3`r Z r tA,T1 RA. d (-4 k 7 1 Special Instructions: F 4c,t , i F - tA - I�r4 , � A., .__ lhrr iZ-- 4-r`'� -,�; i F..-� - 60i. 4-/Se 4• J ' F 6 i A 1 r= 2 ii- PZ e ..A4 z r e ,Ail ./), id4 /I Project: (' Type of Inspection: „st.t.e c..1-4- 1 Address: Dat ailed: 1 Special Instructions: Date Wanted: � – r .- /3 a.m. rir Requester: Phone No: M... ft) .�. INSPECTION. RECORD Retain a copy with permit INSPECTION NO. PERMIT NO . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 E1 Approved per applicable codes.. orrections required prior to approval. Inspe Date: q — /c REINSPO N FEE REQUIRED. Prior to next inspection, fee must be paid at 6 outhcenter Blvd.. Suite 100. Call to schedule reinspection. x Proiec Type nspection: Address: l4 0 ] : Date Called i _ Special Instructions: ;; • • :� Date Wanted: m: Requester: c0 , Phone No: INSPECTION. RECORD Retain a copy with permit 'INSPECTION -NO. PERMIT NO:p, • CITY OF TUKWILA BUILDING DIVISION • ' 6800 Southcenter Blvd. #100, Tukwila. WA 98188 (206) 431 -3670. • Permit Insjection Request Line (206) 431 -2451 • ❑ Approved per applicable codes. orrections required prior to approval. COMMENTS: T 6)6 %-Q Tkd kv e 51v LA el TAR i.Gres c f 04A c ,* C ti p (Inspectpr Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be : paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: 'Type of Inspection: G r.1 /16, Address: / Sc Date Called: Special Instru lions: CA 1 12 -1 -6( Date Wanted: O f a.m. ��(� � - ) k-S INS e.- 1: ) f\ t/ ( A l e--A 7 A. f" ..-.__/■ r A" M. JA aA(, - (.e kJA1A1 GUAriiAl e \ .. HAtL^ s . S ii 1 A Pro'ect: - S L k-e- KJ /A 1 — / 1 'Type of Inspection: G r.1 /16, Address: / Sc Date Called: Special Instru lions: CA 1 12 -1 -6( Date Wanted: O f a.m. ��(� � - Requester: Phone53 —S-0'? _0X412... at L 0 ' - 2$ , INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. LI Corrections required prior to approval. 7 $60.00 REINSPECTION FE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: r 3 Receipt No.: 'Date: Pr rckIe Type (A-Inspection:, otA:t /e Address: 1 ^7 ( 0 0 ( S c fAr�' Date Called: �— Special Instructions: 11 g5 Date Wanted: — _ S--1)71(3 �a.my, p.m. Requester: Pho e 3 - 5 67- 0 iJ234( INSPECTION'NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: nspeq or: P�1t irondv? Gr,,A� co— INSPECTION RECORD Retain a copy with permit 1)0 -25(0 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Hr Date: — / _ter 0 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projec f f � - - l Type f ln ectiorr t J -� _ GPI+ (i A Address (0 ``' / C Date Called: Special Instructions: ate Wanted: 5 .. ,..__ 5.. ,..__ ( / Vi„ /'} , f CJ p.m Requester: Phone No: 43) ID) q -2§ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspec or: Date: ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: Date: COMMENTS: I i r ' r An ' 11 /p r J A e i.)-53 ft W L- P v k6 Address: / t 1 (00 ! SL P L 7 DateWanted: 1 7 Speci a Instructions: - r 'Pe c_A-t-qk 1/44, ( LI Cr ■e' a Lfl) P i) (A t ets P 7- ?A ) fter Phone No 253 _.507 —O&42 Imo\ 1 -_ A Pro'ect ��-e7 �� r dt as7 vfP Type of Inspection: h ■L-t L A 4 Address: / t 1 (00 ! SL P L 7 DateWanted: 1 Date Called: Speci a Instructions: 1 `/1 f<./ P.m . Requester: Phone No 253 _.507 —O&42 t32 INSPECTION RECORD Retain a copy with permit V o PERMIT CITY OF TUKWILA BUILDING DIVISION lab 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. El Approved per applicable codes. ❑ Corrections required prior to approval. J El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: 'Date: Receipt No.: Date: COMMENTS: Type of I ection: p s sp s_ �t.r /- �--� /- Id S - A 2___ 6 A / — / �- p-ii Date Called: R A-rs -7-1 Ac: f /---( ( l c./ ! ill / I, -1-7 r- 3 << ,,PeuT.otAcJ Requester: 5 to t p;,-,7Ae4 14( 4i)1 . 9b A 9 Projectj/1 ��^ LJ " ' ( t- Type of I ection: p s sp s_ �t.r �' Address: (9.0 I j �- p-ii Date Called: .� ^ � Special Instructions: u to Wanted: s —(J —/ ) . a.ma. p.m. Requester: Phone No: �F3 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION " 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. lnspec or: Date: ! �` J ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: COMMENTS: %.... Ft) r�,, T J FA Ai pi ba.4f G Address: li 9 1.0 a 1 s C_ Pk( . D 1`) co J-P -! J I A ate p s i 4 1kt. 4 tot" (.0 AV o A ci. ef`fr . (. R O i,. (A -� Alp /v0 sNi c t j f h 3 a B s -: e7r6-ik ' ) -/ 0 P .m. Requester: Phone 3 - S 0 f „0642_ w Project: A-.V.A ( , e . %.... Ft) r�,, T J Type of nspection: - J a ,M, G Address: li 9 1.0 a 1 s C_ Pk( . ate Called: Special Instructions: / ate Wanted: .R- 2 � a.m. ) -/ 0 P .m. Requester: Phone 3 - S 0 f „0642_ INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dori - 2. 5 h PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Ja 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 (206)431 -3670 D Approved per applicable codes. Corrections required prior to approval. lnsp ctor: d Date: Z -Tf J EJ $60.00 REINSPECTION FEE REQ (Y. to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of spection: f Cis ,Ad.. A CO eb / Addrre-s�s: K�IIDate t " Ay-17 I cdt ?f ! AJA ate Wanted: 30 "(3 p.m. T "a',I"_" e 1 m02 A Lk Phone IAA_ ji — O,E(4,4Z_ , . (,\ -Ii 3 ./.ees 5 I"j e p r), �e.� ?A,- .5�'Ji! QJ `1c pi 0 I` i I ✓`! I..) /\ _____ 1 . 1 (K --------- :.....---- -- " *.--/ Project: I (( -- h` e J J J A .� 1 J f( Type of spection: f Cis ,Ad.. A CO eb / Addrre-s�s: K�IIDate Called: I cdt Special Instruct ons: / Oikti Ai CI •'15 p e.:1 - ate Wanted: 30 "(3 p.m. l r —o/ t•��£ A.. ( kI --o A_PSwaD1—S Requester: Phone IAA_ ji — O,E(4,4Z_ INSPECTION NO INSPECTION RECORD Retain a copy with permit Dvq -25T. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. !rector: 3 —1 U $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: y p AfriA -) fp / Address: I `_ Il (6 0 I sc F*ficw Date Called: Special Instructions: J 0K r-2) L -0J €¢ e ✓Cry`it, _ —/0 ( . , * f 0 i,1 r t _r 1'l (: KT A Phone Ng A) r 6 - s 7 d 0 w .' r r---,b,i r v IA : ,7 A it. toc,r 7 r i t , ( - - .--. - - - ; 4 R A Project: s _ Cji'n;�LJ Type o Inspectign: o T Address: I `_ Il (6 0 I sc F*ficw Date Called: ... Special Instructions: J Date Wanted: r� � _ap'..m� .. _ —/0 ( . Requester: Phone Ng ✓A O da -2 s6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 9 ' - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. Date? — 2 ? - ( - $ 6 0 . 0 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: k - A - 0 ( `' J 54 `3 Type of Inspection: r t2 /3nJi∎l ? /1» Address: / 7 6 o/ 51)x, /f!'�Anor? 7) D�� (nr, ( 3 AA cf Special Instructions: / • i Date Wanted: x_22 —/D a.m P.m. Requester: 4 t iUs�' 1Zr LJ 5 r ` `E��. J n So1��S (v/ 1Jo- '' P l�JC 1id A -\ �.5 (A - A , ,) � _ � � p � � ,rAA' -- c i t - , r S ' ` - k A Project: _ /9Sf/L f1 ?Afrl /Qf Type of Inspection: r t2 /3nJi∎l Address: / 7 6 o/ 51)x, /f!'�Anor? 7) D ate Called: ✓ J w k1 t + Special Instructions: / • i Date Wanted: x_22 —/D a.m P.m. Requester: Phone No: 02 53-5-07- 082' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspec/ £d5-2 2 PERMIT NO. (206)431 - 3670 Approved per applicatle codes. D Corrections required prior to approval. Date: ZZ t ri $60.00 REINSPECTION FEE REBORED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: iJA4-7 _J !J LIsi I -1!- `rt. _ CQ IC l ,re r" 7,..1 - q 4 e U/) 6 r:d t( ()Ail - Date Called: ''e 0.3 N. £ 3J -Cf Ai CAT 1J I•.e/ Pi• . v c&-:,_, 1) /cr." 4 I -y / 1 ( 1 / e 6f• ' I.--- 0 (( ( IZIu's 5aCacs3� .0**' ;_sr I ( fti/ it e✓ 'r:'J.I Op A. A , rd L; )r � / i-W-�t r L. , f g Thw . /LI g. P k c (-,f') .- (t ! i 9 ProjAct: 0751; /, / /n/, � i /i' Type of Inspection: ,--,24,11,,A/6 Address: / 76-o/ Se)) /hn4,/ /#, id 6 .1 Date Called: Special Instructions: Date Wanted: — 7-.2 /— /U P.m. Requester: Phone No: 0253 - Sa l - e8 V2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 G PERMIT NO. R (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. Inspector: Date: ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: eA A-4 jky P ni VA.( Type of Inspectiorq: sr 4. P k .' f) IC - ..AS v l '" c Afe iu -- BB tom) ; `lam- il Lc j 1'" A f2- ✓: S J 4 J A (Ai es Sl S -e Special Instructions: Date Wanted: 7 ---( G3 " ! 3 p.m. Requester: pie ed 6 N 1)0U` -Oil- t r�r IW t ( 0 c i ( of,Eid f.... : A e e.r GAte0 IA 1 0 8.) : t (Li' A, f;71.0 Project: rte- k (t F) , i rre Type of Inspectiorq: sr 4. P k .' \ Address: ! /rite() 1 ,Sc_ P Ar r� ate Called: Special Instructions: Date Wanted: 7 ---( G3 " ! 3 p.m. Requester: Phone NS: 2. 3— s 01 - u Dog - 2s6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. i CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Ins ector: i„0 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IDate:-7 _ / (of, Receipt No.: 'Date: Corrections required prior to approval. / Proj te_ T Type of 4- - r kon:� )t ' C� 2 Date Called: Addres : ( Special Instructions: r Vte Wanted: ` n _ cc.-„m„ 7 L p.m. Requester: Phone No: 2r f 6 7 -0 4 C INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ?' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: U Gr.' ,.s D e- r. JA f s A bT ,1, IJ n e r— c) A e 7 u • CAA Dater ' J El $60.00 REINSPECTION FEE REQUIRE . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Proj.( ` ` Type n J spgction: G � ` t t -iT- t Address: � ( � 0( c L / � Da te Called: Special Instructions: to Wanted: -3J-(- aal.... p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. // COMMENTS: Insp ctor: Date: PERMIT NO. -/v 0 $60.00 REINSPECTION FEE REQ IRED Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project Type of I ection: 1 Addres : ( P anted: Date Called: Special Instructions: 1 Date I �a ry co �'30 � r c7 p.m. Requester: Phone No: *2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Oc Yi —ZS� PERMIT NO. (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: I Spector: Date:! — 3 J (c3 ri $60.00 REINSPECTION FEE REQUIRE b. Prior inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CallIo schedule reinspection. Receipt No.: 'Date: `/ Proj : t t > s(� - e Ty f Insp ction: g out- 5 ke , -AI. Address: I 6 o I Sc_,P f (( Date Called: .�- Special Instructions: Date Wante �? J il —� 3 ,pk p.m. Requester: Phone No: # Z3 CAA 0 5 -25,6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. • COMMENTS: d — SC e 1 64 t_S b;Thef p Date 3 ` z El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Projec , nsa Li S furiN.1w! Type of Inspection: �1 i'r . Se Address: /%If Sc:: P Ar Date Called: Special Instructions: '' Date Wanted: a.m. Requester: Pho 2_ S3 —5 or? - 084 2_ INSPECTION NO. INSPECTION RECORd Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 05 -2 PERMIT NO. (206)431 -36.70 Approved per applicable codes. Corrections required prior to approval. COMMENTS: -)( i JtSp e c A- t( / 10 Insp A Date: 10 F EE R �UIRED $60.00 REINSPECTION . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: IDate: Proje t: T ype —Lk ion: Address r 1 ( 6 1 IS C pAricwity Date Called: Special Instructions: / Date Wanted: C /wry n -Ir7 (O p.m. Requester: Phone No: J' /} 7 5 3--50'lr4� f2- #z/ INSPECTION NO. INSPECTION RECORD Retain a copy with permit Qog -z5k7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Iz- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. 0 Corrections required prior to approval. o k_ rp riom akt COMMENTS: 7 _, 1\ o 1\D .),J eA4 C � r r� Inspec Date: 1,, — / ri $60.00 REINSPECTION FEE kEOUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: !Date: Proj gt: r �- Y Type Qf at ... ht= /9 M i . I--' �`' p Address Date Called: � Special Instructions: Date Wante : / 6v 7/// ad at#i p.m. Requester: Phone No: 0253- .5-v 7—a8 yZ___ COMMENTS: 0 a rT 4 �p r b J ,Ae I--' �`' p Di\ I ?_- t Z- p'ik.-0 f v JC of Cj e ' r r .> n. �. � 1 Insp ctor: (Date: ( , / i 0 INSPECTION RECORD Retain a copy with permit INS'ECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 bo5 s2.5 PERMIT NO. (206)431 -3670 0 Approved per applicable codes. ❑ Corrections required prior to approval. 1. El $60.00 REINSPECTION FEE REa \IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: •� Proje t: COMMENTS: P lr i ` ff ( K 1 i -� cc ec t S f t ./ K.- `1"v (-13_ ef (- J A..( a✓L�tf N1,111 ,t. S J ‘ . Date Wanted: p,rn 7 — Iv `p .m. ,-5- 'Jo A p,LAodes 0-. p i 0 ...)A 0 iN 1 ot-lb-e.,/c OA Nar Proje t: Type of Ins pection: 1 Address: i WON S 41 Date Called L i it 4 ( S t, e d Special Instructions: Date Wanted: p,rn 7 — Iv `p .m. Requester: Phone No 2S ? -go - Dg's �Iq et-‘ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. Inspector; f/t.tJ( Date: L — El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: I I 1 1) r1) u' s/ ` A k A �J • r. ea rS� y 6 \ * — U ` ) __ �u lAI 'P tC? eJ' I Special Instructions: / <( &G rS~N) SJ[ f 'Tr Q� (mv 7 C�Je r rn p- e r S5.2 �)d 1 it Proje t: ' ( c •7 r--,.., i • Type of spection: t Address: I 9 lod I S c plA4pui Date Called: Special Instructions: / Date Wanted: (q - 2- .- m. 1° P.m. Requester: Phone No: 9 `c-3 5o'7- o842 - INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Lo'- 2 5 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. r Li Inspec(or: Date: C o - —f.D El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: WWI VG%rr -,A{ /. ig(WWI I 0 5 C ejT s ', (.1-1.5 Address: J: t cc t l ACe c.1 r& r S t b r_ A - 0 MJ� l > Tp � �n (p Lml°s � p Afjr Requester: Phone 5 3.S"a / — 084 2 Project: j t K i4 , E isz f r y t :e of Inspection: Address: Date Called: 7 Special Instruc ions:te Wanted ( J 7 m. . Requester: Phone 5 3.S"a / — 084 2 /Jv 1 -2Si INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. 0 Corrections required prior to approval. Inspec Date 7 9 l ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: P �,r,,a -P J pJ rcJ4 Type of Inspection: P &R1,: n & Address: I'l(A 1 S Date Called: e (f o ,- -e . z l) r S 2 Requester: S (d`,n CJ ( �s. c LIAV *- 1,-." ti..le- N (r ( J<J ? ,.,J Project: , A-S (9 F✓f n't v'P Type of Inspection: P &R1,: n & Address: I'l(A 1 S Date Called: Special Instructions: D to Wanted:.._ — Ik - la p Requester: Phone . 3 S Q 7- D e-4t -4:h‘a INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 G Ad( O IT NO. (206)431 -3670 12 Approved per applicable codes. El Corrections required prior to approval. El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Insp ctor: Date: Id /6 Receipt No.: ,Date: iej COM MNTS: ^Af I1 pro Jn/ Ty a of Inspecti o 1 "til .. (, ( P 2E- r . Sk064-)err i \P p 1 Special Instructions: + / Date Wanted: 1 _ (O ,s ___ "; a.m. 1\l _.i I) v ( II) n —` -sere_ t ( 1 a c) c S € PI . OfAct) , -!rf Pd l j- G, A( 1 D S Pr, Lief; iL �� Ms t --� e -cie� . (, .- s a) 4 etc �•c. 7 L J P � N � + (a '�' S 1 Project: /� 5.k (e F��� ; T � E 1 Ty a of Inspecti o 1 • . Address: 1 r i (,0a i C �� C..'J Date Called:(& S' / 1 Special Instructions: + / Date Wanted: 1 _ (O ,s ___ "; a.m. Requester: Phone No 253 - Co og4 2Z INSPECTION NO. INSPECTION RECORD Retain a copy with permit G M� Do - 2.Se PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. 3 M �1 Insper: J M $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Proje // .. sif /QC, /?,,oz' Cr''' Type of Inspection: r44i / 4, Address: /7 f 4 / .Se*il/i,1 '1 -, 1' Date Called: Special Instructions: Date Wanted: �Y .S' 2- /U P.m. Requester: Phone No: -Zs — sv 7 -a,_9y2 INSPECTION NO. INSPECTION RECORD Retail a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 J PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: p &TTU A dh/ s, /C;;/re /4 5 toe/ — (dI-✓• /..ez • 1 Date: -s -7 — ' - , ( i 0 REINSPECTION FEE REQ IRO. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projec : (A ( �' f rat" TP Type o spec�jw a t t A 4 Address: 1r1Got SL A 4J Date Called: Special Instructions: ( / Date Wanted: , . r "'IL ( Q . m . m Requester: Phone No: ZS 3 -So r, -OWL. -- INSPECTION O. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 6q -2s4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 112' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 =3670 El Corrections required prior to approval. COMMENTS:. p 1 it e _3 ry ti 7 Inspe Date: ' 0 ,k4i $60.00 REINSPECTION FEE REQUIRED fior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: , R .._ ,4)14_,1 tL ( �) F «z e (.' :J o rj / C Ff-� , - /-I o l f G 6-41 A- ;.� s itAi l_, t'r,C' s7 7O : Tit C ,Z c ,.. cl ( C v 3 •A e\ l i `i tc2A _ i4.4 Q I , Lt , L171:,, Type of Inspecti n: >e , Pr , 0 0,(../C. L-1- (...G ,( -t ✓1 k o i e^ u .'r€ �; r C� t lei Li- 0r{ r l ,- l Sr .7, / -A 1 Sc ‘-•1( ICC4 F ,) .r(2' _1 it j- �-... I q,, 5 CA- 7 tp -K7t,,t,f(I7i q) gD . u.; f'1' 1 6 k es_f 1i L (.,:4- "4.f .a44 in ,> ,¢-• Project: I Type of Inspecti n: Address: 7 L t it j- �-... / Date alle, Date Wanted / a.m. P.m. Special Instructions ,-T---- Requester: Phone No: / INSPEC'TIUI`1 NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 n Approved per applicable codes. INSPECTION RECORD a copy with permit R - Retain `' c) -7 PERMIT NO Corrections required prior to approval. pector: Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule rcinspection. (Receipt No. 1 ( GtAS A S o b t 'e._' ` i G r'. -4...^ 7 Type of Ins ection: . ct- 0 4-- /• n-/ I 0 ?- A-t 4-7 n_ 4 / u c-,- - i, , ( Date Called. / `� =';' Date Wanted -1 r; .-- - _3 J - / 7 a.m. p.m. ructions '' 4 Requester: Phone y6: TS: ( GtAS A S o b t 'e._' ` i G r'. -4...^ 7 f-f Z y4 - ors �. "e _ '),� / ,, � - M t K 1 ", f ,-c0 .5 .j�o_t'( 0 4-- /• n-/ I 0 ?- A-t 4-7 n_ 4 / u c-,- - i, , Sstv,-- ✓, 6-,7r•Lccz 61 Rve C.<j i i tt1; f (i 1 tt •-,, `2 ho (Tr , " ` C ° 7) .1 / r Ge L .. M 6 4 •. . /1--. ,-t 5S. . * d r s4 A)-(- 4 c5 I f `^ :-i r i4-'{ ; % -ety ,.4(_____ I - - 4' A-( g r c. -. . ', .5 u ,3.t� Z �r �r, -. j � ( ,Aye INSPECTION RECORD Retain a copy with perm t- - `- `l '2 p PERMIT NO ION NO. ►F TUKWILA BUILDING DIVISION hcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 ed per applicable codes. Corrections required prior to approval. Date: f/ > a REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 5300 Southcenter Blvd., Suite 100. Call to schedule reinspection. !Date: r rs COMMENTS: ( �� _____ I = _ ....iiir rir J L f l) - _ r - Date Ca e : 4 A -( Special Instructions: rik-li gy p,), Wanted: 3 —1 r a.m. ` P.m. Requester: p J'�T u�. .. 412- l - rr D O Ltj 1\I 0` '' � 1 AZ T .5-e-e-)7)m . 0 F • 1 t I ProjectJ� / ( �� / r � I eL : v r fe Type of Inspectio i } V" Address: Date Ca e : Special Instructions: / Wanted: 3 —1 r a.m. ` P.m. Requester: Phone 3 _ 7- () 412- Approved per applicable codes. C Doa -25(0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION K. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. ❑ $60.00 REINSPECTION FEE REQ IRO. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Insp ctor: l 1 Receipt No.: 'Date: �'t Project f//1 // L t 6/A :at( Type of spee ctti Address: f'7te of .S l P A Date Called: � Special Instructions: 7 ' Datewa nted _ , /ms � t o p.m. Requester: Phone No 253 - 5 0'7 _ 0.4 2, INSPECTION RECORD Retain a copy with permit Do -2k PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2Q6)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Y<T:27 ) r (7`1,) S (SttKi IC 3 4' , 3/ Inspe tor: 6.dt___ t U 6 Date: ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: Date: COMMENTS: \ il P j e J 4) .. r As-t-k,i, 0 < 1,c rt .1---0 r � f Special Instructions: . , k 3 et do 4 t. _'. ltj A Requester: Phone � ? _dpi — OCS 2 - IL e2° Project: i I Inspection: ! ( A-( iio J 1 Address: 1 1 1(,,0' �-fa I � Date Called: ' Special Instructions: . Date Wanted: �7 v - L 5 P.m. Requester: Phone � ? _dpi — OCS 2 •• � u kook -2s(.0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION /(4-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 • :� rApproved per applicable codes. El Corrections required prior to approval. Inspect r: ` Date: �7 J El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: fir P / u uAP p At7A-I (— w P h- w Al ( / / , . t - - Ot '� • �) S0( P' /r-er d r Special Instructions: A ) i e on-J. / i- ()lc D ate Wanted: a r ■— Z' — 10 p.m. Requester: _ (5 1 . , . - P _.- /l ttAi w, 1 ,0 u1 ()Sr U^ . roJ4 ( 4- A S - () J 0 Sr lii) v , e� 0A-.1 `, 0 i s ' .rr. /N - v (M e S Ai v t A-- pij(iJ Project A - ctlki Fur Amur e Type of Ins ection: Address: l '? 4001 5(. P Date Called: —. ,8 , �—(4 J Special Instructions: • • • . D ate Wanted: a r ■— Z' — 10 p.m. Requester: Phone No 2. 5o7 - 0512 �t r Doq -141 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1z' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. OA 4 El $60.00 REINSPECTION FEE REQ IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Insp�f�or: Dat 2y7 / o Receipt No.: Date: COMMENTS: I0 J N o' t r\st 5k a (. of �: re__ I t-E o v k A- 0c'( -s.' 0-∎. lAhs L . ) Pe.Y\ IM k f yerl Special Instructions: 'Requester: 0 - sr i 't c t. I nd 3 1. r - Al( a.m. i ns pfAir Dr ),ift(( NP, + •,A f. 1 Ji-. c.f S;(1 P r SIA ‘W '7 , IAsp'tfe4 A-t OJT , Projec : li 9 c ift_All Type of Inspection: --c_ Address: 171 S C. 1)v r �l Date Called �--- Special Instructions: 'Requester: Date Wanted: a.m. p.m. Phone N . ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION " ~-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. 1 Li $60.00 REINSPECTION FEE R " QUIR = 1 . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 110. Call to schedule reinspection. Receipt No.: Date: Projec 14 tes d o /A��/e TYpe Like L s AL)vl Address: Date Called: Special Instructions: / Date Wanted: . s23 ` � a .m. 4 Requester: Phone No: �Q Z5I 8S — Vf 0 3 1)69 -240 .'INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V IZ- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. 1. COMMENTS: A-D li 4 A 3 t D,&10 f•-1 Pc-A . e ‘.45-1-4 v-O Insp Date: Aet 73 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: 4:t___(_ ,- e ,),,-F.- : ,,,...)pii " ' "� ` 0-e—r- n 1 of `r SL) PI - '' P Address: I � IA Date Called: Special lnstr tions: -c r t)f . ro r << /x t Requester: . v J Lt- 71 lc '`e a) 1 I(Ae t o ES . LA., `l. • . of t: 1 � _)u1 ] 1 r T ; I : A e PlitA-P A ,,iiti . . A I I , Project: fJ� �V���'�" ' "� T pe of nspecti n: , d�OA r A_ C Address: S(.--- Date Called: Special lnstr tions: Date Wanted: • m. Requester: Phone No 53 -- o ? S '�� n al ` 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. CM PERMIT NO. (206)431 -3670 ❑ Corrections required prior to approval. nib Inspector: J Date: 4 - 2 --ea LI $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: iDate: COMMENTS: , : s Type • _ .s e to : - � ti i ,A.J� I r� , ( J O f /J Date Called: Spec Instructions: • ate Wanted: " Qr 1 714' : fC./ -Jr` Grit 6 cs. rj So 7- 0 G /' i ''' - 6) - ' ' ai. 'r--i) 7) , .. . 7.) A.- an Gf .1 o ? 3 Pr jec ' As h! A rA.. tf-�fe , : s Type • _ .s e to : - � ti Address: I G 0 1 .5c_pou Date Called: Spec Instructions: • ate Wanted: a.m. Requester: Phone ) So 7- 0 G /' i INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Inspei(tor: INSPECTION RECORD Retain a copy with permit `o oqr G S PERMIT NO. (206)431 -3670 0 Corrections required prior to approval. ouLif ' • Date: El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: ir Ype o KaD n �1 Address: Address: l7 (6 d 1 _SL P Date Called: r Special Instructions: A,106,1-1 ate Wanted -2 I a.m. m. Requester: Phon 3 -b'-s9 - 61 Q_3 A v P U n ,p; , n r . e : cif ( Q (o o F r 0 ra, i ;, S ( v Ls Lave 1 ;11/\ J 1' e'' e- k Cf fclfA ir Ype o KaD n �1 Address: Address: l7 (6 d 1 _SL P Date Called: r Special Instructions: ate Wanted -2 I a.m. m. Requester: Phon 3 -b'-s9 - 61 Q_3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION VI 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERM NO. .0 a q-:24, Corrections required prior to approval. Date: Z ( - .� 0 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: COMMENTS: T of Inspection: ' Address: I • 1960 c SC Jit 't Date Called: — pti Special Instructions: lifw a te Wanted: p ,,. f __r;A ` m. Requester: O Yom- 7,-,&3 J\ , ' ' ' . 1 ( AC- .1-- r p K V. _ _ -- Nr . ,_ -t_ b (.0. L iv F ' /\ 4 c,(ec f, • ,A-p . I . Project„ T of Inspection: ' Address: I • 1960 c SC Jit 't Date Called: — (Sr; 3 A Special Instructions: lifw a te Wanted: I Z -4 �( / ` m. Requester: Phone No: 14 Approved per applicable codes. DO4; - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE MI r NO. CITY OF TUKWILA BUILDING DIVISION t 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspecto -- t Date: 4 -? ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: IDate: COMMENTS: ! �Ti i1 A 0i 4 J \ Address: I I r 7 (46 l SG Pm —6K__ A ,Iy S 1, Pc�"I) . C � (0-c . 124 1-74) Date Wanted: / r �� f7 t t o 17.1 R equester: MS ,7 D ...1 'Li() - ' o . (-or y- u..Aom_{ . / i wf Pro ct: Type of Inspection: Address: I I r 7 (46 l SG Pm A % Date Called: Special Instructions: 03 � ( Date Wanted: / r �� .m. R equester: Phone No: 75 3 -So'? -O'4 ' 7 - 25f0 INSPECTION RECORD Retain a copy with permit INSPECTIO .NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION tg 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 • El Approved per applicable codes. Ei Corrections required prior to approval. El $60.00 REINSPECTION FEE R UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Insp,ktor: I q - (3 Receipt No.: 'Date: COMMENTS: v ?v j j (. J1 � I I:Ae 4J l _" J fens i-1 i l o f r > 1 17.2_ + Mi 0 p _ 1 - TA) n z ,D 1� 1 - r�s.t iCri I '0 Y` 7 5 "Si, C C_C ; -- Special Instructions: 1 03q'150-02_ � DA id 6 .til.o rr ; 4( 1R r`r- CJ S )(,,S F V ! a 3c � <re r i ) Co ATE c:;;71 r , <,,6 ; 11 f A f /C.e. v' `21...S P /' y a ..)/ft j ; n f ,�t.T Phone No 153 - 0 -O'4 Project: Ask (e� curA.YJr Type of Inspection: - 1a IA, Ail Address: 1 ' 7(06 I .Sc. pArkw Date Called: Special Instructions: 1 03q'150-02_ Date Wanted: / ` -1'1 (°" /B a� p.m. Requester: Phone No 153 - 0 -O'4 IA 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. _. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Inspgctor: ,Doi -270 Corrections required prior to approval. (Date: 13 ❑ $60.00 EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: IDate: e COMMENTS: , A i r ' A r r A q!0 (/ -e 4.4 ^S/et Sr- - A C OA 1 4 1l4. 1.0r in Date Called: , e _ (rr o r . ( siP & .e_T a.m. pm Requester: / Phone No: 253 -507 y O Proje t: � .-el FJ Type of pspection; f 06 ( i ( "Ira 1 i ? 100 f SL piv-Ar Date Called: , Special Instructions: Date Wanted: / ;1 ���v a.m. pm Requester: / Phone No: 253 -507 y O Z Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT . CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Insp or: Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: e COMMENTS: I° x1 , L....) A.,1 IS L r ` CjA' _s 0( / rd e Iir 2-) Is AA-11 e iiKet. - T 1° lA / r I ( ! F A ' S vi t-/ - d /1 7 ,4 ix .160 � A 5 A3 ;\ w/k - I(, S pez_..''k-f J Z'f ,9C'.<.a ( )J\ S €` ' c? I (Z.e.. u. [ o,., (or cz A (--J A Pei 1,6491. Fro a, Fi' 4 ,‘ e& ___I) A r / Proj ct: Type of Ins ec ion: /A'S in F� �,�rtu�( i�o (•A.G Address: Date Called: I '7 (o 01 SL. )Ar k w.� Special Instructions: ate Wanted: "--- -oil ` -� -(sii--11: � - p. qdA uester: pew` r eX'Si; j [o IS Phone No: 3 (-�„ 'c� ' - ^ I v , ?____.3 - So'1. 08.4 2, INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION R- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)44-3670 Pre IT NO. M Corrections required prior to approval. tu- ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Insp tor: Date: Receipt No.: Date: • INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION R- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)44-3670 Pre IT NO. M Corrections required prior to approval. tu- ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Insp tor: Date: Receipt No.: Date: • Project !+S (4 FJ � `tvr � 7 Type of Inspection: ; n pr- Address: Date Called: Special Instructions: 039��I I ma F,.,, ,� t g,, . t�� �equester: No re re a : Al p e [.. ,,,5 ate Wanted: ' ? -/- 3` v P. m. Phone _ 1 .7 .� ( J� — 0872_ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C � 0 - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: p r-e _ G � .r N e. a4 M t o; 47 Insp I (3 + 0 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: Project: f Type of I spection: Address: I 760 ii Suite #: 5. L. eKc✓ Contoct Person. . 51-the Special Instructions: %So •- , . Phone No.: yr d„ - Li 64- 0782 Needs Shift Inspection: f Sprinklers: yr✓ Fire Alarm: V - Hood & Duct: ,J _ Monitor: fj 4,j C,D,�1 -43" Pre -Fire: A/,e Permits: 00P< Occupancy Tyve:- - INSPECTION NUMBER Approved per applicable codes. INSPECTION. RECORD Retain a copy with permit .,, Word/Inspection Record Form.Doc 1/13/06 Do l s - 4 0 64 ,/4 )O - cS CITY OF TUKWILA .FIRE DEPARTMENT PERMIT NUMBERS 444 Andover Park East; Tukwila, Wa. 98188 206- 575 -4407 Corrections required prior to approval. F- COMMENTS: ax c4 e-x . A i Wr Ai se b ei Fe - OK 1A--1- s,5,..145 it -Tetfeado Inspector: — Date: ' j1 / J l�: Hrs.: Li . iuAn $80.00 REINSPECTION FEE. REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 u� COMMENTS: . it /611N erok ed to eUi (AN() (/' Y I tYLsistzl.... cds, , e a . 4biws 4- 04 -etc Il,f,,. ot - � A Contact (Person: , Special Instructions: / Phone No.: II . A D 400.1 Ar O 0 V Spy e 64..5 -- N St-_ n tat Jt. • sot p ea... — re • P(c , pry. —. Po •1 A'4< & A e • c • - 16, _ Pi- -k s Av - _ poi NAT,- 1 40e r 4 e e. __ d +. fl N e1.,, .1 0 k-- - iv ts4-oct (Ditk Ke °Ai y Project: I • . Type o Ins ection: 3 f - . ,u L / "4 eG. ,A t-iim - -xi! Address: o Suite #: pi.,',, Contact (Person: , Special Instructions: / Phone No.: Needs Shift Ins section: Sprinklers: Fire Alarm: Hood & Duct: . . Monitor: • Pre -Fire: Permits: Occupancy Type: i El Approved per applicable codes. Inspector: Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER ' / A CITY OIF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa: 98188 206 - 575 -4407 ri Corrections required prior to approval. Date: e3„, /e) Hrs.: n $80.00 REINSPECT (ON FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a; reinspection. 1/13/06 T.F.D. Form F.P. 113 Project: tt ifiu n Tate, Type of nspection: E Address: 1764 / Suite #: S.C. 1'� ' Contact erson: Special Instructions: \ Permits: Phone No.: Needs Shift Inspection: Sprinklers: - F ire Alarm: Hood & Duct: ( Monitor: Pre -Fire: \ Permits: Occupancy Type: - INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East Tukwila Wa. 98188 206- 5754407 I Approved per applicable odes. INSPECTION RECORD Retain a copy with permit /O / PERMIT NUMBERS F corredions required prior to approval. COMMENTS: R4.-44-45 14(2-e" u ems O oft f Q photct I4b0 beoceS gie-h4 I _ ► row C- f � 0IN ti . code Ja 3qs, /L cAIl,14 lay , ,. /e)' Inspector: Date: 4/MS1 .. Hrs.: n N $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc . .. 1/13/06 T.F.D. Form F.P. 113 Project: Ashl K;r";hh• tr. . Type of Inspection: /J4 Oro fCc tee 4 Address: I No I $ c P+d a„ Suite #: Contact Person: psi ‚‚.- Special Instructions: Phone No.: .7s') - 6 - f'e• Needs Shift Inspection: n: Sprinklers: Fire Alarm : Hood . & Duct Monitor: Pre -Fire: / / Permits: Occupancy Type: _ t INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East Tukwila, Wa. 98188 206 -575 -4407 V Approved per applicable codes. Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit • 1/13/06 /6- S- 044 PERMIT NUMBERS Corrections required prior to approval. COMMENTS: AIL 0),-.0 1 J 3 omo gy p. ' r trn PAP g ,-54,47 1 O i /343 PST ' 7 • Inspector: A" Date: pity f e $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department: Call to schedule a reinspection: T.F.D. Form F.P. 113 Project: �^ f 5 L1 $r tv i i -e-- Sprinklers: Type of Ins ection: ort, -e 1. Address: l`7 ,( Suite #: S. C _ r ;` Contact Pe on: tA, Special Instructions: Pre -Fire: -' Phone No.: s, - bo b -6W'9— Needs Shift Inspection: Sprinklers: Fire Alarm: �' Hood & Duct: +_ Monitor: Pre -Fire: -' Permits: ., Occupancy Type: .� INSPECTION NUMBER 5t Approved per applicable codes. Word /Inspection Record Form.Doc i INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT /0-5 O PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206=575 -4407 1/13/06 Corrections required prior to approval. COMMENTS: tai2o S' /oao cd�_ s iL l�b0 E;2S ?0 esr C zu 14; tea: A -. , (ate PG 4 04 • • •RPs ; hr�•GtL .1; ! , �s 72 ri - 17-- . ... .... r. Inspector: i) Date: .% y(ia $80.00 .REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form RP: 113 OTTO ROSENAU & ASSOCIATES, INC. August 25, 2010 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Structural items inspected are: 1. Reinforcing steel 2. Reinforced concrete 3. Structural steel fabrication and erection 4. Epoxy grouting - anchor bolts & rebar 5. Non - shrink grout 6. Mechanical anchor bolt installation Sincerely, OTTO ROSENAU & ASSOCIATES, INC. J• anne L. Parvin Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com Final Letter Anthony Coyne, Senior Engineer cc: Seattle Furniture Partner, LLC . ' Dennis 'Schlosser, Rushforth Construction Company, Inc. dschlossererushforth.com RECEMED AUG 262010 COMMUNtT1 DEVELOPMENT Project: Ashley Furniture Homestore Permit Number: D09 -256 Address: 17601 Southcenter Pkwy Suite 100 Job Number: 10 -0166 We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports. have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Geotechnical items inspected are: 1. Soil bearing verification Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127133 Project: Address: Client: Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: PECEIVEID AUG 3 0 2U1U COMMUNiT'Y DEVELOPMENT D09256 10 -0166 1431 FM 1101, Bew Braunfels, TX Inspector and Date Joseph Chen 7/28/2010 Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Remarks On site to inspect and test expansion bolts for steel column bases to concrete slab. Type of steel plate: A36 Type of expansion bolt: Powers Fasteners 3/8" diameter Power Stud, part #07416 with 5" length Embedment into concrete slab: 3" (minimum embedment 1 5/8 ") Location of bolt placement: grid lines E.612.5, G.5/2.5, G.5/4.5,1.4/4.6 Torque wrench: ORA #6044, calibration expiration date 9/21/2010 Bolts were torqued to 28 foot - pounds. Contractor followed the manufacturer's requirements to clean the holes with compressed air, brush, and compressed air. Conformance pending engineer's acceptance in writing for the use of 3/8" diameter expansion bolts instead of epoxy - grouted bolts. Others Technical Responsibility: WorkitwA I alter C. Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) • Reinforcing Steel 0 All Thread Bar /Dowel Size & Quantity: Anchor Size & Quantity: ' /z" (116) Rebar Manufacturer: Type of Steel (ASTM): 0 A -36 • A -325 • A-449 • Other: Rebar Grade: • 40 • 60 • Other: Type of Bar: • A -615 • A -706 • A -775 • Other: Special Ductile Quality (SDQ): • Yes • No Anchor Length: 4' /z" Hole Depth: 3" Required Embedment: 3" Hole Diameter: 5/8" Concrete Thickness: - Concrete Strength: - Concrete Base Material: ►ZI Normal Weight Concrete • Light Weight • CMU • Brick • Composite Deck Other: Compressed Air PSI: 110 Hole Cleaning: 0 Compressed Air • Hand Pump • Hole Condition: Brushed: 0 Yes • No ►A Dry • Damp • Water Saturated • Submerged Approved Diamond Cored Drill Bit (ANSI B212.15): ► � Yes • No Hole: • Yes ►5 No Adhesive Type: Hilti HY 150 Max Expiration Date: 5/2011 ICC ESR #: 2262 Weather: Partly cloudy Ambient Temperature: 70 °F Substrate Temperature: 70 °F RE7fl , OTTO ROSENAU & ASSOCIATES, INC. 'AUG 2 5 20101 Geotechnical Engineering, Construction Inspection & Materials Testing COMMUNITY Job Number: 10 -0166 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 121234 Permit Number: D09256 Project: Ashley Furniture Homestore Client: Seattle Furniture Partners, LLC Address: 17601 Southcenter Parkway, Suite 100, Tukwila Address: 1431 FM 1101, Bew Braunfels TX 78130 Inspector: Paul Kanikkeberg Date: 7/27/2010 Description /Location: Inspected installation of Yz" diameter epoxy grouted anchor bolts into 1 floor slab at grid lines A- J/1-4. The inspected work was found to be done as per approved plans and details. Intended Use: Anchorage to steel column base plates Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Building Code & Year: Technical Responsibility: IBC 2006 Conforms X Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -86-01 (Rev 09/09) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127132 Project: Address: Client: Inspector and Date Joseph Chen 7/28/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks D09256 10 -0166 1431 FM 1101, Bew Braunfels. TX On site to inspect epoxy grouting of bolts for steel column bases to concrete slab. Type of steel plate: A36 Type of threaded rod: 1 /2" diameter with 3" minimum embedment into concrete slab Type of epoxy: Hilti HIT -HY 150 Max, expiration date 05/2011 Reference detail and plan A8.0 and A8.2. Locations: grid lines D.5 to E.5/4 (13) G to G.5/4 to 5 (19) I to J/4 to 5 (31) G to H/2 to 3 (9) E to F/2 to 3 (4) H.6 to 1.6/8 to 8.7 (40) L to L.6/7.7 to 8.4 (32) Contractor followed the City of Tukwila approved plans to install the threaded rods (bolts) with epoxy. I verified that the holes had been cleaned with compressed air, brush, and compressed air. I also measured all holes to verify embedment depth. Conforms Others Technical Responsibility: Walter C. ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fine is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) RECEIVED 'AUG 2 5 2010 COMMUNITY DEVELOPt, Etdl Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation X Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127137 Project: Address: Client: I nspector and Date Joseph Chen 8/6/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Inspected' /2" diameter Powers Power Stud expansion anchor bolt installation. Location: grid lines E.612.5, G.5/2.5, G.5/4.5, & 1.4/4.6. Reference detail and DCI Engineering's approval: 5/A8.2 & SSK -11 dated 7/29/2010. I checked size of bolts, minimum embedment into concrete slab (3 ") and torque of bolts to 28 foot - pounds. I tested the expansion bolts with ORA torque wrench, calibration expiration date of 9/21/2010. Contractor followed the approved plans and DCI Engineering's sketch to install these expansion bolts. Note: This is a reinspection from 7/28/2010. Conforms Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Others Permit Number: Job Number: Client Address: Remarks Technical Responsibility: D09256 10 -0166 1431 FM 1101, Bew Braunfels TX Walter C. Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 123985 Project: Address: Client: Inspector and Date Rick Hardy 6/25/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Others Permit Nu Job Numb r: Client Ad Remarks Technical Responsibility: er: D09256 P. CFlVFf 'JUL 0 8 20W J jt5 ress: 1431 FM 1101, Bew Braunfels, TX Performed visual inspection of welds on structural steel on (4) beam connections, as per detail Delta 2 on S5.1 as follows: Plate to beam lower flange with ' /4 " fillet weld x 6" long on 3 sides, each side. I also inspected high strength bolting at the above beam connections which were bolted with 3/4" A325 bolts brought into a snug tight condition as per AISC- 9 edition. The above inspected welds conform to AWS D1.1 — 2008. WABO certified welder's card on file. The inspected work was found to be done as per City of Tukwila approved plans and details. Conforms Walter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Fom1 No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Date: 10 -0166 Proje Ashley Furniture Homestore ress: 17601. Southcen_ter Tukwila 5/7/2010 Resteel grade: Placement Data Supplier: Spec -Chem Mix Number: Spec Grout Total Yards Placed: 15 sacks Specified Strength (psi): 7000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -3 Cast Samples: Cast Samples: Weather: Clear Date Samples Picked Up: 5/10/2010 Other Test Methods / Standards Used: Specimen Test Number Date 1 5/14/10 2 6/4/10 3 6/4/10 Field Cure Copies to: X Client X Contractor Architect X Building Dept. X Engineer Age (Days) 7 28 28 GROUT REPORT Report Number: 45869 Client: Seattle Furniture Partners, LLC 00, Address: 1431 FM 1101, Bew Braunfels TX 78130 Inspector: Rick Hardy Description / Location: Non - shrink grout placed under column base plates at grid A/5.5 and A/6.5. Grout conforms to C621 and ASTM C1107 as per details on S1. Manufacturer: Cement (type /lbs.): Fine Agg. (lbs.): Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Cubic Flow Yards ASTM C939 Comments TEST RESULTS Size Area (In.) (Sq.ln.) 2.011x2.036 4.09 2.005x2.027 4.06 2.007x2.022 4.06 Premix Technical Responsibility: Batch Weights Water (lbs. /gal): 7'/< pints Admixtures (specify) Grout Temp 74° Tested in general accordance to: ASTM C39 ASTM C78 ASTM C109 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Permit Number: RECEIVED JUN 2 5 2010 COMMUNITY DEVELOPMENT Ambient Truck Temp No. 59° D09256 REINFORCING / PLACEMENT: Conforms X Does Not Conform Max Load Strength Type of Fracture Weight (Lbs.2 si (other than cone) .63# 28,630 7000 .64# 35,850 8830 .63# 36,480 8990 x ASTM C617 ASTM C1231 alter . nse� Project Manager 1/ Ticket No. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -71 -03 (Rev 07/05) Inspections Performed Proprietary Anchors: Steel Decking X Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 124000 Project: Address: Client: Inspector and Date Rick Hardy 6/9/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Conforms Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Performed visual inspection on the following: • Welded connections — canopy joist to beam, as per 5/S2.4 with /6 fillet welds on three sides of each flange of joist hanger. Remarks • Mechanical fastening of deck to rim and joists with 5/16" diameter x 1" HWH #3 Hilti Kwik Seal Mechanical Fasteners; ICC ES 2196. Placement of three #12 fasteners at double joist, five #12 fasteners at rim, and Simpson H2.5 Hurricane Ties at joists, as per 1/S9.2 and S.24. • Bolting of beam to HSS (hollow structural section) columns with A325 Lejeune bolted connections, as per AISC, to snug -tight condition, as per 1/S1.2. The above inspected welds conform to AWS D1.1 -2008. WABO certified welder's card is on file. The inspected work was found to be as per City of Tukwila plans and details. Others Technical Responsibility: D09256 10 -0166 1431 FM 1101, Bew Braunfels, TX er C. ansen, Project Manag This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) RECEIVED 1t Its 2 5 2010 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 10 -0166 Report Number: RC114802 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Scott Hoobler Description /Location: Infill concrete slab around columns located at grids B at 7, C at 7, C.6 at 7, B at 5, C at 5 and C.8 at 5, footings at A at 7 and A at 5. Resteel Verified: Yes 5/7/2010 Scott Hoobler (Grade 60) Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: n/a 4 Tailgate Consolidated: Yes Required Strength: 3000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 7:29 am Specimen Number 1 5/14/10 2 6/4/10 3 6/4/10 4 6/4/10 • = Discarded Placement Data Miles 12400F Test Field Date Cure Time Cubic Made Yards Age (Days) 7 28 28 28 Tested in general accordance to: ASTMC39 Copies to: Client n Engineer Building Dept ❑ Owner n Contractor Batch Plant ❑ Architect ❑ Others Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Size (in.) 4x8 4x8 4x8 4x8 Water Slump Added C143 4.00 5 gal. 5" Weather: Partly Cloudy Slump Range: Air % Range: Date Samples Picked Up: 5/10/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude c31- 10.1.2 Comments The superintendent and project engineer were notified of concrete testing results. REINFORCING / PLACEMENT: Conforms 51 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Area Weight (Sq.ln.) (Lbs.) 12.59 8.79 12.59 8.8 12.59 8.8 12.59 8.8 ASTMC617 ❑ ASTMC1231 Technical Responsibility: �I/ � Permit Num rr: D09256 .j % Address: 1431 FM 1101, New Braunfels c 4 Client: Seattle Furniture Partners, LLC Date: 5/7/2010 Mfg: Nucor Actual ❑ 451# Type: I/II 1380# 1550# 7/8" 350# Pea Gravel 113# 250# Air % C 231 n/a 46 °F Batch Weights /Cubic Yard Conc.Temp C 1064 Slag (Ibs): 51,870 4120 5 69,490 5520 5 69,410 5510 5 69,220 5500 5 r Han% ,,Project Manager Ambient Truck Ticket Temp No. No. 37 °F M01923 6806 Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- 0TT0 -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. 4 Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Darren Reid Description /Location: Inspected reinforcing steel and concrete placement for footings at inside portions of add -on footings, ref. SSK 03, (x6) at grid line A/3 -9, and column base footings, ref. SSK 06 (x2) at A/5 and A/7. The inspected work was found to be done per the approved project documents. Resteel Verified: Yes 4/30/2010 Darren Reid (Grade 60) Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Specimen Number Placement Data Test Date 5/7/10 5/28/10 5/28/10 5/28/10 Miles 12400F 4" +/- 1" 4 Chute Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1 -4 2:00 pm 4.00 Weather: Overcast Date Samples Picked Up: Field Cure 1 2 3 4 • = Discarded Tested in general accordance to: Copies to: RA Client 1151 Engineer tn Building Dept Li Owner .2 Contractor in Batch Plant ❑ Architect ❑ Others Report Number: RC113984 Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 4 gal. 4" Technical Responsibility: Client: Age Size Area Weight Max Load (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) 7 4 x 8 12.58 8.83 50,950 28 4 x 8 12.56 8.84 70,150 28 4 x 8 12.56 8.86 71,950 28 4 x 8 12.56 8.91 72,160 ASTMC39 ASTMC617 ❑ ASTMC1231 RECEIVED JUN 0 9 20101 COMMUNITY Seattle Furniture Partners, LLC DEVELOPMENT P= it Number: D09256 Address: 1431 FM 1101, New Braunfels Date: 4/30/2010 Mfg: Nucor Actual ❑ 451# Type:I/II 1380# 1550# 7/8" 350# Pea Gravel 113# 250# Air % C 231 Conc.Temp C 1064 N/A 61 °F Slump Range: Air % Range: 5/3/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Batch Weights /Cubic Yard Ambient Temp 58 °F Slag (Ibs): Truck Ticket No. No. M00723 6535 Does Not Conform ❑ Strength Fracture Type (psi) (other than cone) 4050 5 5590 5 5730 5 5750 5 alte nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES INC. • Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Date: Resteel grade: Placement Data Supplier: Spec -Mix Mix Number: On site Total Yards Placed: Specified Strength (psi): 7000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -3 Cast Samples: Cast Samples: Weather: Sunny Date Samples Picked Up: 5/5/2010 10 -0166 Report Number: Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila 5/4/2010 Description / Location: Inspected non- shrink grout placement under column base plates per plan at 6 columns located between grids B and D and 5 and 7 line. Manufacturer: GROUT REPORT Cement (type /lbs.): Fine Agg. (lbs.): Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Cubic Flow Yards ASTM C939 Fluid 20732 Inspector: Darren Reid Comments Grout - Spec Mix SC Multi purpose non - shrink grout ASTM C -1107, CRD -C621 Other Test Methods / Standards Used: Specimen Test Number Date 1 5/11/10 2 6/1/10 3 6/1/10 Field Cure Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Copies to: X Client X Contractor Architect X Building Dept. X Engineer Age (Days) 7 28 28 Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels, Texas 78130 Technical Responsibility: Batch Weights Water (lbs. /gal): Admixtures (specify) Grout Temp 57° Permit Number: Ambient Truck Temp No. 60° REINFORCING / PLACEMENT: Conforms X Does Not Conform RECEIVED TEST RESULTS Size Area Max Load Strength Type of Fracture (In.) (Sq.ln.) Weight (Lbs.) si (other than cone) 2.015x2.015 4.06 .66# 30,850 7600 2.015x2.016 4.06 .67# 39,190 9650 2.004x2.025 4.06 .66# 43,060 10,610 Tested in general accordance to: ASTM C39 ASTM C78 ASTM C109 X ASTM C617 JUN 0 9 2111U @ Han a roject Manager H 1 ager D09256 ASTM C1231 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -71 -03 (Rev 07/05) Ticket No. • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Project: Ashley Furniture Homestore Client: Seattle Furniture Partners, LLC Address: 17601 Southcenter Parkway, Suite 100, Tukwila Address: 1431 FM 1101, New Braunfels Inspector(s): Darren Reid Date: 5/4/2010 Description /Location: Inspected reinforcing steel and concrete placemnt for (2) plinths located at A/5 and A/7 and for footings and (6) plinths at N3-9 . The work inspected was found to be done per approved project documents. Resteel Verified: Yes 5/4/2010 Darren Reid (Grade 60) Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Miles 12400F 4±1" .45 n/a 11 Chute Yes Required Strength: 3000 psi Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1 -4 11:00 am Weather: Sunny Date Samples Picked Up: Reference SSK -03, 04 and 09. Calculated W /C +P ratio =.382 Specimen Number 1 2 3 4 = Discarded Tested in general accordance to: Test Field Date Cure 5/11/10 6/1/10 6/1/10 6/1/10 Copies to: ( i Client [I Engineer is Building Dept H Owner WI Contractor j Batch Plant [7, Architect [, Others CONCRETE REPORT COMMUNITY uEVELOPMENT Report Number: RC114521 Permit Number: D09256 Cubic Yards 7.00 Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C143 0 gal. 4" Technical Responsibility: Actual El 450# Type: I/II 1383.9# 342.9# 3/8" 1560# 7/8" 112.9# 215.5# Air % C 231 COMPRESSIVE TEST RESULTS Mfg: Cascade, Nucor Conc.Temp C 1064 n/a 57 °F Age Size Area Weight Max Load Strength (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) 7 4 x 8 12.56 8.84 56,000 4460 28 4 x 8 12.57 8.85 80,230 6380 28 4 x 8 12.57 8.84 79,940 6360 28 4 x 8 12.57 8.85 80,640 6420 ASTMC39 LJ ASTMC617 ❑ ASTMC1231 Batch Weights /Cubic Yard Slag (Ibs): 'RECEIVED JUN 09 20101 Ambient Truck Ticket Temp No. No. 60 °F M07023 6637 Slump Range: Air % Range: 5/5/2010 Initial Curing Method: ASTM c31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM c31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms p Does Not Conform Fracture Type (other than cone) 5 r Han e , roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 - 2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 ('�TfiO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114449 Per rpi{ Num D09256 Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Darren Reid Description /Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 2:15 pm Weather: Partly Sunny Date Samples Picked Up: Specimen Number 1 5/6/10 2 5/27/10 3 5/27/10 4 5/27/10 = Discarded Tested in general accordance to: Copies to: Client 0 Engineer Building Dept ❑ Owner 0 Contractor Batch Plant ❑ Architect ❑ Others Inspected reinforcing steel and concerete placement for plinth footings along grid line N5-7 per plan and SSK 4 with added footing behind wall per SSK 3 in two locations. #6 thru -bars were grouted into 1 1/2" diameter holes with non - shrink grout, prior to my arrival, with spec grout, SC multi - propose non - shrink grout. 4/29/2010 Darren Reid (Grade 60) Mfg: Nucor Placement Data Miles 12400F 4" +/- 1" Test Date 26 Chute Yes 3000 psi at 28 days. Field Cure Time Cubic Water Slump Air % Made Yards Added C 143 C 231 20.00 0 gal. 4" N/A Slump Range: Air % Range: 4/30/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load Strength (Days) (in.) (Sq.In.) (Lbs.) (Lbs.) (psi) 7 4 x 8 12.56 8.86 67,880 5400 28 4 x 8 12.59 8.86 84,850 6740 28 4 x 8 12.59 8.8 88,190 7010 28 4 x 8 12.59 8.85 83,160 6610 ASTMC39 p ASTMC617 ❑ ASTMC1231 Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Technical Responsibility: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/29/2010 Actual ❑ 451# Type: UII 1380# 1550# 7/8" 350# Pea Gravel 113# 250# Conc.Temp C 1064 62 °F Batch Weights /Cubic Yard Slag (lbs): Fracture Type (other than cone) 5 5 5 5 alter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) RFCEIVED JUN 03 1010 O VE OPNMENT Ambient Truck Ticket Temp No. No. 60 °F M09223 6457 REINFORCING / PLACEMENT: Conforms 1M Does Not Conform ❑ Page 1 of 1 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 125506 Project: Address: Client: Inspector and Date Copies to: X Client Owner Architect Sears — Southcenter 400 Southcenter Mall, Tukwila Seattle Construction Resources Brian R. Robertson MSI WABO SI01181 ICC 0887908 -85 ICC 0887908 -S1 ASNT LVLII 141589 BRAN R. ROBERTSON c OO i O NI EXP. 1:60112011 CV E1:60112011 5/13/10 Engineer Contractor Building Dept. CONSTRUCTION INSPECTION REPORT Perm umber: 009 -261 Job Number: i -. :0 Client Address: 1414 Elliott Ave W. Seattle WA 9811 Remarks RECEIVED JUN 03 2010 COMMUNITY DEEVELOPMF_NT On site as requested by contractor to perform visual inspection of the %" fillet welds at the HSS 12X12X1/4" tie beams to 3/4" plates at three beam locations up the escalators. Welding appears to be by E71T electrodes done in the fabrication shop. Welder WABO certifications to be sent to Otto Rosenau and Assoc. Welds conform to the approved drawings, the American Welding society D1.1, and the 2006 International Building Code. While on site I note the installation of the all- thread thru bolting for the 3/4" plates. The work inspected conforms to the engineer of record's drawings. Others Technical Responsibility: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. I ij1 /I, '1 7 ' ter . n '- n, Project Manager Reproduction of this report, Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) 0 Reinforcing Steel • All Thread Bar /Dowel Size & Quantity: #5 (12) Anchor Size & Quantity: Rebar Manufacturer: Nucor Type of Steel (ASTM): • A -36 • A -325 • A-449 • Other: Rebar Grade: • 40 0 60 • Other: Type of Bar: ►5 A-615 • A -706 • A -775 • Other. Special Ductile Quality (SDQ): ■ Yes 0 No Anchor Length: 14" Hole Depth: 6" Required Embedment: 6" Hole Diameter 3 /4" Concrete Thickness: 24" Concrete Strength: 3000 Concrete Base Material: ►5 Normal Weight Concrete • Light Weight • CMU • Brick • Composite Deck Other: Compressed Air PSI: 80 -100 Hole Cleaning: ►ZI Compressed Air • Hand Pump • Hole Condition: Brushed: e Yes • No ►:∎ Dry • Damp • Water Saturated • Submerged Approved Diamond Cored Drill Bit (ANSI B212.15): 0 Yes • No Hole: • Yes • No Adhesive Type: Simpson SET -XP Expiration Date: 11/30/2011 ICC ESR #: 2508 Weather Sunny Ambient Temperature: 61°F Substrate Temperature: 57 °F OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Project: Ashley Furniture Homestore Client: Seattle Furniture Partners, LLC Address: 17601 Southcenter Parkway, Suite 100, Tukwila Address: 1431 FM 1101, Bew Braunfels TX 78130 Inspector. Darren Reid Date: 5/4/2010 Description/Location: Inspected the epoxy grouted installation of #5 bar reinforcing steel vertical dowels into footing for plinth connection per SSK -0 at N5 and A/7. Intended Use: Reference Standard(s) Used: Vertical reinforcing steel for plinth Report Number 121129 Permit Number: D09256 Building Code & Year: Comments Vertical bars moved during placement of footing concrete which required replacement with epoxy grouted #5 vertical reinforcing steel. Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Technical Responsibility: IBC 2006 RECEIVED MAC( 27 2010 COMMUNITY DEVELOPMENT Conforms X Does Not Conform en Project Manager C. O ager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -86-01 (Rev 09/09) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 124023 Project: Address: Client: Inspector and Date Rick Hardy 5/5/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Conforms Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Others Permit Number. Job Number. Client Address: Remarks RECEIVED MAY 2'7 20 COMMUNITY DEVELOPMENT D09256 10 -0166 1431 FM 1101, Bew Braunfels, TX Performed visual inspection on the following items at grid A; Epoxy grouted installation of diameter threaded rod anchor bolts with 16" embedment at footings with Simpson Set XP epoxy( ICC ER #2508 lot #CP22- 177X244X) expiration date 11/2011 and columns with 1 /2" diameter anchor bolts with 3 1 /2" embedment into walls with Hilti Hit Hy 150 ICC ER #1967 and 2262 lot #195506L6 expiration date 6/2010. Prior to placement of epoxy, holes were inspected for size, depth, position and cleanliness. Method of placement as per manufacturer's published recommendations and procedures. I also inspected welded connections per 3/S3.1 located on 5 "x3" and 3 "x3" angle with 3/16" fillet weld. All welds inspected conform to AWS D1.1 2008. The above inspected work was found to be done as per City of Tukwila approved plans and details. As per SSK 8 and SSR6 1/S1.2, 11/S4.1, 3/S6.1 revision A8.2. WABO welder was Scott Penlet, W10290, expiration date 4/2011. Technical Responsibility: :t= C ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 124021 Project: Address: Client: Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: D09256 10 -0166 inspector and Date Rick Hardy 5/7/2010 Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Remarks Performed visual weld inspection on structural steel erection on the following items located at grid A from 3 to 8 line. Welded connections 3 "x5" and 3 "x3" clips to HSS 6 "x6" and HSS 3.5 "x3.5" columns with % fillet welds all around as per 3/S3.1. All welds inspected conform to AWS D1.1 2008 and are as per City of Tukwila approved plans and details. Conforms Others Technical Responsibility: W erCH Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) RECEW W MAY 27 2010' COMMUNITY DEVELOPMENT _.._... •............. •w. , .r. . .v., ucw uIaU1IICIJ, IA Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection 1 a OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 123499 Project: Address: Client: and Date Scott Hoobler 5/7/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC CONSTRUCTION INSPECTION REPORT Permit Number: D09256 Job Number: 10 -0166 • RECEIVED MAY 272010' COMMUNITY DEVELOPMENT Remarks Arrived on site as requested to inspect the installation of 44 - #4 dowels (horizontal) for concrete infill slab areas around columns located at grid lines B @ 7, C @ 7, C.6 @ 7, B @ 5, C @ 5, and C.8 @ 5. These dowels were embedded at least 4 inches into existing concrete slab. Simpson SET XP (with expiration date of 7/31/10) was used with these dowels. The substrate temperature was approximately 45 °F (below the required 50 °F for this epoxy product). Also, inspected the installation of 30 —'/" diameter all- thread bolts for the base plates for the columns along grid line A at 3.2 to 8.5 (24 for the HSS 6x6x5/16" columns and 6 for the HSS 8x8 columns). The bolts for the HSS 8x8 columns are located at grid lines A @ 5.5, A @ 6.5, and A @ 7. The bolts were embedded at least 5 inches for HSS 6x6x5/16" columns and 8 inches for HSS 8x8 columns. Hilti HY -150 Max (with expiration date of 5/2010) was used for the installation of the bolts for the base plates. The holes for the dowels and the bolts were cleaned out by brush and air compressor prior to epoxy dowels /bolts installation. The installation of the dowels and bolts was done in accordance with the approved project plans and the memorandum dated 5/7/2010 from the project engineer. Conforms Copies to: X Client /j/� Owner X Engineer Contractor Others / ,� / , Owner X Contractor Technical Responsibility: Architect X Building Dept. Walter nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 124022 Project: Address: Client: Inspector and Date Rick Hardy 5/11/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Performed visual inspection of epoxy anchor grouting of the following: threaded rods into footings and walls, grid line A/4 to 5. Conforms Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks RECEIVED MAY 27 2010 DERS CWT D09256 10 -0166 1431 FM 1101, Bew Braunfels, TX Placement of " diameter threaded rod anchor bolts with 3'/2° embedment , g /<" diameter threaded rod anchor bolts with 5" embedment and �/" diameter threaded rod anchor bolts with 14" embedment with Simpson XP epoxy. Prior to application of epoxy, holes were inspected for size, depth, position and cleanliness. Method of placement was as per manufacturer's published recommendations and procedures and per ICC ER #2508. SET XP 22 Lot #195V190V, expires 5/11. The above work conforms to City of Tukwila approved plans and details. Ref. details 3/S3.1 & S1.2. Others Technical Responsibility: alter C a sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - 4 - US - Fax (206) 723 - 2221 Form No.: ADM 1N -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114338 Permit Number: D09256 Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Craig Bechtold Description /Location: 3 canopy foundation footings at grid line B/9 to 10.5. Interior slab pourbacks (unreinforced). separate locations. Resteel Verified: Yes 4/15/2010 Craig Bechtold (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 10:30 am 10.00 Weather: Overcast Date Samples Picked Up: 4/16/2010 Specimen Test Number Date 1 4/22/10 2 5/13/10 3 5/13/10 4 5/13/10 = Discarded Tested in general accordance to: Copies to: Client p Engineer p Building Dept ❑ Owner p Contractor p Batch Plant ❑ Architect ❑ Others Placement Data Miles 12400F None specified Not required 10 Tailgate Yes Field Cure Time Cubic Made Yards Age Size (Days) (in.) 7 4x8 28 4x8 28 4x8 28 4x8 Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): ASTMC39 p ASTMC617 ❑ Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/15/2010 Design p Actual ❑ Batch Weights /Cubic Yard 451# Type: I/II 1380# 350# 3/8" 1550# 7/8" Technical Responsibility: 113# 250# Water Slump Air % Conc.Temp Ambient Truck Ticket Added C 143 C 231 C 1064 Temp No. No. 0 gal. 4 1/2" N/A 63 °F 56 °F C150 136514 Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12,1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms p Does Not Conform ❑ COMPRESSIVE TEST RESULTS Area Weight Max Load (Sq.ln.) (Lbs.) (Lbs.) 12.57 8.78 52,740 12.57 8.79 78,360 12.57 8.82 80,240 12.57 8.77 80,550 ASTMC1231 Slag (Ibs): Strength Fracture Type (psi) (other than cone) 4200 5 6230 5 6380 5 6410 5 alter sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) RECEIVED MAY 22'7 2010' D 301 linear feet in 11 Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Anthony Allen Description /Location: On site to inspect the reinforcing steel and inspect/test the placement of concrete for the footings on grid lines 7/B, C, & C.8, on D at 6.3 & 5.8, and at 5/B, C, & D. The inspected work was found to be done as per approved plans except as noted below. Resteel Verified: Yes 4/16/2010 Anthony Allen (Grade 60) Mfg: Nucor Placement Data Supplier: Miles Mix Number: 12400F Slump Spec: No spec. W/C Ratio Spec: .40 Air Spec: N/A Total Yards: 7 Placed Via: Georgia Buggy Consolidated: Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1 -4 12:13 pm 7.00 Weather: Partly Cloudy Date Samples Picked Up: Specimen Test Field Number Date Cure 1 4/23/10 2 5/14/10 3 5/14/10 4 5/14/10 • = Discarded Copies to: Client n Engineer in Building Dept ❑ Owner P Contractor tti Batch Plant ❑ Architect ❑ Others CONCRETE REPORT Report Number: RC114697 Permit Number: D09256 Design n Actual ❑ Batch Weights /Cubic Yard 451# Type: 1/1I 1380# 350# 3/8" Slag (lbs): 1550# 7/8" Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Technical Responsibility: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/16/2010 113# 250# COMMUNITY OIVeLOPMENT Water Slump Air % Conc.Temp Ambient Truck Ticket Added C 143 C 231 C 1064 Temp No. No. 0 gal. 4" N/A 61°F 54 °F 096 235824 Slump Range: N/A Air % Range: N/A 4/19/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Slab dowels were epoxied without special inspection. REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Does Not Conform ❑ Age Size Area Weight Max Load Strength Fracture Type (Days) (in.) (Sq.In.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.58 8 .63 46,840 3720 28 4 x 8 12.59 8.7 64,820 5150 5 28 4 x 8 12.59 8.66 69,080 5490 28 4 x 8 12.59 8.69 68,060 5410 Tested in general accordance to: ASTMC39 D ASTMC617 ❑ ASTMC1231 5 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114276 Permit Number: D09256 Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila inspector(s): Craig Bechtold Description /Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Miles 12400F None specified .45 max. 5% 2 Chute Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Inspected reinforcing steel, anchor bolt and concrete placement at (3) plinths on B line from 9 to 10.5. The inspected work was found to be done per approved plans. 4/21/2010 Craig Bechtold (Grade 60) Mfg: Cascade Time Cubic Made Yards Cast Samples: 1-4 9:05 am 2.00 Weather: Rainy Date Samples Picked Up: Specimen Number 1 2 3 4 * = Discarded Copies to: Client n Engineer Building Dept ❑ Owner Mi Contractor Batch Plant ❑ Architect ❑ Others Test Date 4/28/10 5/19/10 5/19/10_ 5/19/10 4/22/2010 Field Cure Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4 1/4" Technical Responsibility: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/21/2010 Actual ❑ 451# Type: I/II 1380# 350# 3/8" 1550# 7/8" 113# 250# 16 oz. MBAE 90 Air % C 231 Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Conc.Temp C 1064 4.9% 60 °F Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load Strength (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) 7 4 x 8 12.6 8.53 57,820 4590 28 4 x 8 12.57 8.55 71,490 5690 _28 _ 4 x 8 12.57 8.57 68,840 5480 28 4 x 8 12.57 8.52 71,090 5660 Batch Weights /Cubic Yard Slag (lbs): RECEIVED MAY 2 7 2010 COMMUN DEVELOPMENT Ambient Truck Ticket Temp No. No. 50 °F M09623 5963 ASTM C31, Exclude C31- 10.1.2 Does Not Conform ❑ Fracture Type (other than cone) 5 5 5 5 - • / `� alter ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114802 Permit Number: D09256 Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Scott Hoobler Description /Location: Infill concrete slab around columns located at grids B at 7, C at 7, C.6 at 7, B at 5, C at 5 and C.8 at 5, footings at A at 7 and A at 5. Resteel Verified: Yes 5/7/2010 Scott Hoobler (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Miles 12400F Required Strength: 3000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Weather: Partly Cloudy Slump Range: Date Samples Picked Up: 5/10/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments The superintendent and project engineer were notified of concrete testing results. REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Number Test Date 5/14/10 1 = Discarded Tested in general accordance to: Copies to: Client 0 Engineer ❑ Owner n Contractor ❑ Architect ❑ Others n/a 4 Tailgate Yes Field Cure Time Cubic Made Yards 7:29 am 4.00 Age (Days) Building Dept Batch Plant Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C143 5 gal. 5" Size Area Weight (in.) (Sq.ln.) (Lbs.) 7 4 x 8 12.59 8.79 ASTMC39 ASTMC617 ❑ Technical Responsibility: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 5/7/2010 Actual ❑ 451# Type: I/II 1380# 1550# 7/8" 350# Pea Gravel 113# 250# Air % C 231 n/a 46 °F ASTMC1231 Batch Weights /Cubic Yard Conc.Temp C 1064 Air % Range: Slag (Ibs): Ambient Truck Temp No. 37 °F M019 236806 Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 51,870 4120 5 A06! / /i/ • 'ter Ha s Vin, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) MAY 2 7 2010 O r Ticket No. Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Resteel grade: Placement Data Supplier: Spec -Chem Mix Number: Spec Grout Total Yards Placed: 15 sacks Specified Strength (psi): 7000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -3 Cast Samples: Cast Samples: Weather: Clear Date Samples Picked Up: 5/10/2010 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 5/14/10 Copies to: X Client X Contractor Architect X Building Dept. X Engineer 10 -0166 Report Number: Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Date: 5/7/2010 Age (Days) 7 Manufacturer: GROUT REPORT Cement (type /lbs.): Fine Agg. (lbs.): Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Cubic Flow Yards ASTM C939 45869 Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, Bew Braunfels TX 78130 Inspector: Rick Hardy Description / Location: Non - shrink grout placed under column base plates at grid A/5.5 and A/6.5. Grout conforms to C621 and ASTM C1107 as per details on 51. Comments Premix REINFORCING / PLACEMENT: Conforms X Does Not Conform TEST RESULTS Size Area (In.) (Sq.ln.) Weight 2.011x2.036 4.09 .63# Tested in general accordance to: ASTM C39 ASTM C78 ASTM C109 x ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Technical Responsibility: Grout Tem p 74° Permit Number: Ambient Temp 59° RECEIVED MAY 2 7 2010 COMMUNITY Batch Weights Water (lbs. /gal): 7 % pints Admixtures (specify) Truck No. Max Load Strength Type of Fracture (Lbs.) (psi) (other than cone) 28,630 7000 4 /1 fin- Iter C. • n '-"n, • roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -71 -03 (Rev 07/05) D09256 Ticket No. ASTM C1231 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Darren Reid Description/Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump ASTM C 172, C 31 Made Yards Added C 143 Cast Samples: 1-4 2:15 pm 20.00 0 gal. 4" Weather: Partly Sunny Date Samples Picked Up: Specimen Number 1 • = Discarded Tested in general accordance to: Copies to: Client r7 Engineer Building Dept ❑ Owner n Contractor Batch Plant ❑ Architect ❑ Others Placement Data Miles 12400F 4" +/- 1" Test Date 5/6/10 26 Chute Yes Inspected reinforcing steel and concerete placement for plinth footings along grid line A/5 -7 per plan and SSK 4 with added footing behind wall per SSK 3 in two locations. #6 thru -bars were grouted into 1 1/2" diameter holes with non- shrink grout, prior to my arrival, with spec grout, SC multi - propose non- shrink grout. 4/29/2010 Darren Reid (Grade 60) Mfg: Nucor 4/30/2010 Field Cure CONCRETE REPORT Report Number: RC114449 Permit Nu Age (Days) 7 ASTMC39 [] Design Cement (Ibs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exdude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exdude C31- 10.1.2 Comments COMPRESSIVE TEST RESULTS Size (in.) 4x8 ASTMC617 ❑ Technical Responsibility: COMMUNITY DEVELOPMENT Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/29/2010 Actual ❑ 451# Type: I/II 1380# 1550# 7/8" 350# Pea Gravel 113# 250# Air % C 231 Conc.Temp C 1064 N/A 62 °F REINFORCING / PLACEMENT: Conforms ASTMC1231 Batch Weights /Cubic Yard Slag (Ibs): Does Not Conform ❑ Ambient Truck Ticket Temp No. No. 60 °F M092 236457 Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 12.56 8.86 67,880 5400 5 1 WIter Ha sen Project Manager RECEIVED MAY 19 2010 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC113984 Permit Number: D09256 Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Darren Reid Description /Location: Inspected reinforcing steel and concrete placement for footings at inside portions of add -on footings, ref. SSK 03, (x6) at grid line N3-9, and column base footings, ref. SSK 06 (x2) at A/5 and N7. The inspected work was found to be done per the approved project documents. Resteel Verified: Yes 4/30/2010 Darren Reid (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Specimen Number Placement Data Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 2:00 pm Weather: Overcast Date Samples Picked Up: Test Date 5/7/10 Miles 12400F 4" +/- 1" 4 Chute Yes 3000 psi at 28 days. Field Cure 1 • = Discarded Tested in general accordance to: Copies to: Client 5 Engineer Building Dept ❑ Owner Ei Contractor Batch Plant ❑ Architect ❑ Others Time Made Age (Days) 7 Cubic Yards 4.00 ASTMC39 Design In Actual ❑ 451# Type: 1/1I 1380# 1550# 7/8" 350# Pea Gravel ASTMC617 ❑ Cement (Ibs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 4 gal. 4" Size Area Weight (in.) (Sq.In.) (Lbs.) 4 x 8 12.58 8.83 Technical Responsibility: Client: Address: Date: 113# 250# Air % C 231 Seattle Furniture Partners, LLC 1431 FM 1101, New Braunfels 4/30/2010 N/A 61°F REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS ASTMC 1231 5 Batch Weights /Cubic Yard Conc.Temp C 1064 Slump Range: Air % Range: 5/3/2010 Initial Curing Method: AsTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments Ambient Truck Ticket Temp No. No. 58 °F M007 236535 Slag (Ibs): ASTM C31, Exclude C31- 10.1.2 Does Not Conform Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 50,950 4050 RECEIVED MAY 19 2410 COMMUNITY DEVELOPM 5 alter Ha sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication X • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 125484 Project: Address: Client: Inspector and Date Brian R. Robertson MSI WABO SI01181 ICC 0887908 -85 ICC 0887908 -S1 ASNT LVLII 141589 BRIAN R ROBERTSON CWI 00050881 OC1 EXP. 05AV2012 5/3/10 Copies to: X Client Owner Architect Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC X Engineer X Contractor X Building Dept. CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks RECEIVED MP 1 9 2019 1 COMMUNITY DEVELOPMENT D09256 10 -0166 1431 FM 1101, Bew Braunfels TX Fabrication shop welding inspection at Site Welding. Inspection of 3/16" fillet welds for brace tower frame 11A. Welding was done using the FCAW process with E71T electrodes by Donald E. Belgum W01065 (exp. 1/1/11), Kenneth E. Paul W02733 (exp. 10/1/10), Jerrad J. Korud W05085 (exp. 4/1/11), and Andrew N. Little W06274 (exp. 7/1/10). Work conforms to approved shop drawings, American Welding Society 2008 D1.1, and International Building Code 2006. Others Technical Responsibility: ��6 er C a nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication X • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 125488 Project: Address: Client: i nspector and Date Brian R. Robertson MSI WABO SI01181 ICC 0887908 -85 ICC 0887908 -S1 ASNT LVLII 141589 BRIAN R. ROBERTSON CWI 00050891 OC 1 EXP 059 1/2012 5/4/10 Copies to: X Client Owner Architect Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC X Engineer X Contractor X Building Dept. CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: D09256 10 -0166 1431 F Others Remarks Fabrication shop welding inspection at Site Welding. Inspection of 3/16" fillet welds for brace tower frame 11A, and 2 columns 18F. Welding was done using the FCAW process with E71T electrodes by Donald E. Belgum W01065 (exp. 1/1/11), Kenneth E. Paul W02733 (exp. 10/1/10), Jerrad J. Korud W05085 (exp. 4/1/11), and Andrew N. Little W06274 (exp. 7/1/10). Work conforms to approved shop drawings, American Welding Society 2008 D1.1, and International Building Code 2006. Technical Responsibility: RECEIVED MAY 19 2010 cGRAMI 1u►ry DEVELOPMENT Project M ter C Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number. Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Date: 5/4/2010 Resteel grade: Placement Data Supplier: Spec -Mix Mix Number: On site Total Yards Placed: Specified Strength (psi): 7000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -3 Cast Samples: Cast Samples: Weather. Sunny Date Samples Picked Up: 5/5/2010 10 -0166 Report Number: Comments Grout - Spec Mix SC Multi purpose non -shrink grout ASTM C -1107, CRD -C621 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 5/11/10 Copies to: X Client X Contractor Architect X Building Dept. X Engineer Manufacturer: Age (Days) 7 GROUT REPORT Cement (type/lbs.): Fine Agg. (lbs.): Coarse Agg. (size /lbs.): Coarse Agg. (size/lbs.): Cubic Flow Yards ASTM C939 Fluid 20732 Permit Number: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels, Texas 78130 Inspector Darren Reid Description / Location: Inspected non- shrink grout placement under column base plates per plan at 6 columns located between grids B and D and 5 and 7 line. REINFORCING I PLACEMENT: Conforms X Does Not Conform TEST RESULTS Size Area Max Load Strength Type of Fracture fin.) (So.ln.) Weight (Lbs.) (psi) (other than cone) 2.015x2.015 4.06 .66# 30,850 7600 Tested in general accordance to: ASTM C39 ASTM C78 ASTM C109 X ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Technical Responsibility: Batch Weights Water (lbs. /gal): Admixtures (specify) Grout Temp 57° Ambient Truck Temp No. 60° Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 * Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -71 -03 (Rev 07/05) REF MAY 192010 COMMUNITY DEVELOPMENT D09256 Ticket No. ASTM C1231 er C. a "en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. • OTTO ROSENAU & ASSOCIATES, INC. • Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Darren Reid Weather: Sunny Date Samples Picked Up: Reference SSK -03, 04 and 09. Calculated W /C +P ratio =.382 Specimen Number Copies to: Client n Engineer Building Dept ❑ Owner 5 Contractor 5 Batch Plant ❑ Architect ❑ Others CONCRETE REPORT Report Number: RC114521 Permit Number: D09256 Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 5/4/2010 Description /Location: Inspected reinforcing steel and concrete placemnt for (2) plinths located at A/5 and A/7 and for footings and (6) plinths at N3-9 . The work inspected was found to be done per approved project documents. Resteel Verified: Yes 5/4/2010 Darren Reid (Grade 60) Mfg: Cascade, Nucor Placement Data Design Actual ❑ Batch Weights /Cubic Yard Supplier: Miles Cement (Ibs /type): 450# Type: I/II Mix Number: 12400F Fine Agg. (Ibs): 1383.9# Slump Spec: 4±1" Coarse Agg. (lbs/size): 342.9# 3/8" Slag (Ibs): W/C Ratio Spec: .45 Coarse Agg. (lbs/size): 1560# 7/8" Air Spec: n/a Coarse Agg. (lbs/size): Total Yards: 11 Fly Ash (Ibs): 112.9# Placed Via: Chute Water (Ibs or gal): 215.5# Consolidated: Yes Admixtures (specify): Required Strength: 3000 psi Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 11:00 am 7.00 0 gal. 4" n/a 57 °F 60 °F M070 236637 1 • = Discarded Tested in general accordance to: ASTMC39 ASTMC617 ❑ ASTMC1231 Slump Range: Air % Range: 5/5/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms 5 Does Not Conform ❑ COMPRESSIVE TEST RESULTS 5/11/10 7 4 x 8 12.56 8.84 56,000 4460 Technical Responsibility: Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 5 alter ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) R SCENE!) M A Y 1 201' DEVELO Page 1 of 1 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 125162 Project: Address: Client: I nspector and Date Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Stephen Ramos 4/26/2010 Arrived on site to perform special inspections. Inspections were performed in accordance with project plans and specifications. The following is a list of activities /inspections were performed: 1. Visually inspected welding of the following items: a. New alternate strongback clips at locations where resteel was encountered, as per DCI sketch SSK -08 and reference detail 3/S3.1. b. Header HSS beams to strongbacks as per detail 2/S3.1, on A line at 4, 7.75 and 8.3 line. c. Tack welded nuts to (8) % x 11 % column anchor bolts, and (31) % x 18 1/4 column anchor bolts. 2. Observed and inspected installation of epoxy anchored bolts at the following areas. Verified holes were cleaned in accordance with ESR -1967 for Hilti HIT HY -150. Holes were drilled to achieve minimum embedment as listed, and complete coverage was verified when bolts were seated: a. Strongback clip bolts at near locations where resteel was encountered, noted in ORA report #38489, as per DCI sketch SSK -08 and reference detail 3/S3.1, 3 % inch embedment required. b. Strongback clip bolts on 9 line at A.1 and A.2, 3'/z inch embedment required. Ref detail 3/S3.1 . c. Strongback anchor bolts on 9 line at A.1 and A.2 line, embedment required 5 inches. Ref detail 6/S3.1. 3. Verified WABO certifications for the following field welders: a. Scott M Penly, #W10290, for structural steel and sheet steel, SMAW & FCAW processes -all position. b. Ryan D Beckham, #W11509, for structural steel FCAW -all position, and sheet steel -SMAW & FCAW -all position. Work inspected was found in conformance. Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Others Permit Number: Job Number: Client Address: Remarks Technical Responsibility: RECEIVED 'MAY 14 2010 COMMUNITY DEVELOPMENT D09256 10 -0166 1431 FM 1101 W alter H ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication X • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 124029 Project: Address: Client: Inspector and Date Rick Hardy 4/28/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks Performed visual weld inspection of structural steel fabrication on the following items at Site Welding Services located in Woodinville, Washington. The welded connections were all 3/16" fillet welds. 1 D -R & 1 D -L — HSS 8 "x8" with base plates, top plates and cap 2A & 2B — HSS 6 "x6" with base plate 12 "x12 ", top plate, buckets and knife plate 2D & 2C — HSS 6 "x6" with 12 "x12" base plate, top plate, buckets and knife plate 3A -R & 3A -L - HSS 6 "x6" with base, buckets, top plate, and knife plate (2 each) Fl - HSS 8 "x8" with bucket and base plate 14 "x8" WABO certified welders' cards on file. All above welds conform to AWS D1.1 -2008 and fabrication is as per approved shop details. Conforms Others Technical Responsibility: D09256 10 -0166 1431 FM 1101, New Braunfels, TX RECEIVED NAY 14 2011 er C H , 'Project Manager Beams: 5A & 5B. W12x26 with stiffener both sides and cap plate on one end Columns: (2 each) HSS 4 "x4" with 10 "x4" base plate, cap plate, & (7 each) 3 "x3" bent clips per member This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADM1N -63 -02 (Rev 11/08) @ Reinforcing Steel • All Thread Bar /Dowel Size & Quantity: #5 (10) Anchor Size & Quantity: Rebar Manufacturer: Nucor Type of Steel (ASTM): • A -36 • A -325 • A-449 • Other: Rebar Grade: • 40 ■ 60 • Other: Type of Bar: '� A-615 • A -706 • A -775 • Other: Special Ductile Quality (SDQ): • Yes ►5 No Anchor Length: 14 " -22" Hole Depth: 4" Required Embedment: 4" Hole Diameter: 3 /4" Concrete Thickness: 6" Concrete Strength: Concrete Base Material: ►5 Normal Weight Concrete • Light Weight • CMU • Brick • Composite Deck Other: Compressed Air PSI: 80 -100 Hole Cleaning: ►5 Compressed Air MI Hand Pump • Hole Condition: Brushed: @ Yes • No ►5 Dry • Damp • Water Saturated • Submerged No Approved Diamond Cored Drill Bit (ANSI B212.15): ■ Yes • Hole: • Yes • No Adhesive Type: Simpson SET -XP Expiration Date: 11/30/11 ICC ESR #: 2508 Weather: Overcast Ambient Temperature: 53 °F Substrate Temperature: 52 °F OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Intended Use: PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Footing to panel Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. RECEIVED MAY 14 2010 OEVELOP Report Number: 121128 Permit Number: D09256 Project: Ashley Furniture Homestore Client: Seattle Furniture Partners, LLC Address: 17601 Southcenter Parkway, Suite 100, Tukwila Address: 1431 FM 1101, Bew Braunfels TX 78130 Inspector: Darren Reid Date: 4/30/2010 Description /Location: Inspected epoxy grouted installation of # 5 bar reinforcing steel dowels for new footing to existing panel connection for strongback at (2)column base footings along grid line N5 & 7. Others Comments Building Code & Year: Technical Responsibility: IBC 2006 Conforms X Does Not Conform Adei // / al er ' = ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -86 -01 (Rev 09/09) OTTO ROSENAU & ASSOCIATES, INC. ' Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Date: Resteel grade: Placement Data Supplier: Spec -Grout Mix Number: Total Yards Placed: Specified Strength (psi): 7000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: None Cast Samples: Cast Samples: Weather: Date Samples Picked Up: N/A 10 -0166 Report Number: Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila 4/30/2010 Manufacturer: GROUT REPORT Description / Location: Non - shrink grout placed in 1 ' /z" diameter holes abound #6 bar per SSK -03 at add -on footings along grid line A/3 -9 x 6 footings. Approximately 30 bars at 16" on center. Cement (type /lbs.): Fine Agg. (lbs.): Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Cubic Flow Yards ASTM C939 20723 Inspector: Darren Reid Comments Pre bag grout mix plus water as required for a plastic grout per manufacturer. Advised contractor to schedule a non - shrink grout test for his next grout placement. Other Test Methods / Standards Used: Grout Temp TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sq.ln.) Weight (Lbs.) (psi) (other than cone) Tested in general accordance to: ASTM C39 ASTM C78 ASTM C109 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Copies to: X Client X Contractor Architect X Building Dept. Technical Responsibility: X Engineer Permit Number: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, Bew Braunfels TX 78130 Batch Weights Water (lbs. /gal): Admixtures (specify) Ambient Temp Truck No. REINFORCING / PLACEMENT: Conforms X Does Not Conform ASTM C617 ASTM C1231 nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -71 -03 (Rev 07/05) RECCE® NAY 142111111 DEVwp D09256 Ticket No. ROSENAU & ASSOCIATES INC. RECEIVED OTTO ' MAY 0 6 2oit Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Anthony Allen Description /Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Miles 12400F No spec. .40 N/A 7 Georgia Buggy Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 12:13 pm 7.00 Weather: Partly Cloudy Date Samples Picked Up: 4/19/2010 CONCRETE REPORT OEVELOPDEMT Report Number: RC114697 Permit Number: D09256 On site to inspect the reinforcing steel and inspect/test the placement of concrete for the footings on grid lines 7 /B, C, & C.8, on D at 6.3 & 5.8, and at 5 /B, C, & D. The inspected work was found to be done as per approved plans except as noted below. 4/16/2010 Anthony Allen (Grade 60) Mfg: Nucor Time Cubic Made Yards Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4" Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/16/2010 Actual ❑ 451# Type: 1/1I 1380# 350# 3/8" 1550# 7/8" 113# 250# Air % Conc.Temp Ambient C 231 C 1064 Temp N/A 61 °F 54 °F Slump Range: N/A Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Slab dowels were epoxied without special inspection. REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Specimen Number 1 • = Discarded Tested in general accordance to: ASTMC39 Copies to: Client Eg Engineer t5 Building Dept Batch Plant Test Date 4/23/10 ❑ Owner i5 Contractor ❑ Architect ❑ Others Field Cure 15 Age (Days) 7 Size (in.) 4x8 Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 12.58 8.63 46,840 3720 ASTMC617 ❑ ASTMC1231 Technical Responsibility: Batch Weights /Cubic Yard Slag (lbs): Truck Ticket No. No. 096 235824 Does Not Conform ❑ This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Craig Bechtold Description /Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 9:05 am Weather: Rainy Date Samples Picked Up: 4/22/2010 Specimen Number 1 4/28/10 *= Discarded Tested in general accordance to: ASTMC39 Test Field Date Cure Copies to: Client 0 Engineer Building Dept ❑ Owner 0 Contractor Batch Plant ❑ Architect ❑ Others Miles 12400F None specified .45 max. 5% 2 Chute Yes CONCRETE REPORT Report Number: RC114276 Permit Number: D09256 Age (Days) 7 Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 2.00 0 gal. 4 1/4" REINFORCING / PLACEMENT: COMPRESSIVE TEST RESULTS Size Area Weight (in.) (Sq.ln.) (Lbs.) 4 x 8 12.6 8.53 ASTMC617 ❑ ASTMC1231 Technical Responsibility: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/21/2010 Inspected reinforcing steel, anchor bolt and concrete placement at (3) plinths on B line from 9 to 10.5. The inspected work was found to be done per approved plans. 4/21/2010 Craig Bechtold (Grade 60) Mfg: Cascade Actual ❑ 451# Type: 1/II 1380# 350# 3/8" 1550# 7/8" 113# 250# 16 oz. MBAE 90 Air % C 231 4.9% 60 °F Max Load (Lbs.) Batch Weights /Cubic Yard Conc.Temp C 1064 Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exdude C31- 10.1.2 Comments Conforms 0 Does Not Conform ❑ 57,820 4590 Ambient Temp Slag (Ibs): Truck Ticket No. No. 50 °F M096 235963 Strength Fracture Type (psi) (other than cone) 5 g i er sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 35950 Description: Soil Bearing Verification Project: Address: Client: Inspector and Date Craig Bechtold 4/15/2010 Copies to: X Client Architect X Engineer GEOTECHNICAL INSPECTION REPORT Ashley Furniture Homestore Permit Number: 17601 Southcenter Parkway, Suite 100, Tukwila Job Number: Seattle Furniture Partners, LLC Client Address: Remarks On site as requested for soil bearing verification for spread footings, grid lines B/9 to 10.5 and B to D/5 to 8. The exposed subgrade soils consist of brown silty sand to stiff gray clay and silt. Evaluation with a 1 A -inch diameter geotechnical probe yielded probe depths of 1 inch or less. A number of the interior footings contained water and saturated soils. Provided that the water and saturated soils are removed, it appears that the near surface subgrade soils are capable of providing the required 2000 pounds per square foot bearing capacity. X Contractor X Building Dept. Technical Responsibility: D09256 10 -0166 1431 FM 1101, Bew Braunfels TX 78130 Anthony Coyne;. . , Geotec This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN 100 (Rev 01/05) DEVELOPNAM /• 9 - cal Engineer ' OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0166 Project: Ashley Furniture Homestore Address: 17601 Southcenter Parkway, Suite 100, Tukwila Inspector(s): Craig Bechtold Description /Location: 3 canopy foundation footings at grid line B/9 to 10.5. Interior slab pourbacks (unreinforced). 301 linear feet in 11 separate locations. Resteel Verified: Yes 4/15/2010 Craig Bechtold (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Placement Data Miles 12400F None specified Not required 10 Tailgate Yes 3000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 10:30 am Weather: Overcast Date Samples Picked Up: 4/16/2010 Specimen Number Test Date 4/22/10 Field Cure 1 ' = Discarded Tested in general accordance to: Copies to: Client In Engineer tn Building Dept ❑ Owner En Contractor n Batch Plant ❑ Architect ❑ Others CONCRETE REPORT Report Number: RC114338 Permit Number: D09256 Age (Days) 7 Cubic Yards Design p Actual ❑ 451# Type: 1/II Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): 10.00 0 gal. 4 1/2" Size (in.) 4x8 Water Slump Added C143 Technical Responsibility: Client: Seattle Furniture Partners, LLC Address: 1431 FM 1101, New Braunfels Date: 4/15/2010 1380# 350# 3/8" 1550# 7/8" 113# 250# Air % C 231 N/A 63 °F Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments Conc.Temp C 1064 REINFORCING / PLACEMENT: Conforms MI Does Not Conform ❑ COMPRESSIVE TEST RESULTS Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 12.57 8.78 52,740 4200 ASTMC39 71 ASTMC617 ❑ ASTMC1231 71 Batch Weights /Cubic Yard Ambient Temp 56 °F Slag (Ibs): ter H en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) RECEIVED 5 COMMUNITY DEVELOP Truck Ticket No. No. C150 136514 ASTM C31, Exclude C31- 10.1.2 Page 1 of 1 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting ( Rebar / Bolts) X Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 38489 Project: Address: Client: Inspector and Date Craig Bechtold 4/21/2010 Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks 9' CEIVED Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) 8292919 Anwa D09256 10 -0166 1431 FM 1101, Bew Braunfels, TX On site to inspect the installation of tube steel strongbacks into existing tilt -up wall panels on grid line 1/A to H, N3-5, and A/7.75 to 8.5. Attachment of tube steel to wall with '/2' diameter bolts embedded 3 1/2 inches and drilled with a 5/8" diameter bit. Base plate connection to existing slab for strongbacks on 1 line /A to H, with 3/4" diameter bolts embedded a minimum of 5 ". Hole drilled with a 7/8" diameter bit. 3 tube steel headers installed on grid lines A/4, A/7.5 & A/8.5, attached with %' diameter bolt embedded 3 1 /2' and drilled with a 5/8" diameter bit. Header at A/7.75 and N8.5 each missing 2 bolts. Rebar encountered at 16 locations during installation of strongbacks, limiting embedment depth. Structural engineer provided a fix to address this issue. All holes blown and brushed clean prior to injecting Hilti HY 150 with an expiration date to 8/2010. Per faits 2tS3:1; 3/S3,1, & 6/S3.1. ,....) Conformance Pending Copies to: X Client X Engineer Others Owner X Contractor Technical Responsibility: Architect X Building Dept. alter C ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. _... .. — ___— .___... ___Inspections_P_erformed _____ - Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication X • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 125442 Project: Address: Inspector and Date Brian R. Robertson MSI WABO SI01181 ICC 0887908 -85 ICC 0887908 -S1 ASNT LVLII 141589 BRIAN R. ROBERTSON cm xc cs i a, 05,0100 4/9/2010 Copies to: X Client Owner Architect Ashley Furniture Homestore 17601 Southcenter Parkway, Suite 100, Tukwila Seattle Furniture Partners, LLC CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks RECEIVED APR 21 2010' Bss R D09256 10 -0166 1431 FM 1101, Bew Braunfels, TX Fabrication shop welding inspection at Site Welding. Inspection of %4" fillet welds for parts 14- 1A, 3 -1 BR, 3 -1 BL, 3-4A, 3-1B, 2-4C, 23 -19A, 5 -19B, 4 -19C, and 1 -20A. Welding was done using the FCAW process with E71T electrodes by Donald E. Belgum W01065 (exp. 1/1/11), Kenneth E. Paul W02733 (exp. 10/1/10), Jerrad J. Korud W05085 (exp. 4/1/11), and Andrew N. Little W06274 (exp. 7/1/10). Work conforms to approved shop drawings, American Welding Society 2008 D1.1, and International Building Code 2006. Conforms X Engineer X Contractor X Building Dept. Others Technical Responsibility: !ter C a sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Forrn No.: ADMIN -63 -02 (Rev 11/08) Project Info Project Address ncur.w purarrrupg Date 12/3/2009 17601 Southcenter Pkwy For Building Department Use Tukwila, WA 98188 Applicant Name: Bill Wetterman Applicant Address: 524 N. Lamar, ste.204, Austin, Texas 78703 Applicant Phone: (469) - 789 -6376 2006 Washington State Nonresidential Energy Code Compliance Form P roject Summary 2006 Washington State Nonresidential Energy Code Compliance Forms FILE COPY Per mtt lo REVIEWED FOR CODE COMPLIANCE Aip ROVED NiiAr2 , 0 2Q10 City of Tukwila B UILDING DIVISION Revised July 2007 RECEIVED CITY OF TUKWILA DEC 0 4 2009 PERMIT CENTER 1)0 --- Ego Proj Info Project Address Asa= Ft RNITOas Date 12/3/2009 17601 Southcenter Pkwy For Building Department Use Tukwila, WA 98188 Applicant Name: Bill Wetterman Applicant Address: 524 N. Lamar, ste.204, Austin, Texas 78703 Applicant Phone: (469) - 789 -6376 Project Description ❑ Plans Included requirements. ❑ New Building ✓ Addition ❑ Alteration Refer to WSEC Section 1513 for controls and commissioning Compliance Option 0 Prescriptive 0 Lighting Power Allowance (See Qualification Checklist (over). Indicate Prescriptive & LPA 0 Systems Analysis spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) 600.0 ✓ No changes are being made to the lighting ❑ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft Allowed x Area Retail Store Retail 1.50 64727.0 97090.5 Store Floor Type "P" - Downlight 22 60.0 1320.0 Store Floor Chandelier 6 600.0 3600.0 -- From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 97090.5 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Store Floor Type "A" & "C" - Pendant Light 8 60.0 480.0 Store Floor Type "P" - Downlight 22 60.0 1320.0 Store Floor Chandelier 6 600.0 3600.0 Store Floor Type "D" - Downlight 4 60.0 240.0 Store Floor Type "L ", "L3" & "L4" - 1'x4' 167 90.0 15030.0 Store Floor Type "Li" S "L2" - 2'x4' 55 90.0 4950.0 Store Floor Type "P" - Downlight 22 60.0 1320.0 Store Floor Type "W" & "F" & "L5" - 8' -0" Strip & 4' Strip & 2'x2' 88 65.0 5720.0 Store Floor Vanity Light, Type "Pl. & "P2" 225 100.0 22500.0 Store Floor Type "E" - Track Read (Exemption 1513.4) 815 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 55160.0 2006 Washington State Nonresidential Energy Code Compliance Form Interior Lighting Summa LTG =INT 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Maximum Allowed Lighting Wattage Proposed Lighting Wattage Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. For track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts/Fbdure blank. 1 PAIDLG IJ I vnR I..Ianb.•.w . v•••• .-..•..... -• Use' �� ` . - -, LPA` (W /sf) Use' LPA` (W /sf) Automotive facility 0.9 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, churches) C! 0 0 r; I r r n- Convention center 1.2 Penitentiary and other Group 1 -3 Occupancies Courthouse 1.2 Police and fire stations Cafeterias, fast food establishments restaurants/bars 1.3 Post office Dormitory 1.0 Retail retail banking, mall concourses, wholesale stores (pallet rack shelving) 1.5 Exercise center 1.0 School buildings (Group E Occupancy only), school classrooms, day care centers 1.2 Gymnasia", assembly spaces 1.0 Theater, motion picture 1.2 Health care clinic 1.0 Theater, performing arts 1.6 Hospital, nursing homes, and other Group I -1 and 1 -2 Occupancies 1.2 Transportation 1.0 Hotel/motel 1.0 Warehouses'', storage areas 0.5 Hotel banquet/conference/exhibition hall*" 2.0 Workshops 1.4 Laboratory spaces (all spaces not classified laboratory" shall meet office and other appropriate categories) 1.8 Parking garages 0.2 Laundries NC701 r rrr Libraries ' Plans Submitted for Common Areas Only' Manufacturing facility Main floor building lobbies (except mall concourses) 1.2 Museum Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Prescriptive Spaces Occupancy: Warehouses, storage areas or aircraft storage hangers Qualification Checklist Note: If occupancy type is "Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly Indicate these spaces on plans. If not qualified, do LPA Calculations. Lighting Fixtures: (Section 1521) Check if 95% or more of fixtures comply with 1,2 or 3 and rest are ballasted. 1. Fluorescent fixtures which are non - lensed with a) 1 or 2 two lamps, b) reflector or louvers, c) 5-60 watt T -1, T -2, T-4, T -5, T-8 lamps, and d) hard-wired elect tronic dimming ballasts. Screw -in compact fluorescent fixtures do not qualify. 2. Metal Halide with a) reflector b) ceramic MH lamps <= 150w c) electronic ballasts 3. LED lights. LTG-INT Interior Lighting Summary (back) 2006 Washington State Nonresidential Energy Code Compliance Forms 2006 Washington State Nonresidential Energy Code Compliance Form Revised July 2007 Footnotes for Table 15 -1 1) • In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Reserved. 7) For conference rooms and offices less than 150ft with full height partitions, a Unit Lighting Power Allowance of 1.10 wift' may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W /ft 10) Display u4lndow illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three-quarter- height partitions (transparent or opaque). and lighting for free- standing display where the lighting moves with the display are exempt. An additional 1.5 w/ft of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling- mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. .. . • ............ aximum uucl5l.il Tractable M ti wu L Tradable Locations Description Allowed Watts per ft or per If Area (ft perimeter (If) or # of items Allowed Watts x ft (or x If) Grounds Walkways <10 wide " - Downlight Type "P" & "D li 1.0 W/LF 536.0 536.0 Canopies and Overhangs Type w" - 8' -0" Strip " 1.25 W/ft2 1240.0 1550.0 Total Allowed Watts 2086.0 ' Lighting.. Summary 2008 Washington State Nonresidential Energy Code Compliance Forms Proj Address Asrl.Ey guRNZ2vRE • Tradable Proposed Lighting Wattage 2006 Washington State Nonresidential Energy Code Compliance Form Revised July 2007 Project Info 17601 Southcenter Pkwy Tukwila, WA 98188 Name: Bill Wetternian Appl. Name 524 N. Lamar, ste.204, Austin, Texas 78703 Appi. Phone (469)- 789 -6376 Date 12/3/2009 For Building Department Use Project Description ❑ New 0 Addition ❑ Alteration ❑ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Lighting Power Allowance Q Systems Analysis Building Grounds (luminaires > 100 Watts) ❑ Efficacy > 60 Iumens/W ❑ Exemption (list) ❑ Controlled by motion Sensor Alteration Exceptions (check appropriate box - sec. 1132.3) I D No changes are being made to the lighting ❑ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Location Exterior Walkway Exterior Canopy Fixture Description Type "P" & "D" - Downlight Type "W" - 8' -0" Strip Total Proposed Watts may not exceed Total Allowed Watts for Exterior Number of Fixtures 11 8 Watts/ Fixture 100.0 65.0 Total Proposed Watts Watts Proposed 1100.0 520.0 1620.0 Non - Tradable Maximum Allowed Lighting Wattage Non - Tradable Proposed Lighting Wattage Proposed Watts may not exceed Allowed Watts for Category Use mfgr listed maximum input wattage. For fixtures with hard -w red ballasts only, the default table in the NREC Technical Reference Manual may also be used. Non - Tradable Locations Description Allowed Watts per ft or per If Area (ft perimeter (If) or # of items Allowed Watts x ft (or x If) Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Tradable Surfaces (Lighting power densities for uncovered parking areas, building grounds, building entrances and exits, canopies and overhangs and outdoor sales areas may be traded.) 1 Uncovered Parking Areas Parking lots and drives 0.15 W/ft Building Grounds Walkways less than 10 feet wide 1.0 W/linear foot Walkways 10 feet wide or greater Plaza areas Special feature areas 0.2W/ft Stairways 1.0 W/ft Building Entrances and Exits Main entries 30 W /linear foot of door width Other doors 20 W/linear foot of door width Canopies and Overhangs Canopies (free standing and attached and overhangs) 1.25 W/ft Outdoor Sales Open areas (including vehicle sales lots) 0.5 W /R Street frontage for vehicle sales lots in addition to `open area" allowance 20 W/linear foot Non - Tradable Surfaces (Lighting power density calculations for the following applications can be used only for the specific application and cannot be traded between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise permitted in the "Tradable Surfaces" section of this table.) Building Facades 0.2 W/& for each illuminated wall or surface or 5.0W/linear foot for each illuminated wall or surface length Automated teller machines and night depositories 270 W per location plus 90 W per additional ATM per location Entrances and gatehouse inspection stations at guarded facilities 1.25 W/ft of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces") Loading areas for law enforcement, fire, ambulance and other emergency service vehicles 0.5 W/f1 of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces ") Material handling and associated storage 0.5 W /ft Drive -up windows at fast food restaurants 400W per drive- through Parking near 24-hour retail entrances 800 W per main entry 2006 Washington State Nonresidential Energy Code Compliance Forms 2006 Washington State Nonresidential Energy Code Compliance Form Exterior Lighting Summa (back rY . , TABLE 15 -2 LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS Revised July 2007 2006 Washin • ton State Nonresidential Ene Code Corn • liance Form Lighting Motor andTransformer Permit Plans Checklist • 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Lighting - General Requirements 1513 Lighting Controls: Lighting, including exempt lighting in Section 1512, shall comply with this section. Where occupancy sensors are cited, they shall have the features listed in Section 1513.6.1. Where automatic time switches are cited, they shall have the features listed in Section 1513.6.2. 1513.1 Local Control and Accessibility: Each space, enclosed by walls or ceiling- height partitions, shall be provided with lighting controls located within that space. The lighting controls, whether one or more, shall be capable of turning off all lights within the space. The controls shall be readily accessible, at the point of entry/exit, to personnel occupying or using the space. EXCEPTIONS: The following lighting controls may be centralized in remote locations: 1. Lighting controls for spaces which must be used as a whole. 2. Automatic controls. 3. Controls requiring trained operators. 4. Controls for safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shall not exceed that which is provided by a 20 ampere circuit loaded to not more than 80 %. A master control may be installed provided the individual switches retain their capability to function independently. Circuit breakers may not be used as the sole means of switching. EXCEPTIONS: 1. Industrial or manufacturing process areas, as may be required for production. 2. Areas less than 5% of the building footprint for footprints over 100,000 ft 1513.3 Daylight Zone Control: All daylighted zones, as defined in Chapter 2, both under overhead glazing and adjacent to vertical glazing, shall be provided with individual controls, or daylight- or occupant- sensing automatic controls. which control the lights independent of general area lighting. Contiguous daylight zones adjacent to vertical glazing are allowed to be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations (i.e. north, east, south, west). Daylight zones under overhead glazing more than 15 feet from the perimeter shall be controlled separately from daylight zones adjacent to vertical glazing. EXCEPTION: Daylight spaces enclosed by walls or ceiling height partitions and containing 2 or fewer light fixtures are not required to have a separate switch for general area lighting. 1513.4 Display, Exhibition and Specialty Lighting Controls: All display, exhibition or specialty lighting shall be controlled independently of general area lighting. 1513.5 Automatic Shut -off Controls, Exterior: Lighting for all exterior applications shall have automatic controls capable of turning off exterior lighting when sufficient daylight is available or when the lighting is not required during nighttime hours. Lighting not designated for dusk -to -dawn operation shall be controlled by either. a. A combination of a photosensor and a time switch; or b. An astronomical time switch. Lighting designated for dusk -to -dawn operation shall be controlled by an astronomical time switch or photosensor. All time switches shall be capable of retaining programming and the time setting during loss of power for a period of at least 10 hours. EXCEPTION: Lighting for covered vehicle entrances or exits from buildings or parking structures where required for safety, security, or eye adaptation. 1513.6 Automatic Shut -Off Controls, Interior. Buildings greater than 5,000 ft and all school classrooms shall be equipped with separate automatic controls to shut off the lighting during unoccupied hours. Within these buildings, all office areas less than 300 ft enclosed by walls or ceiling - height partitions, and all meeting and conference rooms, and all school classrooms, shall be equipped with occupancy sensors that comply with Section 1513.6.1. For other spaces, automatic controls may be an occupancy sensor, time switch or other device capable of automatically shutting off lighting. EXCEPTIONS: 1. Areas that must be continuously illuminated (e.g., 24 -hour convenience stores), or illuminated in a manner requiring manual operation of the lighting. 2. Emergency lighting systems. 3. Switching for industrial or manufacturing process facilities as may be required for production. 4. Hospitals and laboratory spaces. 5. Areas in which medical or dental tasks are performed are exempt from the occupancy sensor requirement. 1513.6.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically turning off all the lights in an area, no more than 30 minutes after the area has been vacated. Light fixtures controlled by occupancy sensors shall have a wall- mounted, manual switch capable of turning off lights when the space is occupied. EXCEPTION: Occupancy sensors in stairwells are allowed to have two step lighting (high -light and low - light) provided the control fails in the high -light position. 1513.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set for 7 different day types per week and incorporate an automatic holiday "shut -off" feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. Automatic time switches shall incorporate an over -ride switching device which: a. is readily accessible; b. is located so that a person using the device can see the lights or the areas controlled by the switch, or so that the area being illuminated is annunciated; c. is manually operated; d. allows the lighting to remain on for no more than 2 hours when an over -ride is initiated; and e. controls an area not exceeding 5,000 ft or 5% of the building footprint for footprints over 100,000 ft whichever is greater. 1513.7 Commissioning Requirements: For lighting controls which include daylight or occupant sensing automatic controls, automatic shut -off controls, occupancy sensors, or automatic time switches, the lighting controls shall be tested to ensure that control devices, components, equipment and systems are calibrated, adjusted and operate in accordance with approved plans and specifications. Sequences of operation shall be functionally tested to ensure they operate in accordance with approved plans and specifications. A complete report of test procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. 1514 Exit Signs: Exit signs shall have an input power demand of 5 Watts or less per sign. Motors - General Requirements 1511 Electric Motors: All permanently wired polyphase motors of 1 hp or more, which are not part of an HVAC system, shall comply with Section 1437. EXCEPTIONS: 1. Motors that are an integral part of specialized process equipment. 2. Where the motor is integral to a listed piece of equipment for which no complying motor has been approved. Transformers - General Requirements SECTION 1540 — TRANSFORMERS The minimum efficiency of a low voltage dry-type distribution transformer shall be the Class I Efficiency Levels for distribution transformers specified in Table 4-2 of the "Guide for Determining Energy Efficiency for Distribution Transformers" published by the National Electrical Manufacturers Association (NEMA TP- 1- 2002). Lighting, Motor an T ransformerlPermit Plans Checklist LTG -CHK 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address ASHLEY FURNITURE 'Date 12/3/2009 The following information is necessary to check a permit application for compliance with the lighting, motor, and transformer requirements in the 2006 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component 'Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) no 1513.1 Local control/access Schedule with type, indicate locations n.a. 1513.2 Area controls Maximum limit per switch n.a. 1513.3 Daylight zone control Schedule with type and features, indicate locations n.a. vertical glazing Indicate vertical glazing on plans n. a. overhead glazing Indicate overhead glazing on plans yes 1513.4 Display /exhib /special Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location yes (a) timer w/backup Indicate location yes (b) photocell. Indicate location 1513.6 Inter. auto shut -off Indicate location yes 1513.6.1 (a) occup. sensors Schedule with type and locations yes 1513.6.2 (b) auto. switches Schedule with type and features (back -up, override capability); Indicate size of zone on plans yes 1513.7 Commissioning Indicate requirements for lighting controls commissioning EXIT SIGNS (Section 1514) yes I 1514 'Max. watts (Indicate watts for each exit sign I LIGHTING POWER ALLOWANCE (Section 1530 -1532) yes 1531 Interior Lighting Summary Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture yes 1532 Exterior Lighting Summary Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture MOTORS (Section 1511) yes I 1511 IElec motor efficiency IMECH -MOT or Equipment Schedule with hp, rpm, efficiency I I TRANSFORMERS (Section 1540) yes I 1540 (Transformers 'Indicate size and efficiency I I 06 Washington State Nonresidential Energy Code Compliance Form If "no" is circled for any question, provide explanation: Lighting will be controlled through Automatic Controls 1111111111111111 D C E n G I f E E R E E Bellevue u : Everett Spokane c Portland *E' San Diego °) ! Austin €I REVIEWED J FOR CODE COMPlAI E APPROVED AUG 10 2010 �.! ofetbkwila BUILDING DIVISION FILE COPY Permit {d Ashley Furniture Home Center TI Tukwila, Washington Existing Sub - Purlin Check Structural Calculations Prepared For: Seattle Furniture Partners, LLC July 8 6 2 9 0 2 1 0052 o DCI Job 48 Prepared By: DCI ENGINEERS 10900 NE 4 STREET, SUITE 1200 BELLEVUE, WASHINGTON 98004 CITY OF TUIE.A AUG 0 9 2010 PERMIT CENTER Dol 5(pt D C 1 EfGIfEERS Project No. 0/ - 2I - 052 Project Subject n „ DF' Qt,li tJs Sheet No. Date i / I /Q 8' By C --6 - firs STS) _So! -idut t.(JS 7 -0444 d6 4-x `j PF @ 24.'0c c = 600 of 1 F y = 1 s PS E- I 506 0o0 f � 1 = 2-S eSf (Scow) PL .Thcis otif4L90 WSJ& 1 fSf 511 - 14 tt 4oF&4) SfM.t-erg S -f lfia o Eno 2 Li 5 IsTu Lo To �x!ST)PJC1 '2 4 rG II) tie' J Jo►ST (..Ata iEi How IA A4 fritfrO S1) gfisE► oa (4po OF HopuLi5 OF E1-- T"1crin S tt Ptv v 11F Q 2((d e- 1\A- +t- TD 5T►J' w ( () b I I �(� ¢� 3 0 4--1 S • (STI rJl Ptfer C--a• 00 tc1 51�'` U4-- POPO 4000 Foa- ' rJ 0* - DeM tRJa o 0- ).aIST3 1- Afoc- IS 2'7 qtA.,tiAut. 4Ou 0 c24 bo`ni t{watic., M`00 0) 0 At et T et tt-rLS co a"IAl lic7 054 g-u( TO 5 t, Beam Information (INPUT) Span = 7.71 ft Uniform Total Load = 64 plf Uniform Live Load = 50 plf Grade = DF Standard Fb = 600 psi Fv = 95 psi E = 1,500,000 psi Cd (load duration ) = 1.15 Cf (Size Factor) = 1.00 Cv (Volume Factor) = 1.00 Cr (rep Member) = 1.15 Table 23- 1 -A -1, Table 23- 1 -A-4, or Table 23 -1 -C -1 Snow load etc. Nominal 2x & 4x, Footnote 3, 23 -1 -A -1 Glulams only per 2312.4.5 Joists etc only = 1.15 Beam Width = 1.50 inches Beam Depth = 3.50 inches Span Information (INPUT) Span = 7.71 ft Uniform Total Load = 64 plf Uniform Live Load = 50 plf Span Calculations (OUTPUT) Moment = 476 ft-lbs Shear = 228 lbs S rqd = 7.192inA3 A rqd = 3.1 inA2 I rqd (TL) = 9 inA4 I rqd (LL) = 10 inA4 Beam Reaction: 247 lbs Total Load deft. I/x= 146 Live Load Defl. I/x= 187 WOOD BEAM CAPACITY Wood Beam 91NDS DCI Job # Description 09 -21 -052 Existing 2x4 Beam Calculation (OUTPUT) Fb' = 794 psi Fv' = 109 psi E' = 1,500,000 psi S act = 3.06 in ^3 A act = 5.25 inA2 I act = 5.36 inA4 Deflection= 0.633 in Dead Load Deflection= 0.138 in Recommended Camber= 0.208 in Beam Check N.G. OK N.G. Glulams only Page 1 Beam Information (INPUT) Span = 7.71 ft Uniform Total Load = 34 plf Uniform Live Load = 32 plf Grade = DF#2 Fb = 875 psi Fv = 95 psi E = 1,600,000 psi Cd (load duration ) = 1.15 Cf (Size Factor) = 1.50 Cv (Volume Factor) = 1.00 Cr (rep Member) = 1.15 Table 23- 1 -A -1, Table 23- 1 -A-4, or Table 23 -1 -C -1 Snow load etc. Nominal 2x & 4x, Footnote 3, 23 -1 -A -1 Glulams only per 2312.4.5 Joists etc only = 1.15 Beam Width = 1.50 inches Beam Depth = 3.50 inches Span Information (INPUT) Span = 7.71 ft Uniform Total Load = 34 plf Uniform Live Load = 32 plf Span Calculations (OUTPUT) Moment = 253 ft-lbs Shear = 121 lbs S rqd = 1.747 inA3 A rqd = 1.7 in ^2 I rqd (TL) = 4 in ^4 I rqd (LL) = 6 in ^4 Beam Reaction: 131 lbs Total Load deft. Vx= 293 Live Load Defl. Vx= 312 WOOD BEAM CAPACITY Wood Beam 91NDS DCI Job # Description 09 -21 -052 Added 2x4 Beam Calculation (OUTPUT) Fb' = 1,736 psi Fv' = 109 psi E' = 1,600,000 psi S act = 3.06 inA3 A act = 5.25 in ^2 I act = 5.36 in^4 Deflection= 0.315 in Dead Load Deflection= 0.019 in Recommended Camber= 0.028 in Beam Check OK OK N.G. Glulams only Page 1 moss INENDCI Ef1GIf1EERS Project No. 01-24 Project ASNL,EY Fu( Subject P-oo F Jo i sTS Sheet No. SSL ILI- Date „..Vg A 0 By � NJ 2x'{ n 2d ( .3) 04141 41 4 �RIL o2 Q0) 410)4 Sy s Apo * D F42 e 1. To ((-) 2-74%4 E$45i1a4, (2) 0. 1' I3 lot aM'4 tkl 2x �ro(0folL g W H E(1E do s i O LE ( futivaS Li) 1 I DCI EI'IGInEERS Bellevue Everett Spokane Portland San Diego Austin REVIEWED FOR CODE COMPLIANCE APPROVED MAR 102010 FILE COPY Ashley Furniture Home Center TI Tukwila, Washington Supplemental Structural Calculations Prepared For: Seattle Furniture Partners, LLC City of Tukwila BUILDING DIVISI(ilu January 19, 2010 DCI Job #09 -21 -052 e,a L-- p L4 Z t RECEIVED JAN i!70 :J REID MIDDL J ON 3120 COLBY AVENUE, SUITE 100• EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAx: (425) 252 -1699 E n G I n E E R S Project No. Oc( -0OS), Project O L/ r v IN 17 OR C TONTO Subject Roof F R A M - r N c, Sh t ( SI Date By A Er( TR"?' Imi=(36.s,F +)(i.O44)(= 767 S+ p�� = (76 -7-R +7 )(av54 ), �ap� t't.,= (-767m4 ys 191?5 n? Pt-Jkr (J /5Tl- (.0L '►v SL)PP° 1 T1Z TS EYJ S DV CoL1/1 1 f(zOM End aaltk. o f\T, =35.9 (�h PER (NERCAU, (OCurwv C(<!! 3, -11(2 ®. a� (36K5;)( basT - IN(, Wtur7vjv 5 D FtzO'; 4 (PL( t Ou'Tw7 ?LL' 04410. e = 11.7 K coy S X W PC R � N EPC_Acc , (falr7N NCI!! Re LACE w/ 61: S / k q 0. ;n Wood Column Description : General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Glulam L2 Wood Grade L2 Fb - Tension 1,700.0 psi Fv Fb - Compr 1,700.0 psi Ft Fc - Prll 1,950.0 psi Density Fc - Perp 560.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1,600.0 Minimum 830.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 149.44 Ibs' Dead Load Factor AXIAL LOADS... Axial Load at 13.330 ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +D +0.750L +0.750S +0.5250E +H Location of max.above base 13.330 ft Applied Design Shear 0.0 psi Allowable Shear 424.0 psi Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D +S +H +D +0.750L +0.7505 +H +D +0.750L +0.7505 +0.750W +H +D +0.750L +0.750S +0.5250E +H Maximum Reactions - Unfactored Load Combination D Only S Only 13.330 ft 265.0 psi 1,250.0 psi 35.0 pcf y -y Bending 1,600.0 830.0 0.8107 : +D +S +H Comp Only, fc /Fc' 0.0 ft 30.749 k 0.0 k -ft 0.0 k -ft 766.29 psi 0.2976 PASS 0.0 ft 0.2945 PASS 0.0 ft 0.2945 PASS 0.0 ft 0.8107 PASS 0.6808 PASS 0.6688 PASS 0.6688 PASS X -X Axis Reaction @ Base @ Top 0.0 ft 0.0 ft 0.0 ft 0.0 ft Title : Dsgnr: Project Desc.: Project Notes : Wood Section Name Wood GradinglManuf. Wood Member Type Exact Width Exact Depth Area Ix ly -614Q5 Western GLB 46.125 inA2 311.34 in "4 100.96 inA4 Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.0 in at for load combination : nla Along X -X 0.0 in at for load combination : n/a Other Factors used to calculate allowable stresses... 13endinq Cf or Cv : Size based factors 0.834 Y -Y Axis Reaction @ Base @ Top 0.0 ft above base 0.0 ft above base Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location Compression 0.834 0.0 PASS 13.330 ft 0.0 PASS 13.330 ft 0.0 PASS 13.330 ft 0.0 PASS 13.330 ft 0.0 PASS 13.330 ft 0.0 PASS 13.330 ft 0.0 PASS 13.330 ft Job # 5 Printed: 12 JAN 2010, 11:50AM :-KW= 060 0G =*a :S Ze ; Icense, caner -a!, Replacement Column, 5D - BDC File: J:12009Evrt Projects109- 21-0052 Ashley Homes TNishley Framing.ec6 ENERCALC, INC. 1983-2009, Vet 6.1.03 Code Ref : 2006 IBC, ANSI I AF &PA NDS -2005 Ilowable Stress Modification Factors Cf or Cv for Bending 0.8342 Cf or Cv for Compression 0.8342 Cf or Cv for Tension 0.8342 Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built -up columns 1,600.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 13.33ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 13.33 ft, K = 1.0 1.0 1.0 1.0 1.0 No (non -glb only) Service loads entered. Load Factors will be applied for calculations. 0.0 k 0.0 k Tension Note: Only non -zero reactions are listed. NDS 75.3 2 Lic. # : KW- 06006396 Wood Column Description : Replacement Column, 5D - BDC Maximum Deflections for Load Combinations • Unfactored Loads Load Combination D Only S Only Sketches 5 125x9 0 5 .50 in Max. X -X Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft Title : Dsgnr: Project Desc.: Project Notes : Max. Y -Y Deflection Distance 0.000 in File: J:12009 Evrt Projects\09-21-0052 Ashley Homes ThAshley Framing.ec6 ENERCALC, INC. 1983.2009, Ver. 6.1.03 License Owner : DCI 0.000 in 0.000 ft 0.000 ft Loads are total entered value. Arrows do not reflect absolute direction. Job # Printed. 12 JAN 2010. 11 50AM 53 11.3 Loads: BLC 1, Results for LC 1, DL +LL Reaction units are k and k -ft "II: Dt, - 6 (tSPsf +ate pS4 P;(ZZ.,f4 Heavy Timber Truss Model 11.3 Jan 8, 2010 at 3:37 PM Truss With Vert Members.r3d I1 DCI E f1 G I f1 E E R S Project No. 01-),1-00 5 2 Project (aSWW L E Y f u R Ivr u RF Subject ENrR y Et.tt A'T LIB f r ! Shee No. S5 Da e 11 /1 RA By AE (1 WIND LOAC - HIGH ELrr1EA/f \ . / I 1 ) � �c� EcR ('1 J F R ; prat ASCE 7- OS 6.,.!x, a.), Pp= ° (GC ; 1] CCP ,t +O,bQ - 0,4% AT 8300 -0. S3 Ct,P` O.00azb K K K V i QQ3 (o,8i)(I 0(o.as)(usM*)'(i a)= 11 psf LOP i(T T uoiWA t�sR�cT O,.) �= (n.l,s.g-)[(o.m 4 0. t 0,131= ?s TRA toc y rz s OTR i_ c i o /u Al SLO E P` (0,• R s )1 (0.37 +0.s1) = I'),.L1t16 ,:JS 13 Psi STSr1TC - (2')(I1')(1S fi (27251)(apa) = gs�w lb y= csw=(0.a a)(8,s")= _CoW1 o L.pA( \n / N k) s (18?s4 )C 3o 4).#- c . 1') RAps' ( )(64z)a ( J3 r ..0(Itt 1 ' J l1110= 7.1' . ' 1n/ .l (0 (Oro • C�Cp; z 4-0,i6 -od Ig ps A W'D 1/!2-( 0 +w d'5 .40 5(11fa v4 Y1d Q! 50�0� / `5,11 3)0l V)- 13N i)).‘v , (t V a S '` ' b - c zo)(whc5) _ c►hcs (k '){ ks P'\ I/4 v 'CI Cl A t) ol hS (eeto)(91ttt) 't, ,tt : [ t1)c+s11) 4. ( - (k)(+q► - 1)1(7yS d r" 014010 toolYZ idtt ( - 3 rdnd AZ) tr It = ( 'o q1h99) � r� �I1 h% 2[(WC‘)( h) + «lt►)(tft)]( -X 661) =M �n�o3 2)cs -�i J (11( `Ikil )(z ) +Id O : c eee,c))><‘i l = 4)r1 _r) csoh : C +4 ,l) = /\ `3d (1 -riot (3ccd1d X Z) e Wit = ∎Eeto)($ Tg01) 9i 00001 = ctipc)(tt9)(Pq1) + (s tI) +( b)1ra51) =M w 0c,. 5 Oki 01 01/ti elEa 4 31 . oN laa4S 5)3V) 3r11N)1,./ lickdOS )i'71'1 1 0 )31.073i A21-1-N=J pafgng i .. 1 2)0 lily/ ai OJ A 11 HS1/ joafo.ld •oN Pafo.ld S BauiJua D DCI EfIGIfIEERS Project No. Ocf- 21 -trOS2 Project Y ro?for ovt I L Subject eN - r Et LA?TjA(. 5) PPL ri E0 Ac racrs Sheet No. Sy Date ihaAo (t)S ItZsR (1DV -it. - vj uk)F s( /u;: To? piz(\h WWI wog: ((S . (ccj'!a (Rps$)( 2&O ? It MINC) Ww ( 954 )(q (BUT pR A C, Pm (v2.ix -t)(114 - 144 ,l4- ( �'� (okL= ItlN 914 (XV 2 LAPJE) r!'t' ? U rj) Results for LC 3, D +0.75L +0.75W P , •S Isometric View Jan 12, 2010 at 4:54 PM 3D Render of Frame.r3d \,..,., M 1-11 ar*'° a a Results for LC 3, D +0.75L +0.75W M el 1r+ ri E Z 0 r NISI td0 1146 N31 Myq s")..‘ cc r NS cs- r Z No'' r Z $1 North to South Front Elevation Jan 12, 2010 at 4:52 PM 3D Render of Frame.r3d Y X Results for LC 3, D +0.75L +0.75W tgil ri 4ki N ° N cis 1 r M z z 0 11 SO roar E 0 lot MS2 North to South Back Elevation VA NV MI46 pl3:. 1- r r M M z s 016 Jan 12, 2010 at 4:53 PM 3D Render of Frame.r3d Y Z._d X Results for LC 3, D +0.75L +0.75W Line AA Elevation Jan 12, 2010 at 4:53 PM 3D Render of Frame.r3d Results for LC 3, D +0.75L +0.75W Line BB Elevation Jan 12, 2010 at 4:53 PM 3D Render of Frame.r3d Y o— Z. X Results for LC 3, D +0.75L +0.75W Line CC Elevation Jan 12, 2010 at 4:53 PM 3D Render of Frame.r3d Results for LC 3, D +0.75L +0.75W Line DD Elevation Jan 12, 2010 at 4:53 PM 3D Render of Frame.r3d 1 N1 0 0 6.5 0 0 2 N2 3.5 0 6.5 0 0 3 N3 0 0 0 0 0 4 N4 3.5 0 0 0 0 5 N5 25.5 0 6.5 0 0 6 N6 25.5 0 0 0 f 7 N7 29 0 6.5 0 0 8 N8 29 0 0 0 0 9 N9 0 11 6.5 0 0 10 N10 3.5 11 6.5 0_ I 11 N11 0 11 0 0 0 12 N12 3.5 11 0 0 I 13 N13 25.5 11 6.5 0 0 14 N14 25.5 11 0 0 15 N15 29 11 6.5 0 16 N16 29 11 0 0 17 N17 0 22 6.5 0 18 N1 3.5 22 6,5 0 19 N19 3.5 22 0 0 20 N20 0 22 .0 0 21 N21 25.5 22 6.5 0 22 .N22 29 22 6.5 . 0 23 N23 29 22 0 0 24 N24 25:5 22 0 0 25 N25 0 33 6.5 0 26 N26 3.5 33 _ 6.5 0 27 N27 0 33 0 0 28 N28 3.5 33 0 _ 0 I 29 N29 25.5 33 6.5 0 30 N30 25.5 33 0 0 I 31 N31 29 33 6.5 0 32 N32 29 33 0 0 1 M49 Z -.066 -.066 0 0 2 M50 Z -.042 -.042 0 0 3 M51 Z -.367 -.367 0 0 4 M52 Z -:234 -.234 0 0 5 M34 Z -.045 -.045 0 0 6 M33 Z -.045 =.045 0 0 7 M25 Z -.045 -.045 0 0 8 .M1 Z -.045 -.045 0 0 9 M37 Z -.045 -.045 0 0 10 M39 Z -.045 -.045 0 0 11 M30 Z -.045 -.045 0 0 12 M7 Z -.045 -.045 0 0 13 M26 Z -.14 -.14 0 0 Company , Designer Job Number RTS1) TOR II Joint Coordinates and Temperatures x q� -t- L� Load Combinations Member Distributed Loads (BLC 1 : W) Fe C.: D LOA Or/OG NA/ Pt( D COftir Ro L.S P Z rftl Tema IF Jan 15, 2010 S[5 3:01 PM Checked By: Detach From Dia Description Solve PD... R... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 0.6D +W Yes I 1 1 2 .6 D +L Yes 3 D +0.75L +0.75W Yes 1 3 '1 .75 2 1 3 .75 Maan ionfft.° RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 1 1 M49 Y -.132 -.132 0 0 2 M50 Y -.132 -.132 0 0 3 M51 Y -.191 -.191 0 0 4 M52 Y -.191 -.191 0 0 5 M44 Y -.09 -.09 0 0 6 M41 Y -.09 -.09 0 0 7 M48 Y -.09 -.09 0 0 8 M45 Y -.09 -.09 0 0 9 M20 Y -.132 -.132 0 0 10 M18 Y -.132 -.132 0 0 11 M19 Y -.132 -.132 0 0 12 M17 Y -.132 -.132 - 0_ ___ 0 13 M23 Y -.132 -.132 0 0 14 M24 Y -.132 -.132 0 .0 15 M22 Y -.132 -.132 0 0 16 M21 Y -.132 -.132 0 0 17 M12 Y -.132 -.132 0 0 18 M11 Y -.132 -.132 0 0 19 M9 Y -.132 -.132 0 0 20 M10 Y -.132 -.132 0 0 21 M15 Y -.132 -.132 0 0 22 M16 Y -.132 -.132 .0 0 23 M14 Y -.132 -.132 0 0 24 M13 Y -.132 -.132 0 0 1 M41 Y -.15 -.15 0 0 2 M44 Y -.15 -.15 _ 0 0 3 M52 Y -.15 -.15 0 0 4 M51 Y -.15 -.15 0 0 5 M45 Y -.15 -.15 0 0 6 M48 Y -.15 -.15 0 0 14 M2 Z -.14 -.14 0 0 15 M29 Z -.14 -.14 0 0 16 M5 Z -.14 -.14 0 0 17 M41 Z -.108 -.108 0 0 18 M45 Z -.108 -.108 0 0 1 1 M1 W6X25 .082 11 .003 11 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 2 1 M2 W6X25 .179 11 .008 11 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 3 1 M3 W6X25 .097 11 .000 11 y 17.685 30 37.5 30 1 .6 .6 H1 -1 4 1 M4 W6X25 .161 11 .000 11 y 17.685 30 37.5 30 1 .6 .6 H1-1 5 1 M5 W6X25 .179 11 .008 11 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 6 1 M6 W6X25 .161 11 .000 11 y 17.685 30 37.5 30 1 .6 .6 H1 -1 Company Designer Job Number Member Distributed Loads (BLC 1 : W) (Continued) Member Distributed Loads (BLC 2 : DL) Member Distributed Loads (BLC 3 : LL) Member Point Loads Member Label Member AISC ASD Steel Code Checks ionrft. %1 End Locationrft.° End Location nitudefk/ft.d... Start Locationrft . %1 End Locationrft .% Direction Magnitude[k,k -ft] No Data to Print ... Jan 15, 2010 S 3:01 PM Checked By: Location[ft. %] x Locrftl Shear U... Locrftl Dir Farksil Ftrksil Fbvrksil Fbzfksil Cb Cm v Cmz E RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 2 7 1 M7 W6X25 .082 11 .003 11 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 8 1. .M8 W6X25 .097 11 .000 11 y. 17.68'5 30 37.5 30 1 .6_ .6 H1-1 9 1 M9 W8X18 .019 1.75 .004 0 v 26.629 30 37.5 33 1 .6 1 H1 -3 10 1 _M10 W8X18 .015 3.25 .007 6.5. y 22.135 30 37.5 30 _ 1 .6 . 1 111 -3 11 1 M11 W8X18 .011 3.25 .007 6.5 v 22.135 30 37.5 30 1 .6 1 H2 -1 12 1 M12 W8X18 ' .020 1.75 .005 3:5 y 26.629 30 37.5 33 1 :6 1 H2 -1 13 1 M13 W8X18 .019 1.75 .004 3.5 v 26.629 30 37.5 33 1 .6 1 H1-3 14 1 M14 W8X18 .011 3.25 .007 .6.5 y 22.135 30 37.5 30 1 6 1 H2 -1 15 1 M15 W8X18 .015 3.25 .007 6.5 v 22.135 30 37.5 30 1 .6 1 H1-3 16 1 M16 W8X18 .020 1.75 .005 0 y 26.629 30 37.5 33 1 .6 • H2 -1 17 1 M17 W8X18 .011 1.75 .004 0 v 26.629 30 37.5 33 1 .6 1 H1-3 18 1 M18 W8X18 .013 3.25 .007 6.5 ' y 22.135 30 37.5 30 1 .6 1 H1-3 19 1 M19 W8X18 .012 3.25 .007 6.5 v 22.135 30 37.5 30 1 .6 1 H1-3 20 ` 1 M20 W8X18 .013 1.75 .005 3.5 y 26:629. 30 .37:5 33 .1 .6 1 H2 -1 21 1 M21 W8X18 .011 1.75 .004 3.5 v 26.629 30 37.5 33 1 .6 1 H1-3 22 1 M22 1A/8X18 .012 3.25 .007 6 :5 y 22.135 30 .37.5 . 30 1 .6 1 81-3 23 1 M23 W8X18 .013 3.25 .007 6.5 v 22.135 30 37.5 30 1 .6 1 H1 -3 24 1 . M24_ .. W8X18 .013 1 _ .005 0 y 26:629 .30 . _ _37.5 33 1 :6 1 . 82 -1 25 1 M25 W6X25 .065 0 .002 0 z 17.685 30 37.5 30 2.3 .85 .396 H2 -1 26 1 M26 W6X25 .166 0 ..008 0 z 17.685 30 37.5_ 30 2.3 .85 .39 H2 -1 27 1 M27 W6X25 .063 0 .000 5.5 v 17.685 30 37.5 30 1 .711 .406 H1 -1 28 1 M28 .W6X25 _. ,081 0 .000 5.5 y 17.685 30 37.5 30 1, :561..384 H1 -1 29 1 M29 W6X25 .166 0 .008 0 z 17.685 30 37.5 30 2.3 .85 .39 H2 -1 30 1 .M30 W6X25 ;065 0 :002 0 z. 17 :685 _ 30 .37:5 . 30 2:3 :85_..396 _H2 -1 31 1 M31 W6X25 .081 0 .000 5.5 v 17.685 30 37.5 30 1 .561 .384 H1 -1 32 1 . _M32 W6X25_ ,063 0 .000 5.5 y 17:685 30 _37:5 30 1 .711 :406 81 -1 33 1 M33 W6X25 .044 0 .003 0 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 34 1 M34 W6X25 .056 0 .003 .0 z 17,685. 30 37.5 30 1.75 .85 .6 82 -1 35 1 M35 W6X25 .022 0 .000 0 v 17.685 30 37.5 30 1 .634 .6 H1-1 36 1 M36 W6X25 .023 0 .000 0 y 17..685 30 37.5 30 1 .67 .6 H1 -1 37 1 M37 W6X25 .056 0 .003 0 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 38 1 M38 W6X25 .023 0 .000 0 y 17.685. 30 .37.5 30 1 .67 .6 _H1 - 1 39 1 M39 W6X25 .044 0 .003 0 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 40 1 M40 W6X25 .022 0 .000 ,0 • y. 17.685 30 37.5. 30 _ 1 ,.634 ,6 H1 -1 41 1 M41 W8X18 .024 1.75 .005 3.5 z 26.629 30 37.5 33 1 1 1 H2 -1 42 1 M42. W8X18 . .007_. 0 :000 0 _ ;z 22.135 30 _37.5 _ _ 30 1 __ _.6 :6. H1 -1 43 1 M43 W8X18 .001 0 .000 0 z 22.135 30 37.5 30 1 .6 .6 H1 -1 44 1 M44 W8X18 ,007 1.75 .004. 3.5 y .26.629 30 37.5 .33 1 .6 1 H1 -3 45 1 M45 W8X18 .024 1.75 .005 0 z 26.629 30 37.5 33 1 1 1 H2 -1 46 1 M46 W8X18 .001 0 .000 0 z..22.135 30 37.5 30_ 1 ..6 .6 H1 -1 47 1 M47 W8X18 .007 0 .000 0 z 22.135 30 37.5 30 1 .6 .6 H1 -1 48 1 M48 W8X18 .007 1.75 :004 0 .y 26 :629 30 37.5 . 33 1 .6 1 H1 -3 49 1 M49 W8X24 .421 11 .022 22 v 5.538 30 37.5 14.892 1 1 1 H1-3 50 1 M50 W8X24 .329 11 .022 22 .y 5.538 30 37.5 14.892 1 1 1 H1 -3 51 1 M51 W8X40 .678 11 .022 0 z 8.992 30 37.5 24.899 1 1 1 H1-3 52 1 • _M52 W8X40 .487 11 .021 0 y 8.992 30 _37,5 24.899 1 1 1 H1 -3 53 1 M53 LL3X3X4X0 .112 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 54 1 M54 LL3X3X4X0 ,043 0 .001 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 : H2 -1 55 1 M55 LL3X3X4X0 .018 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 56 1 M56 LL3X3X4XO .113 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1-1 57 1 M57 LL3X3X4X0 .417 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 58 1 M58 LL3X3X4X0 .172 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 59 1 M59 LL3X3X4XO .166 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 60 1 M60 LL3X3X4X0 107 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 ,6 .6 H1-1 61 1 M61 LL3X3X4XO .011 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 62 1 _M62 LL3X3X4XO .071 0 .000 0 z 5.492 .21.6 21.6 21.6 1.75 .6 .6 H1 -1 63 1 M63 LL3X3X4X0 .284 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 Company Designer Job Number Member AISC ASD Steel Code Checks (Continued) Jan 15, 2010 617 3:01 PM Checked By: mz E RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 3 64 1 M64 LL3X3X4X0 .030 0 .000 0 z 6.729 21.6 21.6 21,6 1.75 .6 _ _ :6 H1 -1 65 1 M65 LL3X3X4X0 .137 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 66 1 M66 LL3X3X4X0 .593 0 .000 0 z 5.492 21.6 21.6 21.6 1,75 .6 .6 H1 -1 67 1 M67 LL3X3X4X0 .074 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 68 1 M68 LL3X3X4x0 .002 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 69 1 M69 LL3X3X4X0 .056 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 70 1 M70 LL3X3X4x0 .110 0 .000 0 z 6:729 21..6 21.6 '21.6 1.75 _.6 .6 ' H1-1 71 1 M71 LL3X3X4X0 .106 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 72 1 M72 LL3X3X4X0 .450 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 __.6 .6 H1 -1 73 1 M73 LL3X3X4X0 .040 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 74 1 M74 LL3X3X4X0 .005 0 .000 0 z 5.492_ 21.6 21.6. 21.6 1.75 .6 ,6 H2 -1 75 1 M75 LL3X3X4xo .029 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1 -1 76 1 M76 LL3X3X4X0 .227 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 77 1 M77 LL3X3X4X0 .166 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 78 1 M78 LL3X3X4x0 .593_ 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1 -1 79 1 M79 LL3X3X4X0 .106 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 80 1 M80 LL3X3X4X0 .450 0 :000 0 z 5:492 21.6 21..6 21.6 1.75 :6 .6 H1 -1 81 1 M81 LL3X3X4X0 .137 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 82 1 M82 LL3X3X4x0 .707 0 .000 0 z 5.492 21.6 21:6 21.6 1.75 .6__ .6_ _H1 -1 83 1 M83 LL3X3X4X0 .043 0 .001 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 84 1 M84 LL3X3X4x0 .074 0 .000 0 z 6.729_ 21.6 .21.6_ 21.6 1.75 __ .6 .6 .H2 -1 85 1 M85 LL3X3X4X0 .110 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 86 1 . M86 LL3X3X4x0 .056 .0 .000 0 z 6,729 21.6 2t6_ 21.6 _ 1.75' ;6 .6 H2 -1 87 1 M87 LL3X3X4X0 .002 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 88 1 M88 LL3X3X4X0 .112, _ 0 .000 0 z 6.729 21.6 .2t6 _ _21.6 1.75 ..6 _ .6 H2 =1 89 1 M89 LL3X3X4X0 .018 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 90 1 M90 LL3X3X4x0 .071 0 .000. 0 z 5:492 21.6 21.6 21.6 1.75_ _ .6 .6 H1-1 91 1 M91 LL3X3X4X0 .005 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 92 1 M92 LL3X3X4X0 ,029 0 .000 0 z 5.492 21.6 21:6 21.6 1.75 .6 .6 H1 -1 93 1 M93 LL3X3X4X0 .011 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 94 1 M94 LL3X3X4X0 .113 0 .000 0 z 5.4 21.6 2t6_ _ 21.6. 1.75 .:6 .6 H1 -1 95 1 M95 LL3X3X4X0 .172 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 96 1 M96 LL3X3X4x0 .2 84 0 .000 0 z 6.729 21.6 216 21.6 1.75 _:6 .6 H1 -1 97 1 M97 LL3X3X4X0 .040 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 98 1 M98 LL3X3X4x0 .227 0 .000 0 .z 6.729. 21.6 2t6 .21.6 1.75 :6 .6 'H1 -1 99 1 M99 LL3X3X4X0 .030 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 100 1 M100 LL3X3X4X0 ,417 0 :000 0 z 6.729 21.6 ' 21.6 21.6 1.75 .6 :6 H1 -1 1 1 N1 -2.131 - 17.542 .77 0 0 0 2 1 N2 :806 - 29.045 5.88 3 1 N4 -.998 33.024 5.683 0 0 0 4 1 N3 2.459 21.372 :904 0 0 .0 5 1 N5 -.806 - 29.045 5.88 0 0 0 6 1 N6 .998 33.024 5.683 0 0 0 7 1 N7 2.131 - 17.542 .77 0 0 0 8 1 N8 -2.459 21.372 .904 0_ 0 0 9 1 N13 0 0 0 .573 0 .022 10 1 N10 0 0 0 .573 0 -.022 11 1 Totals: 0 15.619 26.474 12 1 COG (ft): _ X: 14.5 Y: 23.852 Z: 3.25 Company Designer Job Number Member AISC ASD Steel Code Checks (Continued) r U... Locfftl Dir Fafksil Ftfksil Fbvfksil Fbzfksil Cb Cm v Cmz Ean Joint Reactions (By Combination) Y fkl k MX 1k- Jan 15, 2010 3:01 PM Checked By: MY 1k- MZ fk -ft RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 4 1 1 M1 1 -9.899 .01 .193 0 0 0 2 2 - 9.899 .01 ,069 0 .36 -.027 3 3 -9.899 .01 -.055 0 .38 -.054 4 4 -9.899 .01 -.178 0 .06 -.081 5 5 -9.899 .01 -.302 0 -.601 -.108 6 1 M2 1 - 17.578 ,008 .616 0 0_ _ 0 7 2 - 17.578 .008 .231 0 1.164 -.022 8 3 - 17.578 .008 -.154 0 1.269 -.044 9 4 - 17.578 .008 -.539 0 .316 -.066 10 5 - 17.578 .008 -.924 0 -1.697 -.088 11 1 M3 1 12.141 -.011 -.005 0 0 0 12 2 12.141 -.011 -.005 0 -.014 .031 13 3 12.141 -.011 -.005 0 -.028 .063 14 4 12.1.41 -.011 -.005 0. _ -.043 _09.4 15 5 12.141 -.011 -.005 0 -.057 .125 16 1 M4 1 20.225 -.01 -.007 0 0 _ _ 0 17 2 20.225 -.01 -.007 0 -.02 .029 18 3 20.225 -.01 -.007 0 -.041 .057 19 4 20.225 -.01 -.007 0 -.061 .086 20 5 20.225 -.01• -.007 0 -.082 .114 21 1 M5 1 - 17.578 -.008 .616 0 0 0 22 2 - 17.578 -.008 .231 0 1,164 .022 23 3 - 17.578 -.008 -.154 0 1.269 .044 24 4 -17.578 -.008 -.539 __ 0 .316_ _ .066 25 5 - 17.578 -.008 -.924 0 -1.697 .088 26 1 M6 1 20.225 .01 -.007 0 0 0 27 2 20.225 .01 -.007 0 -.02 -.029 28 3 20.225 .01 -.007 0 -.041 -.057 29 4 20.225 .01 -.007 0 -.061 -.086 30 5 20.225 .01 -.007 0 -.082 -.114 31 1 M7 1 -9.899 -.01 .193 0 0 0 32 2 -9.899 -.01 .069 0 _ .36 :027 33 3 -9.899 -.01 -.055 0 .38 .054 34 4 - 9.899 _ -.01 -.178 0. .06 __ .081. 35 5 -9.899 -.01 -.302 0 -.601 .108 36 1 M8 1 12.141 .011 -.005 0 0 0 37 2 12.141 .011 -.005 0 -.014 -.031 38 3 12.141 .011 -.005 0 -:028 -.063 39 4 12.141 .011 -.005 0 -.043 -.094 40 5 12.141 .011 -.005 0 -.057 -.125 41 1 M9 1 2.189 .139 0 0 0 0 42 2 2.189 .069 0 0 0 -.091 43 3 2.189 0 0 0 0 -.121 44 4 2.189 -.069 0 0 0 -.091 45 5 2.189 -.139 0 0 0 0 46 1 M10 _1 .481 .257 0 0 0 0 47 2 .481 .129 0 0 0 -.314 48 3 ,481 0 0 0 0 -.418 49 4 .481 -.129 0 0 0 -.314 50 5 .481 -.257 0 0 0 0 51 1 M11 1 -.002 .257 0 0 0 0 52 2 -.002 .129 0 0 0 - 314 53 3 -.002 0 0 0 0 -.418 54 4 -,002 -.129 0 0 0 -.314 55 5 -.002 -.257 0 0 0 0 56 1 M12 1 -2.652 .139 0 .001 0 0 Company Designer Job Number Member Section Forces LC Member Label Sec Axialfk heart k z Shearfk Tor auefk -ft l v-v Momentfk -ft Jan 15, 2010 S�9 3:01 PM Checked By: z - z Momentfk - ft RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 5 57 2 -2.652 .069 0 .001 0 -.091 58 3 -2.652 0 0 .001 0 -.121 59 4 -2.652 -.069 0 .001 0 -.091 60 5 -2.652 -.139 0 .001 0 0 61 1 M13 1 2.189 .139 0 0 0 0 62 2 2.189 .069 0 0 . 0 -.091 63 3 2.189 0 0 0 0 -.121 64 4 2.189 -.069 0 0 0 -.091 65 5 2.189 -.139 0 0 0 0 66 1 M14 1 -.002 .257 0 0 0 0 67 2 -.002 .129 0 0 0 -.314 68 3 -.002 0 0 0 0 -.418 69 4 -.002 -.129 0 0 0 -.314 70 5 -,002 -.257 0 0 0 0 71 1 M15 1 .481 .257 0 0 0 0 72 2 .481 .129 0 0 0 -.314 73 3 .481 0 0 0 0 -.418 74 4 .481 -.129 0 0 0 -.314 75 5 .481 -.257 0 0 0 0 76 1 M16 1 -2.652 .139 0 -.001 0 0 77 2 -2.652 .069 0 -.001 0 -.091 78 3 -2.652 0 .0 -.001 0 -.121 79 4 -2.652 -.069 0 -.001 0 -.091 80 5 -2.652 -.139 0 -.001 0 0 81 1 M17 1 1.115 .139 0 0 0 0 82 2 1.115 .069 0 0 0 -.091 83 3 1.115 0 0 0 0 -.121 84 4 1.115 -.069 0 0 0 -.091 85 5 1.115 -.139 0 0 0 0 86 1 M18 1 .271 .257 0 0 0 0. 87 2 .271 .129 0 0 0 -.314 88 3 .271 0 0 0 0 -.418 89 4 .271 -.129 0 0 0 -.314 90 5 .271 - .257 91 1 M19 1 .126 .257 0 0 0 0 92 2 .126. .129 0 0 0 -.314 93 3 .126 0 0 0 0 -.418 94 4 .126 -.129 0 0 0 -.314 95 5 .126 -.257 0 0 0 0 96 1 M20 1 -1.533 .139 0 .001 0 0 97 2 -1.533 .069 0 .001 0 -.091 98 3 -1.533 0 0 . .001 0 -.121 99 4 -1.533 -.069 0 .001 0 -.091 100 5 -1.533 -.139 . 0 001 0 0 101 1 M21 1 1.115 .139 0 0 0 0 102 2 1.115 .069 0 0 0 -.091 103 3 1.115 0 0 0 0 -.121 104 4 1.115 -.069 0 0 .0 -.091 105 5 1.115 -.139 0 0 0 0 106 1 M22 1 .126 .257 0 0 0 0 107 2 .126 .129 0 0 0 -.314 108 3 .126 0 0 0 0 -.418 109 4 .126 -.129 0 0 0 -.314 110 5 .126 -.257 0 0 0 0 111 1 M23 1 .271 .257 0 0 0 0 112 2 .271 .129 0 0 '0 -.314 113 3 .271 0 0 0 0 -.418 Company Designer Job Number Member Section Forces (Continued) z Shear 57.0 Jan 15, 2010 3:01 PM Checked By: - z Momentf RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 6 114 - 4 .271 -.129 0 0 0 -.314 115 5 .271 -.257 0 0 0 0 116 1 M24 1 -1,533 .139 0 -.001 0 0 117 2 -1.533 .069 0 -.001 0 -.091 118 3 -1.533 0 0 -.001 0 -.121 119 4 -1.533 -.069 0 -.001 0 -.091 120 5 - 1.533 -.139 0 -.001 0 0 121 1 M25 1 -6.319 -.015 .251 0 -.601 -.108 122 2 -6.319 -.015 .128 0 -.08 -.067 123 3 -6.319 -.015 .004 0 .101 -.027 124 4 -6.319 -.015 -.12 0 -.059 .01.4 125 5 -6.319 -.015 -.244 0 -.558 .055 126 1 M26 1 -7.512 -.015 .899 0 -2.269 -.11 127 2 -7.512 -.015 .514 0 -.326 -.068 128 3 -7.512 -.015 .129 0 .559 -.026- 129 4 -7.512 -.015 -.256 0 .386 .016 130 5 -7.512 -.015 -:641 0 -.847 .058 131 1 M27 1 7.72 .017 .004 0 -.056 .125 132 _2 7.72 .017. _ .004 0 -.046 .079 133 3 7.72 .017 .004 0 -.035 .032 134 4 7,72 .017 .004 0 -.025. _ -.014 135 5 7.72 .017 .004 0 -.015 -.061 136 1 M28 1 9.986 .016 .008 0 - .083 .114. _ 137 2 9.986 .016 .008 0 -.06 .07 138 3 9.986 .016 .008 0 -.038 .026 139 4 9.986 .016 .008 0 -.015 -.018 140 5 9.986 .016 .008 0 .008 _ -.062 141 1 M29 1 -7.512 .015 .899 0 -2.269 .11 142 2 -7.512 .015 .514 0 -.326 :068 143 3 -7.512 .015 .129 0 .559 .026 144 4 -7.512 .015 -.256 . 0 .386 -:016. 145 5 -7.512 .015 -.641 0 -.847 -.058 146 1 M30 1 - 6.319 .015 .251 0 -.601 .108 147 2 -6.319 .015 .128 0 -.08 .067 148 3 = 6.31.9 ' .015 • _ .004 0 .101 . .027 149 4 -6.319 .015 -.12 0 -.059 -.014 150 5 -6.319 .015 -.244 0 -.558 -.055 151 1 M31 1 9.986 -.016 .008 0 -.083 -.114 152 2 9.986 -.016 .008 0 -.06 -.07 153 3 9.986 -.016 .008 0 -.038 -.026 154 4 9.986 -.016 .0.08 0 -.015 _ - __:01.8 155 5 9.986 -.016 .008 0 .008 .062 156 1 M32 1 7.72 -.017 :004 0 - :056 -:125 157 2 7.72 -.017 .004 0 -.046 -.079 158 3 7.72 -,017 .004 0 -.035 -.032 159 4 7.72 -.017 .004 0 -.025 .014 160 5 7.72 -.017 .004 0 -.015 .061 161 1 M33 1 -2.327 .005 .298 0 -.558 .055 162 2 -2.327 .005 .174 _ 0 .091 .041 163 3 -2.327 .005 .051 0 .401 .027 164 4 -2.327 .005 -.073 0 .37 .014 165 5 -2.327 .005 -.197 0 -.002 0 166 1 M34 1 - 1.476 .005 .325 0 -.847 .058 167 2 -1.476 .005 .201 0 -.124 .043 168 3 -1.476 .005 .077 0 .258 .029 169 4 -1.476 .005 -.047 0 .3 .014 170 5 -1.476 .005 -.17 0 .002 0 'Company • Designer Job Number Member Section Forces (Continued) z Shearfkl -ftl v -v Momentfk -f S ),1 Jan 15, 2010 3:01 PM Checked By: -z Momentfk -ft RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 7 171 1 M35 1 2.704 -.006 .001 0 -.014 -.061 172 2 2.704 -.006 .001 0 -.011 -.045 173 3 2.704 -.006 .001 0 -.008 -.03 174 4 2.704 -.006 .001 0 -.004 -.015 175 5 2.704 -.006 .001 0 -.001 0 176 1 M36 1 2.831 -.006 0 0 .007 -.061 177 2 2.831 -.006 0 0 .005 -.046 178 3 2.831 -.006 0 0 .004 -.031 179 4 2.831 -.006 0 0 .003 -.015 180 5 2.831 -:006 0 0 .001 0 181 1 M37 1 -1.476 -.005 .325 0 -.847 -.058 182 2 -1.476 -.005 .201 0 -.124 -.043 183 3 -1.476 -.005 .077 0 .258 -.029 184 4. -1.476 _ -.005 -.047 0 .3 -.014 185 5 -1.476 -.005 -.17 0 .002 0 186 1 M38 1 2,831. .006 0 0 .007 .061 187 2 2.831 .006 0 0 .005 .046 188 3 2,831 .006 0 0 _.004 .031 189 4 2.831 .006 0 0 .003 .015 190 5 2,831 .006 0 0 .001 0 191 1 M39 1 -2.327 -.005 .298 0 -.558 -.055 192 2 -2.327 -.005 .174 Q .091 -.041 193 3 -2.327 -.005 .051 0 .401 -.027 194 4 -2.327 -.005 -.073 . 0 .37 -.014 195 5 -2.327 -.005 -.197 0 -.002 0 196 1 M40 1 2.704 .006 ..001 • 0 -.014 .061 197 2 2.704 .006 .001 0 -.011 .045 198 3 2.704 .006 .001 0 -.008 .03 199 4 2.704 .006 .001 0 -.004 .015 200 5 2.704 .006 .001 0 -:001 0 201 1 M41 1 -.652 .095 .189 .002 0 0 202 2 -.652 _ .047 .094 .002 _ .124 -.062 203 3 -.652 0 0 .002 .165 -.083 204 4 - -.652 -:047 -.095 .002 .1 ..... - .062 205 5 -.652 -.094 -.189 .002 0 0 206 1 M42 1 .773 0 0 - 0 0 0. 207 2 .773 0 0 0 0 0 208 3 .773. 0 0 0 0. 0 __ 209 4 .773 0 0 0 0 0 210 5 .773 0 0 0 0 0 211 1 M43 1 .156 0 0 0 0 0 212 2 .156 0 0 0 0 .0 213 3 .156 0 0 0 0 0 214 4 _156 0 0 0 0 0 215 5 .156 0 0 0 0 0 216 1 M44 1 .753 .094 0 .001 0 .0 217 2 .753 .047 0 .001 0 -.062 218 3 .753 0 0 .001 0 -.083 219 4 .753 -.047 0 .001 0 -.062 220 5 .753 -.095 0 .001 0 0 221 1 M45 1 -.652 .094 .189 -.002 0 0 222 2 -.652 .047 .095 -.002 .124 -.062 223 3 -.652 0 0 -.002 .165 -.083 224 4 -.652 -.047 -.094 -.002 .124 -.062 225 5 -.652 -.095 -.189 -.002 0 0 226 1 M46 1 .156 0 0 0 0 0 227 2 .156 0 0 0 0 0 Company . Designer Job Number Member Section Forces (Continued) Torauefk -ftl v -v Momentfk -ftl Jan 15, 2010 Sad 3:01 PM Checked By: z - z Momenttk- RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 8 228 3 .156 0 0. 0 0 0 229 4 .156 0 0 0 0 0 230 5 .156 0 0 0 0 0 231 1 M47 1 .773 0 0 0 0 0 232 2 .773 0 0 0 0 0 233 3 .773 0 0 0 0 0 234 4 :773 0 0 0 ___ _ 0 0 235 5 .773 0 0 0 0 0 236 1 M48 1 .753 .095 0 _ -.001 0 0 237 2 .753 .047 0 -.001 0 -.062 238 3 .753 0 0 -.001 0 -:083 239 4 .753 -.047 0 -.001 0 -.062 240 5 ,753 -.094 0 -.001 0 _ 0 241 1 M49 1 .382 .871 .726 0 0 0 242 2 .382 .436 :363 • 0 2.995 __ -3.594 243 3 .382 0 0 0 3.993 -4.792 244 4 .382 -.436 -.363 0 2.995 -3.594 245 5 .382 -.871 -.726 0 0 0 246 1 M50 1 -.63. .871 462 _ 0 0. '0 _ 247 2 -.63 .436 .231 0 1.906 -3.594 248 3 -.63 0 0 0 2.541 -4,792 249 4 -.63 -.436 -.231 0 1.906 -3.594 250 5 -.63 -.871 -.462. 0 0 0 251 1 M51 1 -1.707 1.261 4.037 0 0 0 252 2 -1.707 .63 2.019 0 16.653 -5.2 253 3 -1.707 0 0 0 22.204 -6.933 254 4 -1.707 -.63 =2.018 • 0 16:653 -5.2 255 5 -1.707 -1.261 -4.037 0 0 0 256 1 M52 1 2.091 1.261 2.574 0 0 0 257 2 2.091 .63 1.287 0 10.618 -5.2 258 3 2.091 0 0 0 14.157 -6 :933 259 4 2.091 -.63 -1.287 0 10.618 -5.2 260 5 :2:091 - 1..261 -2.574 0 _ 0 261 1 M53 1 -6.995 0 0 0 0 0 262 2 - 6.995 0 0. _ 0 0 • 0 263 3 -6.995 0 0 0 0 0 264 4 -6.995 0 0 0 0 0 265 5 -6.995 0 0 0 0 0 266 1 M54 1 -2:685 0 _ 0 0 0 0. 267 2 -2.685 0 0 0 0 0 268 3 -2:685 0 0 . 0 0 0 269 4 -2.685 0 0 0 0 0 270 5 -2.685 0 271 1 M55 1 -1.135 0 0 0 0 0 272 2 -1.135 0 0 0 0 0 273 3 -1.135 0 0 0 0 0 274 4 -1.135 0 0 0 0 0 275 5 -1.135 0 0 0 0 0 276 1 M56 1 1.787 0 0 0 0 0 277 2 1.787 0 0 0 0 0 278 3 1.787 0 0 . 0 0 0 279 4 1.787 0 0 0 0 0 280 5 1.787 0 0 0 0 0 281 1 M57 1 8.073 0 0 0 0 0 282 2 8.073 0 0 0 0 0 283 3 8.073 0 0 0 0 0 284 4 8.073 0 0 0 0 0 Company Designer Job Number Member Section Forces (Continued) LC Member Label Sec Axial l v Shear z Shear Tor ouefk -ftl v -v Momentfk -ft S23 Jan 15, 2010 3:01 PM Checked By: z - z Momentfk -ft RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 9 285 5 8.073 0 0 0 0 0 286 1 M58 1 3.326 0 0 0 0 0 287 2 3.326 0 0 0 0 0 288 3 3.326 0 0 0 _ 0 0 289 4 3.326 0 0 0 0 0 290 5 3.326 0 0 0 0. 0 291 1 M59 1 - 10.348 0 0 0 0 0 292 2- 10.348 0 0 0 0- 0 293 3 - 10.348 0 0 0 0 0 294 4 10.348 0 0 0 0 0 295 5 - 10.348 0 0 0 0 0 296 1 M60 1 11.186 0 0 • 0 0 0 297 2 11.186 0 0 0 0 0 298 3 11.186 0 0 0 0 . 0 299 4 11.186 0 0 0 0 0 300 5 11.186 0 . 0 0 0 0 301 1 M61 1 -.696 0 0 0 0 0 302 2 -.696 0 0 0 0_ 0 303 3 -.696 0 0 0 0 0 304 4 -.696 0 0 0 0 0 305 5 -.696 0 0 0 0 0 306_ 1 M62 1 1.121 0 - 0 0 0 _0 307 2 1.121 0 0 0 0 0 308 3 1.121 0 0 0 0 0 309 4 1.121 0 0 0 0 0 310 5 1.121 0 _ 0 0 0 .0 311 1 M63 1 5.512 0 0 0 0 0 312 2 5.512 0 0 0 - 0 _0 313 3 5.512 0 0 0 0 0 314 - 4_ 5.512_ 0 0 0 0 0 • 315 5 5.512 0 0 0 0 0 316 1 _M64 1 _ .586. _ _ 0 0 0 0 ' 0 317 2 .586 0 0 0 0 0 3 . 3 .586 0 - 0 0 0 '0 319 4 .586 0 0 0 0 0 320 . 5 '.586 0 0 0 0 0- 321 1 M65 1 -8.546 0 0 0 0 0 322 2 - 8.546 0 0 0 0 0 323 3 -8.546 0 0 0 0 0 324 4 -8.546 0 0 0 0 0 325 5 -8.546 0 0 0 0 0 326 1 M66 1 9.372 0 0 0 0 0 327 2 9.372 0 0 0 0 0 328 3 9.372 0 0 0 0 0 329 4 9.372 0 0 0 0 0 330 5 9.372 0 0 0 0 0 331 1 M67 1 -4.615 0 0 0 0 0 332 2 -4.615 0 0 0 0 0 333 3 -4.615 0 0 0 0 0 334 4 -4:615 0 0 0 0 0 335 5 -4.615 0 0 0 0 0 336 1 M68 1 -.147 0 0 0 0 0 337 2 -.147 0 0 0 0 0 338 3 -.147 0 0 0 0 0 339 4 -.147 0 0 0 0 0 340 5 -.147 0 0 0 0 0 341 1 M69 1 -3.464 0 0 0 0 0 ' Company Designer Job Number Member Section Forces (Continued) z Shearfkl Torauefk -ftl v -v Moment rk- 6hy Jan 15, 2010 3:01 PM Checked By: z - z Momentfk- RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 10 342 2 -3.464 0 0 0 0 0 343 3 -3.464 0 0 0 0 0 344 4 -3.464 0 0 0 0 0 345 5 -3.464 0 0 0 0 0 346 1 M70 1 2.133 0 0 0 0 0 347 2 2.133 0 0 0 0 0 348 3 2,133 0_ 0 0 0 0- 349 4 2.133 0 0 0 0 0 350 5 2.133 0 0 0 0 0 351 1 M71 1 -6.58 0 0 0 0 0 352 2 -6.58 0 0 0 0 0 353 3 -6.58 0 0 0 0 0 354 4 -6.58 0 0 0 '0 • 0 355 5 -6.58 0 0 0 0 0 356 1 M72 1 7.122 0 0 0 0 0 357 2 7.122 0 0 0 0 0 358 3 7.122 0 - 0 0 0 0 359 4 7.122 0 0 0 0 0 360 5 7.122 0 0 0 0 0 361 1 M73 1 -2.464 0 0 0 0 0 362 2 -2.464 0 0 0 0 0 363 3 -2.464 0 0 0 0 0 364 4 -2464 0 0 0 .0 0 365 5 -2.464 0 0 0 0 0 366 1 M74 1 . -.303 0 0 0 0 0 367 2 -.303 0 0 0 0 0 368 . 3 -.303 0 0 0 0 0 369 4 -.303 0 0 0 0 0 370 5 -.303 0 0 0 0 371 1 M75 1 .453 0 0 0 0 0 372 2 :453 0 0 0 0 0 373 3 .453 0 0 0 0 0 374 4- 453 0 . 0 0 0 0 375 5 .453 0 0 0 0 0 376 1- M76 1 4.396 0 0 0 0 .0 377 2 4.396 0 0 0 0 0 378 3' •4.396. 0 0 0 0 0 379 4 4.396 0 0 0 0 0 380 5 4.396 0 0 0 0 0 381 1 M77 1 - 10.348 0 0 0 0 0 382 2- 10.348 0 0 0 0 0 383 3 - 10.348 0 0 0 0 0 384 4- 10.348 0 0 0 385 5 - 10.348 0 0 0 0 0 386 1 M78 1 9,372 0 0 0 0 0 387 2 9.372 0 0 0 0 0 388 3 .9.372 0 0 0 0 0 389 4 9.372 0 0 0 0 0 390 5 9.372 0 0 0 0 0 391 1 M79 1 -6.58 0 0 0 0 0 392 2 -6.58 0 0 0 0 0 393 3 -6.58 0 0 0 0 0 394 4 -6.58 0 0 0 0 0 395 5 -6.58 0 0 0 0 0 396 1 M80 1 7.122 0 0 0 0 0 397 2 7.122 0 0 0 0 0 398 3 7.122 0 0 0 0 0 ' Company Designer Job Number Member Section Forces (Continued) z Shearfkl -ftl v -v Momentfk- sas Jan 15, 2010 3:01 PM Checked By: z -z Momentfk- RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 11 399 4 7.122 0 0 0 0 0 400 5 7.122 0 0 0 0 0 401 1 M81 1 -8.546 0 0 0 0 0 402 2 - 8.546 0 0 0 0 0 403 3 -8.546 0 0 0 0 0 404 4 -8.546 0 0 0 0 0 405 5 -8.546 0 0 0 0 0 406 1 M82 1 11.186 0 0 0 0 0 407 2 11.186 0 0 0 0 0 408 3 11,186 0 0 0 0 409 4 11.186 0 0 0 0 0 410 5 11.186 0 0 0 0 0 411 1 M83 1 -2.685 0 0 0 0 0 412 2 = 2:685 0 0 0 0 413 3 -2.685 0 0 0 0 0 414 4 - 2.685 ` .0 0 0 0 0 415 5 -2.685 0 0 0 0 0 416 1 M84 1 4.615 0 0 0 0 .0 417 2 -4.615 0 0 0 0 0 418 3 -4.615 0 0 0 0 0 419 4 -4.615 0 0 0 0 0 420 5 -4.615 0 0 0 0 0 421 1 M85 1 2.133 0 0 0 0 0 422 .2 2.133 0 0 0 0 0 423 3 2.133 0 0 0 0 0 424 4 2.133 0 0 0 0 0 425 5 2.133 0 0 0 0 0 426 1 M86 1 -3.464 0 0 0 0 0 427 2 -3.464 0 0 0 0 0 428 3 -3.464 0 0 0 0 0 429 4 -3.464 0 0 0 0 0 430 5 - 3.464 0 0 0 0 0 431 1 M87 1 -.147 0 0 0 0 0 432 2 -.147 0 0 0 0 0 433 3 -.147 0 0 0 0 0 434 -.147 0 0 0 0 0 435 5 -.147 0 0 0 0 0 436 1 M88 1 =6.995 0 0 0 0 0 437 2 -6.995 0 0 0 0 0 438 3 -6.995 0 0 - 0 0 0 439 4 -6.995 0 0 0 0 0 440 5 -6,995 0 0 0 0 •0 441 1 M89 1 -1.135 0 0 0 0 0 442 . 2 =1,135 0 0 0 0 0 443 3 -1.135 0 0 0 0 0 444 4 -1.135 0 0 0 0 0 445 5 -1.135 0 0 0 0 0 446 1 M90 1 1.121 0 0 0 0 0 447 2 1.121 0 0 0 0 0 448 3 1.121 0 0 0 0 0 449 4 1.121 0 0 0 0 0 450 5 1.121 0 0 0 0 0 451 1 M91 1 -.303 0 0 0 0 0 452 2 -.303 0 0 0 0 0 453 3 -.303 0 0 0 0 0 454 4 -.303 0 0 0 0 0 455 5 -.303 0 0 0 0 0 t Company Designer Job Number Member Section Forces (Continued) z Shearfkl 52.6 Jan 15, 2010 3:01 PM Checked By: -z Mome ntfk- RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 12 456 1 M92 1 .453 0 0 0 0 0 457 5.7 3 2 .453 0 0 0 0 0 458 24 120 3 .453 0 0 0 0 0 459 A992 W8X40 4 .453 0 0 0 0 0 460 17.3 5 .453 0 0 0 0 0 461 1 M93 1 -.696 0 0 0 0 0 462 2 -.696 0 0 0 0 0 463 3 -.696 0 0 0 0 0 464 4 -.696 0 0 0 0 465 5 -.696 0 0 0 0 0 466 1 M94 1 1.787 0 0 0 0 _ _0 467 2 1.787 0 0 0 0 0 468 3 1.787 0 0 0 0 0 469 4 1.787 0 0 0 0 0 470 5 1.7.87. 0 0 0 0 0 471 1 M95 1 3.326 0 0 0 0 0 472 2 3,326 0 0 0 0 0 473 3 3.326 0 0 0 0 0 474 4 3.326 0 0 0 0 0 475 5 3.326 0 0 0 0 0 476 1 M96 1 .5.51 0 0 0 0 477 2 5.512 0 0 0 0 0 478 3 5;5.12 0 0 0 0 0 479 4 5.512 0 0 0 0 0 480 5 5.512 0 0 0 0 0 481 1 M97 1 -2.464 0 0 0 0 0 482 2 -2:464 0 0 0 0 0 483 3 -2.464 0 0 0 0 0 484 4 -2 A6.4 0 0 0 0 0 485 5 -2.464 0 0 0 0 0 486 1 M98 1 4;396 0 0 0 0 0 487 2 4.396 0 0 0 0 0 488 3 4396_ - -_ 0 0 0 0 0 489 4 4.396 0 0 0 0 0 490 5 4:396. 0 0 0 0 0 491 1 M99 1 .586 0 0 0 0 0 492 2 :586 0 0 0 0 0 493 3 .586 0 0 0 0 0 494 4 .586 0 0 0 0 0 495 5 .586 0 0 0 0 0 496 1 M100 1 8.073 0 0 0 0 0 497 2 8.073 0 0 0 0 0 498 3 8.073 0 0 0 0 0 499 4 8.073 0 0 0 0 0 500 5 8.073 0 0 0 0 0 1 Hot Rolled Steel 2 A36 Gr.36 LL3X3X4X0 48 583,7 5.7 3 A992 W6X25 24 264 6.6 4 A992 W8X18 24 120 2.1 5 A992 W8X24 2 44 1.1 6 A992 W8X40 2 44 t8 7 Total HR Steel 100 1055.7 17.3 Company • Designer Job Number Member Section Forces (Continued) Material Takeoff Size Jan 15, 2010 S17 3:01 PM Checked By: z -z Momentf k- W eia ht f K RISA -3D Version 8.0.0 [J:\2009 Evrt Projects \09 -21 -0052 Ashley Homes TI \3D Render of Frame.r3d] Page 13 1 M51 Z -.1 -.1 0 1 0 1 2 M52 Z -.1- -.1 0 M44 0 -.28 3 M50 Z -.04 -.04 0 - =.28 0 .2 4 M49 _ . Z -.04. . ._ -:04 0 0 0 RISA 5 M44 Z -.1 -.1 0 3 0 Yes 6 M41 Z -.1 _ -.1 0 .0. 7 M48 Z -.1 -.1 0 0 8 M45 Z -.1 0 9 M20 Z -.042 -.042 0 0 - 10 M.17 Z -.042 _ -.042 0 0 ... _ 11 M24 Z -.042 -.042 0 0 12 M21 Z -,042 -.042 . 0 . .0 . 13 M16 Z -.042 -.042 0 0 14 M13.. Z . -.042 _ _7.042 0 0 15 M12 Z -.042 -.042 0 0 16 M9 _ Z 7.042 7.042 0.. 0 17 M34 Z -.054 -.054 0 0 18 M26 Z -.054 -;054 0 0 19 M28 Z -.054 -.054 0 0 20 :M36 Z -.054 =.054 21 M2 Z -.054 -.054 0 0 22 M4 ._ .Z -.054 454 0 0 23 M37 Z -.054 -.054 0 0 24 mu_ Z • 7.054 =.054 0 0 • 25 M31 Z -.054 -.054 0 0 26 'M29 _ _ Z -.054 . . !,.054 . 0 0 • 27 M6 Z -.054 -.054 0 0 28 _ M5 .Z -.054 - = 054 'Q _ 0 . 29 M35 Z -.021 -.021 0 0 .30 :M33. Z -.021 . =:021 0 31 M25 Z -.021 -.021 0 0 32 .M27 Z -.021 -:021 '0 . ' 0 33 M1 Z -.021 -.021 0 0 34 M3 Z -.021 -.021 0 - 0 35 M40 Z -.021 -.021 0 0 36 M39 .Z -.021 -,021. 0 0 37 M32 Z -.021 -.021 0 0 38 M30 Z -.021 _ -021 0 0 39 M8 Z -.021 -.021 0 0 40 M7 Z -.021 -.021 0 0 1 D+ L Yes -.28 -.28 2 1 3 1 Y -.28 -.28 0 0 3 M44 Y -.28 -.28 0 0 2 D + 0.75(0.7E) .. Yes - =.28 -28 .2 1 1 ,525 3 .75 -.28 0 0 RISA -3D Version 8.0.0 FJ: \... \09 -21 -0052 Ashley Homes TI \3D Render of Frame - Seismic.r3d1 Paae 1 3 0.6D + 0.7E Yes 2 .6 1 .7 4 Yes - 1 M52 Y -.28 -.28 0 0 2 M51 Y -.28 -.28 0 0 3 M44 Y -.28 -.28 0 0 4 M41 Y - =.28 -28 5 M48 Y -.28 -.28 0 0 RISA -3D Version 8.0.0 FJ: \... \09 -21 -0052 Ashley Homes TI \3D Render of Frame - Seismic.r3d1 Paae 1 Company Designer Job Number Load Combinations RTs( TNPo1 /cJ P'T FoR Se1Sr1 zC LOPT)INC Member Distributed Loads (BLC 1 : Seismic) sp Jan 15, 2010 3:04 PM Checked By: D... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Member Label Direction Start Maanitudefk/ft .d..End Magnitudefk/ft .d. Start Locationfft. %1 End Location fft.% Member Distributed Loads (BLC 2 : DL) Member Label Direction Start Magnitudelk/ft d.. End Magnitud k/ft d... Start Location ft °t °l End Location ft % 1 3 M1 W6X25 .030 11 .001 11 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 2 3 M2 W6X25 .052 11 .002 11 z 17.685 30 37.5 30 1.75 .85 ;6 H2 -1 3 3 M3 W6X25 .058 11 .001 11 z 17.685 30 37.5 30 1 .85 .6 H1 -1 4 3. . __ M4 W6X25 .096 - _11 :002. 11 z 17:685 30 37.5 .30 1 :85 _ .:6 _- 'H1 -1 5 3 M5 W6X25 .052 11 .002 11 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 6 3 M6 W6X25 ..096. 11 _ .._.002. _.11_ z 17:685 30 37,5 30_ . __ 1 _ :85 .;6 'H1 -1 7 3 M7 W6X25 .030 11 .001 11 z 17.685 30 37.5 30 1.75 .85 .6 02 -1 'H 1 -1 H1 -3 8 3 M8 W6X25 .058 11 .001 11 2 17.685 30 37.5 _30 1 .85 .6 _ 9 3 M9 W8X18 .013 1.75 .004 0 v 26.629 30 37.5 33 1 1 1 10 3 M10 • W8X1.8 .002...0 • :000 0 z: 22.135 30 37:5 30. 1.75 .6 :6 ' "H2 - 1 11 3 M11 W8X18 .002 0 .000 0 z 22.135 30 37.5 30 1.75 .6 .6 H2 -1 12 3 M1.2 W8X1.8 .016 1.:75 ..004 3.5 y 26:629_ 30' 37.5. _33. 1 1 1 _H2 -1 13 3 M13 W8X18 .013 1.75 .004 3.5 y 26.629 30 37.5 33 1 1 1 H1 -3 14 3 M14 W8X18 ' ,002 ' 0 :000 0 z 22,135. 30 ' 37.5 30 1,75 _.6 :6 _ .H2-1 15 3 M15 W8X18 .002 0 .000 0 z 22.135 30 37.5 30 1.75 .6 .6 H2 -1 16 3 M16 W8X18 .016 1.75_ ..004 0 y 26.629 30 _ 37,5 _33 1 1 1 H2 -1 17 3 M17 W8X18 .009 1.75 .005 0 v 26.629 30 37.5 33 1 1 1 H1-3 18 3 M18 'W8X18 ' _:002 ' 0 ,000 0 z 22.:135 30 37.5 30 1.75 .6 .6 H2-1 19 3 M19 W8X18 .001 0 .000 0 z 22.135 30 37.5 30 1.75 .6 .6 H2 -1 20 3 M20 W8X18 .013 1.75 :005 3.5 y. 26.629 30 _ 37.5 33 _ 1 1 1 H2 -1 21 3 M21 W8X18 .009 1.75 .005 3.5 v 26.629 30 37.5 33 1 1 1 H1-3 22 3 M22 W8X18 .001 0 .000 0 2' 22.135 30 37,5 30 1.75 ,6 .6 ' H2 -1 23 3 M23 W8X18 .002 0 .000 0 z 22.135 30 37.5 30 1.75 .6 .6 H2 -1 24 3 M24 W8X18 .013 1.75 .005 • 0 y 26.629 30 37.5 33 1 1 1 H2 -1 25 3 M25 W6X25 .021 0 .001 0 z 17.685 30 37.5 30 2.3 .85 .36 H2 -1 26 3 M26 W6X25 .042 0 .002 0 z 17.685 30 37.5 30 2.3 .85 .372 H2-1 27 3 M27 W6X25 .039 0 .001 0 z 17.685 30 37.5 30 1 .85 .416 H1-1 28 3 M28 W6X25 .061 0 _002 0 z 17.685 30 _37.5. 30 • 1 .85 .391 H1 -1 29 3 M29 W6X25 .042 0 .002 0 z 17.685 30 37.5 30 2.3 .85 .372 H2 -1 30 3 M30 W6X25 .021 0 ,001 0 z 17.685 30 37,5 30 2.3 .85 .36 H2 -1 31 3 M31 W6X25 .061 0 .002 0 z 17.685 30 37.5 30 1 .85 .391 H1 -1 6 M45 Y -.28 -.28 .0 0 7 M50 Y -.144 -.144 0 0 8 M49 Y -.144 -.144 0 0 9 M20 Y -.144 -.144 0 0 10 M17 Y -.144 -.144 0 0 11 M12 Y -.144 -.144 0 0 12 M9 Y -,144 -.144 0 __ 0 13 M16 Y -.144 -.144 0 0 14 M13 Y -.144 -.144 0 0 15 M24 Y -.144 -.144 0 0 16 M21 Y -.144 -.144 0 . 0 • Company Designer Job Number Member Distributed Loads (BLC 2 : DL) (Continued) ember Label Direction Start Magnitudefk/ft,d. End Magnitudefk/ft ,d... Start Location lft, %1 End Locationlft .% Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitude[k/ft ,d..End Magnitude[k/ft .d... Start Location[ft . %] End Location[ft , %] 2 M52 M51 Y Y -.225 -.225 -.225 -.225 0 0 0 0 Member Point Loads Member Label No Data to Print ... Member AISC ASD Steel Code Checks Direction Magnitudejk,k -ft] S �9 Jan 15, 2010 3:04 PM Checked By: Locationlft, %] Dir Fafksil Ftfk F l F Cb Cm RISA -3D Version 8.0.0 [J: \... \09 -21 -0052 Ashley Homes TI \3D Render of Frame - Seismic.r3d] Page 2 32 3 M32 W6X25 .039 0 .001 0 z 17.685 30 37.5 30 1 :85_ .416 _H1 =1 33 3 M33 W6X25 .013 0 .001 0 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 34 3 M34 W6X25 .027 0 .002 0 z 17.685 30 37.5 30 1.75 .85 .6 H1 -2 35 3 M35 W6X25 .019 0 .001 0 z 17.685 30 37.5 30 1 .85 .6 H1 -1 36 3 M36 W6X25 .036 0 .002 0 z 17.685 30 37.5 30 1 .85 ,6 H1 -1 37 3 M37 W6X25 .027 0 .002 0 z 17.685 30 37.5 30 1.75 .85 .6 H1-2 38 3 M38 W6X25 . .036 0 .002 0 . z 17.685 30 37,5 30 1 .85 .6 H1 -1 39 3 M39 W6X25 .013 0 .001 0 z 17.685 30 37.5 30 1.75 .85 .6 H2 -1 40 3 M40 W6X25 ..019 0 _.001 _ 0 z 17.685 30 37.5 30 1 .85 .6 . H1-1 41 3 M41 W8X18 .018 1.75 .009 0 y 26.629 30 37.5 33 1 1 1 H2 -1 42 3 M42 W8X18 <001 0 .000 0 z .22.135 • 30 37.5 30 1.75 6 .6 H2 -1 43 3 M43 W8X18 .000 0 .000 0 z 22.135 30 37.5 30 1.75 .6 .6 H2 -1 44 3 M44 W8X18 .019 1.75 .008 3,5 y 26.629 30 37,5 . 33 1 1 _ _ 1. H1-3 45 3 M45 W8X18 .018 1.75 .009 3.5 v 26.629 30 37.5 33 1 1 1 H2 -1 46 3 M46 W8X18 .000. 0 .000 0 z 22.1.35 30 37:5 30 1.75 .6 .6 H2 -1 47 3 M47 W8X18 .001 0 .000 0 z 22.135 30 37.5 30 1.75 .6 .6 H2 -1 48 3 M48 ..W8X18 _ .019. _ 1 __ .008_ 0 y 26:629. 30 37.5 _ 33. 1 1 __ _1_ _ . H1 - 3 49 3 M49 W8X24 .298 11 .024 0 v 5.538 30 37.5 14.892 1 1 1 H1-3 50 3 M50 W8X24 .298 _ 11 .024 0 y 5.538 30 . 37.5 14.892 1 1. 1 . H1 -3 51 3 M51 W8X40 .250 11 .031 0 v 8.992 30 37.5 24.899 1 1 1 H1-3 52 3 M52 W8X4.0 .258 11 .031 0 y 8.992 30 37.5 24.899' 1 1 1 H1-3 53 3 M53 LL3X3X4X0 .039 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 54 3 M54 LL3X3X4X0 .019 • 0 .000 0 z .6.729 21.6 21:6 21.6 1.75 _6 .6 _H2 -1 55 3 M55 LL3X3X4X0 .015 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 56 3 . .N56 . LL3X3X4X0 .100 0 _ _ _ .000 _0 z 5.492 .:21.6.. 21.6 .21:6. 1.75 .6 .6.. H1 -1 57 3 M57 LL3X3X4X0 .186 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 58- 3 M58 . LL3X3X4X0 .093 0 .000 0 z _6.729_ 21.6 21:6 21.6 1.75_ .6 6 _ H1 -1 59 3 M59 LL3X3X4X0 .069 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 60 3. M60 'LL3X3X4XO .320 0__ .000 0 z 5.492 21.6 21:6 .21.6 1.75 - -:6 .6 H1 -1 61 3 M61 LL3X3X4X0 .010 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 62 3 M62 • LL3X3X4X0 .065. 0 .000 0 z 5.492 ' • 21:6 .21;6 21:6 1.75 6 .6 H1 -1 63 3 M63 LL3X3X4X0 .123 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 64 3 .M64 LL3X3X4X0. . 0_ 000__' 0 z 6.729 21.6 ' .21:6 ` 2116. 1.75 _ :6 :6 . H1 -1 65 3 M65 LL3X3X4X0 .053 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 66 _3 M66 'LL3X3X4XO :257 0 .000 0 . .z_ _5.492 21:6 21.:6 . 21 1 ;6 i6 ' H1 -1 67 3 M67 LL3X3X4X0 .020 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 68 3 M68 LL3X3X4X0 :000 0 .000. 0 .z 6.729 21.6 21:6 21:6 1.75 __.6_ 6 H1 -1 69 3 M69 LL3X3X4X0 .00 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 70 3 M70 LL3X3X4X0 :026 0 _.000. - 0 z 6.729 21.6 21:6 21.6 .1 :6 .6. H1 -1 71 3 M71 LL3X3X4X0 .029 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 72 3 M72 LL3X3X4X0 .152 0 .000 0 z 5.492 21.6 .21.6 '21.6. 1.75 .6. .:6_ _ -H 1 -1 73 3 M73 LL3X3X4X0 .013 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 74 3 M74 LL'3X3X4X0 .004 0 .000 0 z 5.492. 21.6 . 21.6 .2 1:75 .6 .6_ . H2 -1 75 3 M75 LL3X3X4X0 .029 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1 -1 76 3 •M76 1.1.3X .100 . 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 . H1-1 77 3 M77 LL3X3X4XO .069 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 78 3 M78 LL3X3X4X0 .257 0 .000 0 z .5.492 21.6 21;6 21.6 1.75 .6 .6 H1 -1 79 3 M79 LL3X3X4X0 .029 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 80 3 M80 LL3X3X4X0 .152 0 .000 0 z 5.492 21.6 21.6 21.6. 1.75 .6 .6 H1-1 81 3 M81 LL3X3X4X0 .053 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 82 3 M82 LL3X3X4XO .320 0 .000 0 z 5.492 21.6 21,6 21.6 1.75 .6 .6 H1-1 83 3 M83 LL3X3X4X0 .019 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 84 3 .M84 LL3X3X4X0 .020 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 85 3 M85 LL3X3X4X0 .026 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 86 3 • .M86 LL3X3X4X0 .008 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 'H2 -1 87 3 M87 LL3X3X4X0 .000 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 88 3 M88 LL3X3X4X0 .039 0 .000 0 z 6.729 21.6 21.6 21:6 1.75 .6 .6 H2 -1 ' 4 Company Designer Job Number Member AISC ASD Steel Code Checks (Continued) Jan 15, 2010 53a 3:04 PM Checked By: my Cmz Ea RISA -3D Version 8.0.0 [J: \... \09 -21 -0052 Ashley Homes TI \3D Render of Frame - Seismic.r3d] Page 3 `4-- w'3' N1 0 0 0 - 2.043e -4 4.704e -5 - 1.246e -5 2 3 _ N2 0 0 0 - 5.887e -4 .-7:406e-6 __ _ _ = 9:546e-6_ 3 3 N3 0 0 0 - 2.056e -4 4.145e -5 2.446e -5 4 3 N4 0 0 0 -5.401e4 • - 1.012e -5 . .2.096e,5 5 3 N5 0 0 0 - 5.887e -4 7.406e -6 9.546e -6 6 3 N6 0 0 0 - 5.401ei4 _ 1:01:2e -5 - 2.096e -5 7 3 N7 0 0 0 - 2.043e -4 - 4.704e -5 1.246e -5 8 3 N8 0 0 0 - 2.056e -4 • . - 4.145e -5 _ - 2:446e -5 9 3 N9 .001 .002 -.01 - 5.159e -5 4.611e -5 1.327e -6 10 3 N10 0 '.004 -.025 0 _ LL3x3X4X0 ,100. 11 3 N11 -.002 -.004 -.01 - 5.205e -5 4.292e -5 - 3.484e -7 12 3 . N12 -.002 -.006 -.025 -1.021e-4 - 1.332e -7 -1.158e-6 0 13 3 N13 0 .004 -.025 0 0 14 3_ N14 .002 -.006 -.025 -1.021e-4 1.332e -7 1.158e -6 15 3 N15 -.001 .002 -.01 - 5.159e -5 - 4.611e -5 - 1.327e -6 16 3 N16 .002 - .004 -:01 - 5.205e =5 - 4.292e -5_ 3.484e -7 17 3 N17 0 .004 -.026 - 1.885e -4 4.753e -5 6.852e -6 18 3 N18 _ 0 .005 -:058 - 4.008e -4 1596e -6 '5.915e =6 19 3 N19 0 -.009 -.058 - 3.714e -4 1.634e -6 - 1.172e -5 20 3 N20 '0 _ -.006 -.026 - 1.877e =4 - 4.687e =5. L1.374e 5 21 3 N21 0 .005 -.058 - 4.008e -4 - 1.596e -6 - 5.915e -6 22 3 N22 0 .004 -.026 - 1.885e -4 -4.753e-5 -6:852e6 23 3 N23 0 -.006 -.026 - 1.877e -4 - 4.687e -5 1.374e -5 24 3 N24 0 -.009 -.058 = 3.714e -4 - 1.634e -6 1 „172e =5 25 3 N25 0 .004 -.045 - 2.167e -6 5.371e -5 - 1.395e -6 26 3 N26 0 .005 -.089 1.504e -4 - 3.442e -6 . - 1.927e -6 27 3 N27 0 -.007 -.045 - 1.943e -6 5.254e -5 - 2.336e -6 28 3 :N28 0 -.01 -.089 1.37e -4 - 3.37e - 6 - 1.823e -7 29 3 N29 0 .005 -.089 1.504e -4 3.442e -6 1.927e -6 30 3 N30 0 -.01 -.089 1,37e -4 3.37e -6 1.823e -7 31 3 N31 0 .004 -.045 - 2.167e -6 - 5.371e -5 1.395e -6 32 3 N32 0 -.007 -.045 - 1.943e -6 - 5.254e -5 2.336e -6 89 3 M89 LL3X3X4X0 .015 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 90 3 M90 LL3X3X4X0 ,065 0 .000 0 z 5.492 21.6 21.6 21,6 1.75 .6 .6 H1 -1 91 3 M91 LL3X3X4X0 .004 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 92 3 M92 LL3X3X4X0 .029 0 ..000 0 z 5.492 21.6 21:6 21.6 1,75 .6 .6 H1 -1 93 3 M93 LL3X3X4X0 .010 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2 -1 94 3 M94 LL3x3X4X0 ,100. 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1 -1 95 3 M95 LL3X3X4X0 .093 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 '96 3 M96 LL3X3X4X0 .123 0 .000 0 ,z 6.729 21.6 21.6 21.6 1.75 .6.. .6 . H1-1 97 3 M97 LL3X3X4X0 .013 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2 -1 98 3 M98 LL3X3X4X0 .100 0 .000 0 z 6.729 21.6 _ 21.6 21.6 1.75 .6_ .6 H1 -1 99 3 M99 LL3X3X4X0 .027 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1 -1 100 3 M100 LL3X3X4X0 .186 0 .000 0_ z 6.729 21.6 21.6 _. 21.6 1.75 .6 .6 H1-1 • Company Designer Job Number Member MSC ASD Steel Code Checks (Continued) LC Member Shaoe UC Max Locfftl Shear U...LocfftLDir _ Fafksil Ftfksil Fbvfksil Fbzfksil Cb Cm v Cmz _ Ean Joint Deflections abet Xin Y in Z in 53 Jan 15, 2010 3:04 PM Checked By: X Rotation fradl Y Rotation fradl Z Rotation frad RISA -3D Version 8.0.0 [J: \... \09 -21 -0052 Ashley Homes TI \3D Render of Frame - Seismic.r3d] Page 4 ® Li LEI 1 I n E R s Project No: 09 - 21 - 0052 Sheet No: 532 Project: Ashley Furniture TI Date: 1119110 Subject: Story Drift By: AEM Story axe, in Cd I ax, in A Px, kip Vx, kip hsx, ft 9 < 0.1? 1 0.025 3.25 1 0.081 0.081 8.0 0.65 10.75 0.002 Yes, no PA effect 2 0.058 3.25 1 0.189 0.107 8.5 1.07 21.25 0.001 Yes, no PA effect 3 0.089 3.25 1 0.289 0.101 6.0 1.50 33.00 0.000 Yes, no PA effect i : (3.Z')(I On* (to')( RN pit) 4 (3,x')(110 9 (i ' 9q)' (1°')(72S 004 (3,5 Z 850o ib i ,- (3.001+0,10 = 71 lb ; ?1` (3. - "O) ■ (lo')(1ut+ plf); 6 Ib v (l.75')( 4100 + (al:Is/2 T s'iplA = 647 IL V7: (to')(40 0 +(t1S') ( 4104) } (33 = (s?5 ) (S4 Plf) (079 I) 1 V3: (1,7S')(k00e)+ ( WI) (!(f)V`4)a- (/3 " (5 - 1 I( U �� L CortiOny : ���� etvitF7)1411013s Jan 27, 2010 ^ ^ Designer : 4:04 PM Job Number : Checked By: Load Combinations Desdription Sol,.�.e�BLOFactor BLC Factor BLC Factor BLC Factor BLC Factor BLC Fector_BLCmctor BLC Factor Y 8.6D+Vy Yes: 1 1 2 .6 _ . 2 DEL, YOS 2 1 3 1 l �_ � 1 .75 2 1 3 .75 ~-~�� � 4 --- 1 1 2 1 ' | A1 tdwa 44 ki itt Member AISC ASD Steel Code Checks (By LCmeMber 1 1 K41 | ) 2 1 M2 � 3 1 M3 ' 4 1 M4 5 1 M5 6 1 7 1 M7 ; 8 1 M8 0 1 M9 10 1 M10 11 1 Kx11 12 1 M12 13 i M13 | ' 14 1 M14 15 . 1 M15 16 /1 N116 17 1 k417 .18 1 [N1] 19 Y M19 20 1 M20 2.1 1 M21 22 1 M22 23 1 M23 24 1 M24 25 1 M25 26 1 M26 27 1 M27 28 1 M28 28 1 M29 30 1 M3O . 31 1 M31 / 32 1 M32 33 1 , M33 34 1 M34 35 1. M35 36 1 M36 37 1 M37 38 1 M38 3g 1 W139 40 1 M40 41 1 M41 42 1 M42 43 1 M43 44 1 M44 45 1 M45 4G M46 47 1 M47 Shape UC Loc[ft] Shear ... Loc[ft] Dir Ft[ksU Fbz[ksij Cb Cmy Cmz iEqn VV6X25 �82 11 .003 11 z 17.685 �0. . ,.37.6 30 '1.75. .85 .6 H2-1 .179 11 ! .008 11 z 17.885 30 37.5 ' 30 175.85 .6 H2-1 .097 11 .000 11 y 17.685 30 37.5 . 30 1 16 , .6 .H1�� W6X25 161 11 .UOh 11 y17.005 30 37.5 . 30 . 1 .6 J] H1-1 VV6X25 179 11 .008 11 z 17.685 30 37.5 30 1.75 .85 .6 H2'1 W6X25 161 11 .000 11 y17.68S 30 37.5 30 1 .6 .6 'Hi'1 W6X25 .082 11 .003 11 z 17;685 30 :37.5 30 1.75 .85 ]6 H2-1 VV6%25 .097 11 | .000 11 y 17.686 30 37.5 30 1 .6 .6 H1 VV8X1:8 .019 1.75 .004 D y 26.620 30 37.5 38 1 .6 1 H1-3 W8X18 .015 3.25 007 6.5 y.22.135. 30 37.5 30 1 .6 1 H1^3 VV8X18 .011 3.25 .007 6.5 y 22.135 30 ' 37.5 30 1 .6. . 1 H2^1 , W8X18 .020 1.75 .O05 3.5 y_26.629 | 30 37-5 33 1 .6 1 H2~1 W8X18 D19 175 .004 3.5 y.2G.b29 30 '37-5 33 1 .G 1 H1-3 W8X18 .011 3.25 .007 6.5 y 22.135 30 , 37.5 30 1 .6 . 1 H2-1 VV8 .015 3.26. .007 6 y 22`135` ,30 . 37.5 30° 1 .6 . 1 H1~3 VV8X18 .820 175 .005 0 y 26.629 30 38 , 1 , J9 1 H2'i VV8X18 :011 1.75 .004 0 y 26.629 30 1 875 33 1 .6 ' 1 H1'3 VV8)l18 .013 3.25 .007 6.5 y.22135 30 37.5 30 1 .6 1 H1-8' .012 3.25 .007 6.5 V 22.135 30 17,5L 30 1 .6 ' 1 H1_3 .013 1.75 .005 3.5 y26G20 30 , 37.5 33 1 /5 ' 1 H2-1 W8X18 .011 1.75 .004 3.5 y 36.620 30 37.5 33 1 :6 1 H1-3 W8X18 .012 3.2S, .007 6.5 y 23.135 30 37.5 30 1 .G '1 H1 VV8X18 .01.3 3.25 .007 6.5 Y 22.135 30 . 37.5 3Q 1 .6: 1 H1^3. W8X18 .013 1.75 .005 ! U y 26.839 30 37.5 33 1 .8 1 H2 VV6X25 .065 0 .002 0 z 17.685 30 37.5 30 2.3 .85 .306 .H2'i . W6X25 166 0 : .008 0 zj7.G85 30 . 37.5 30 .2.3 .85 H39 H2-1 VV6X26 .063 1 0 .UOO 5.5 y 17.085 30 375 3D 1 711 �D61f1'T VV6X25 .081 O DOO ' 5.5 y 17685 30 _37,5 30. 1 .561 !.36,4 H14 ' 166 O .008 0 z 17.685 30. : 375 3U'� 2'3 .65 5 H2' W6X25 .065 0 . 002 � O z 17�885 30 37�� _ 30 23f ' BH2,1 VV6g25. .081 0 .V0O 5,5. y17.685 30 37.5 30 , 1 ,561,384 H1 1xA6X25 .063 0 .000 6.6 y17,G85 30 a7.6 30 1 ,J11 ,406 H1 VV6X25 .044 0 .008 U z,17.G85 30 37.5 30 1.75 .85 .D H2' .056 0 .003 0 z 17.685 30 37.5 30 1.75 .85 .6 H2-1 W6X25 _022 0 '000 0 y 17.685 30 37.5. 30 1 ,634 .G H1-1 VV6X25 I23 0 .000 ` D y . 17.685 30 37.5 30 1 :67 .8 H1'1 VV6%25 .056 O .003 0 z17,885 30 07J5 30 1.75 .85 .6 H2~1 l23 0 .000 0 y;17 30 30 1 .67 .6 H1 .044 0 .003 0 .z17.685 30 .3715 30 1.75.O5, .G H2'1 W6X25 '022 O ]lOO 0 y 17:685 30 ' 37.8 30 1 .634 .6 1 W8%18 .024 1.75 .005 3.5 z 26,628 30 37.5 33 1 , 1 1 H21 we)cla .007 0 .000 O z.221 30 .37,5 QV . 1 .6 .6 H1'1 W8X18- ^OOi 0 . .000 0 z2%136. 30. 37.5 - 30 1 ,..6 .6 H1'1 W8X18 '007 1.75 .004 25 y 20.629 30 37.5 . 33 1 .6 _ 1 H1'3 W8X18; .024 1.75 .005 0 z2O1%2g 30 375 , 33 1 1 1 H2 VV8).(18 .001 , O ' .000 D z.%2j35 30 17`5 30 1 .6 .G H1-1_ W8X18 .007 0 .000 0 z 22135 30 '37.5 30 '1 .6 .6 RISA-3D Version B.8D yCAUS EVER Render of Page 1 CPRIPMY• : „tan 27,2010 Designer : 4;94 P.M bob Number Oneehed Member AISC ASD Steel Code Checks (Efv:Cbri3bination) (Continued) Mm pe." Shape Lb[ft] $tlear _Waft.] .1:)it fgasij, Fby[ksij bz[ksij C1 .. 'Crny . orz' Ectii 49 1 M49 W.8X24 .421 11 .022 22 y 5.538 59 57.5 14692 1 1 1 H1-3 1 - 5 - 0 1 1V150 W8X24 .329 11 ..022 -22 y 5138 30 37.5 14892 1 .1 1 HI 51 1 M51 W8X40 :678 11 AZ? 0 z 8,992 30 17,5 ,.2469 1 1 1 52:71, _ M.52 W8X40 .487 11 .021, 0 y 8.992 30 . 315 24699 1 1 H1-5. 1 M53 LL3X5X4X0 .112 0 . z 6.729 21.6 21.6 216 175 . H2-1 53 ___4_j M54 OXVc4X0 .043 0 001 t 2 • 6.725 ! 21 .6 21 .6 21,6 1.75 .6. .6 H. -1 55 1 M55 L1-1,1704x0 018 Q .000 z 5.492 21.6 21.6 21.6 1.76 .6 .6 H2-1 56 .1 M56 u...1x3x4>70 415 0 .000 • 0 z 5492 21.6 21.6 21.6 1.75 ..6 .6 )41-1 • 57 1 M57 1-1.71X1X4xi) .417 0. ;000 0 z 6 21,6 21,6 . 21.6 1.7-5 .6 ,6 H1-1 58 1 R458 L4.3X3x .172 0 000 0 z 122 21,6 21..6 21.6 1.75 .6, .6 H1-1 59 1 M59 u-W,X4X0 .166 0 .000 0 z 5492 21.6 21.6 215 •1 75 6 .6 H2-1 i 6.0 1 M60 LP, .K,X4)(0 .707 0 .000 Q_L 542'! 21,6 21.6 21$ 4,7.5 :6 • 5 1 ' 61 1 Wi61 LL3-X3X4XO .011 0 ,000 0 . z 5.492 21,5 21,5 21.5 115 .6 .6 H2-1 2 1 M62 14 .071 0 .000 0 z 5.492 1 21.6 21..6 21.6 1.75 :6 .6. H1-1 63 1 m53 L1,3)(3X4x0 :284 0 .000 0 z 6.729 21.6 21,5 21..6 1.75 .6 .6 H1-1 ayt M64 LL3x3x4m .030 , 0 .000 0 z 6129. 21.6 21,6 21.6 1.75 6 ,6 17_ 65 1 m65 Lonx4x0 .137 0 .000 0 z 5,492 21.6 21, 21$ 1„ 76 .6 .6 H2-1 1" 1 M66 iL3if.3X4X0 .593 O. ..000 0 z 5.492 21;6 216 21:6 .1,75 6 .6 LH1-1 67 1 M67 LLAX3X4X0 :()74 0 000 0 z 6' 21.6 21„ 6 216 1..75 .6. .6 H2 r 68 1 M68 LPXWX0 :002 0 .00S. 0 z 6129 21.6 21,6 215 1,75 •,6 ,a H2-1 69 1 :M69 113X3X4X0 :056 0 .000 0 z 6.7,29 21,6 21.6 21.6 1.75 70 1 M70 110 0 .000 0 z 6.729 21.6. 21.6 21.6 1.75 .6 .6' H1. 7,1 1 M71 '1,..L$X3X4>.(0 .106 0 :000 0 z 6.02 216 21:.6 21.6 175 A .6 1 72 1 M72 1.13x3X4X0 :450 0 .000 0 z 5.492 21.6 2'1..6 21.6 1.75_ 6 6 H1. 73 .1 M73 1,1 :040 .0 ..000 0 z 6.729 21.6 21,6 21.6 1.75 ,6 .6 H2- 1 M74 LL3*3X4X0 .005 O. 11(10 0 z 5.492 21:5 21 6 21 6 1.75' 6 75 m75 Li_3xex4x0 .029 0 .000 0 z 5492 21.6 2116 21.§. 1.76 M .6 H1-1. [ 16 1 M76 1,1.3A(4X0 227 0 . 00 - 0 0 2 0729 • 21.6 21.6 21,6 1.75 6 .6 H1-1_, M77 u..,3x3X00 .166 0 .000 0 z 5.-492 21..6 - :6 ,6 H21 7i6 1 M78 •14.- .593 9 00 0 z 5.492 21.6 21,6 21.6 . 47.5 .6 .6 74 1 'MTh 1.„1-x3X4XR___ .105 0 .090 0 z 5492 21.6 21.6 2 t 6 1.75 .6 .6 MB o Lox3x4e .450 0 .000 0 z 5.492 21.6 21.6 21,6 1.75 A .E3_ WI 1 81 1 - , M81 1-1-1 .137 0 000 0 z 5 492 21.6 21,6 21 175 L6 ,6 _H2-1 62 1 M82 lu.3x3X,4*Q 707 0 )000 0 z 5.492 21.6 21.6._ 21.6 1,76. H1 86 :M83 I.L.3x3x4x0 .043 0 .001 0 z 6 729 21:6' 21 6 21:5 1.75 ,6 H2 84 1 M84 ,Lif3X6X4X0 .074 0 .000 0 z 5729 21.6 21 :0 216 1,75 6 .6 1 85 5v186 LL33 :119 4 000 0 z 6129 21.6 21.6 21.6 1.75 ..6 .6 F11,1 86 1 - M86 LL5X3:K4X0 .05 .0. .000 0 z EZ29 21.6 21.6 21.5 1.75 6 .6 H2 87 1 M87 44.x..1xt0 .002 - 0 .000 a z 6.729 21.6 215 215 .1.75 .6 H2-1. 68 1 M88 LL3XTX4X0 ;112 0 .0q0 " 0 z 6729 21.6 21,6 21.6 11.5 ,6 . 1 m89 .1)18 . 0 :000 0 z ,5 21.6 21:6 21,6 1,75 .6 J-12-1 • 90 1 M90 Lopx,i1AQ .071 0 .•000 0 z 5452 .216 21,6 21,6 1.75 L :6 H1-1 91 1 . M91 X4 005 .005 0 .00,Q Q z 5.492 ?J6 21A 21.6 1.76 A .6 H2 92 1 M92 I- (-3XiX4>t6 .029 0 .000 0 z 5.492 21.6: 21.6 21.6 '1.75 .6 • .6 H1-1 93 1 Ma LLeX3X4XO .911 '0 000 0 z 5.492 21.6 2,1.6 21,6 175 .6 .5 H2-1 94 1 M94 143)0X4 .113 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1-1 95 1 M95 1.1"3X3(4*0 ,171 : 0 .000 0 z 6,729 21.6. 21.6 21:6 1.75 .6 6 1 - 46 :1 m96 - Lonx4xo „284 0 :00,0 0 z 6 Z2.9. 216 216 21.6 1.75 6 .6 1 97 1 M97 LLUSX4X0 040 0 .0.00 0 z. 6.7 21.6 21,6 21.6 1 .Z.6 .8 .6 H2-1 58 1 M98 1,4,10(4).(0 .227 0. .000 0 z 6%729 21.6 215 215 1.76 M :6 -1 1 91 1 M99 1..1.3X3X4A .030 0 .000 0 z 627 21.6 21_6 21 A -1..75 :6 .6 H1-1 -fob 1 M100 1.0-X3x4Xo 417 '0 .000 0 z. 61729 216 21.6 21,6 1.7-5 .8 .6 H1 11 2 Ml W6X25. .020 11 :000 11 y 17685 ap 37.5 3Q 1 .6 .6 H1-1 102 2 M2 W6X25 .023 11 .000 5.5 y "17.685 30 37,5_ 30 1 .2,5 5 H1-1 103 • M3 W6X25 .02.0' 11 .000 11 v 17:655 .30 37.5 30 1 .6 .6 Hi -1 104 2 M4 W6X25 023. ii 000 11 y 17685 30 375 30 1 .6 .6 H11-1 76 M5 W6X25 .023 11 .000 5.6 y 17:685 30 37.5 30 1 :6 .6 , H1-1 RISA-30 'Version :8.0.0 pflUsers\cstainer.,EVERETTIDesktop130 Render of Ffaines3.d] Page 2 Company : Designer : Job Number : Member AlSC ASD Steel Code Checks (By Combination) (Continued) Jan 27, 2010 404 PM Checked By: LC Member Shape UC Max Lociftl_She.ar FOsil Cm_z Ego__ L106 2 M6, W6X25 .023 11 .000 11 y 17.655 30 375 30 1 :6 :6 H1-1 107 2 M7 W6X25 .020 11 .000 11 y 17:685 30. 37,5 30 1 .6 .6 H1-1 108 2 M8 W6X25 .020 11 .000 11 y 17.685 30 37,5 36 1 .6 .6 H1-1 109_ 2 M9 28X18 .008 1.75 .006 3.5 y 26.629 30 37.5 33 1 .6 1 H2-1 110 2 M10 W8X18 .023 3.25 .011 0 ;22.135 30 37.5 36 .1 .6 1 : H2-1 111 2 Mu l W8X1'8 :022 3.25 .011 0 y 22.135 80 '37.5 30. 1 .6 1 H2-1 112 , 2 M12 W8X18 .008 1.75. .006 3.5 , y 261629 .30 '37.5 33 1 .6 1 H2-1 113 2 M13 28X18 .008 1.75 .006 0 y 26.629 30 37.5 33: 1 .6 '1 H2-1 I_114 2 M14• W8X18 .022 3.25 • .011 0 y 22.135 _30 37.5 30 1 .6 '1 H2-1 115 2 M15 W8X18 .023 3.25 .011 0 y 22.135 30__ 37.6_ _80 1 6 1 H2-1 116 2 M16 W8X18 :0.08 1.75 .006 0 y 26629 30 . .375 33 1 .6 1 H2-1 117 2 M17 W8)08 1.75 . Q06.. 3%5 . .,y. _26.629 _ 3.0 .._ 37,5 53 1 .6 1 H2-1 118 2 • M18 W8X18: .023 3. .011 0 y .22.135 30 31.5 30 • 1 .6 1 H2-1 119 2 M19 W8X18 .020 3.25 .011 0 y 22.135 30 31.5 3'0 1 .6 1 H2-1 120 2 M20 _W8X18 .008 125 .006 .3.5 . y 26.629 '30 'V.5 _ 33 . _i .6 1 H2-1 121 2 M21 W8X18 .008 1:75 .006 0 y 26.629 30 37.5 33 1 .6 1 H2=1 1222 M22 W8X18 2020 3:25 .011 0 .y 22135: 30 37.6 30 1 .6 1 H2-1 123- __ M23 W8X18 .023 3.25 .011 0 y22.135 :30 37.5 30 1 .6 . '1 H2-1 124 2 M24 W8X1'8 008 1,75 .006 0 _y 26.629 30 37.5 33 1 .6 1 12-1 ; 125 2 M25 W6X25 014 0 .000 5.5 y 17:685 50 37_ 1 ,6 .496' H1-1 126_2_ M.26 W6X25 .023 0 .000 11 y17685. _30 _ 37,6_ ao_. 1 .. .446 H1-1_, 127 2 M27 W6X25 .014 _ 0 .000 5.5 y 17.685 30 37.5 30 . 1_ F 128 _2 M25. W6X25 .023 0 .000 56 y 17.685 30 37.5 30 1 .6 :449 H1 -:1 129 2 M29 •W6X25 023 0 .060 11 y 17:685 '30 37.5 30 1 .6 446: H1,-1' L130 2 M30 W6X25 .014 0 .000 5.5 y 17.685 '30 37.5 30 1 .6 .496 H11 131 2 M31 W6X25 :023 0 .00.0 5:5 V 17.685 '30 37.5 30 1 .6 :449 H1-1 _152_ 2 _ M32 W6X25 014 0 .000 55 y 17.685 30 37.5 30 1 .6 :496. H1.4 133 2.M3 W6X25 .005 0 .000 0 y 17.685 30 37.5 30, 1 .6 .6 H1-1 ' 134 '2 M34 W6X25 .018 0 .000 0 y 17.685 30 37.5 30 1 :6 .6: H1-1 135 2 M35 W6X25 .005 0' .0,00 0 _y 17.685 '30 37.5 30: 1 .6 .6 H1-1 136 2 M36 W.6X .018 0: .000 0 y 17.685 30 37.5 30 1 :6 .6 H1-1 137,2 M37 W6X25 .018 0 .000. 0 y 17.685 30 • 37.5 30 1 .6 .6 111,1 138 . M38 W6X25 2016 0 .000 0 y_ 17.1685 30 31.5 30 1 .6 .6 H1-1 _139 2 . _M39 W6X25 .005 0 000 0 y17 85 30 .37,5. 30 1 ._ .6 .6' M40 W6X25 .005 0 .000 0 . y 17.685 30 37..5 30 1 .6 .6 H1-1 _ 1412 M41 W8X18 .009, 1.75 .011 .3.5 V 26.629 _ 30 , 37.5 . 1 . .6 . 1 , H1-3 F142 2 M42 W8X18 002 0' .000 0 z 22.185 30 37.5 30 1.75 .6 .6 H2-1 143 2 M43 W8X16 .000 0 .000 0 z . 22.135 30 37.5 30 1.75 .6 .6 1-12-1 j442 M44 W8X18 .009, 1.75 .011 3.5 y 26.629 '30 37.5 33 1 .6 1 H1-3 145 2 M45 W8X18: .009 1.75 .011 0 y 26:029 30 37.5 33 1 .61 H1-3 146 2 M46 W8X18 , .000 0 .000 0 z 22.135 30 37.5 30 1.75 .6 .6 H2-1 147 2 M47 W8X18 .002 0 .000 0 z *22:135 '30 37.5 30 1.75 .6 .6 H2-1 148 2 M48 waxia .009 .1.75 .011 0 y 26:629 :30 37.5 33 1 .6 1 'H1-3 149_ 2 M49 W8X24 .308 11 .037 0 y_ 5.538 . 30 37.5 t4.892 1 .6 1 H1-3 L150 2 M50 W8X24 .3.08 11 .037 0 y 5.538 30 37.5 14.892 1 .6 1 Hi- 1.51 2 M51 W8X40 .286 11 :063 0. y 8.992 30 37,5 24..899 1 .6 1 H1-3 152 2 M52 W8X40 .286 11 .0'63 0 y 8:992 '30 37.5 24.809 1 .6 H1-3 153 2 M53 LL3X3X4XO .063 0 .00.0 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 k11-1 154 2 M54 LL3X3X4X0 .037 0 .000 0 z 6229 21.6 21.6 21.6 1.75 .6 .6 H1-1 155 2 M55 LL3X3X4X0 .044 0 .000 0 z 5:492 21.6 21.6 21.6 1.75 .6 .6 H1-1 156 2 M56 LL3X3X4XO .044 0 .000 0 z 5..492 21.6 21.6 21.6 t.75 .6 .6 H1-1 157 2 M57 LL3X3X4X0 .063 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 L .6 H1-1 158 2 M58 LL3X3X4X0 .037 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 159 2 M59 LL3X3X4X0 .051 0 .000 0 z 5.492 21.6 21.6 .21.6 1.75 :6 .6 H1-1 160 2 M60 LL3X3X4X0 .051 0 .000 0 z 5.492 21.6 21,6 21,6 1,75 .6 .6 H 161 _ 2 M61 LL3X3X4X0. .028 0 .000 0. z 5:492 21.6 21.6 21.6 1.75 ..6 .6 H1-1 162 2 M62 LL3X3X4X0 .028 0 ..000 0 z 5.492 21.6 21,6 21.6 1.75 .6 .6 H1-1 RISA-3D Versibn 8.0.0 [C:\Users\cstainer.EVERETT\Desktop13D Render of Frame.r3d] 'Page' 3 Company Pesigner Number Member AISC AS13 Steel Code Checks • (8,v (Continued) Jan 27, 2010 494 PM By: LC Member tjqp.a. 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H2-1 171 2 M71 Li..3X3?mo 039 0 .000 0 z 6492 21..6 21.6 21 .6 1:7'5 5 .6 H1,-1 172 2 M72 0,3"ktX4x0 .039 0 :000 0 z 5492 21.6 21.6 216 1.75 L .6 .H1-1 • 173 2 M73 LL,30t4O• ..005 0 .000 z 6.729 21.6 21.6 21.6 1 .7:5 .6 .6 H21 1174 2 M74 1-1-3X9X4X0 009 0 .000 0 2 5A92 21..6. 21,8 216 1 175 .6 .6 H1-j 175 2 Mrs L.Oxamxp :009 .0 .000 z 5.492 21.6 21.6 2:1:6125___ [176 2 M76 LL3X3X4X0 " .069 0 .000 . 0 z 6229 21..6 21 6 21,.6 1:75 5 H1 • 177 2 M77 u,ax-Vaxo .051 0 .00,0 0 z 5492 21,6 21.6 21;6 1,76 .6 .6 H1 i 178 2 M78 Lt.3kU4)4,9 .040 6 :boo 0 z 514 216 21_0 21..6 . 1..75 L .6 H1-1 179 2 M79 LL3X3X4X0 .039 0 :000 0 z 5.492 21 .0 21.6 21 L 1,75 5 .6 H1-1 1, 180 2 m60 Lt.3X3'X .039 a .000 0 z 6492 21,6 21.6 21 125 :6 .6 " 181 2 M81 LE.3X3X4X0 :049 0 ,00,00 z5„492 2 2 M82 Ellx3X _051- 0 .000 0 z 5.492 ' 216 21,6 216 175 . .6 HI -1 163. 2 M83 1-1.0)0X4X0 037 0 000 0 z 6.729 21.6 21.,6 21.6 1.75 ' :6 .6 HI -1 f 184 2 M84 LI-3X3X4X0 ,056 0 .000 0 z 612_a 21 6 21,6 -_215 1.75 6 • .6 HI -1 165 2 M85 LL3X3X4XO .005 0 .000 0 z29 21.6 21.5 21.6 1.75 .6 H2-1 f 185 2 M86 1-131A3Z45.(.0. 069 0 .000 0 Z 6729 21.6 21 L 21.6 1..75 .6 .6 H1-1. 187 2 M87 1.1.3X3X4 .029 0 000 0 z 6.729 t 21".6 21.6 175 1 .6 41-1 1 188 2 • M88 1-123X3X4A0 .063 0. ! 000 0 z 6,72$ 21,e 21.6 216 1.75 .6 . H1-.1 189 2 msa_ LLSX3X4X0 .Q44 0 ..40,0 f z 5..492 21.6 21.6 21.6 17 :6 6 H1 -1 r 190 2 M90 LL3X3MX0 028 0 .000 0 z 5492 21:6 ?IL 21.6 t7 J6 .6 H1-1 191 2 M91 1.04X40 0 boo 6 z 5A92 21.0 21.6 21.6 1..75 5 .6 H1-1 792 2 M92 1J,a>,t3X4.?.0 .609 0 006 0 z 5A92 21.6 21.6 21,6 1,7 6 6 HI-1 193 2 M93 Lt.:3K.30X9 „026 G 9,00 Q z 5,492 21.6 21.6 21.6 1.75 5 .6 H1-1 I 194 2 f‘494 1.13X3X4X0 .044 0 ,'000 0 z 5,492 21.6 21.6 2l6 '1.75 ,6 .6 H1-1_ 195 2 M96 LLaX3X4XO .037 :0 :000 0 z 6.729 21.6. 21,6 215 'I .75 .6 .6 H1-1 196 . 2 M96 .LL3O:i .056 0 _ow 0 z . 6,729 21.6 21.6 215 115 6 6 Hi -r1 197 2 'M97 ,Lt•gX.3X4>ca :005 G :000 0 z 6,729 21.6 21,6 21.6 1.76 .6 L 142-1 108 2 M98 LL3X3X4X0 .069 0 .000 0 2 6729 21.6 21.5 21.6 1.75 .5 :6 :H1 -_1_ 199 2 M99 LL3X3X4X0 .029 0 .0.00 0 z 6729 21.6 216 21.6 H1-1 200 2 M100 1,LIXIX4X0 .063 0 , 0 z 6729! 21.6 216 244 175 . .6 H1,1 211,1 Ml W6X25 .054. , 11 .002 11 z I 7,885 30 Tr A 66 . 1.70 .85 .6 J-12 202 73 M2 W.6X25 .120 11 ! ;00.0 11 'Z 17.665 30 375 20 '1:7A H2-1 201 3 M3 W6X25. ! 085 11 .000 11 v. 176e5 30 .17.5 30 1 :6 .0' H1-1_ '204 3 M4 W6)(25 .134. 11 . .090 11. y 17.6.65 .30 37.6 30 1 .6 .6 H.1,1 205 3 M5 Nly6X25 .126 11 :006 11 z 17.685 30 37.5 30 175 85 .6 H2-1 266 3 M6 W6)(25 .134 11 .000 11 y 17685 . 10 375 30 1 .6 ,6 207 3 M7 W6X25 054 11 :002 11 z 11685 30 .37.5 30 1.70 .85 .6 142.-1 M8 W6X25 .085 11 .000 11 y1785 30 37,5 30 1 .6 .6 H1,1 209 3 M9 Vy0X1:8 014 1.75 .01,i5 0 26,629 30 676 __36 1 H1-3 7 2710 3 M10 W8X18 .019 325 .011 "6.5 y 22.135 30 37.5 30 1 .6 1 H2-1 211 3 Mi 1 W8X18 .021 325 011 6.5 y "22.135 30 37.5 30 1 .5 1 H2-1 212 3 M12 W8,18 .020 115 .967 3.5 y "26.629 30 37,5 33 1 1 H2-1 213 3 M13 W8X18 ,014 1..75 ,066 3.5 V 26.629 30 37.5 3 1 6 1 H1-3_ _44 3 .M14 W8X18 .921 325 :014 65 y 30 3.5 30? 1 :0 1 H2-1 215 3 M15 WBX18 .019 325 . 011 65 v : 22.135 30 17.5 30 1 .6 1 4-12-1 21E6 3 M16 W8X18 .020 1,75 007 0 y 20:629 :30 37,5 • .33. 1 16. 1 H2-1 217 3 M17 W8X18 .008 j25 :0.06 0 v 20 629 .30 37.5 33 1 6. 1 H1=3 218 3 M18 w8x18: ..020 3.25 .012 ;65 y 22.135 30 37.5' •0 1 6 1 H2-1 219 3 M19 4708X18 .019 3.25 .012 .6.5 .y 22.135 30 37.5 30 1 ..6 1 112-1 kiSA Version 8.0.0 [CAUsers\dstainer EVE RE1 ‘Desktopl3D Render of Frame.r3d] Page 4 Company Designer Job Number Member A/SC ASD Steel Cade Checks (Bv Combination) (Continued) Jan 27, 2010 4:04 PM Checked By: LC Member ,Shape UC'Max Lociftl Shear ... 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LLIX3X4X0 028 " 0 000 0 z 6,. 216 21..6 214 1J5 287 3 M87 1-1-.9.XM4X.9 .012 0 .000 0 z 6.729 21,6 .215 214 176 .6 .6 L 2_ Mee t4X3X4X0 .073 0 )(1.0., 0 z 6.729 21.6 21,6 216 1:76 .6 .6 4j,2 269 3 M59 tt.3x3x4x0 .007 0 000 .0 z 5.492 21.6 21.6 216 1.76 13 .8 H2-1 200 3 MOO LL3X3X4X0 .070 .0 ,009 0 2 9.4,9? 21.6 21.6 21,6 •1Z6. 6 .6 .41.-1 291 3 M91 1-030$4X0 .002 0 .000 0 z 6492 . 21,6 • 21..6 21.:8 1 78 6 6 292 3 M92 11,3)5.0 .027 0 090 0 z 5A92 .216 21.4 21 6 1.75 6 .6 HI -1 213 3 MO 41-3X3X00 004 0 :MO 0 ,z 5.492 21_6 .21.6 21..6 1..75 .6 .6 H2:1 294 3 M94 LLSX3X4X0 1 1 1 0 _000 0 :2 5.492 21.5 21.6 216 1.75 .6 .6 H1.-1 295 3 M95 t.L3X4x6 .151 0 .000 Q 2 6.729 21.6 _21 .6 21.,.8 175 .6 .6 ._,H1 -1 L29& 3 M96 LLZ.X3X4X0 247 0 .0 00 0 z 6:729 216 21.6 21,16 . 1..78 :6 .6 H1-1 297 3 M97 LL3X3X4X0 .033 0 000 - .0 .z 6_729 21.6 21,e 21 6 '1,7-5, 6- ,6 H2-1 208 3 M95 11.3x3x4x0 214 0 .000 0 z ,54729 21.6 21.6 '216 '1.75 5 .61 .1-114 200 3 M99 LL..-41.c4505 040 0 .000 0 2 6129 12.j .6 21.A .21:8 '115 .§ H1i 300 3 M100 LM3X45.Q .350 0 .000 0 z 6.72g 21.6 216 216 1.75 .6 .6 H1.-1 3701 4 M1 W6X25 .078 11 . 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V.V8X•113 .01:9 325 ..011 y 22.1.35 30 37,5 30 1 6' 1 H2t,1 3154 M15 'W8X18' :020 3.25 011 6.5 y 22.135 '30 :37.9 36 1 & 1 -3 3116 4 M1.6 '11V8X18 ;02.3 1.7.5 008 .0 y 261629 30 37.5 43 1 1 HZ-1.2 317 4 M17 W8X18 .01.2 1:75 .006 0 26.& 0 375 3' 1 • 318 4 M18 W6X18 019 35 012 6.5 y 22.135 30 37.5 30 1 .6 1 J 309 4 M19 W6i .019 3.25 012 65 y 22..15 30 37.5 30 1 .6 1 H1-3 320 4 M20 . W6X18 .015 1.75 .008 3 5 y 26629 : 30 37.5 . 3 1 6 1 H2-1 321 4 M21 W8X18 .012 1.75 .006 35 y_26.629 '3Q 37.5. a3 1 .9. 1 H.1-3 322 4 M22 W818 019 325 .012 65 y 22.135 30 37.5 O j .. 8, 1 A1 323 4 M23 W8X18 - 019 .3;25 .012 6,5 y 22.135 .30 37.5 PO 1 .6 1 -1-11-3 L., 4 .M24 W8X1•8 015 1,75 .008 0 v 26.629 BO 137,5 33 '1 :6 1 1 325 4 M25 W6X25 :963 .•002 0 2 17:685 30 37.5 30 2;3 .85 .392. 4 „ 326 4 M "W6X25 .152 0 008 0 z 17.685 30 37.5 V 23 .55, .388 1-12-1 327 4 M27 W6X25 .067 0 000 . 5,5 y 17,685 30 . 374 . 30 i ;712 :409 H1-1 328 4 M28 Vii6X25 .087 0 .000 5-.5 y 17.885 30 37.5 30 1 .561 .347 HI -1 329 4 M29 . W6X25 .162 0 .008 0 z 17485 30 176 30 " 23 ;85 .388 4-12-1 330 ,_41 M30 w6x29 .053 0 .002 0 z j 7:656 30 37.5 30 " 2 3 5 . 392 H2-1 311 4 M31 W6X25 „0,57 0 .000 5.6 V 17485 • 30 3,7.5 30 1 .561.387 H1-1 ; 332 4 M32 W6X.25 .067 0 . cm 5-5 v 17,685 30 375 30 1 .712 409 H1-1 333 4 nta3 W6X25 .043 .0. .003 0 z 17.685 30 3.5 30 1:75 :85 .6 '4-121 R I SA:3 D Version 810.0 [CAUsers \cs taiher. EVE R Err \ Desk.top1,30 Render .of Frame.r3O] Page 6 Ar, Company Designer Job Number Member AISC ASD Steel Code Checks (Bv Combination).(Continued) Jen 27, 2010 4:04 PM Checked By: RISA-3D Veraion:8.0:0 [CAUsert\cstainer.EVERETT\Desktop13D Render of F,rame.r3d] Page 7 LC, Member Sham UC Max _Lobfftl Shear ... 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M47 W8X1 .006 0 .000 0 .z 22.135 30 37.5 30 1 .6 .6 H1-1 346 4 M48: W8X18 .009 1.75 .006. 0 y 26.629. 30 37.5 33 1 .6 1 H1-3 349 4 M49 W8X24 .542 11 .037 .0 _y 5.538 30 37.5 14:892 1 1 1 H13 1 350 4 M50 W8X24 .452 11 .037 0 y 5.538 30 37.5 14.892 1 1 1 H1-3 351 4 M51 W840 .741 11 .035 0 y 8992 30 37.5 24.899 1 1 1 H1-3 [352 4 M52 W8X40 551 11 .035 0 y 8.992 - 30 37.5 *24.899 1 I_ • 1 H1-3 353. 4 M53 LL3X3X4X0 .107 0 .000 0 z 6.729 21.6 21.6 215 1,75 .6 .6 H2-1 354 4 M54 LL3x3kIxo 040 0 .001 0 z 6.729 . 21B _ 21.6 21.6 .1.75 .6 .6 H2-1 3554_ M55 LL3X3X4XO .015 0 .000 0 z 51492 21.6 21.6 .21.6 1:75 .6 .6 H2-1 L 356 4 M56 LL3X3X4X0 .128 0 .000 0 z 5492 21.6 21.6 215 1.75 5 ,6 H1-1 357 4 M57 LL3X3X4XO .435 0 .000 0 z 6.729, 21.6 21,6 21.6 1.75 .6 .6. H1-1 358 4 M58 LL3X3X4X0 .183 0: :000 0 z 6.729 21.6 21.6 ' 21.6 1.75 .6 .6 H1-1 359 4 M59 LL3X3X4X0 .162 0 .000 0 z 5.492 216 21.6 21.6 1.75 :6 .6 H2 t .. 360 4 M60 .723 0. .000 0 z 5492 ,.21,6 21.6 215 .1.75 .6 .6 H1-1 361 4 M61 L.1,3•X3t4X0 .,009 0 ,000 0 z 5.402 21.6 21.6 1 215 1.75 .6 .6 H2 -I 362 4 M62, LL3X3X4X0 :079 .000 0 .z 5.492 21.6 21.6 2.1.6 1.75 .6 .6 H1 . 363 4. M63 LL3X3X4X0 .800 0 .000 0 z 6.729 21.6 21.6 '21,6 1.75 .6 .6 H1-1 364 4 M64 LL3X3X4X0 .038 0 .000 0 z 6.729 21.6 21,6 215 1.75 .6 .6 H1-1 ; 365 4 M65 LL3X3X4X0 .134 0 .000 0 z 5.492 21.6 21.6 21.6 175 .6 .6 H2-1 366 4 M66 LL3X3X4X0 .606 0 .000 0 z 5.492 21.6_ 21,_6, 215 1.75 .6 .6 H1-1 367 4 M67 LL3X3X4XO 069 0 .000 0 2 6.729 21.6 21.6 21.6 1.75 .6 .6 H2-1 r. .368 , 4_ M68 _ LL3X3X4X0 . .000 .000 0 z 6.729 21.6 21.6 21,26 1.75 .6" .6 H1-1 369 4 M69 - 03 - 6i4X0 .050 0 .000 0 z 6.729 21 .6 21.6 21.6 1.75 .6 .6 H2-1 370 4 M70 LL3X3X4XO .104 0 .000 0 z : 6.729 21.6 21.6 ' 21.6 1:75 5 .6 • H1-1 371 . 4 Mn 1 LL3X3X4X0 .104 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2-1 372 4 M72 LL3X3X4XO 458 0: .000 0 2 5492 21.6 21.6 21.6 1.75 .6 .6 H1-1 • 373 4 M73 Li..3x3x4).co :041 0 .000 0 z 6.729 21.6 21.6 . 21.6 1.75 .6 .6. H2-1 374 4 M74 LL3X3X45C0 .004 0 .000 0 z • 5.492 21.6 21.6 • 21.6 1.75 .6 .6 ; H2-1 375 4 M75 LL3X3X4X0 .031 a .000 0 •2 5.492 21.6 21.6 21.6 1.75 .6 .6 H1-1 376 4 M76 LL3X3X4X0 244 0 000 0 z 6.729 21.6 21.6 .21.6 1.75 .6 6 H1-1 377 4 M77 LL3X3X4X0 .162 0 .000 0 z 5.492 21.6 21.6 21,6 1.75 .6 :6 H2-1 378 4 M7$ LL3X3X4XQ .606 0 .000 0 z 5.492 21.6 21.6 .216 1.75 .6 .6. Hi -1 379 4 M79 LL3X3X4XO .104 0 000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2-1 360 4 M80 LL3X3X4X0: .458 0 .000 0 z 5.492 21,6 216 '21.6 1.75 .6 .6 HI-1 381 4 M81 LL3X3X4X0 .134 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H2-1 . 382 4 M82 LL3X3X4XO .723 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1-1 383 4 M83 LL3X3X4X0 .040 0 .001 0 z 6.729 21..6 ;21 .8 21:6 1.75 .6 .6 H2 -I 384 4 M84 LL3X3X4X0 .069 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6. .6 H2-1 385 4 M85 LL3X3X4X0 :104 0 ,Q00 0 z 6.729 21.6 21.6 '21.6 1.75 .6 .6 HI-1 386 _4 M86 LL3X3X4X0 .050 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 :6 H2-1 387_ 4 M87 LL3X3X4X0 .000 0 .000 0 z 6.729 21.6 21 ,6 21..6 175 .6 .6 H1-1 . M88 LL3X3X4XO .107 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H2-1 389 4 M89 LL3X3X4X0 .015 0. .000 0 z 5.492 21.6 '21.6 21.6 1.75 .6 .6 H2-1 390_4 A*3x3x4 .079 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6 H1-1 Qompany Des!gner Job Number Member A1SC ASD Steel Code Checks. (By Combination) •Continued) Lt LFfl z 5.492 5.492 ▪ z 5.492 0 Q 4_6129 397 4 M97 LL3X-3X4X0 .041 0_000 -0 z 6.729 21.6 21.6 :214 1.75 .6 ,6 H2-1 398 4 M98 LL3)5.3x4X0 _244 .000 0 -z 6 729 21.6 2 , 21.6 ' .6 H14,1 399 4 m99 Li ,038 0 .000 0 z 6.729 21.6 21..6 g1.4 1_,75 .6 .6 41-1 ' 400 4 M100 i-O)PX4%0 .435 0 .000 0 6 729 21,6 :21,6 21,6 1.75 6 H1-1 LC Member Srjpe LIG Max Loc[ft] Sheal 391 4 M91 L-LIX3X4X0 .004 0 .000 0 .000 0 „C00 0 .000 192 4 M92 113X3X4X0 ,031 .Z 4 X93 tmaxaxa .009 .000, • z. 5.492 :394 4 M94 LL 40 ..128 3 4 M95 L5.(3X4R0 3G6 j M96: 1,49X4X0 .300' 0 .000 1-0) foN. pco- itoilaskoa- Lora 0%\mef toA6 ha-f < o Fby.Qcsij Rizjitsi] Cb Crny Grin Egt) 21.6 21,6 21.6 1.75 .6 .6 142-4 21.6 216 216 .1.75 6 .6 H1-1 21.6 2 216 1.75 .6 .6 H2-1 21,6 46 21,6 ,175 .6_ .6 H - 21.6 246 2i 6 175 .6, .0 H1- 21.6 21,6 216 115 6 6 H1-1 IlISA-3D Version 8:0:0 tC:\Users\cstainer.EVERETT\DesMop\3D Rentlai :Of ffeene.ildi Jan 27, 2010 404 PM ctle.G1<ekt By: Page-8 Company : Designer: JOI? Number;. Joint Deflections (By Combination) v\3 0 bofro Corte,' 13 no g_s Jan 27, 2010 4:10 PM Checked By: +0 va core(s s+ k"A t I LC Joint Label X [in] Y (in] Z prq X Rotation[redi rlibtatipn [rad] Z Rotation [rad] . 1 1 Ni 0 0 0 -5.332e-4 9.482e-5 -5.281e-5 ! 2 1 N2 0 0 0 1 -1.799e,3 1 -2618e-5 -4.488e-5 i 3 1 N3 0 0 0 -9.7376-5 3.0.57e-5 6.22e-5 4 1 N4 0 0 0 1. .-4.002e-4 2.915e-5 5.482e-51 .. 5 _ 1 N5 0 0 0 -1.799e-3 2.618e-5 4.4,88e-5 . 6 1 N6 0 0 0 ' -4.002e-4 : -2915e-5 -5.482e-5 1 7 1 N7 0 0 0 ,_. -5.332e-4 -9.482e-55.2.81e-5 __ 1 N8 0 0 0 1 -9.7,87e-5 ' -3:057e-5 -6.22e-5 9 1 N9 .005 .006 -.017 -4,358e-5 _9.35j7e-5 2.468e-6 10 1 N10 .004 .011 -.059 1 0 , 0 0 i 11 1 N11 -.005 -.008 -.017 -1.882e-4 4.107e-5 -1.896e-6 12 1 N12 -.005 -.013 -.059 I .-5.31e-4 3_885e-5 -3.562e-6 I 13 1 N13 -004 .011 -.059 0 0 0 14 1 N14 :005 -.013 _ -.059 ' -5:31.er4 -3.885e-5 ' 3.562e=6 t 15 1 17 1 N15 N16 _ ' -.005 - . -.008 .006 .01 -.017 -4.358e-5 9.357e-5 -2.468e-6 -.017 -1.882e-4 -4.107e-5 1.8966 N17 0 I -.051 -4.458e-4 7.408e-5 2.958e-5 16 1 18 1 N18 0 .016 -.14 -4.677e-4 L544 2.678e-5 1 • 19 1 ' N19 0 -.019 -.14 -6,51e4 4.526e-5 -3.047e-5 20 1 21 1 N20 0 -.012 .016 -.051 :-3.015e.4 , . 5...038e-5 -3.495e-5 i N21 0 -.14 -4.677e74 -1.544e-5 -2.678e-5 r 22 _ 1 N22 0 .01 ,051 -4.458e-4 -7.408e-5 -2.958e-5 ' ‘.. _23 1 . N23 0 -.012 -.051 „„. -3.015e-4 -5.038e-5 3.495e-5__ 1 N24 0 -.019 -.14 t ,, 6.51e-4 4,526e-5 3.047e-5 1 25 1 N25 0 :012 7 .093 1..092e-4 8.162e-5 1.466e-6 -/ 26 1 N26 0 :016 -.225 -8.681e4 1:878e-5 -2.632e-61 27 1 N27 .001 -.014 -.092 -3.258e-4 5.872e-5 -3.958e-6 --7-7 28 1 N28 0 -.02 -.225 i. 7 6.382e=45.177e-5 _ 9466e -7 29 1 N29 0 .016 -.225 -3.681e-4 -1.678e-5 2:632e-6 -I 30_ 1 N30 0 - 02 -6.382e-4 -5.177e-5 -9.4660-7 1 _ 31 1 N31 0 .012 -.093 1 .092e-4 -8.162e-5 -1.466e- 32 _ 1 N32 -.001 -.014 -.092 -3.258e-4 -5.872e-5 3.958e-6 ' 33 2 Ni 0 0 0 1.577e-6 6.794e-8 1.096e-5 _ • 34 2 N2 0 0 0 2.329e-6 1.414e-7 9.774e-6 1 35 2 N3 0 0 0 •-1.577e-6 -3202e-6 1.095e-5 • • , 86 2 N4 0 0 0 -1.987e-6. -3.298e-6 9:643e-6 I 37 2 N5 0 0 .0 2.329e-6 -1.414e-7 -9174e-6 38 2 N6 0 0 , -1.987e-6_ 3.2986-6 -9.643e-6 1 0 0 0 1.577e-6 -6794e-6 - 1,0960 - 5 40 2 N& 0 0 0 : -1.577e-6 3:202e-6 -1.095e-5 ' 41 2 N9 -.001 -.002 0 2.218e-7 -7:23e-8 1.031e-6 42 2 N10 0 -.002 0 0 0 0 43 2 N11 001 -.002 0 -2.243e-7 -3.045e-6 1.031e-6 • 1 .44 2 N12 0 -.002 0 • 1 . -7.006e-7 . . 2,73e j 45 2 N13 0 -.002 '0 0 0 0 4 6 N14 0 -.002 .0 -7.006e-7 3.098e -2.73,e-7 1 47 2 N15 .001 -.002 0 2.218e-7 7.23e-8 4.031e-6 48 • 2 N16 • .001 -.002 0 -2.243e-7 3.045e-6 -1.031e-6__J • - , 49 2 N17 0 -.003 0 -7.1.64e-7 -4.307e-7 -6.32e-6 50 2 N18 0 -.004 0 :4.955e-7 -4.236e-7 -5.491e-6 1 51 2 N19 0 -.004 0 6.87e-7 -2.639e-6 -5.564e-6 52 2 N20 0 -.003 0 7.153e-7 -2.667e-6 -6.32e-6 1 53 2 N21 0 -.004 0 -4.955e-7 4:236e-7 5.491e-6 54 • N22 0 -.003 0 -7.164e-7 4.807e-7 6.32e-6 1 55 2 N23 0 -.003 0 7.153e-7 2.667e-6 •6.32e-6 _ 56 2 N24 0 -.004 0 1 6.87e-7 2.639e-6 5.564e-6___: RISA-3D Version 8.0.0 [CAUsers\Cstainer.EVERETTNID.ektOOQD Render of Freme.r3d] Page 9 Al Company Designer Job Number Joint Deflections (By Combination) (Continued) LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 5 7 :.__.._2 N25 0 -.003 0 - 3.054e -7 - 6.533e -7 - 3.747e -6 ---.7 58 2 _N26 0 -.005 0 - 8.863e -7 - 6.607e -7 2 066e-6 59....,. 2 ._.._.... N 0 - .003 0 3.027e-7 - 2.447e -6 - 3.748e -6 _ --1 60 2' N28 0 -.005 0 7.884e -7 - 2.385e -6 - 2.032e -7 61 2 N29 0 -.005 0 - 8.863e -7 6.607e -7 2.066e -6 --- _62 2 N30 0 0 7.884e -7 2.385e -6 2.032e -6 63 2 N31 _ ..._.. 0 ....._ .__._. -.003 0 - 3.054e -7 6.533e -7 3.747e -6 64 ,. 2 N32_ ..._.. ... 0- ____._ -- -.003 0 3.027e -7 2.447e -6 3.7 - 8e -6 65 .__3 N1 0 .... 0 0 - 3.989e -4 7.116e -5 - 3.298e -5 66 3 N a 0 0 ... - 1.348e -3:.. -1.955e-5 - - -2.773e-5 67 N3 0 0 0 - 7.398e -5 2.098e -5 5.328e -5 68 3 N4- ........ 0 0 0 -3 013e-4 1.985e -5 4.696e -5 69 _.. 3 N5 0 0 0...__..._ - 1.348e -3- 1.955e -5 .2.7 _5__... 70 3 N6 __. 0 0 0 3.013e -4 -1.985e-5 4.696e -5 I 71 :3_.._ N7 ................ 0 0 .._......... 0 - 3.989e -4 - 7.116e -5 3.298e -5 _ 72 3 N8 0 0 0 - _....__.._ - 7.398e -5 - 2.098e -5 -5 328e-5 i 73 N9 .003 .004 _- .013: ... 3, 255e5: 7.014e-5 2.519e 6- - 74 3 N10 .002 .007 -.044 0 0 0 75 3 N11 -.005 -._. -. 007 -.013 -1.413e-4 76 3 .._ N12 -.004 - .044 3.987e -4 2.725e-5 -.... -2.479e-6 ...._. 77 3 N13 -.002 .007 -.044 0 0 0 78 3 N14 ........... .004 - .011 044 -3.987e-4 -2,725e-5 79 3 N15 :004 __._._. , 013; , -- -3.256e-5 -7.014e-5 . - 2..519e -6 80 3 N16 005 007 - 01:3 ....... 14 113e -4 . -2.894e-5 7.536e-7, .__. 81 3 N17 0 ............ -.038 -3.348e-4 : 5.53e-5 1 -_ _ 82 3 N18 0 .009 -.105 -3.51e-4 1,133e -5 1.675e -5 _ 83 3 N19 -__ -- 0 _ - -- -.016 -.105 - 4,878e -4 3.233e -5 -2 624e -5 84 3 N20 -.011 ... - 2 257e --4 3.61.58 5 3 004e-5 85 3 N21 N2 _ 0 .009 -.105 ... 3518 4 1.133e. 5 _... -1.675e-5 _ 86 3 N22 0 006 -.038 - 3.348e -4 -5.53e-5 18 8 3 N23 0 -.038 .... -2.257e-4 -3.615e-5 . 3.004e -5 88_ _ 3 N24 0 .._... -.016 .._.. -.105 -4.878e-4 -3.233e-5 2.624e 5 __..._. 89 3 N25 0 .007 -.069 8.168e-5 6.083e -5' -1 273e-6 -9 90 3 _.__ N26 0 . 009 -- 169 -2.766e-4 1369e -5 -3.303e-6 91 3 0 -.012 -.069 - 2.442e -4 4.2540 -5 _.... -5.342e-6 92 3 0 -.019 -4.782e-4 3 736e-5 -5.954e-7 _ 93 3 N29 0 .:.........._ 009 .... _1,169 -2.766e-4 -1.369e-5 3.303e-6 _.._ .-, 94 3 N3.0 0 -.019 - 169 -4.782e-4 - 3.736e -5 5.954e-7 _ 95 3 N31 0 .007 -.069 8.168e -5 - 6.083e -5' 1.273e -6 N32 0 : -.012 069 -2.442e-4 -4.254e-5 5,342e-6 ....! Ni _._.._ 0 0 0 _- _-5.3_27e-4 9.485e-5 -4.964e-5 98 4_ ._ _N2. _ _ .._... 0 .......... 0 .... 0 1.7983 _ 2. 6148 4,209 5 .....!. 99 4 -- N3 0 0 .._ ........_ 0 ... -9.783e-5 - 2.967e- 56_538e_5__ 1 00 4 N4 0 0 0 -4.008e-4 2.823e-5 5 759e-5 101 4,. - .___ . N5 0 0 0 - 1.799e -3 2.614e -5 4.209e -5 1.02 4...... N6 0 0 0 _..__ -4.008e-4 - 2,823e 5 ..... -5.759e-5 103 4 N? 0 0 ._...... 0 5.327e 4,_..._ -9,..485e-5 .. 1.04 4 .....__._ 0 0 0 - 9.783e5... -.. 2967e -5 -6 538e 5 ____' 1175 4 - -. -N`0 .004 _.._ .006 017 4.,353 -__ 9.355e-5 2.678e-6 N10 00 01 -. 059 0 0 0 _N11 -.006 _ - .008 - 017 1 882e -4... 4.022e-5 -1.686e-6 ... N12 -.005 059 ..... 5.. 4 3.799e. 5:..:.... -3.538e-6 N13_, _ -.004 .01 -.059 0 0 - 0 1 4 _ N14 005 - .059 _ 5 -4 ___ . -3.799e-5 11.1_ . _ 4 NI 5 -.004 .006 .... ...__ -.017 . _..- 4.353e - 9.355e -5 - 2.678e -6 112 4 -._ N16 .._._.._ 006 - .017 _1.882e -4 4.022e-5 1.686e -6- .._ 113 4 N17' 0 .009 -.051 - 4.46e -4 7.395e -5 2.777e -5 _107. 4 ...... Jan 27, 2010 4:10 PM Checked By: RISA -3D Version 8.0.0 [C :\ Users \cstainer.EVERETT \Desktop \3D Render of Frame:r3d] Page 10 ,1 \ - 1 0 Company Designer Job Number : Joint Deflections (By Combination) (Continued) Lc _ Joint Label X RI] - - - -- YJini Z full _.. X Rotation[radj . Y Rotatton [radi Z RotaG4n [rad_l_ 114 4 - _ N18 0 014 . - .__ 4679e 4 1,531e-5 115 4 0_.__ -.02 -.14 ._. -6.507e -4 4.454e-5 ... 3.205e -5_ 116 4 N20 _..__... 0 -.013 -.051 - 3.013e -4 4.965e -5 - 3.676e -5 117 4 N21 0 .014 -.14 -4.679e-4 -1.531e-5 - 2.52e -5 118 4 N22 0 =009_ Q51 -4.46e-4 7395e 5 _- 2.777e -5__ _1 __ 4 N23 0 ............._ 05 1 .............. -3.013e-4 .... -4.965e-5 . 3.676e-5 ..._... 120 _ 4 ..._. N24 ..... 0 -.02 ... ......__ -.14 -4,454e-5 _ 3205e- 5-' 121 ....._. N25 0 011 - .093 1.091e -4 8,142e -5 5.894e -7 122 4 N_26 0 .015 - .225 - 3.683e -4 1.858e -5 -3.071e-6 123. 4 N27 .001 -.015 .._. -.092 5,805e 5 -4.835e-6 -7 124 4 N28 0 -.225 -6.38e-4 _ 5...112e5 5,1e-7 ...' ---g 125 4 N29 0 .015 -.225 - 3.683e -4 - 1.858e -5 3.071e -6 -,-, 126 4 N30 0 -.022 - .225:- _-_- 6 - 5.1 ._- 51e -7_. _. 127_ 4 N31 .011 -.093 1 091e4 -8.142e-5 ..._ -5.894e-7 128 4 N32 - .001... - .015 -.092 -5.805e-5 4.835e -6_ fp Jan 2.7, 2010 4:10 PM Checked By: RISA -3D Version 8.0.0 [C:\ Users \cstainer.EVERETT\Desktop \3D Render of Frame.r3d] Page 11 Company Designer 4A Number • 1 1 2 . 1 3 1 41 5. 1 61 7, 1 81 91 10 1 11 1 12 1 13 '1 14 1 15 1 16 1 17 1 If8 1 1:9 1 1 21 1 22 1 23 1 24 1 2 1 26 1 27 1 2 1 29 1 30 1 31 1 S2 1 33 '1 34 1 1 36 1 37 1 38 1 39 1 40 1 41 1 42 1 4 1 44 1 45 '1 46 1 47 1 46 1 514.14, t 14 : Jan 27, 2010 4t16 P,M checked Load Combinations. I7esdription Std... PD... S13,.. Bt:OFac.tpr Factor SL,C Vadff Feeler BLC. Fader ,BLC Fetter BLG Feeler al..c Fc,tor L Yes 2 1 ,3 1 j 2 + 0:75,(0.7E) + „yes 2 1 1 .52 13 75 3 0.6D + 0.7E Yes, 2 6 1 .7 4 D + :0.7E Yes 2 1 1 .7 WW1 44 19 e43016o Member MSC ASD Steel Code Checks (By Co,: bination) RISA-3D Version a.a.o .[QAU.sersNestainer,EVERETTNDe:sktop‘31) Render of 'Rake - Seismic.r3d1 Page 4 . Member Shape UC Mex tedifq Shear Lottftl Dir F8IksIl Ft[Ksil Flpy[kcei] Fbziks1 eh trey Cruz Eqn MI W6X25 „ .021 11' . :000 11 V 17.685. 30 37.5 , 30 1 .6 . .6 M2 - W6X25 , .025 11 .000 5.5 '1'7.&8'5 30 . 37,5 30 1 .6 .6 . 141 -1 M3 W6X25 .1921 11 .000 11 y17.&5 30 . 37.5 50 1 .6 .6 . H1- M4 W6X25 :025 11 .000 11 . y 17665 30 37.5 30 : '1 :6 .6 .H1-1 M5 W6X25 .025 11 ..000 5.5 y .17.685 30 37.5 30 , 1 :6 . 6 H1,1 M6 W6X25 .025 .009 y .17685 ; '30 37.5 30. 1 .6 .6 mi M W6X25 :021 . 1.1. .Q010 . 11 , .17.665 :30 30 1 .5 , M8 W6X26 .021 , 11 .000 11 y .17.:665 '30 37.5 30 1 .6 .6 . H1 M9 W8X18 009 1.75 . :007 0 y .26:629 30 . 37.5 33 1 .6. 1 H2-1 MW 0 W8X18 .006 0 .000 0 .22.135 30 37.5 30 1.75 .6 . .6H24 Mil WX1'8 004 0 .000 p :z.22,1;35 30 3L5.. 3..Q; ..6 16 H2-1 M12 W8X16 :009 175 .007 'y: : 30 37.5 ! 33 1 :6 1 'H2-1 ' M13 W8X18 .009 4.75 .007 , 0 v ; 26629 . 30 17.5 33 1 6 1 H2-1 M14 W8X18 .004 0. :000 .z2'2.135 30 37.5 30 1.75 _6 .6 H2-1 M15 W8X18 .006 . 0' .0,00 0 z 30 37.5 , 30 1.75 ..6 . H2-1 M1 vv.62(16 , .009 1,75 .997 0 y :25629 , '30 37.5 33 1 .6 1 H2-1 I F12 M17 W8X18 .010 1.75 .007 y26162. 130 , 37,5. 3 . m1r8 W8X1B 006 0 .000 0 z22135 30 37,5 30 ,135 :6 z .6 H2-1 M19 W8X18; .002 0 .$)90 z :30 3.7.5 _ .ap -6 .6 1-1 M20 W8X16 ,01Q 1,75 .007 _y 39 .37.5 34 1 .6 1 H2-1 M21 W8X1.8 :010 1.75 : 007 0 V 26.629 : 30 317.5. 33 , 1 :6 1 H2-1 :M22 W8X18 .002 0 .000 0 z 22.135 SO 575 30 :1.75 5 .6 142-1 M23 W81l 8. .006 0 .000 0 z22,135 ,39 37.5 30 1.75 .16 , .6 H2-1 'M24 w8x18 .010 1_76 .0,07 0 y25629' 30 37.5 33 1 1 H2-1 M25 W6X25 .015 0 .000 5.5 v 17:685 30 57.5 30 1 .6 .507 H1-1 M26 W6X25 .028 0 .000 11 y 17.685 30 37.5 30 1 .6 .452. H1-1 , M27 W6X25 .015 0 .000 515 v 30 37.5 30 1 .6 . 507, Hl-t :M28 W6X25 .028 0 ...000 5.5 y 17.685 30 37.5 30: 1 :6 .455 H1-I M29 W6X25 .028 0, .;0.0.0 . 11 y ,17:685 _375 - 39 1 . .6 452 H1-1 M30 W6X25 .015 . 0 :000 .55 . y 17,685 30 37,5 . 30 1 :.507 . M31 W6X25. .928 00:0 y .17:685 :30 37.6 .39 1 .6 ,55 H1.-1 M32 W6X25 , .015 0 .0.00 5:5 , y17.685 30 37.5 30 1 , .6 :507 H:1-1., M33 W6X25 .006 0 .000 0 v17,685 30 37.5 30 1 .6 . .6 M34 W6X25 .Q27 0 .000 0 y 17.685 30 315 30 1 . .6 .6 H1,1 M35 W6X25 .005 0. ,000 0 y17.6&5 30 37.5 30 1 . .6 .6 H1-1 . M36 W6X25 .027 . '0 :000 0 y17.685 30 37.5 30 1 :6 . .6 H1-1 M37 W6X25 .027 0 .000 0 y 17.685 30 37.5 30 1 .6 .6 H1-1 M38 W6X25 .027 0 .000 0. Y .17,6.85 30 '37.5 30 1 .6 .6 111-1 M39 vArsx2.6 .006 0 .900 0v17,:685 30 37.5 . .:30 1 . .6 , H1-1 M40 W6X25: , .006 '0 .000 0. .y 17.685 5Q . _ 3Q 1 .6 H1-1 M41 W8X18 .011 1.75 013 . 3,5 y 26_629 „30 37,5 33 .1 „ . 1 H1-3 _ M42 W8X18 .003 0 .000 0 z 22.115 30 17.5 30 1.75 .6 .6 H2-1 .M43 W8X1-8 .001 Q .000 0 z22.115 . 30, 37,5, 30 1.75 .6 . .6 . )1.241 M44 W8X18 .011 1.75 .013 3.5 y -26:629 30 37.5 33 1 ,6 ii1. M45 W8X1 .011 . 1.75 .013 0 V 26.629 30 37.5 33 1 .6 1 H1-5. M46 W8X18 .001 0 .0010 0 z .22135 30 37,5. ,30 1.75 .6 : .6 H2-1 M47 W8X16 .003 '0 00,0 0 z 221.35 30 37.5 . 30 1.7.5 _6 .6 H2-1 M48 W8X18 . 011 1.75 .01.3 0 y '26:629 30 37.5 33 1 .6 1 H1-3 CoMpany : De 81grier : Job Number : Member MSC ASD Steel Code Checks (Bv Combination) (COntinued) Jan 27, 2010 4:18 PM Checked By: LC Member Shatret UC Lbc[ft] Shear ... Locift] Dir Fa[ksi] Ettlesi] Fby[ksi] Fbz[ksi] Cb , Cmy Cmz Eqh 49 1 M49 W8X24 236 11 .041 0 V 5.538 30 31.5 14.892 1 .6 1 H1-3 50 1 . M50 VVBX24 .236 11 .041 0 y _6,538 I 30 37.5 14.892. 1 .6 1 H1-3 51 1 M51 W8X40 .423 11 .094 0 v 8.992 • 30 37.5 24.89 1 .6 1 • H1-8 L 52 1 M52 W8X40 423 11 .094 0 y 8.992 30 375 24.899. 1 .6 1 H1-3 53. 1 M53 ,LL3X3X4X0 :070 0 .000 0 z 6.729 • 2 1.6 21 21.6 1,75 :6 .6 H1-1 54 1 _ M54 LL3X3X4X0 .035 0 .000 0 z 6.729 • 2 1.6 21.6 21.6 1.75 .6 .6 H1-1 55 1 M55 LL3X3X4XO .045 0 .000 0 z 5.492. 216' 21.6 21.6 1.7.5 .6 .6 H1-1 ' 56 1 M56 LL3X3X4XO , 045 0 .000 0 z 5.492 215 21.6 21.6 1,75 .6 .6 H1-1 57 1 • M57 LL3X3X4X0 :070 0 ,000 0 z 6.729 21.6 21.6 21,6 1.75 .6 .6 H1-1 58 _ 1 • M58 LL3x3xx0 035 0. .000 0 z 6.729 21.6 21.6 21,6 . 1.75 .6 .6_ . H171 _ 59 1 M59 LL3X3X4X0 .055 0' .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6' H1-1 60 1 .M60 . LL3X3X4X0 055 .000 0 z 5.492 21.6 21.6 21.6 - 1.75 .6 .6 H1-1 61 1 M61 LL3X3X4X0 :032 0 :000 0 z $A92 21.6 21.6 21.6 175 .6 .6 H1-1 I 62 '1 M62 LL3X3X4X0 .032 0 .000 0 z • 5.492 21.6, 21.6 21.6 . 1.75 .6 .6 H1-1 '63 I M63 LL3X3X4XO .068 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 64 1 M64 LL3X3X4X0 .031 0 .000 0 z • 6./29 21.6 215 21.6 1-.75 .6 .6 H1-1 • 65 1 M65 .LL3X3X4XO .058 0 .000 0 z 5•.492 21.6 21.6 21.6. 1:75 .6 .6 H1-1 66_ 1 M66 LuX3x4X0 .058 0 .000 0 z 5,492 21:6. 21.6 21.6 1.75 .6 ! .6 H1-1 67 1 M67 LL3X3X4XO .068 0 .000 0 z 6.729 . 21.6 21:6 21.5 1.75 .6 .6 H1-1 68 1 M68 LL3X3X4X0 .031 0 .000 0 z 6.729 21.6 21.6 . 21.6 1..75 .6 .6 H1-1 59 1 .M69 LL3X3X4XO .008 0 i000 0 z 6:729 21.6 21.6 21.6 1.75 .6 H1 -1__ 70 _ 1 M70 a3x3X4X0 .007 0 000 0 z6.79 21.6 21.6 '21.6 - 1 .7,5 .6 .6 H2-'1 71 1 M71 LL3X3X4X0 1:157 0 .000 0 z 5.492 21.6 21..6 21.6 1.75. .6 .6 H1-1 72 1 M72 LL3X3X4X0 .057 0 .000 0 z 5.492 • 2 1.6 2..6 21.6 1.75 .6 .6 H1-1 73 1 M73 LL3X3X4X0 .007 TO .000 0 z 6.729 21.6 21.6 21.6 1.75 5 .6 H2-1 1..74 ,1 M74 LL3X3X4X0 .012 0. ..000 0 z 5.492 21.6 2t6 21.6 1.75 .6 6 H1-1 75 .m75 .LL3X3XTIPX0 .012 0 .000 0 z 5.492 216 21,6 21.6 .1.75 .6 :6 H1-1 76 1' M76 Lox3x4xo .098 0 .000 0 z 6.729 21.6 21.6 21.6 '11.75 ..6 .6 H1-1 77 1 .M77 LL3X3X4XO .055 0 . .000 0 z 5492 216 215 21.6 1.75 .6 .6 ji -1 L 78 1 • M78 LL3X3X4XO .058 0 .000 0 z 5.492 21.6 216 216 1.75 .6 . H1-1__ 79 1 M79 LL.3x3X4x0. 067 0 .000 0 z 5492 21.6 21.5__ 21.6 1.75 .6 .6 H1-1 80 _ ":1 M80 'LL3X3X4X0 .067 0 :0.00 0 z .5.492 21.6 216 21.6 1..75 .6 :6 H171 81 1 M81' LL3X3X4X0 .058 0 .000 0 z 6492 .21.6 .21.6 21.6 .1.75 .6 .6 H1-1 82 1 M82 LL3X3X4X0 .055_ 0 .000 0 z _5492 21:6 21:6 21.6 1.75 . _ 6 6 .. H1 7 1 i83 _1 ._ M83 _ ..LL3X3X4XO .035 0 .000 0 z 6,729 21.6 21.6 21.6 1.75 .6 .6 H1-1 84 1 M84 1:4i0i _ :068 0 .000 0 z 6.729 21,6 21.6 21.6 1.75 .6 .6 H1-1 8 1 .M86 1173ai .007 0 :000 0 z 6.729 21.6 21.6 21.6 '1.75 .6 .6 H2-1 86 '1 .M86 lflx3x4X0. .098 0 .900 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 87 1 M87 LL3X3>4io .631 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 88 1 M88 Lc3X33x4X0 .070 0 .000 0 z 6.729 21.6 21.6 21.6 115 6 :6 H1-1 89 1 M89 LL3X3X4X0 .045 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .5 H1-1 90 t M90 LL3X3X4x0. .032 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6. H1-1 91 1 M91 113)0x4k0 .012 0 000 0 z 5 21.6 21.6 21.6 1 „15 .6 :6 H1-1 921 M92 LL3X3X4X0 012 0 :000 0 z 5.492 21.6 21.6 21.6 1.75 :6 :6 H1-1 93 1 M93 LL3X3X4xO .032 '0 :000 0 z 5.492 21.6 21.6 21.6 1.75 6 5 H1-1 94 1 M94 LL3X3X4X0 .045 0 .000 0 k 5:492 216. 21.6 21..6 '1.75 .6 .6 . H1-1 _ 95 1 M95 LL3x3x4xo :035 0 .000 0 z 6.729 .21.6 21.6 21.6 1.75 , :6 H1-1 96 1_ M96 LL3X3X4X0 068 0 .000 0 z 6129 21.6 21.6. 21.6 1.75 ,6 .6 H1-1 97 1 M97 LL3X3x4x.o. .067 0 .000 0 z 6.729 21.6 21-.6 21.6 1.76 5 .6 H2-1 • 98_ 1 M98 LL3X3X4X0 .008'. 0 .000 0 z 6,729- 215 21.6 21.6 1.75 „6 6 HI -J 99 1 _ M99 LL3X3X4X0 .031 0 .000 0 z 6.729 21:6 21.6 21.6 1.75 :6 .6 H1-1 1:00 1 M100 LL3X3X4X0 .0700 .000 0 6.72.9 21.6 21.6 21.6 1.15 .6 .6 H1-1 101 2 M1 W6X25 .015 11 .001 11 z 17.685 30 37.5 30 '1.7.5 .85 .6 H2-1 102 2 M2 W6X25 .030 11 .002 11 z 17.585 30 37.5 30 1.75 .85 5 112-1 1'03 2 M3 W6X25 . 056 11 .001 11 z. 17.'685 30 37.5 20 1 .85 .6 H1-1 104 2 M4 W6X25 .087 11 .002 11 z 17.685 30 37.5 30 1 .85 .6 91-1 105 2 M5 W6,X25 .030 11 .002 11 z 17685 30 37.5 30 1.75 .85 .6 H2-1 RISA-3D Version 8.0.0 [CAUsers \cstainer.EVERETT Desktop\3D Render o Frame - Seismic.r3d] Page 5 A13 Company : Jan 21, 2010 Designer : 4:18 PM Job Number : the:aced By: Member AlSC A Steel ,Cade ,Che'cks (Bv Combination) IContintid) R1SPs3D Veraion.8 [CAUserg\cstainer.EVERETT\besktop\30 Render - Seismic.r3d] Paget Member shape Lig Max 'wen Lbcflti Dir FaiI11 Ftpcsil Ebyrhsil FigflO1 c Cmy .Cmz ECM 1'06 2 MB W6X25 087 11 ,902 11 z 17.685 30. • 37.6 41 1 ,85 .6 H1-1 . 197 2 M7 W6X25 .016 11 -.00i1 11 z 17685 30 375 30 1.75 65 6 Itt2 108 2 M8 W6X25 :656 11 .001 11 z; 17.665. SO .376 30 I .85' .6 111, 109 2 M9 1/118X1.8 :010 1.75 .007 0 v! 26629 30 37.5 33 1 • T 1 191;3 110 2 M10 W8X18: ,005 0 .000 0 z 22,135 30 '378- 30 175 .6 6 H2-1 _111 2 M11 - W2X16 :004 0 .60,0 o z 22,135 30 376 3Q 1j:5 .6 .6 • 112 2 M2 W8012 .017 1.75 .007 35 26.629 30. 375 33 1 1 1 H2-1 113 2 M13 W8X bin 1.75 .007 3.5 y 26629 '30 37.5 B3 1 T. 1 , H1-3 • i 114 2 M14 W8X18 .004 D .000 '0 z 22..135 20 375 30 , .6 • ,6 H2-1 115 2 IVTI 5 W8X ,005 0 .Q9,9; 0 z 22.135 3Q '37.5 30 1.75 .6 .6 . 1712-1 T116 2 M16 W8X18 017 1.75 .00 0 y 26629 30 37:5 33 1 1 1 H2 117_, 2 M17 011 125 .007 0 .v 26.629 '30 31.5 33 1 1 1 142-i 118. 2 MIZ W8X118 „,005 0 .000 9 z 22-.1a6 30 17.5 50 11 75 6 6 .H2-1 149 2 M19 wexta :002 0 Oil 0 z 22J330 37:5 30 1:75 .6 .6 .H2-1 120 2 M20 W8X16 ,015 1,75 ,097 3.5 y . 6. .1 37..5 33 1 1 1 112-1 • 121 2 M21 w8.11,8 :011 1.75 .007 0 y 26.629; 30 37.5 33 1 1 1 H2-1 122 2 M22 'W1.8. . 002 0 .000 '0 z 22.135 '30 37.5 • 30 1,76 6 6 . :1112 . ..1 123 M23 W6X18 005 0 .Q00 0 z 22.135 20 37.5 30 1.7,5 .6 6 124 2 M24 W01.8 .015 1,75 .007 . 0 y 26.829. 10 17.5 33 ; 1 _1 1 1'.1-1 125 2 M25 WX25 .010 0 001 , z 17.685 30 :378 30 2.3 .85 376 H2-1 2 W6X25 030 002 0 z 17.685 30 375 30 ;2,3 ,85 215 141 127 2 M27 W6),c25 .039 0 .Q01 9 z 17685 10 37.5 30 1 .85 444 :F11.1 128 2 Ma8 W6,1425 .063 0 .001 0 2 17685 ;30 37.5 Be 1 5 412 ,H1-1 129 M2 W6X28 0 0 :092 0 z 17.685 SO 376 30 2:3 !:85: 11.5 H1-2 130 2 M30 W6X25 .010 0 00 0 z 17685 10 375 30 2 65 131 2 M31 !Vy,6:X25 .063 0 .g01 0 ..z 17,685 '30 37.5 30 T 85 412 H1 132 2 M32 :W6X25 .029 0 .001 0 z :17.685 30 '37.5 30 1 85 444 111 133. 2 M3$ , W6X25 .008 0 .001 0 z 17.685 '.5,0 376 30 1 75 8 , .6 H-1 i 134 2 ; M34 W5 .036 0 .002 0 z 17,:685 30. '575 30 1 .6 H1-1 135 2 M55 W6X25 016 0 .001 ID z 17.685; '30 37.5 30 1 85 .6 111 -1 2. M36 W6X25 ,044 0 002 0 z - 17.645 . 3.1) 37 5 3Q ! 1 .85 .a 137 2 M37 W6X25 .038 0 .002 9 z 17685 49 37.5 30 1 ,85 6 H1-1 138 2 M38 j1166-45 044 0 .002 0 z 117,685 30 37 30 ! 1 ,85 .6 H1-1 139 2 M39 W6X25 .068 0 001 0 z 11.685 0 37 30 1.75 :85 .6. 10-1 _IRO 2 M40 W6 . ,018 0 .901 0 z 17685 30 37.$ 3 : 1 .88 .6 'HI-1 141, 2 M41 !Wpa .619 1:75 .014 15 v 26629 30 37,5_____3 „ H2-1 • M42_ _ W8X13 ,903 Q . 0 z 2.13.5. 30 37.5 30 ;1.75 .6 ,6. H2-1 143 2 M43 W8(12 :001 0 . 00 0 z 22.135 30 37_5 30 jj5 .6 .6 42-1 ! 144 2 M44 W8X18 .02,1 jj 014 3 5 y 26.629 '30 376 35 1 1. 1 111-3 145 2 .M46 w81 .019 1,76 .014 0 y 26.629 30 .37.5 33 1 1 1 :H2-1 1'46 2 . M46 W8X18 ..001' 0 .000 0 .z22.135 30 37,6 3'0 :1.75 .6 .6 H2.11 147 2 'M47 W8X18 .003 0 .600 0 z 22.135 30 -37,5 36 1.75 .6 L 112,1 148 2 "m48 W8X18 .921 175 .014 0 y 26629 10 37.5 33 1 1 1 H1 149 2 M49 W8X24 .408 11 .041 0 v 5.538' 30 376 14..692 1 1 1 111-3 150 2 M50 ;vya?K•4 .408 11 041 y 5.538 30 .37_5 i4.8 1 1 1 H1-3 151 2 M51 vy6x4Q .455 11 .083 •22 8,9.92 30 .37,6 24:499 1 '1 1 .1-I1t-6 152 2 M52 W .463 11 ,083 22 y 8,992 30 5,7,5 24699 1 1 L53 2 M53 t-,14g,a_X4Xf1 .016 0 .000 0 z 6.729 21.6 21,6 216 1.78 .6 :6 H2,..1 - 154_ 2 M54 1,1a)5.04x0 008 0 .000 0 2 6.729._ 216 216 21.6, 1.75 .6 ; .6 112-1 755 2 K6 t.t.3x3x4Xp .905 0 .000 0 z 5.4.92 21_6 216 21.6 1.76 6 H2,1 156 2 M$6 11.3X3X00 .103 Q _000 0 z 5.492 21,.6 21..6 216 175 .:6! .6 H1-1 ! 1 2 M57 L.1.,3X3k4X0 .162 • O. .000 0 z 6.729 21.6 216 21.6 1:75 .6 .6 H1-1 158 2 M58 113X3,X4V 1)91 G .000 0 z 6.729 • 2,1,.9 21.6 21.:6 :135 .6 .6 H1-1 159 2 M59 'LL3x3x4xo .04,3 Q .000 0 z 5.492 21.6 .21.6 2„tg, 1.75' .6 .6 112 . 166 2 .M60 LL3X.3X4X0 :273 0 .000 0 z 5.492 216 21.6 21.'6 135 .6 .6 111-11 161 2 M61 LLSX3k4Xd .002 0 .000 0 z 5.492 21_6 21.6 21.6 1.78 .6 .6 112-1 162 2 M62 -115XV4X0 .068 0 .000 0 z 5.492 21.8 :21.5 21.6 1.75 .6 .6 H1-1 company De.$igher Job Number Member AlSC ASD Steel Code Checks (By Combination) (Continued) Jan 27, 2010 4:18 PM Checked By:---- LC Menitidr Shiope QC Max Locifti Shear Loc[ft) Dir Fapcsi] Fr[ksi) bypcsij Fbziksil Cti Cmy Graz EMI 163 2 M63. LL3X3X4X0 .134 0 .000 '0 'z 6.729 21.6 . 21:6 21.6 1.75 .6 .6 H1-1 1164 2 M64 LI-3X3X4X0 . .039 0 .000 .0 .z 6.72.9 21.6 21.6 21.6 1.75 :6 .6 H1-1 165 2 M65 113X3X4X0. .030 0 :000 0 z 5.492 21.6 216 21.6 1.75 .6 ,6 1421 i 166 2 M66 LL3X3X4X0 .228 0 .000 0 z 5.492 . 21.6 21.6 21.6 1.76 .6 .6 H1-1 167 2 M67 (I-3x3x4xo :003 0 .000 0 z 6,729 21.6. 21.6 21.6 1.75 .6 .6 H2-1 . 1168 2 M68 LL3X3X4X0 .019 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 LL3X3X4X0 041 169 2 M69 0. .000 0 z 6.729 21.6 21 6 21.6 1.75 .6 .6 H1-1 1170 2 M70 LL3X3X4X0 :006 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 171 2 M71 LL3X3X4X0 .012 0 .000 0 z 5.492 21.6 21.6 21.6 -1,75 .6 .6 H2-1 1172 2 M72 1L3X3X4X0 ,150 .0 .000 0 z 5.492 216 21,6 21.6 1.75 .6' .6 H1-1 173 2 M73 LL3X3X4X0 .014 0 .000 0 z 6,729 21.6 216 21.6 1.75 .6 .6 H2-1 11742 M74 LL3X3X4X0 002 0 .000 0_ z _ 5A92 ...21.6_ 21,6 . 21.6 . 1.76 .6 6 H2-1 175 2 M75 111.X3X4X0 :029 0 .000 0 z 5.492 21.6 21.6 216 1.75 .6 .6 H1-1 ' 116 2 M76 LL3X3X4X0 .136 0 ' .000 0 z 6.729 21.6 21$ .21.6 1.75 .6 H1-1 177 2 _ _M77 LL3X3X4XO .043 0 .000 0 z 5.492 21..6 21.6 21.6 1.75 .6 .6 H2-1 - I 1782 M78 LL3X3X4X0 .228 0 .000 '0 z 5.492' 21.6 21.6 21.6 1.75 .6 .6 _Hi -1 179 2 M79 1:0x3X4X0 .012 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 .6' H2-1 180. .2 M80 a3X3x4X0 „ 150 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 5 .6 H1-1 • 181 .2 M81 LL3X3X4x0 .030 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 5 .6 H2-1 : 182_2 M82 11.3x8x4)(0 .273 0 .000 0 z 5.4.92 21..6 21.6 . 21.6 '1.75 .6 .6 H1-1 183 2 M83 LL3X3X4X0 008 0 .000 0 z 6.729 : 21.6 . 21.6 215 1.75 .6 .6 H2-1 1.84 2 • M84 Li.34 .003 0 .000 0 z 6.729 ; 21,6 21,6 21..6 1.75 .6 .6 . H2-1 185 2 M85 LL3X3X4X0 .006 0 :000 0 z 6.729 21.6 21.6 21..6 1.75 .6 .6 H1-1 ; 186_ 2_ _MS6 ,t_L3i3x4x0 .041 a_ ,000 0 z 6.729 216 21,6 21.6 1.75 .6 .6. H1-1 187 2 M87 LL'3xU4X0 .019 0 :000 0 z 6.729 21.8 21.6 21.6 1.75 5 .6 H1-1 188 2 M88 u..3x5X4X0 .016 0 .000 0 z 6.729 21.6 21.6 21.6 :1..75 6 6 H2-1 189 2 M89 LL3X3X4X0 .005 0 .000 0 7 5.492 21.6 21.5 21.6 175 5 .6 H2-1 [ 190 2 M90 LL3X3X4X0 .068 0 .000 0 Z 5.492 21.6 21.6 21.6 .1.75 .6 .6 H1-1 191 2 M91 11.3X3x4X0 002 0 ..000 0 z 5.492 21.6 21,6 21.6 1.75 .6 .6 H2-1 192 2 M92 LL3X3X4X0 .029 0 .000 0 z 5,492 21.6 21.6 21.6 1.75 .6 .6 H1-1 193 _2 M93 LL3X3X4X0 .002 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 .6 5 H2-1 5 2 M94 LI3X3X4X0 .103 0 .000 0 z 5.492 21.6 21.6 21.6 1.75 5 .6 H1-1 195 2 M95 LL3X3X4X0 .091 0. .000 0 z 6.729. 21.6 21.6 21.6 1.75 .6 .6 H1-1 _1 . 96,2 m96 LL3X3X4X0 _ .184 _ 0 .000 0 z 6.729_21.5. 216 _ 21.6 175 6 . .6 . H1 1 _ 197 2 M97 - 111-3 7- 4X4 014 0 .000 0 z _6.729 21.6 21.6 215 1.75 .6 .6 H2-1 198 2 M98 LL3X3X4X0 .136 0 .000 0 z 6.729 215 21,6 21.6 115 .6 .6 H1-1 199 2 M99 LL3X3X4X0 .039 0. .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 I-11-1 i200 2 M100 __LL3X3X4X0 .182 0 .000 0 z 6.729 21..6 21.6 21.6 1.75 .6 .6 H1-1 201 3 M1 W6X25 030 11 .001 11 z 17685 30 57.6 30 1.75 .86 5 H2-1 202_3 M2 W6X25 :062 11 .002 11 z 17.685 30 375 30 1..75 .85 .6 142-1 263 3 M3 W6X25 ..058 11 :001 11 z 17:685 30 37.5 30 1 :85 .6' H1-1 204 5 M4 W6X25 .096 11 .002 11 z 17:685 :30 37.5 30 1 .85 .6 H1-1 205 3 M5 W6X25 .062 11 .002 11 z 17.885 20 ;37 5 30 1.75 .85 .6 H2-1 206 3 M6 W6X25 .096 11 .002 11 z i785_30 37.5 30 1 .85 :6 H1-1 207 .3 M7 W6X25 :030 11 .001 11 z 17.685 30 37.5 30 1.75 .85 .6 H2-1 F 3 M8 W6X25 .058 11 .001 'II z 17:685 '30 37.5 30 1 :85 .6 H1-1 _209 3 M9 W8X18 .013. 1.75 :004 0 V 26.629 30 37.5 33 1 1 1 H1-3 ! 210 3 M10 W8X18 ,002 0 .000 0 z 22.155 30 37:5 30. 1:75 :6 . .6 H2-1 211 3 M11 W8X18 .002 0 .000 0 z .22.135 '30 37.5 30 1:75 .6 :6 H2-1 212 3 M12 W8X18 .016 1.75 .004 3.5 y 26.629 30 375 33 1 1 1 H2-1 213 3 M13 W8X18 .013 1.75 .:004 35 vi_126.629 .30 37.5 33 1 1 . 1 H1-8 214 3 M14 W8X18 .002 0 :000 0 z .22.135 30 37.5 30' 1.75 .6 .6 H2-1 215 3 , M15 W8X18 .002 0 .000 0 z - 22.135 .30 37.5 30 115 .6 .6 H2-1 216 3 M16 W8X18' .016 1.75 .004 0 y 26529 30 37.5 33 1 1 1 H2-1 .217 3 M17 W8X18 .009 1.75 .005 0 ‘[.26,629 '30 37.5 33' 1 1 1 H1-3 218 3 M18 W8X18 .002 0 :000 0 z 22.135 30 37.5 . 30 1.75 .6 .6 H2-1 219 3 M'19 W8X18 .001 0 .000 0 z 22,135 30 3,7.5 30 1.75 .6 .6. H2-1 RIBA-3D Verskin 8.0.0 [CAUsers1cstainer.EVERETT\Desktop13D Render of Frame - Seismic:r3d] Page 7 Company : Jan 27, 2010 peti n'er : 41•8 PM Job • timber : checked By: Member AlSC ASD Steel Code :Chocks flilv Combination) (Continued) Member shape ue, t Locuti 4ttr„. tool Dit Pajksfl '1Ftesil bv*il . prp crnz Eqn L220 3 j8X18 013 1:75 .003 3.5 y 26.629 30 47,3 3 1 1 I . 1 H2 24 3 M21 W8X16 :009 1,75, 005 35 426,629 -7 `,5(5 67 5 31 I 1 1 H1-3 1 222 3 114,22 W8X11 .001 :0 .000 0 z 22.185 30 37,5 - 30 1135 .6 6 H2-1 223 3 M23 W8X1.8 002 0 .000 0 2 22,.135 '30 37,5 30, 1.75 .6 6 H2-1 224 3 M24 waxis .013 1.76 .006 0 y 26_629 30 37 5 33, 1 1 1 .H2-'1 225 3 M26. W6X25 . .021 0 L 0 z 17.685. 60 375 30 :23 .85 .36 :H2-1 226 3 1y126 W5X25. • :642 0 .002 0 z 17685 30 37L 3 2.-3 .15 72 H2-1 227 3 M27 W6).C25 .039 0 .001 0 z 17,685 80 375 30 1 ...55 4 '228 • 3 M28 W6X25 . .061 0 ' 0.02 0 z17.685 30 375 30 : 185 .391 H1,1 229 3 n.429 W6X25 .042 0 .002 0 z 17,685' .30. 37 3Q 2 , 85. .372 1712-1 230 3 . m30 W6X25 021 0 .001 0 z 177685 ; So 75 30 23 .15 .36 H2 231 3 M31 MX25 :061 0 002 0 z .17.685 .30 37 30 1 66 .391 H1 232 3 M32 W6X 039 0 001 2 11685 30 . 37.5 30 1 55 .415 H1-'t 233 .3 M33 WSX25 ..013 0 .001 0 z 17.685 ; 10 37,5 30 1 .85 .6 112-1 234 3 M34 W6X25 ,027 0 .002 0 z 17.685 30 , 37.5 30 1.75 .66. .6 H1 05 3 M35 W6X25 .019 0, .001 0 z 17635 30 . 375 30 1 65 .6 '.1 26 3 M36- W6X25 036 0 ,002 0 .2 17.685 30 37.5 30 1 65 6 ,H1-1, 237 3 M37 W6X25 :.027 Q _Ng .0 z 17,685 30 175 30 1.75 .15 .6 111-2 I 238 3 M35. W6X25 :036 0 .002 0 2 .17185 '30 .37.5 30 1 1:15: . H1-1 . 239 3 M39 'Vy 17 5X25 .011 0 ,001 0 z 16 '1 685 30 17.5 30 ' .6 112 _ 240 3 M40 VV6 .019 0 .001 ' 0 z :17.685 30 '37.5 30, 1 5.5 .6 H1-1 241 3 M41 W8X16 .016 1.75 009 0 _ 263_29 30 37.5 33 1 1 1 H2-1 1242A M4.2 W8t16 .001 0 .000 • 0 2 :22.135 30 37,6 30 175 6 ' .6 H2-1 24.3 M43 Vti8E18 ; 0 .000 0 z 22.135 '30 :37.5 30 1.75 .6 .6 H24 2;44 . 3 • 1144 W6X16 .619 1.25 .008 ' 3 5 26629 30 37.5 33 1 1 1 H1 245 .3 _11.45WifX1.8 _0'18 1:75 .009 3.5 V 26629 .30 375 33 1 1 1 H2-1_ 245 '3 M46 VV8X16 • :000 0 .000 0 7 22..135 20 57,5 30 1.75 .6 .6 H2 : 247 3 M47 "W8X18 .001 0 060 0 2.22.135 730 J37 5 30 175 :6 ,5 H2-1 248 3 M48 WaX18 „010 1.75 .608 0 y 26620 '30 '37,5 33. 1 1 1 H1-3 249 3 M49 . 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M59 .11.3.X5X4X0 069 0. .0 0 0 z 5.492 21..6 215 21.6 1.75 .6, .6 H2 250 3 M60 • .LL3X3X4X0 ,320 0 .000 p 2 5.492. • 21,6 21.6 211 .75 ,6 E1-1 • 2'61 .3 M61 1_i_.,3x3x4X0 .010 0 .000 0 z 5,492 21 .6 211 21.8 1.75 :6 ,6 H271 L 262 3 M62 1-1,330076 .065 0 .006 0 z 5492.1 21:5 21:6 215 1.75 5 .6 H1 263 3 M63 1 - 1 - 4 3 .K4X 0 .123 0 .000 0 z 6.729 21.5 21..6 21.5 1..75 .6: ,8 1264 3 M64 Li,.3x3x00 .027 0 .000 .0 z 6.729 21.6 21.6 211 • 1.'76 A .6 H1-1 265 3 1455 LL3X3X4XO .053 0 : op 0 z 5492 21.6 21.6 211 1.75 .6. .6 H24 125,6 3 M66 1:43XM4X9 :257 0. .000 0 z 5.492 21_6 ;21.6 "21 4..75 .A .6 141-1 267 3 M67 1-1-3X1X.4x0 . 020 o .000 0 z 6,729 211 21.6 211 175 A _A H2-1 268 3 M68 u,xmoo poo 0 .00Q '0 z 6/29 21.6 21,6 21.5 115 .6 .6 H1 259' .3 M69 waxa*No .008 0 .000 •0 z 6.729 21.6 216 211 1.75 A .6 H2-I 270 3 M70 LL3)3XT .026 0 .000 0 2 6.720 21.6 21,6 21.!•6 •1:78 .1 .6 H1-1 271_ 3 . M71 LL3X3X4X0 .029 0 .000 0 z 5,402 21,6 211 211 1.75 1 .6 'H2-1 _272 3 M72 ti,3x3,X4x0 _152 0 .000 0 z 5:492 _21.6 '21 21.6 1.75 .6 .6 H1:1 273 3 M73 1...M3x4X0 .013 0 .:000 Q z 6.729 21.6 211 211 1.75 1 .6 H2-1 2 7 ' 4 3 M74 LL3X3X4X0 .004 0 :000 0 z 5.492 " 21,6 211 . 211 1.75 .6 1 H2-1 275 3 M75 Ll_3X .029 0. .opp 0 .z 5492. 21.1 j.6 21.6 175, A .6 H1-1 276 3 M76 1.4.3x3x4Xa .10 0 ..000 0 z 6.729 21,6 211 21,1 1.75 .6 6 H1-1 k1SA-313 Version . 800 [CAUserslostainer.EVERETTIDesktod‘3O kender of Frame - Seismic:13] Page6 Company De Job ,Number Member AISC ASD Steel Code Checks. (Bv Combination) (Continued) Jan 27, 2010 4:18 PM Chedked By: Ar LC Member Shape Lit Max Loc[ftJ Shear ... Lcic[ft) Dir Fa[ksi] Ftiksb Fby[ksil FbZ[ksi] Cmy Cmz Eqn 277 3 M77 LL3X3X4X0 .069 0 .000 0 z 5.492 21.6 21.6 21:6 1.75 .6 .6 H2-1 278 3 M7'8 LL3X3X4X0 .257 0 .000 0 z. 5.492 21.6 .21.6 '21:6 1.75 .6 .6 H1-1 279 3 M79 1-1.:.3=00. .029 0 .000 0 z 5.492 21.6 2 f.'6 .216 1.75 .6 :6 H2-1 280 3 M80 1,0)c3X4 152 0 .000 0 z 5492 216 21.6 '21.6 1.75 , 6 6 H1-1 281 3 M81 LL3X3X4X0 .053 0 .000 0 z. 5.492 21.6 .21.6 . 21M . 1:75 .6 .6H2-1 282 3 : M82 LL3X3X4XO .320 0 .000 0 z 5.492 21.6 ;24.6 • 21.6 1.75 .6 .6 H1-1 283 3 M83. LL3X3X4XO :019 0 .000 0 z 6.729 21.6 21:6 , 216 1:75 .6 .6 H21 1 284 3 M84, LL3X3X4XO .020 0 .000 0 'z 6.729.: 21.6 24,6 21:6 :1.75 .6 .6 H2-1 285 3 mas LL3X3X4X0 :026 0 .000 0 z 6.729 21.6 21.6 21.6 175 .6 .6 H1-1 M86 LL3X3X4X0 .008 0 . .000 .0 z 6 . .... 2t6 1,6_ 1 75 .6 6 H2-1 287 3 M87 LL3X3X4X0 .000 0 906 0 z.. 6,729 .21.6 21.6 21.6 1.75 .6 .6 H1-1 288 3 M88 LL3X3X4X0 .039 0 .000 0 2 6 729 21.6 21.6 21..6 1.75 :6 .6 H2 289 3 M89 LL3X3X4X0 .015 0 .000 Q z 5.492 21.6 21.6 21..6 175 .6 .6 H2-1 290. 3 M90 LL3X3X4X0 .065 0 .000 :0 z 5.492 21.6 :21.6 21.6 1.75 .6 .6 H1 291 3 m91 LL3).<54X0 .004 0 .000 0 z 5.492 21.6 216 216 1.75 .8 .6 H2-1 292 3 M92 u..3x3x4X0 .029 0 .000 9 .2 5.492 .71,6 _21.6 21.6 ,6 .6 H1-1 293 3 M93 LL3X3x4X0 .010 0 .000 0 .z 5492 21.6 21.6 21.6 1.75 .8 .6 H2-1 294 3, M94_ LL3X3x4X0 go o .000 5.492 21.6 21.6 21.6 1.75 :6 .6 .H1 295 3 M95 LLSX3X4XCr .093 0 .000 0 2 6.729 21.6. 21.6 21..8 1,75 .5 .6 H1-1 296 3 M96 LL3X3X4A) 123 0 .000 0 z 6729 21.6 21.6 21.6.. 1 .6. .6 H1.-1 297 3 M97 LL3X3X4XO 013 0 ,Q00 0 z 6.729 21:6 • 21..6 .21.6 1.75 :6 :6. H2-1 • 298 3 M98 Li..3X3x4x0 .100 0 .000 0 z 6.729 ; 21.6 21.6 216 1.75 .6 I .6 H1-1 299 3 M99 LL3X3X4X0 027 0 .000 0 z 6.729 21.6 21.6 21.6 1.75 .6 .6 H1-1 300 3 _ MIN LL3X3X4X0 .166 0 .000 0 z 6.729, 21.6 21.6 21.6 1.75 .6 . .6 H1-1 301 4 M1 -. W6)t25 :026 11 .001 11 z 17.685 30 37.5 30 1.7:5 .85 .6. H2 302 4 ' M2 W6X25 -.:947 11 .002 11 z17.685 30 37.5 30 1:75 .85 .6: H21 - 303 4 M3 W6X25 .064 11 .001 ii z 17.885 30 .37.5 30 1 .85 .6 H1-1 304 4 M4 W6X25 .104 11 .002 11 z !17:685 30 37.5 30 1 .85 .6 H1-1 305 4 M5 W6X25 .047 11 .002 11 . z 17.685 30 37.5 30 1.75 .85 .6 H2-1 306 __4 _ . M6-W6X25 .104 11 .002 11 z 11685 30 37.5 30 1 :85 .6 H1-1 3 A M7 •W6X25 .026 11 .001 11 z 17.685 3:0 37.5 30 175 .85 .6: H2.1 308 4 M8 W625 .064 11 .001 11 ; 2 17.685 '30 37.5 30 _1 .85_ .6 H1-1 309 4 M9 W8X18. .014 1.75 .007 0 v.26.629 30 37.5. 33. 1 1 1 H1-3 310 4 • M10 W8X18 .004 0 .000 0 .2 22.135 30 37_5 30 1.75 .6 .6 H2- 311.4 m11. W8X18. .003 0 .000 0 z 22.135 30 3:7.5 30 1.75 :6 .6 H2-1 312 4 'M12 W8X18 .019 1.75 .007 3:5 y : 26:629 30 '37.5 33 1 1 1 H2-1 313 4 M13 W8X18 .014 1.75 .007 3.5 y'26.629 30 37.5 33 1 1_, 1 H1-3 314 4 M14 W8X'18 .003 0 .000 0 z 22.135 .30 37.5 30 1.75 .6 .6 H2-1 315 4 M15 W8X18 904 0 .000 0 z .22.185 30 37.5 30 1.75 .6 :6 H2-1 316 4 M16 W8X18 .019 1.75 .007 0 26.629 '30 .37_5 33 1 '1 1 H2-1 .317 4 M1:7 W8X18 .01 1.75 :008 0 v.26.629 30 37.5 33 1 1 '1 H2-1 318 4 M18 W8X18 .0.04 0 .000 0 2 22.135' '30 37.5 30 1.75 .6 .6 H2-1 319 4 M19 W8X18 .002 0 MOO 0 z 22.135: 30 375 30 1.75 .6 .6 H2-1 320 4 M20 W8X18 .016 1.75 .008 3.5 y - 26629 30 37,5 33 1 1 1 H2-1 321 4 M21 W8X18 .010 1.75 .008 3:5 y 26.629 30 '37.5 33 1 1 1 H2-1 322 4 M22 W8X1:8 .002 0 .000 0 z 22.135 30 37.5 30 1.75 .6.6. .H2-1_ 323 4 M23 W8X18' .004 0 .000 0 z 22.13:5 30_,,,,37.5 30 1.7.5 .6 .6 H2-1__ ' 324 4 M24 W8X18 :016 1.75 .008 0 ,y.26.629 30 87.5 33 1 H2-1 325 4 M25 W6X25, .019 0 .001 0 z 17.685 30 :37.5 30 2.3 .85 .315 H2-1 326 4 m26 W6X25 .037 0 .002 0 z 17:685 30 37.5 30 2.3 .85 .35 H2-1 327 4 M27 W6X25 .044 0 .001 0 z 17.685 30 37.5 30 1 .85. .425 H1-1 328 4 M28 W6X25 .069 0 .002 0 z 17.685 30 37.5 30 1 :85 .398 H1-1 329 4 M29 W6X25 .037 0 _002 0 z 17.685 .30 37.5 30 2.3 .85 .35 H2-1 1 330 4 M30 W6X25 .019 0 .001 0 z 17.685 30 :37.5 30 2:3 .,85 _.315. H2-1 - 331 4 M31 W6X25 .0.69 0 .002 0 z 171.685 30 37.5 30 1 .85 .398 .H1-1 332 4 :M32 W6X25 .044 0 .001 0 z 17.685 30 37.5 30 1 .85 .425 H1-1 333 4 M33 W6X25 .012 0 .001 0 z 17:685 30 37.5 30 1.75 .85 .6 H2-1 RISA-3D Version '8.0:0 [C':\Users\cstainer.EVERETT\Desktop\3D Render 'of Frame - Seismio.r3d] Page 9 Company : Designer Job Number: Member RISC ASD Steel Code Cheeks (By Conibindtion) (Continued) Jan 27,.2010 4:18 PM Checked By A 1 IC Memb& Shame Ug,Max Logiftl SheatLecffil_Dir rak&I •trt'eil Fb L iciteufb4pg_ cb_srfly_crx gsih . 4 M34 W6X25 .'031 ..002 0 z t 7 685 '30 375 30 1 ; 65 • .6 H1-1 335 4 1\435 W6X25 :021 0 Q01 0 z 17685 '30 37,5 30Q 1 65 6 H1 ' 536. 4 M56 w6x25 .. 042 0 :002 0 z 17:685 30 37.5 30 1 .85 .6 1-11-1. 337 4. M37 V1f6) .031 0 .002 0 z 17685 3Q 875 30 1 55 .6 141-1 , 338; 4 M38 .W6*25 ...042 0 .002 0 z 17.685 To 375 30 1 15 .6 H1-1 339 4 M39 . W6X26 :012 0 .001 0 z 17.685 30 37.5 1Q 1.75 .85 .6 112-1 340. 4 M40 VV6X25 021 0 001 • 0 z 1T635 10 37.5 30 1 .65 .6 H1-1 341 4 M41' 'tiy,,M18 :022 1.75 .014 0 y 26629 . 30 37.6 -33, 1 1 1 4-1 [342 4 'M42 W8X1,8 .092 0 :090 0 z 42,116. .50 37.5 30 1.7t .6 .6 ii2-1 343 4 M43 'W5X16 .001 0 :000 J z 22,135 30 37.5 30 1,75 6 .6 'H2-1 344 4 M44 A1,8 ;024 1,75 .014 y .26,629 :30 g4-5 4 M45 Jmex18 .022 1.75 .014 9 _j26:52.0 to 67,5 3 I 1 1 H2-1 346 4 M46 .VC/Bi.(18 _001 0 ,000 0 z 22.115 30 37.5' 30 .1.75 .6 347 4 M47 W58 002 0 .000 0 z 22.135 36 37.5 . 30 1.,75 ,6 .6 H21. 348 4 M4.8 W8K16 :024 1.75 .014 a y 26629 • 30 37,5 53 I 1 1 H1-3 349 4 M49 W8X24 .412 11 ,041 0 Y 5,538 30 3 1.4.892 1 1 1 H1- 350 4 M5,Q 'W8X24 432 11 ,541 0 y 5.588 30 75 14692 . i I 1 j-Il- 314 M51 .W8X46 ,34 11 :052 0 y 8992 30 . 375248'9 I 1 1 H1.-3 I 3t2 4 MS2 W<40 .152 11 .052 0 ¥ 8992 20 315 24699.. 1 - 1 1 111-3 353 4 M53 :Li...5).*(41(.9 .033 0 MO 0 z 6,729 216 21:6 2116 1 4 M54 LM3)(4.X0 :016 0 ..00O 0 Z 6 129 21.6 21,621.4 1_75 6 6 112,1 . 155 4 M55 1-05014,30 .012 Q .000 0 z 5492 21 .6 21:6 21 :6 1:75 .6 .6 H2-1 7 366 4 M56 1,..0,X3.)4X0, .114 0 . obb 0 z,492 21 6 21 6 2L6. 175 6 6 H 357 4 m57 1,0.>*4,x0 .21.16 0 .000 0 z 61729 216 21.6 211 1.75 6 .6 H1-1 3,58 4 MS ,10,3 0 .pCtO 0 z 6J2''21.6 21.6 21.6 1. :6 H1 359 4 i‘46,9 14.33ft4X1): .665 .0 • „000 '0 z 6492 21.6 2;1.6 216 1,75 6 6 112- 360 4 'm60 ctax3x4X6 .336 0 01:10 0 z .5492 .24..6 216 21,6 1.75 6 .6 H1-.1 '361 4 y61 L44)s3x4xo .407 0 :we 0 z 5.492 '21..6 2l .6: 21.6, 1.75 .6, .6 H2-1 2 4 :M62 1.46WX4X0' .074 0 , 000 0 z 5.492 216 .21.0 21.6 1.75 ,6 . -1 A63 4 MEta LL3=4X0 .143 0 .0,00 0' z 6729 21_6 '216 . 21.6' .1,75 .5 .6 H1-1 164 4 M64 ta9 .036 0 .000 , 0 z :6749 .21.:6 21_6 21..6 • '1; 76, 6 6 141 -I 385 4 M65 Lt.:33("4X,P .048 0 .000 '0 z 5.492 • 216 21,6 21 .6 :1 .75 .6 6 H2-1 856 4 .M66 I.Lt3XIX,'44:0 .273 0 .000 0 z 5.492 21 _214 21,6 175 6 .6 Hi -1 157 4 M67 .1..1.0X3X4X11 0;15 0 ;100 0 z_ '6g29 .216 2'16 21 J6 1.76 6 ,.6 368 4 m_68 LLW(.42t70 .009 0 .000 '0 z 6„729 216 216. 211,6 125 6 .6 H-1-1 369 4 M697 11-1-`3X3X4XQ 001 .0 ,.006 0 z- 6.729 215 216 175 .5: H2.1 i rTn 4 M70 1-. .021 '0 .000 0 z 6729 21,6 216 21.6 1J5 6 H1-1 371 4 M71 .L0x3)0X0 .025 0 .000 '0 .2 .5492 216 21.6 214 1.75 C , .6 H2-1 372 4 M72 LL3x3x4X0 .165 .0 .000 0 z . :5.402 4 21.6 21.4 21:6 1.75 .6 .6 H1-1 373 4 M73 L.L.3i.3X-4)41 .915 0 .00C) 0 z6729 21.6 216 218 - 1.,75 .6 .L 374 4 M74 1-1.,3X,34X0 .003 L .000 0 z 5.492 216 al 1. 21:6 1.75 „6 375 4 M75 LLAX3X4 .033 0 • .090 '0 z .5.492 '21,6 2,1.5 21.6. t..75 .5 .6 H1-1 3 76 4 M76 L.L3pX4X07 .124 0 .000 0 z .6 .729 21:6 21 6 215 . 1.75 .6 5 11.1-1 SR 4 M77 t.t.1)dx4X0 065 '0 .000 , 0 g 5.402 2,j6 .21.5 21,5 1.8 .6 .6 H2-1 378 4 M78 1-1-3),04X0 • .275 .00Q 0 z 5.492 21.6 21.6 21.6. 175 • .6 W-1 470 4 ivi7s 14, .025 0 .000 ,0 z 5492 216 :216 216 1. .6 H2-I I 380 4 M80 LL3X3X4XO .165 0 .000 0 z 5.492 21,6 ;21 .6 216 1.75 ,8 6 H1-1 SFE .048. ,0 .000 6 216 1.75 .5 .6 H2-1 [ 382 4 M82 wax.ax4x0 .666 b .090 0 z 5.492 21,6 2) 6 216 1:75 5 .6 Hi '1 383 4 M83 L'taXa)0(o :6.16 .0 .000 0 z 0.729 216 21..6 al :8 1,73 :6 .6 H2-1 rY84 4 M84 1-0)(3g4P ,015 0 .000 0 6.729 21.0 21.6 • 216 176 .6 .6 H2-1 385 4 M55 Li3Xax4xo 021 '0 Qpo o 1 6.72,0 .21.6 21.6 21A 13j„6 .6 41-1 I 386 4 M86 113XX4X0 .001 .0 .000 0 z 6.720 21:6 '21:6 21.6 1.75 .6 .6 H2-1 387 4 M87 1-1--Tc3X4x0 :009 0 .000 0 z 6.729 :215 21 6 21:6 1.75 .6 6 Hi -1 388 4 M88 1.1.7X3X .033 0 .000 0 2 6729 21.6 216 21.6 4:7.5 6 6 H2-1 389 4 M69' LO)3)c4 .012 0 .000 .0 .z :5.492 21.6 216 21.0 1..7.5 ,6 .6 112-1 I 390 4 M90 u..3X3x4xo .074 Q .000 .0 2. 5.492 ' 21,6 21.6 21.6 1.75. .6 .6 H 1 -1 . RISA-30 Version 8.0,0 [C: \ Users \cstairier. EVERE ii ‘Desidod‘3D Render of Frame Seie Page 10 Company Job Number Joint Deflections (By Combination) �. c«����t c &pi os Lt Joint Label k [in] ii [in] Z [in] X Rotation 1 1 N1 0 0 0 1f55m^6 [-- 1 N� Q ( ] - i , _ - _-----___ 3 1 Na 0 0 0 4.6650-6 �4 1 N4 0 0 O ` . 5 1 N5 0 0 0 2.6380-6 ' 6 1 NG 0 0 0 -2.162a-8 . 7 1 N7 0 O D 1.6550'6 L_8 -,1 N8 0 0 0 -1.656e-6 '__10 1 N10 `001 -.002 0 0 J ' 12 1 N12 -.001 '.002 0 -9.745e-7 7 13 1 N13 .001 -.002 0 0 �1�-� 1 ' N14 �OO1 � -.002 -9,745e-7 ,Q.74Ge l5 . 1 ____ .001 -�O2 { 17 1 N17 /J . -__O | 18 1 1 N18 0 . O 19: 1 N19 0 -.004 0 r 26 - 1 N20 0 -.003 0 2i_ 1- N21 0 -.004 0 : 22 1 N22 0 -.003 0 23 1 • N23 0 -.003 0 1 24 1 N24 0 -.004 0 25 1 _ N26 0 -.003 V ! 26 1 N26 0 -.006 0 27 1 N27 0 -.on 0 28 1 __. _ N28 0 -.006 0 29 1 N2.9 0 -.006 .0 Rotation [rad] /z l 2ue-/ -4.327e-6 ���7e�� 1 .8330-7 -4.435e-6 -4.435e-6 '1.833 -1.0260-7 7 4.327e-6 4.327e-6 -4.124e-6 -4.174e-G 0 4174e-] '7.3880'7 7.353e-7 -3.627e-7 G.2920-7 -3.739e'7 4.181a'G 37O1e7 1.045e-6 RISA-3D Version 8.0.0 Render of Frame 'Seismies3d] Jan 27, 2010 4:17 RM Check0d By: A2n Z Rotation 1Q29e-5__: 1.442e-5 1.3OG6'5 � '1:32Qo'6 -1.306e-5 } '1.442e`5 '1442�5 ' 1-514e'6 0 _ J l.515o7G__ 4.7110,7 | 0 -4711 / -5.4820-7 -8 -5.601e-7 i | -6.3830-6 | 5_501e'7 7.4440-6 8.384_0-6 --- - 5.0260-6 8.383o'6 3.576e'6 7 -8.433e-7 -8.683e'7 ~3.08e'6 | �3 -5.381e-6 -3.346e^6 -3 0210-6 8.583e-7 3,08e-6 , / 3D1 N30 0 `008 0 3.246e'6 3\021e-6 31 1 N31 0 `003 0 -3I39e'7 8.433e-7 5.379a'6__ 1_32 1 _ _N32' O `003 .Q- !-��{d�� 3. 53 33 2 Nil 0 0 0 -1.522e-4 8.584e-5 -�331 ! 34 2- _ N2 ` --' 0 0 10 i -4.3990-4 - ' - ' ~5.4449~6 1.0-6 ... .5 2 N3 - - _ - . O ' � �-1.55_2e-4- -- 2. - 2.7 : 36 2 N4 0 0 0 • -4.064e-4 -1.032e-6 3 | 37 2 N5 0 _ _ 0 _ _ _ 0 - 4.399o,4 5.444e-6 '1^of6- 38 2 N6 0 0 � | -4,064e4 1.032e-5 -2372e'5 j 3g_2 N7 . 0 0 0 -1.522e-4 .;3.534e-5 5.331e-7 N8 0 0 .0 / -1,552e-4 -2Q43e-5 �l71n� � �� � _----_'__ - -2 ~~^� ' 41 2 N9 0 0 `0O7 -3.853e-5 3,453e-5 1.967e-6 - 2 NW 0 .002 `819 ! 0 0 0 --1 42 _43 2 N11 -.002 - .004 ___-.VOG -3.92e-5 2.9650-5 7.116e-7 44 2 N12 'JlD2-.0O5- - -2.673e-6 -5.465e-7 ' 45 2 N13 0 j302 `l)tA 0 0 : 46 2 N14 .002 .005 `010 ! -7.721e-5 ' 2.673e_6 5.465e-7 . 47 2 N15 0 0 -.007 -1853e-5 ` -14530`5 '1 1 48 2 N16 .002 `004 '.0G8 1 '192e-5 '2.065e-5 '7.1160' ! 49 2 �1Z 0 .001 '.02 '1.4180'4 3.5320+5 0 -5O � 2 - -------- N18 0 .001 `043 | -3.O08e'4 8.638e`7 -1.277e'7 51 2 N19 0 -.009 -.044 '2782o'4 -9.8390'7 1.3440'5 ,52 2 N20 O -.0Q6 -.021 4^403e-4 3.2910^6 4'544e'5 | 53 2 N21 0 .001 `043 - -3.008e-4 '8.638a'7 1.277e'7 .54 2 N22 0 .001 7.02 . '1.4180-4 -a 5320-5, 0 ! _55._2 N23 0 -.006 -.02 -1:403o-4 '3 Pagel Company Designer job Number Joint Deflections (Bv CoinbinatiOn) (Continued) LC JON c , Xliri] 'Y fin] z RI] 57 2 N25 0 .001 -034 -71 58 2 K5 0 0 ;,067 59 2 N27- 0 -.007 -034 -9.r 2 N28 0 -.011 ,067 -4 61 2 :N2s 0 0 - 067 -9 i 62 2 N30 0 -.011 -.067 f • 63 2 Isd31 0 .001 -.034 I 64 2 N32 0 -.007 -.034 A 65 3 N1 0 0 0 'Pr 1,0 3 N2 0.- - 1 5 0 0 op 67 3 N3 0 0 0 , ... .' 683 •N4 0 0 0 ram% :89 3 .N5 0 0 0 • . 70 3 N6 0 .0 0 71 3 N7 0 0 0 ; 3 N8 0. 0 0 73 3 N9 .0 .002 -.01 I 74 3 N 10 0 .004 -.025 ._7 3 N;12 -402 7 0 t1,6 -I .ogig-4 -1. 28-7 77 3 1 o 0Q4-25 0, .0 783 N14 002 -.006 - .1025 •-1,0218-4 _ 1-.3328-7 79 3 .N15 -.001 .002 -.Q1 . -5.15986 -4,6118-5 L UC 3 N16 .002 -.004 -,Q1 -5401 -4.-29 8.1 3 N17 0 .004 -, 26 -1 6858-4 82 3 N13 0 .005 N30 N31 N32 97 4 Ni 0 99 4 N3 0 0 100 4 N4 0 ,i01 4 N5 0 102 4 146 103 4 N7 i 4 N 105 4 N9 , 106 4 ND J07 4 N11 108 4 N12 109 4 N13 110 4 N14 _111 4 112 ... 4 113 4 N15 N15 7 Rotation 1.12184 2348-6 1.0348-4 1.121-8-4 11.3,48-4 - -1 -244384 4-24568,4 z5.40-18-4 -5:8-878-4 -5;401e-4 -2.44384 4_4568-4 -5.1598-5 0 RISA-3D Version &O.0 I Renter& Frame Seismio.r3d1 Jan 27, 2010 4:17.1:1v1 .:etWg.e.0, By: YRoviloil (rad] 3977e- • S.Z848S -41,37e-t 3.1;028-6 4,5378-6 7786 4.7048-5 44128-5 - 7.4068-6 1:012e48 _41.7„04e-5 4.-811 Pegg 2 -.2.079: - 8-6 3 .4-2886 2;01„98 44488-6 •5.16ta -1.2468-5 5468: I 2 44 8. -2 0968-5 !;9,546e,6 -2.098e-5 124686 50 -2.4468;57 1.32 P -3.4348- N11 75 3 -.QQ2 -.004 -.0 5 1 -5.2058-5 4,29286 -1.15882,6__] 0 1.1568-6 .6.8528;6 -458 41108e4 ; 1, 5.9,%e,fi 83 *3 N1 I , o 0 -. -..058 --3.714e-4 1 i634.86 -1 ,1 72ei8 84 3 . 006 -.026 -1 .:8778-4 4)3878-5 -1 3748i6 85 3 0 xt - 1 9 N21 -.05,8448 :-. -, -96:84 -5,91584L 66 3 N22 0 .004 -.026 -1.38584 -4/5385 -6 85-6 87 3 N23 0 -.00 -.026 ' -1.8778-4 -4.6878t5 1,3748-5 88 3 N2.4_ ' 0 -.009 -.058 ! -3.71 - -1.UL4e-6 1.172e-5 89 3 N25 0 .Q04 -.045 -2.1678-6 •537185 -1.39586 -, 90 3 N26 4 .005* -.089 1 1 ,,804-4 ;3..442e-6 -1.5270 i 9`1 3 N27 0 -407 -.045 A .94:k3e-13 5154e-5 4 3368-6 -9 92 3 N28 0 -.01 -.09 1,378-4 -3.378-6 -1.8238-7 N29 -, 93 3 0 .006 -,089 15048-4 "3:442e-.6 1,927 _I .33.781 1 ..121_, 95 3 0 .004 -.045 -2.1f78-6 -5.3718-5 1 3958-6 96 3 0 -.007 045 ! -1,943e-6 ' -5.2548-5 2,33684 I 0 -2036e-4 4.707e-5 , -8.4698;.6 08 . 4 N2 0 0 0 : -5.688-4 -7.3.538;6 5 9288-6 1 0 -2;061e-4 4.02985 2.84§8-5 0 0 : .5.4)88-4 -1.1318-5 2.4558-5 _J 0 0 -5.688-4 7,3538-6 5.928e-6 .0 0 Q -I -5.4088-4 1..1_3J 8-5 -2.45585 • 0 0 0. -2:0388-4 • -4.7078-5 __.8.4898-6. 0 0 0 T 424618-4 -4.029e-5 -2.845e5 1 .0 :0,02 -.01 -5.151 e-5 4:60,98-5 165386 0 • •003 -.025 I ' 0 0 ......g_J -.003 -.0.04 -.01 -5.2168-5 4.1828-5 -2.j5488 002 -.006 -.025 I -1,024e-4 -112498-6 -1 49686 0 .0.03 -.025 .0 0 0 0 -.006 ' -.025 : -1,0248-4 124986 • 1 .0968-6 • O .002 „g 1 -5.151e-5 -4.6098-.5 -1656846 .003 -.004 -.01 • -5:2138-5 4.1828=51 2.1548-8 .: 0 .003 -.026 -168784 4.7378-5 .4.559e-6. Company Designer Job Number Joint Deflections (By Combination) (Continued) Jan 27, 2010 417 PM Checked By: LC Joint Label Xjinl Ni! fin] Z 'int .X .Rotation frail Y Rotation [rad] Rotation fradl 114 4 N18 0 .004 -.058 -4.01e-4 1.4386-6 3.878e-6 115 4 N19 0 -.01 -.058 -3.712e-4 6889e-7 -1.377e-5 1116 4 N20 0 -.007 -.026 -1.875e-4 4.692e -1.603e-5 I 117 4 N21 0 .004 -.058 -4.01e-4 -1.436e6 -3..878e-6 • 1'18 4 N22 0 .003 -.026 ___,__ -1.887e-4 : -4.737e-5 -4.559e-6 j_19___ 4 N23 0 -.007 -.026 -1.875e-4 -4.592e-5 1.603e-5 120 4 N24 o -.01 -.058 -3.712e-4 -6.889e-7 1377e-5 1 121 4 N25 0 .003 -.045 -2.278e-6 5.347e-5 -2.64e-6 --..? L 122 4. N26 0_ .003 -.089 1,5016-4 -3.689e-6 -2581e-6 123 4 N2.7 0 -.008 -.045 -1.835e-6 5.167e-5 -3.581e-6 - 1124 4 N28 0 -.011 -.089 1:373e-4 -4.221e-;6 -8.288e-7 --, 125 4 N29 0 .003 -.089 1.501e-4 3.689e 2.581e-6 --I 126 4 N30 0 -.011 -.089 1.373e-4 4.221e-6 8.288e-7 127 4 N31 0 .003 -.045 -2.276e-6 -5.347e-5 2.64e-6 1_128_ 4 N32 0 -.008 -.045 -1.835e-6 -5.167e-5 3.581e-6 1 '(a Pe t o"- - 11p06 - e - IS Lout Ci 0 RISA-3D. Version 80.0 [CAUsers\cstainer.EVERETT\Deskto03D Render of Frame - Seismic:1'3d] Page 3 D C ErI I11EERs Bellevue Everett Spokane Portland San Diego Austin FILE COPY pormlt No. Ashley Furniture Home Center TI Tukwila, Washington REVIEWED FOR CODE COMPLIANCE APPROVED MAR 102010 City of Tukwila BUILDING DIVISION Structural Calculations for Permit Prepared For: Seattle Furniture Partners, LLC December 1, 2009 DCI Job #09 -21 -052 , C DEC 1 4 2009 1 11 \ .i 3120 COLBY AVENUE, SUITE 100' EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAX: (425) 252 -1699 RECEIVED CITY OF TUKWILA DEC 0 4 2009 PERMIT CENTER • • • = D C I E115If1EERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject First Page Sheet No. 4 1 Date By AEM Description of Work: A new Ashley Furniture store is opening in Tukwila, WA. This new store is in an existing concrete tilt building with wood roof construction that require tenant improvement. The improvements include a 50' tall entry tower element, elements at the roof line, an added clerestory raising the height of the existing roof in 6 bays, new openings in the concrete tilt panels and a canopy for the loading area. The work DCI is to perform will be as follows: • Provide lateral and gravity support for the 50' tall entry element. This will include a steel frame with OCBF to resist lateral forces and miscellaneous cold formed steel stud walls, roof joists, and curtain walls. • Provide a connection to the existing tilt panels for the new elements at the roof line to resist lateral and gravity forces. • Detail the clerestory area to support the new and existing framing. • Provide strongback details for the new concrete tilt panel openings, and • Provide framing for the new canopy at the loading area. Gravity Loads: Roof (Existing & New) Dead Load Sheating 1.5 Insulation 2.5 Framing 3.5 Roofing 2.5 Mech /Elec 2.5 Misc 2_5 Total 15 psf Live Load Snow Load 25 psf Wall Loads Exterior Wall 10 psf • • • MEMO D C I Er1GIr1EERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject First Page Sheet No. 112 Date By AEM Lateral Loads: Seismic Loads Seismic Importance Factor, l = 1.0 Seismic Use Group = II Spectral Response Acceleration (Short Period), S = 1.406 Spectral Response Acceleration (1- Second Period), S = 0.481 Spectral Response Coefficient (Short Period) SDS = 0.937g Spectral Response Coefficient (1- Second Period) 5D1 = 0..487g Seismic Design Category = D Response Modification Factor(s), Special Reinforced Concrete Shear Walls, R = 5.00 Ordinary Steel Concentric Braced Frames, R = 3.25 Seismic Response Coefficient(s), Special Reinforced Concrete Shear Walls, C = 0.187 Ordinary Steel Concentric Braced Frames, C = 0.288 Analysis Procedure : Equivalent Lateral Force Analysis Wind Loads 3 sec. Gust Wind Speed, V = 85 mph Wind Exposure = B Enclosure Category = Enclosed Roof Angle From Horizontal = 10 degrees Foundation & Soils: Allowable Soil Bearing (assumed), h allow 2000 psf Codes & References: • 2006 International Building Code • ASCE 7 -05 Minimum Design Loads for Buildings and Other Structures • ACI 318 -05 Building Code Requirements for Structural Concrete • 2005 National Design Specifications for Wood Construction • AISI Standard, 2007 Edition Computer Programs: • RISA 3D, Version 7.1 • ENERCALC Structural Library, Version 6 • Simpson Anchor Design for ACI 318, Version 4.0.0.1 =MID C 1 E l G I f l E E Fi s I PROJECT NO: 08 -21 -059 Sheet No: A- 3 PROJECT : Smokey Point FS II I Subject: ' i ' f ASCE 7.05 Wi .Loads : .... i ;, ; I.D.: Typical Date: 11/29/09 Printed: 2:33 PM By AEM Input Data: Ref: _ ; 3 sec. gust wind speed: Mean roof height: Bldg. dim. normal to wind: Bldg. dim. parallel to wind: Period Parameters Structure natural period: Damping ratio: Occupancy category: Region: Exposure category: Enclosure category: Roof angle from horizontal: Topography type: Topo crest height: Topo half- height distance: Horiz. distance from crest: Structure base height: Structure natural frequency: Wind directionality factor: Importance factor: V = 85 mph h = 14 ft B = 329 ft L = 200 ft Ct = 0.02 x = 0.75 T = 0.14475 s R = 0.05 direction) grade, negative for valleys) FIG. 6 -1 6.3 6.3 6.3 TBL. 12.8 -7 6.3 TBL. 1 -1 TBL. 6 -1 6.5.6 6.2 6.3 FIG. 6-4 FIG. 6-4 FIG. 6-4 FIG. 6-4 6.2 TBL. 6-4 TBL. 6 -1 Standard Occupancy ' V Non - Hurricane, Hurricane w/ V <100, Alaska V B (Urban /Suburban, Wooded Areas) V Enclosed V 10 degrees V Flat • H = 0 ft (negative for valleys) Lh = 0 ft x = 0 ft (negative for upwind zb = 0 ft (relative to upwind n = 1/T = 6.91 Hz (Rigid Structure) K = 0.85 (building structure) I = 1.00 Topographic Factor: : Ref: Horiz. attenuation factor: µ = 1.5 Height attenuation factor: y = 0.0 Topographic multipliers: K = 0.000 K2 = 0.000 K3 = varies, see table Topographic factor: K (1 +K *K *K = varies, see table FIG. 6-4 FIG. 6-4 FIG. 6-4 6.5.7.2 Rigid Structure Gust Factor: Ref: Turbulence intensity factor: c = 0.3 Min. equiv.structure height: z = 30 ft Equivalent structure height: zbar = MAX(0.6 *h,Z = 30 ft Turbulence intensity: IZ = c *(33 /zbar) = 0.305 Integral length scale factor: I = 320 Integral length scale exp.: cbar = 0.333 Turbulence int. length scale: L = I *(zbar /33)` = 310 Background response: Q = (1/(1 +0.63 *((B +h) /Lz)o.63)) /2 = 0.773 Rigid gust factor: G = 0. 925*(( 1 +1.7 *3.4 *I *Q) /(1 +1.7 *3.4 *Iz)) = 0.791 TBL. 6 -2 TBL. 6 -2 6.5.8.1 6.5.8.1 TBL. 6 -2 TBL. 6 -2 6.5.8.1 6.5.8.1 6.5.8.1 EIEZEZEEM E f1 G I f1 E E R s I PROJECT NO: 08 -21 -059 Sheet No: / PROJECT : Subje t O tt l T ev 3 I.D.: Typical Smoke) Point FS : n < "� f } t ; q 1r A { S '` I ,2 C 1 i } 1 , �.. �y ;> ASCE 7 -05 Wind Loadsx � �� y +.�A s� ,�.. >� n , a ,.; Date: 11/29109 Printed: 2:33 PM B AEM Flexible Structure 'Gust Factor: Ref: Resonant peak factor: g = (2 *LN(3600 *n /2 +0.577/(2 *LN(3600 *n /2 ) = 4.627 6.5.8.2 Mean hourly wind factor: bbar = 0.45 TBL. 6 -2 Mean hourly wind exponent: abar = 0.25 TBL. 6 -2 Mean hourly wind speed: V = bbar *(zbar /33) *V *88/60 = 54.78 ft/s 6.5.8.2 Reduced frequency: N = n *L = 39.095 Hz 6.5.8.2 Resonance factor n: R„ = 7.47 *N /(1 +10.3 *N /3 = 0.013 6.5.8.2 Resonance factor h: Rh = 1/( 4. 6* n hN 1/( 2*( 4. 6* n *hNz) *(1- e "(- 2 *4.6 *n1 *hN = 0.116 6.5.8.2 Resonance factor B: RB = 1/( 4. 6* n BN 1/( 2*( 4. 6* n, *BNz) *(1- a ^ (- 2 *4.6 *n, *BN = 0.005 6.5.8.2 Resonance factor L: R = 1/(15.4 *n *LN -1/(2 *(15.4 *n, *LNz) *(1 -e ^( -2 *15.4 *n, *LN = 0.003 6.5.8.2 Resonant response factor: R = (1 /13*R *R *R *(0.53 +0.47 *R = 0.009 6.5.8.2 Flexible gust factor: Gf = 0. 925*( 1 + 1. 7*I 3. 4 +g /(1 +1.7 *3.4 *I0 = 0.791 6.5.8.2 Velocity pressure: . Ref: Vel. pressure exp. coeff.: K = varies, see table TBL. 6 -3 Velocity pressure: qz = 0.00256 *K *K *K *V *I = varies, see table 6.5.10 Internal pressure: . Ref: Internal pressure coefficient: GC = 0.18 (positive or negative) FIG. 6 -5 Internal pressure: p = q *(GC = 1.61 psf (positive or negative, w/ q; q 6.5.12.2 MWFRS design pressures for enclosed, partially enclosed buildings: Ref: Windward wall pressure: P = Pe = q *(G or Gf) *CPq; *(GC 6.5.12.2 Other surfaces pressures: p = Pe = qh *(G or G *C q *(GC Location C Pe (psf) p (psf) Windward wall 0.8 varies varies (see table) Leeward wall -0.5 -3.55 -5.16 Side wall -0.7 -4.96 -6.58 Windward roof negative -0.7 -4.96 -6.58 Windward roof positive 0 0.00 1.61 Leeward roof negative -0.3 -2.13 -3.74 Flat/parallel roof negative -0.9 -6.38 -8.00 (at 0 -h /2 from windward edge) Flat/parallel roof negative -0.9 -6.38 -8.00 (at h /2 -h from windward edge) Flat/parallel roof negative -0.5 -3.55 -5.16 (at h -2h from windward edge) Flat/parallel roof negative -0.3 -2.13 -3.74 (at >2h from windward edge) C&C design pressures for enclosed, partially enclosed buildings: Ref: Design pressure: P = Pe = q *(GC -q; * (GC P ;) 6.5.12.4 Note: Determine applicable GC from Figures 6 -11 through 6 -17 and calculate pressures by hand Design loads for open buildings and other structures: : Ref: Design load: p = qh *G *Cn 6.5.13 Note: Determine applicable Cf from Figures 6 -18 through 6 -22 and calculate loads by hand Adjust Kd value as required MIIIMMEMI IIIMEMIMI E fl G i n E E R s ( PROJECT NO: 08 -21 -059 Sheet No: / PROJECT : Smokey Point FS Subject , r , ' f ASCE 7 =0 Wi :> : , k . _ , . I.D.: Typical Date: 11/29/09 Printed: 2:33 PM By AEM Height .calculations: Height Height Effective MWFRS MWFRS MWFRS above above height MWFRS MWFRS windward Nindward C &C C &C local upwind for Topo. Topo. V.P.E. velocity wall wall wall V.P.E. velocity grade grade cladding mult. factor coeff. pressure pressure pressure Design P coeff. pressure z (ft) z (ft) z (ft) K3 K KZ 4z (psf) Pe (pSf) p (pSf) p (psf) KZ qh (psf) 0 0 14 0.000 1.000 0.57 8.96 5.67 7.29 12.44 0.7 11.01 14 14 14 0.000 1.000 0.57 8.96 5.67 7.29 12.44 0.7 11.01 Comments 1.) Spreadsheet does not account for Eccentricty in Wind loads for MWFRS 2.) Spreadsheets does not account for parapets 3.) To design C &C and Other structures Design Values can be obtain by using qh and qz and Ref. 6.5.12.4 & 6.5.14 & 6.5.15 4.) 5.) 6.) 7.) 8.) Conterminous 48 States II 2005 ASCE 7 Standard Latitude = 47.444 Longitude = - 122.263 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv =1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.406 (Ss, Site Class B) 1.0 0.481 (S1, Site Class B) • • Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.444 Longitude = - 122.263 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.519 Period Sa (sec) (g) 0.2 1.406 (SMs, Site Class D) 1.0 0.730 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.444 Longitude = - 122.263 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.519 Period Sa (sec) (g) 0.2 0.937 (SDs, Site Class D) ,4(1 D CI -ZflG11lEER5 Project Ashley Furniture TI 2006 IBC l ASCE 7 - 05 SEISMIC BASEISHE4R'RESPONSE COEFFICIENT 4 I. Seismic Ground Motion Values: LAT Site Latitude: LONG Site Longitude: S = MCE Spectral Accel @ 0.2 Sec: S = MCE Spectral Accel @ 1.0 Sec: SITE = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site Fv = Spectral Accel @ 1.0 Sec for Site S = MCE Spectral Resp (Short Period) S = MCE Spectral Resp (Long Period) SDS = Design Spectral Accel @ 0.2 Sec SDI = Design Spectral Accel @ 1.0 Sec 47.444 - 122.263 1.406 0.481 D 1.00 1.52 1.406 0.731 0.936 0.487 II. Design Response Spectrum Periods: To = Period, O. * SDI /SDs Ts = Period, SDI /SDS T = Long Period, Transition Period Ct = Factor for Approximate Period, SEE ASCE 7 -05 pg 129 X = Exponent Parameter for Approximate Period h = Height of Building (approx to Mean Roof Ht) Class = Building Classification I = Seismic IMPORTANCE Factor: IV. Structural System (Table 12.2.1 - ASCE 7 nz 120): ISDC = Seismic Design Catagory: BBS = BASIC BUILDING SYSTEM : SFRS = SEISMIC FORCE RESISTING SYSTEM: Cs 1 = S / (R/1) = Cs 2a = if T < T then SDI / T(R/1) = Cs 2b = if T > T then S / T = Cs 3 = 0.044 *S *1 > 0.01 Cs 4 = if S > 0.6g then 0.50 *S, / (R/1) = ITa = Approximate Period: Ta = Ct *(h 0.244 sec. 1.400 0.342 sec. Cu = Coeff for Upper Limit on Calc'd Period = T max = Max Fundamental Period: Tmax = Ta* Cu = T calc = Calculated Period (via. computer analysis) _ < Input Ill. Building Importance (IBC 1604 & ASCE 7 -05 Table 11.5.1 - pg 116 : ICC = Importance Classification CATAGORY: = II <Select> = Typical Building D A. Bearing Wall System 1. Special reinforced concrete shear walls 5.00 2.5 5.00 160* ** can be reduced by V2 in flexible diaphragms but shall not be ASCE 7 -05 R = Resp. Modification Coeff (DUCTILITY): _ S2 = System OVERSTRENGTH Factor: _ Cd = Deflection Amplification Factor: _ Height Limitations: (ft) _ V. Calculation of the Seismic Response Coeff ( ASCE 7 pe 129): 0.104 sec. 0.520 sec. 6.00 sec 0.028 0.80 15 ft 1.00 0.187 W 0.399 W - n/a - 0.041 W -n/a - IV = Cs W = (Eqn 12.8.1) = 0.187 W Project No. < Input to 3 DECIMALS. Not Minutes and Seconds > < Input to 3 DE('IMAI S. Not Minutes and Seconds= < Input < Input > <Select- 09 - 21 - 052 = Table interpoloated (Table 114 -I - ASCE 7, pg 115) = Table interpoloated (Table 1 1.4.2 - ASCE 7, pg 115) =FaSs =FvS =2/3 SMs =2 /3S =0.2•S /S =SDI /Sos < Input > < Select= < Input > Eqn 1 14 -1 Eqn 114 -2 Eqn 11.4-3 Eqn 11.4 -4 File: J:12009 Evrt Projects109 -21 -0052 Ashley Homes 7112006 IBC Seismic Base Shear - Conc Shear Walls Seismic - ELF Base Shear ASCE 7 Eqn 12 8 -7 (Table 12.8 - - ASCE 7, pg 129) Eqn 12.8 - 7 Leave Blank to use Ta Eqn 12.8 -2 (short period Cutoff) Eqn 12.8 - (long period) Eqn 12.8 -4 (very long period) Eqn 12.8 -5 (minimum) Eqn 12.8 -6 (soft site minimum) Sheet No: �7 Date: 2002 USGS Mapped Value for Default Site Class B 2002 USGS Mapped Value for Default Site Class B (per Geotech or Table 20.3 - - ASCE 7, pg 205) Eqn 11 4 -8 Eqn 114 -9 (Table 22 - 15 - ASCE 7, pg 228) (Table 12.8 - - ASCE 7, pg 129) » » » » »»»» (IBC Section 1604) (Table 1 1.5 1 - ASCE 7, pg 116) (Tables 16.13.5 6(1) & (2) - 2006 IBC) - SEISMIC BASE SHEAR COEFFICIENT. < Select> <Select> < 2 an 11/29/09 Printed: 2:33 PM By: AEM DC I EnGJflE�B_S Project Ashley Furniture TI 2006 IBC 7 ASCE 7 -i05 ; 'SEISMIC-BASE.SHEAR RESPONSE COEFFICIENT 1. Seismic Ground Motion Values: LAT Site Latitude: LONG Site Longitude: S = MCE Spectral Accel @ 0.2 Sec: S = MCE Spectral Accel @ 1.0 Sec: SITE = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site Fv = Spectral Accel @ 1.0 Sec for Site S = MCE Spectral Resp (Short Period) S = MCE Spectral Resp (Long Period) SDS = Design Spectral Accel @ 0.2 Sec SDI = Design Spectral Accel @ 1.0 Sec 47.444 - 122.263 1.406 0.481 D 1.00 1.52 1.406 0.731 0.936 0.487 II. Design Response Spectrum Periods: To = Period, 0.2 *SDt /Sos Ts = Period, SDI /SDS T = Long Period, Transition Period Ct = Factor for Approximate Period, SEE ASCE 7 -05 pg 129 x = Exponent Parameter for Approximate Period h = Height of Building (approx to Mean Roof Ht) (Ta = Approximate Period: Ta = Ct *(h 0.244 sec. 1.400 0.342 sec. Cu = Coeff for Upper Limit on Calc'd Period T max = Max Fundamental Period: Tmax = Ta* Cu T talc = Calculated Period (via. computer analysis) III. Building Importance (IBC 1604 & ASCE 7 -05 Table 11.5.1 - pg 116): _ I II I <Select> = Typical Building ICC = Importance Classification CATAGORY: Class = Building Classification I = Seismic IMPORTANCE Factor: IV. Structural System (Table 12.2.1 - ASCE 7 pg 120): (SDC = Seismic Design Catagory: BBS = BASIC BUILDING SYSTEM : D B. Building Frame System 4. Ordinary steel concentrically braced frames (OCBF) 3.25 2 3.25 35 single story SFRS = SEISMIC FORCE RESISTING SYSTEM: Cs 1 = SDs / (R/I) = Cs 2a = if T < T then SDI / T(R/1) = Cs 2b = if T > T then S / T = Cs3 = 0.044 *S *l >0.01 Cs 4 = if S > 0.6g then 0.50 *S / (R/1) = R = Resp. Modification Coeff (DUCTILITY): _ S2 = System OVERSTRENGTH Factor: _ Cd = Deflection Amplification Factor: Height Limitations: (ft) _ V. Calculation of the Seismic Response Coeff ( ASCE 7 pg 129): 0.104 sec. 0.520 sec. 6.00 sec 0.028 0.80 15 ft 1.00 0.288 W 0.613 W - n/a - 0.041 W -n/a - (V = Cs W = (Eqn 12.8.1) = 0.288 W Project No. < Input to 3 DECIMALS. Not Minutes and Seconds: < Input to 3 DECIMALS. Not Minutes and Seconds> < Input > < Input > <Select> = Table interpoloated (Table 1 I.4 -1 - ASCE 7, pg 115) = Table interpoloated (Table 114 -2 - ASCE 7, pg 115) =FaS =FvS = 2 /3S = 2 /3S = 0.2 /SDs — S /s < Input > <Select> < Input > < Input > File: J:12009 Evrt Projects109 -21 -0052 Ashley Homes 7112006 IBC Seismic Base Shear - OCBF Seismic - ELF Base Shear ASCE 7 09 - 21 - 052 Date: Printed: By: 2002 USGS Mapped Value for Default Site Class B 2002 USGS Mapped Value for Default Site Class 13 (per Geotech or Table 20 3 -1 - ASCE 7, pg 205) Eqn 11 4 -1 Eqn II 4 -2 Eqn II 4 -3 Eqn I 1 4-4 Eqn 11.4-8 Eqn 1 14 -9 (Table 22 -15 - ASCE 7, pg 228) (Table 12.8.2 - ASCE 7, pg 129) »»» » » » »» Eqn 12 8 -7 (Table 12 8 -1 - ASCE 7, pg 129) Eqn 12 8 -7 Leave Blank to use Ta Eqn 12 8 -2 (short period Cutoff) Eqn 12 8 -3 (long period) Eqn 12 8 -4 (very long period) Eqn 12 8 -5 (minimum) Eqn 12 8 -6 (soft site minimum) Sheet No: A0 (IBC Section 1604) (Table 11.5.1 - ASCE 7. pg 116) (Tables 16.13.5.6(1) & (2) - 2006 IBC) - SEISMIC BASE SHEAR COEFFICIENT. <Select> <Select> 11/29/09 2:33 PM AEM • • ERE= I EINEM Er1GIr1EERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject Sheet No. Date By Clerestory & Canopy Calculations 3120 COLBY AVENUE, SUITE 100• EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAX: (425) 252 -1699 • • ® D CI E f G I n E R S Project No. 01 - 1 - 0051 Project f1s kt y -oats Tvi<wflA Subject Rwr f r M1N(i Sheet No. 3/ Date 1 By AEtl Sois7s ROOF pL , Roof 23,5 Roof 60/1 _ = 214-o 7Rh P, =3,4'- o" w "):3s . _ -jam p►f i`1. w4. - (4 '� l lt' . - (11120 f, "{1 i:.„` t.2 - bcii70 -f4 I (tip. /: - 300 �� � ..� : z. (4 `s - )1 o )(q.1 (.i.It) -;:3t! rA 3e ' ) ( 1 , ) u GI_ Vi x at 5t, 3 T; S511114 3319 ;1,4 • • • a®CI E n G I f E E R S Project No. p -24. 0Q52 Project f\SN (,1 ' "r u ? r.) O rz Subject -DOS- r'i 3 MC-) Sheet No. Date 1. By F X1 ST Try C, twi . t =1 - 1u 8 `, o .. / —°-f 10' I u 1\77 L ; 4; ER_ (. (kit ._fcatC, (r (-L) xi-fort: orc!' to I = (a'l') (. D- 9,A ): 1b0 &? z (13')( ?4 251) 4' ( S5 �,= (1 ?s9 4 2 s )r 11.S'` �--1 Lic. # : KW- 06006396 Wood Beam Design Description : (E) Beam Line D, BTWN 6 & 8 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species Wood Grade Beam Bracing 7.0 X 40.50, Span = 6.6 ft : DF /DF Fc - Perp : 24F - V8 Fv Ft : Beam is Fully Braced against lateral- torsion buckling D(0.226) S(0.325) • • • • Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2260, S = 0.3250 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.2260, S = 0.3250 k/ft, Tributary Width 1.0 ft Point Load: D= 4.320, S= 7.20k@ 18.0 ft Load for Span Number 3 Uniform Load : D = 0.2880, S = 0.60 k/ft, Tributary Width = 1.0 ft Point Load : D = 6.624, S = 13.80 k @ 12.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7491 1 Section used for this span 7.0 X 40.50 fb : Actual = 2,067.05 psi FB : Allowable = 2,760.00 psi Load Combination +D +S +H Location of maximum on span = 18.000ft Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward L +Lr +S Deflection = Max Upward L +Lr +S Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio +D Length = 6.0 ft Length =18.0 ft Length = 12.50 ft +D +L +H Length = 6.0 ft Length = 18.0 ft Length =12.50 ft 1 2 3 1 2 3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d Mactual fb- design Fb -allow 0.015 0.320 0.320 0.014 0.288 0.288 D(0.226) S(0.325 7.0 X 40.50, Span = 18.0 ft 0.654 in -0.107 in 458 0.974 in -0.157 in 306 0.072 0.283 0.283 0.065 0.255 0.255 0.900 0.900 0.900 1.000 1.000 1.000 Title : Dsgnr: Project Desc.: Project Notes : Fb - Tension Fb - Compr Fc - Prll -5.21 - 110.25 - 110.25 -5.21 - 110.25 - 110.25 File: J:12009 Evrt Projects109- 21-0052 Ashley Homes TI\Ashley Framing.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0221 License Owner : DCI Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi 2,400.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi D(4.32, S(7.2) Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values 32.67 2,160.00 691.38 2,160.00 691.38 2,160.00 32.67 2,400.00 691.38 2,400.00 691.38 2,400.00 E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend xx 930.0ksi Ebend- yy 1,600.0 ksi Eminbend - yy 830.0 ksi Density 32.210 pcf D(0.288) S)0.6 7.0 X 40.50, Span = 12.50 ft Job # Pnnled. 29 NOV 2009, 1.57PM D(6.624 Service loads entered. Load Factors will be applied for calculations. S(13.8 Design OK 0.603 : 1 7.0 X 40.50 183.85 psi 304.75 psi +D +S +H 18.000 ft Span # 2 Summary of Shear Values Vactual fv- design Fv -allow 3.23 17.10 238.50 12.76 67.52 238.50 9.85 67.52 238.50 3.23 17.10 265.00 12.76 67.52 265.00 9.85 67.52 265.00 Lic. # : KW- 06006396 Wood Beam Design Description : Load Combination (E) Beam Line D, BTWN 6 & 8 Max Stress Ratios Support & Load Combination Support Reaction _ Support 1, 0 k Support 2, (D +L +S) -8.482 k Support 3, (D +L +S) 67.065 k Support 4, 0 k Title : Dsgnr: Project Desc.: Project Notes : Summary of Moment Values Job # Printed 29 NOV 2009, 1 57P Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 File: J:\2009 Evrt Projects109- 21-0052 Ashley Homes Tl1Ashley Framirg.ec6 ENERCALC,1NC.1983-2008, Ver. 6.0221 License Owner : DCI Summary of Shear Values Segment Length Span # M V C d Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D +Lr +H Length = 6.0 ft 1 0.014 0.065 1.000 -5.21 32.67 2,400.00 3.23 17.10 265.00 Length = 18.0 ft 2 0.288 0.255 1.000 - 110.25 691.38 2,400.00 12.76 67.52 265.00 Length = 12.50 ft 3 0.288 0.255 1.000 - 110.25 691.38 2,400.00 9.85 67.52 265.00 +D +S +H Length = 6.0 ft 1 0.025 0111 1.150 -11.06 69.35 2,760.00 12.17 64.38 304.75 Length = 18.0 ft 2 0.749 0.603 1.150 - 329.63 2,067.05 2,760.00 34.75 183.85 304.75 Length =12.50 ft 3 0.749 0.603 1.150 - 329.63 2,067.05 2,760.00 29.16 183.85 304.75 +D +0.750L +0.750S +H Length = 6.0 ft 1 0.022 0.172 1.150 -9.60 60.18 2,760.00 9.93 52.56 304.75 Length = 18.0 ft 2 0.624 0.508 1.150 - 274.79 1,723.13 2,760.00 29.25 154.77 304.75 Length = 12.50 ft 3 0.624 0.508 1.150 - 274.79 1,723.13 2,760.00 24.33 154.77 304.75 +D +0.750L +0.7505+0.750W +H Length = 6.0 ft 1 0.016 0.124 1.600 -9.60 60.18 3,840.00 9.93 52.56 424.00 Length = 18.0 ft 2 0.449 0.365 1.600 - 274.79 1,723.13 3,840.00 29.25 154.77 424.00 Length = 12.50 ft 3 0.449 0.365 1.600 - 274.79 1,723.13 3,840.00 24.33 154.77 424.00 +D +0.750L +0.750S +0.5250E +H Length = 6.0 ft 1 0.016 0.124 1.600 -9.60 60.18 3,840.00 9.93 52.56 424.00 Length = 18.0 ft 2 0.449 0.365 1.600 - 274.79 1,723.13 3,840.00 29.25 154.77 424.00 Length =12.50 ft 3 0.449 0.365 1.600 - 274.79 1,723.13 3,840.00 24.33 154.77 424.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. " +" Defl Location in Span D +L +S 1 0.1371 0.000 0.0000 0.000 2 0.0000 0.000 D +L +S - 0.1572 10.709 D +L +S 3 0.9741 12.500 0.0000 10.709 • • • = EfIGIIIEERS Project No. 09 - ��. WSJ Project l�5t l�� v FoRN ITU iZ E T Subject Sheet No. Date 11/3/01 By Frr )(1, 6F-2Am LINE � Psi �{ U , u x - EP EYCRL(C (tr)(G5xt6 otc!' Lic. # : KW- 06006396 Wood Beam Design Description : (E) Beam Line D, BTWN 4 & 6 Material Properties Fb - Tension Fb - Compr Fc - PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species Wood Grade +D Length = 24.0 ft Length = 18.0 ft Length = 6.0 ft +D +L +H Length = 24.0 ft Length = 18.0 ft Length = 6.0 ft +D +Lr +H : DF /DF : 24F - V8 D(0.244S(0.6) 5.0 X 18.0, Span = 24.0ft Maximum Forces & Stresses for Load Combinations 2 3 1 2 3 0(4.32) S(7.2) s Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.240, S = 0.60 k/ft, Tributary Width = 1.0 ft Point Load : D = 4.320, S= 7.20k @24.0ft Load for Span Number 2 Uniform Load : D = 0.2260, S = 0.3250 k/ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.2260, S = 0.3250 k/ft, Tributary Width =1.0 ft DESIG.NSLIMMARY Maximum Bending Stress Ratio = 0.694 1 Section used for this span 5.0 X 18.0 fb : Actual = 1,915.49 psi FB : Allowable = 2,760.00 psi Load Combination +D +S +H Location of maximum on span = 24.000 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection = 0.630 in Max Upward L +Lr +S Deflection = -0.119 in Live Load Deflection Ratio = 457 Max Downward Total Deflection = 0.883 in Max Upward Total Deflection = -0.144 in Total Deflection Ratio = 326 Title : Dsgnr: Project Desc.: Project Notes : File: J:12009 Evrt Projects109- 21-0052 Ashley Homes TI\Ashley Framing.ec6 ENERCALC, INC.1983.2008, Ver. 6.0221 License Owner : DCI Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi 2,400.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi D(0.226) S(0.325) 5.0 X 18.0, Span = 18.0 ft Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V C d - Mactual fb- design Fb -allow 0.289 0.259 0.900 -14.03 623.35 2,160.00 0.289 0.259 0.900 -14.03 623.35 2,160.00 0.289 0.259 0.900 -14.03 623.35 2,160.00 0.260 0.233 1.000 -14.03 623.35 2,400.00 0.260 0.233 1.000 -14.03 623.35 2,400.00 0.260 0.233 1.000 -14.03 623.35 2,400,00 Job # 1 Printed. 29 NOV 2209. 1 58PM E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 830.0ksi Density 32.210 pcf 0(0.226) S(0.325) 5.0 18.0, Span = 6.0ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.663 : 1 5.0 X 18.0 201.96 psi 304.75 psi +D +S +H 24.000 ft Span # 1 Summary of Shear Values Vactual fv- design Fv -allow 3.71 61.77 238.50 2.41 61.77 238.50 1.12 61.77 238.50 3.71 61.77 265.00 2.41 61.77 265.00 1.12 61.77 265.00 • • • Lic'; #, :,KVV-0600639641 -xx , i xv,- !^rr``` +' '+ t Wood Beam Design Description : Load Combination (E) Beam Line D, BTWN 4 & 6 Max Stress Ratios Segment Length Span # M V Length = 24.0 ft Length = 18.0 ft Length = 6.0 ft +D +S +H 1 2 3 0.260 0.260 0.260 0.233 0.233 0.233 Cd 1.000 1.000 1.000 -14.03 -14.03 -14.03 Length = 24.0 ft 1 0.694 0.663 1.150 -43.10 Length = 18.0 ft 2 0.694 0.663 1.150 -43.10 Length = 6.0 ft 3 0.694 0.663 1.150 -43.10 +D +0.750L +0.7505 +H Length = 24.0 ft 1 0.577 0.548 1.150 -35.83 1,592.45 Length =18.0 ft 2 0.577 0.548 1.150 -35.83 1,592.45 Length = 6.0 ft 3 0.577 0.548 1.150 -35.83 1,592.45 +D+0.750L +0.7505+0.750W +H Length = 24.0 ft 1 0.415 0.394 1.600 -35.83 1,592.45 Length = 18.0 ft 2 0.415 0.394 1.600 -35.83 1,592 45 Length = 6.0 ft 3 0.415 0.394 1.600 -35.83 1,592.45 +D+0.750L +0.750S +0.5250E +H Length = 24.0 ft 1 0.415 0.394 1.600 -35.83 1,592.45 3,840.00 Length = 18.0 ft 2 0.415 0.394 1.600 -35.83 1,592.45 3,840.00 Length = 6.0 ft 3 0.415 0.394 1.600 -35.83 1,592.45 3,840.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination D +L +S D +L +S 1 0.8834 11.241 2 0.0000 11.241 D +L +S 3 0.1600 6.000 Maximum Vertical Reactions - Unfactored Support & Load Combination Support Reaction Support 1, (D +L +S) 8.526 k Support 2, (D +L +S) 30.601 k Support 3, (D +L +S) 6.744 k Support 4, (D +L +S) k Title : Dsgnr: Project Desc.: Project Notes : Summary of Moment Values Madual fb -design Fb -allow 623.35 623.35 623.35 1,915.49 1,915.49 1,915.49 Support notation : Far left is #1 File: J:12009 Evil Prdjects109 -21 -0052 Ashley Homes ThAshley Framing.ec6 ENERCALC, INC 1983-2008, Ver 6.0221 License;Owner4'DCIJ 2,400.00 2,400.00 2,400.00 2,760.00 2,760.00 2,760.00 2,760.00 2,760.00 2,760.00 3,840.00 3,840.00 3,840.00 Summary of Shear Values Vactual fv- design Fv -allow 3.71 2.41 1.12 12.12 6.18 2.60 10.01 5.24 2.23 10.01 5.24 2.23 10.01 5.24 2.23 0.0000 - 0.1445 0.0000 Job # Printed. 29 NOV 2009. 1 58PM 61.77 265.00 61.77 265.00 61.77 265.00 201.96 304.75 201.96 304.75 201.96 304.75 166.91 304.75 166.91 304.75 166.91 304.75 166.91 424.00 166.91 424.00 166.91 424.00 166.91 424.00 166.91 424.00 166.91 424.00 Max. " +" Defl Location in Span 0.000 5.924 5.924 • • MISMEZE Ef1GIf1EERS Project No. 09 - 2I -oo5: Project PiSEILCY (UR 0 Y Ok 1,1; Subject ROOF (RA P'I 5tj Sheet No. Date 1 o /27/Oq By AEn _EXISTING t e--Ai [TJC C , 13TI.JA1 7 .tI!3 SPAN: ),G'- 0' TRTa =2,1' a=aS \ 5 � P (783 5nOV) = 1,644 \ (7S3')(25ps .f)(al )- 1111 8 +1 6 " R , ° !Iwo w 811 - 8(6 - 780 e lf ),. 7,0' 7.83 ),83' (9 5,9 "4' QTL I' (26 -4)' 1,3 in ).yo SWr = S(73o)(a6X«)" = 34 a ;A 334 ria 33E1(11)0,8x IO')( 1,3) t1 6Sq00 011r' 287 in Ft 2tioops; (1.1S) (E)G,1- Wit = 3111 in > Sx, c71<�.I I# =3167 gin <I YI0. al! Lic. #: KW- 06006396 License Owner : DCI Wood Beam Design Description : (E) Beam Line C, BTWN 7 & 8 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Tension Fb - Compr Fc - PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade Applied Loads : DF /DF : 24F - V8 D(1.347) Beam self weight calculated and added to loads Load for Span Number 1 Point Load: D= 1.347, Sr 3.368 k @ 2.50 ft Point Load : D = 1.644, S = 4.111 k @ 10.330 ft Point Load: D= 1.644, S =4.111 k @18.160ft DESIGN SUMMARY_ Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection = Total Deflection Ratio = +D Length = 26.0 ft +D +L +H Length = 26.0 ft +D +Lr +H Length = 26.0 ft +D +S +H Length = 26.0 ft +D +0.750L +0.750S +H Length = 26.0 ft +D +0.750L +0.750S +0.750W +H Length = 26.0 ft +D +0.750L +0.750S +0.5250E +H 0.83@ 1 5.125 X 19.50 2,312.94 psi 2,760.00 psi +D +S +H 10.400ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D(1.644S(4.111 Title : Dsgnr: Project Desc.: Project Notes : 5.125 X 19.50, Span = 26.0 ft 0.906 in 0.000 in 344 <360 1.309 in 0.000 in 238 <240 Cd Summary of Moment Values Printed. 29 NOV 2009, 1 57P File: J:12009 Evrt Projects109. 21-0052 Ashley Homes ThAshley Framing.ec6 ENERCALC, INC. 1983 -2008, Ver. 6.0.221 Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi E : Modulus of Elasticity 2,400.0 psi Ebend - xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 930.0 ksi 650.0 psi Ebend - yy 1,600.0 ksi 265.0 psi Eminbend - yy 830.0 ksi 1,100.0 psi Density 32.210 pcf D(1.644S(4.111) Job# �C1 Service loads entered. Load Factors will be applied for calculations. Design N.G. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.479: 1 5.125 X 19.50 145.91 psi = 304.75 psi +D +S +H = 0.000 ft Span # 1 Summary of Shear Values Mactual fb- design Fb -allow Vactual fv- design Fv -allow 1 0.328 0.186 0.900 19.18 708.59 2,160.00 2.96 44.42 238.50 1 0.295 0.168 1.000 19.18 708.59 2,400.00 2.96 44.42 265.00 1 0.295 0.168 1.000 19.18 708.59 2,400.00 2.96 44.42 265.00 1 0.838 0.479 1.150 62.60 2,312.94 2,760.00 9.72 145.91 304.75 1 0.693 0.396 1.150 51.75 1,911.85 2,760.00 8.03 120.54 304.75 1 0.498 0.284 1.600 51.75 1,911.85 3,840.00 8.03 120.54 424.00 • • • '1044 Wood Beam Design File: J:12009 Evrt Projects109- 21-0052 Ashley Homes ilfAshleyFraming.ec6 ENERCALC, INC. 1983-2008, Vet. 6.0221 1" q License Owner::; DCI Description : Maximum Vertical Reactions - Unfactored Support 8, Load Combination Support 1, (D +L +S) Support 2, (D +L +S) (E) Beam Line C, BTWN 7 8 8 Max Stress Ratios Load Combination Segment Length Span # M V C d Madual fb- design Fb -allow Vactual fv- design Fv-allow Length = 26.0 ft 1 0.498 0.284 1 600 51 75 1,911.85 3,840.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -" Deft Location in Span Load Combination D +L +S 1 1.3090 13.000 Support notation : Far left is #1 Support Reaction 9.756 k 7.050 k Title : Dsgnr: Project Desc.: Project Notes : Summary of Moment Values Job # 3/0 Printed. 29 NOV 2009, 1:57PM Summary of Shear Values 8.03 120.54 424.00 Max. " +" Defl Location in Span 0.0000 0.000 • XTS IN c (.LULA'l CoLuf'm 7 � T OM EIRE MC r1 O1TfvT, Q,,1, gcci Cat, c i x Oz. • PER 1 ±N CRCAL.( CO turf,v c2 !{ C , • EfGIfEERS Project No. oci -0052 Project /S 1uiy F &)t f)LToRC- TUNIIA Subject Roos f R( MTN() Sheet No. �If Date Of2 /oq By E XTS 1 NC C- r10-AM Copu,MN 7C il AREA= (36.s f #)(40 -"767 +Z YOL 067 9O 'i,L= (76 ar) .c , IgnS d?EPt r_ u /5TL (2L sopco R1 3. -np9. y'`) (36K3;)( r1; (\), i. , ) 0, 05 1r\ • Steel Column Description : General Information Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Replacement Column, 7C Steel Section Name : HSS6X6X5 /16 Analysis Method : 2006 IBC & ASCE 7 -05 Steel Stress Grade 46.0 ksi 29,000.0 ksi Load Resistance Factor Column self weight included : 310.40 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 13.330 ft, D = 9.20, L = 19.175 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0.2183 Load Combination +1 .20D+0.50Lr+ 1 .60L+1 .60H Location of max.above base At maximum location values are ... Pu 0.9 ' Pn Mu -x 0.9'Mn -x: Mu -y 0.9 Mn -y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Load Combination Results Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Load Combination +1.40D + 1.20 D +0.50 L r+ 1.60 L+ 1.60 H +1.20D +1.60Lr +0.50L Maximum Reactions - Unfactored X -X Axis Reaction Load Combination @ Base @ Top 0.069 PASS 0.00 ft 0.218 PASS 0.00 ft 0.109 PASS 0.00 ft D Only L Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only 0.0000 in L Only 0.0000 in Steel Section Properties : HSS6X6X5116 0000ft 0.000 ft :1 0.0 ft 42.092 k 192.79 k 0.0 k -ft 46.920 k -ft 0.0 k -ft 46.920 k -ft 0.0 : 1 0.0 ft 0.0 k 0.0 k Title : Dsgnr: Project Desc.: Project Notes : Lic #I KW= 060063961 0.1 ", Overall Column Height 13.330 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 13.33ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 13.33 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.0 in at for load combination : 0.000 0.000 0.000 Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection Distance File: J:12009 Evn Projects109-21.0052 Ashley Homes TtlAshley Framing.ec6 ENERCALC, INC. 1983-2008. Ver.. 6.0.221 License ;Owner : DCI; Code Ref : 2006 IBC, AISC Manual 13th Edition 0.0 k 0.0 k 0.0 k 0.0 k Maximum Shear Ratios Stress Ratio Status Location 0 000 in 0.000 ft 0.000 in 0.000 ft PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft Job # B/2* Printed. 12 NOV 2009, 2.54PM 0.0ft above base 0.0ft above base Note: Only non -zero reactions are listed. • • ti #':aKW 060063961 t,." f b. Licen"se Owneri:'IDCI ° , Steel Column Description : Replacement Column, 7C Steel Section Properties : HSS6X6X5116 Depth = 6.000 in I xx Web Thick = 0.000 in S xx Flange Width = 6.000 in R xx Flange Thick = 0.313 in Area = 6.430 in ^2 I yy Weight = 23.286 plf S yy R yy Ycg 0.000 in Title : Dsgnr: Project Desc.: Project Notes : 34.30 inA4 11.40 in "3 2.310 in 34.300 in ^4 11.400 in "3 2.310 in Fie: J:12009 Evrt Projects109- 21-0052 Ashley Homes ThAshtey Framing.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.221 J Job # ,b /3 Pnnted: 12 NOV 2009. 2:54PM 55.400 in ^4 Loads are total entered value. Arrows do not reflect absolute direction. • • Li0,#7: 06006396 * SIMsv Wood Column Description : Wood Species Wood Grade Fb - Tension Load Combination Load Combination D Only S Only (E) Glulam Column, 70 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Glulam L2 L2 1,700.0 psi Fb - Compr 1,700.0 psi Fc - Prll 1,950.0 psi Fc - Perp 560.0 psi E : Modulus of Elasticity ... Basic Minimum Load Combination Results +D +D +L +H +D +Lr +H +D +S +H +D +0.750L +0.750S +H +D +0.750L +0.750S +0.750W +H +D +0.750L +0.750S +0.5250E +H Maximum Reactions - Unfactored Fv Ft Density x -x Bending 1,600.0 830.0 Load Combination 2006 IBC & ASCE 7 -05 13.330 ft 265.0 psi 1,250.0 psi 35.0 pcf y -y Bending 1,600.0 830.0 Applied Loads Column self weight included : 62.369 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 13.330 ft, D = 30.50, S = 58.350 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla Location of max.above base At maximum location values are .. . Applied Axial Applied Mx Applied My Fc : Allowable 0.8485 : +D +S +H Comp Only, fc /Fc' 0.0 ft PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +D +0.750L +0.750S +0.5250E +H Location of max.above base 13.330 ft Applied Design Shear 0.0 psi Allowable Shear 424.0 psi 0.3184 0.3055 0.3055 0.8485 0.7093 0.6560 0.6560 88.912 k 0.0 k -ft 0.0 k -ft 1,225.56 psi X -X Axis Reaction @ Base @ Top Title : Dsgnr: Project Desc.: Project Notes : Job # Printed. 25 NOV 2009, 8:57AM File: J:12009 Evil Projects109- 21-0052 Ashley Homes T11Ashley Framing.ec6 ENERCALC, INC. 1983.2008, Vec 6.0221 tcense'Owneil DCI': Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 Wood Section Name GI 9 x 9 1/2 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 9.0 in Allowable Stress Modification Factors Exact Depth 9.50 in Cf or Cv for Bending 1.0 Area 19.25 in "2 Cf or Cv for Compression 1.0 lx 266.93 in "4 Cf or Cv for Tension 1.0 IY 68.78 in "4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built -up columns 1.0 NDS 15.3.2 1,600.0 ksi Use Cr : Repetitive ? No (non.glb only) Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 13.33ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 13.33 ft, K = 1.0 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location PASS PASS PASS PASS PASS PASS PASS Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0.0 ft above base for load combination : n/a Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv • Size based factors 1.000 1.000 Maximum Shear Ratios Stress Ratio Status Location 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction @ Base @ Top Lic. # : KW- 06006396 Wood Column Description : (E) Glulam Column, 7D Maximum Deflections for Load Combinations - Unfactored Loads Load Combination D Only S Only Sketches 09.91/2 90,n Max. X -X Deflection 0.0000 in 0.0000 in Distance 0.000 ft 0.000 ft Title : Dsgnr: Project Desc.: Project Notes : Max. Y -Y Deflection Distance File: J:12009 Evrt Projects109-21 -0052 Ashley Homes T11Ashley Framing.ec6 ENERCALC, INC. 1983.2008, Ver: 6.0221 License Owner : DCI 0.000 in 0.000 ft 0.000 in 0.000 ft aft 8.50■ Loads are total entered value. Arrows do not reflect absolute direction Job # _ 5/ Printed. 25 NOV 2009, 8:57AM • • • L'icr #?:}KW= 06006396;rt IAZ -. I . ' yY Wood Column Description (E) Column, 5D General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Douglas Fir - Larch (North) Wood Grade Select structural Fb - Tension 1,500.0 psi Fv Fb - Compr 1,500.0 psi Ft Fc - Fri] 1,150.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1,600.0 Minimum 580.0 Load Combination 2006 IBC & ASCE 7 -05 13.330 ft 170.0 1,000.0 31.570 y -y Bending 1,600.0 580.0 psi psi pcf Applied Loads Column self weight included : 56.257 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 13.330 ft, D = 8.610, S = 16.230 k DESIGN SUMMARY Bending & Shear Check Results FAIL Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS D Only S Only 1.033 : 1 +D +S +H Comp Only, fc /Fc' 0.0 ft 24.896 k 0.0 k -ft 0.0 k -ft 428.38 psi Maximum Shear Stress Ratio = 0.0 : 1 Load Combination +D +0.750L +0.750S +0.5250E +H Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D +S +H +D +0.750L +0.7505 +H +D +0.750L +0.750S +0.750W +H +D +0.750L +0.7505 +0.5250E +H Maximum Reactions - Unfactored 0.3720 0.3661 0.3661 1.033 0.8648 0.8390 0.8390 13.330 ft 0.0 psi 272.0 psi X -X Axis Reaction @ Base @ Top Axial 1,600.0 ksi PASS PASS PASS FAIL ! PASS PASS PASS Title : Dsgnr: Project Desc.: Project Notes : Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx ly File: J:12009 Evn Pro)ects109- 21.0052 Ashley Homes TI1AshleyFraming.ec6 ENERCALC, INC. 19832008, Ver. 6.0221 ;License ; Owner_: DCI, Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 5x11 1/4 Graded Lumber Sawn 5.0 in 11.250 in 19.25 in *2 266.93 in*4 68.78 in *4 Y -Y Axis Reaction @ Base @ Top Allowable Stress Modification Factors Cf or Cv for Bending 1.0 Cf or Cv for Compression 1.0 Cf or Cv for Tension 1.0 Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 13.33ft, K =1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 13.33 ft, K = 1.0 Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at for load combination : n/a Along X - 0.0 in at for load combination : n/a Other Factors used to calculate allowable stresses... 9endinq Cf or Cv : Size based factors 1.000 0.0 ft above base 0.0 ft above base Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location Job# 3l4 Printed: 4 NOV 2009, 10:54AM Compression 1.000 1.0 1.0 1.0 1.0 NDS 15.32 No (non -gib only) Service loads entered. Load Factors will be applied for calculations. 0.0 k 0.0 k Tension 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft Note: Only non -zero reactions are listed. Lic. # : KW- 06006396 Wood Column Description : (E) Column, 5D Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only S Only Sketches 501 114 Title : Dsgnr: Project Desc.: Project Notes : 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft File: J:12009 Evrt Projects109-21-0052 Ashley Homes ThAshley Framing.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.221 License Owner : DCI Loads are total entered value. Arrows do not reflect absolute direction. Job # 23 7 Printed. 4 NOV 2009, 10 54A • • • Lic?# ;KW=06006 3961?:;;"' 11, 4t.�tc�, + v : 1 Wood Column Description : Replacement Column, 5D General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Glulam L2 Wood Grade L2 Fb - Tension 1,700.0 psi Fv Fb - Compr 1,700.0 psi Ft Fc - Pill 1,950.0 psi Density Fc - Perp 560.0 psi E : Modulus of Elasticity ... Basic Minimum Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 149.44 lbs * Dead Load Factor AXIAL LOADS . Axial Load at 13.330 ft, D = 9.980, S = 18.050 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla Location of max.above base At maximum location values are .. . Applied Axial Applied Mx Applied My Fc : Allowable Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D +S +H +D +0.750L +0.750S +H +D +0.750L +0.750S +0.750W +H +D +0.750L +0.7505 +0.5250E +H Maximum Reactions - Unfactored Load Combination D Only S Only x -x Bending 1,600.0 830.0 13.330 ft 265.0 psi 1,250.0 psi 35.0 pcf y -y Bending 1,600.0 830.0 0.9102 : 1 +D +S +H Comp Only, fc /Fc' 0.0 ft 0.3327 0.330 0.330 0.9102 0.7644 0.7536 0.7536 28.179 k 0.0 k -ft 0.0 k -ft 671.22 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +D +0.750L +0.750S +0.5250E +H 13.330 ft 0.0 psi 424.0 psi X -X Axis Reaction @ Base @ Top Title : Dsgnr: Project Desc.: Project Notes : File: J:12009 Evil Projects109. 21-0052 Ashley Homes TMshley Framing.ec6 ENERCALC , INC. 1983-2008,Ver.6.0221 tao '• 4t' ,, ;:.,r i,. ika `-License: Owner :;DCI, Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 Wood Section Name 5.125x9.0 Wood Grading/Manuf. Western Wood Member Type GLB Exact Width 5.125 in Allowable Stress Modification Factors Exact Depth 9.0 in Cf or Cv for Bending Area 46.125 in "2 Cf or Cv for Compression lx 311.34 in "4 Cf or Cv for Tension ly 100.96 in' 4 Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built -up columns 1,600.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 13.33ft, K =1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 13.33 ft, K = 1.0 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location PASS PASS PASS PASS PASS PASS PASS Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - 0.0 k Bottom along Y -Y Top along X - 0.0 k Bottom along X - X Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.0 in at 0.0 ft for load combination : n/a Along X -X 0.0 in at for load combination : n/a Other Factors used to calculate allowable stresses... Bending Cf or Cv : Size based factors 0.840 0.0 ft above base Maximum Shear Ratios Stress Ratio Status Location Job #B /9 Printed: 29 NOV 2009, 2:17PM above base 0.8401 0.8401 0.8401 1.0 1.0 1.0 1.0 NDS 75.3.2 No (nns -glb only) 0.0 k 0.0 k Compression Tension 0.840 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft 0.0 ft 0.0 PASS 13.330 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction @ Base @ Top Lic. # : KW- 06006396 Wood Column Description : Replacement Column, 5D Maximum Deflections for Load Combinations • Unfactored Loads Max. X -X Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft Load Combination D Only S Only Sketches 5115.0 5 115 In Title : Dsgnr: Project Desc.: Project Notes : Max. Y -Y Deflection Distance File: J:\2009 Evrt Projects109.21 -0052 Ashley Homes TI\Ashley Framing.ec6 ENERCALC, INC. 1963.2008, Ver: 6.0.221 License Owner : OCI 0.000 in 0.000 ft 0.000 in 0.000 ft Loads are total entered value. Arrows do not reflect absolute direction. Job # Printed: 29 NOV 2009, 217PM • • • DCI Ef1GIf1EERS Project No. dq - a 1-00S/ Project (P611LFY foR WITuca T1 Subject C S 6L) - As Sheet No. t3 .2o Date \I/23/09 By Astm OTSTs 2'-o" ((Os) ' so p 1-k K;('in P�2 SSf""►f� f'IANU((I, TsC 12OOS1'a- 6i C 2' -D''oc TRIG Io' 11' SPO tv 245 ,(124■ #)TL (la ?s ' :s 1 460 1 . 1 4 (Atio 11 =y1 : (L130 1) = u2.1 K�v �xti= Sw-," " 5(46 ` 13q 4, t3 S(►aw) 38u�-a 33q(1Z Uo,'.? �s ( 53 '2)M')(u 0 4s n = 1')\7ao I It): 3 13' D FA, Use w1aA ),‘ I"Ir»-n_- S63 K.44 Ole! Z� _ 'A04. ; > T ,R 01. USE \155 y , 1 o in al-10 tar = , 33 . (u�.7�� 030 i„ toI X 3Q ti r 6-11” M'R (3(9kC∎ (11;0(9i;(i). 5 i = S(eD)(1002) = 9.76 In 334. 369(2ti.s ,(1 R= aD )tIO- Q c t ? ib. s- e rr Fc vr ( i1 • • • _DCI E n G I n E E R S Project No. 01-10-00%1 Project ASHLEY FVRNI TV IBC TOT Subject F ow l/ DAT.T0 N Sheet No. l Date I I //evo By A Ell TYP)-( E4 R 1=00cc5k) \tufts - rcRc - ()I)(3S,S)(IS aSs -f) =2 x Pic( SP2iil4- oS14Frp N' 1,6Z .e !� ►' �' t,i t tl Yir • • • = D C I Er1GIr1EERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject Sheet No. Date By LIIMNil Heavy Timber Truss Calculations 3120 COLBY AVENUE, SUITE 100• EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAX: (425) 252 -1699 • • • D C 1 E n G I n E E R 5 Project No. Project Subject Sheet No. ci Date (1 / / /Oci By xcy oRll logo c <<= ;con R ✓P MO fL SHEAR Vz 1100 Aaea'» V r = 3.6 ? :C:NDa Ni( -) £ (o ri nEc_: :1 UN. p _ L1 L 5 11 lib/co urI4 Ir 2 (7x 02‘ / Alin 2 [ f(- 4 "Cb\ f‘11 11)1' M I ; )s;) = 3os 1 .1No 6 te,4.1 -(la' 44) 64.3 (1.n)07cor,) =1955. sps• Psi = 7612 � S; Psi _ _ eases I "rs /-7d 2 0K!! • • =cm D C I Ef1GIf1EERS Project No. 04 a 1-0052 Project (`ILE Y f uRi\I}T va T Subject Sheet No. (2 Date 11/2/09 By At rit r1r_Mr ( 2 1 U 1 T E,cv. + _ kI - "a •■_ b, ' F�= (1,Ishnso 19 9 P 3G7S � • ME • P[cf, P ` 17, 6 K St ( 1.). 4 1: T . (-l- 3, '7x6 OW! h r'Irc ‘)-` ' 16. S r'...... P = li 500 U. S an t M [ ri r E 1 r� r ' � J 3 1c r . p s ' c' ^. tn.1 is 3 0.10< 1.0 00 � � In > AREa'o ,,- 283 cQ4 -$, ri'' /t_) = S2S 6/1,,1„ =DCI E f1 G I f, E E R S Project No: 09 - 21 - 0052 Project: Ashley Furniture TI Subject: WOOD STUD CAPACITY ASD Wind and Gravity Loading Combined per 2005 NDS Sheet No: (3 Date: 11/29/09 By: AEM STUD ID: ITruss Member 1 Effective Stud Length, L, = Effective Stud Length, L2 = Stud Depth, d, = Stud Width, d = Stud Axial Load = Lateral Load = Stud Spacing = VA allowable = c= C = Moment, M = fb = FcE fc = fc = Fc' = = L/A = 7.00 ft 7.00 ft 10.50 in 3.50 in 44000.0 lb 718.00 psf 12.0 in 240 Slenderness Limit = 50 Slenderness Ratio 1 = 8.00 Slenderness Ratio 2 = 24.00 Slenderness Ratio = 8.00 0.8 0.952 4397.8 lb -ft 820.6 psi 10660.31 1197.3 psi Combined Loading (Per 2005 NDS Section 3.9) (fc / F' c ) 2 +f /[F - fc /F ]<1.0 = 0.314 + 0.473 = 0.787 <1.0, ok Out of Plane Wall Deflection 1197.3 psi 2135.5 psi 0.07 in 1169.92 OK Column Design Slenderness O.K. (= 0.8 for sawn lumber) fc < Fc', compression OK Type = Species and Grade = Fb = F = Fc (perp) = E= Emm = Duration Factor (C = Wind / Seismic Duration Factor (C = F Wet Service (C = Fb We t Service (C = F perp Wet Service (C = E min Wet Service (C = Temp Factor (C = F Size Factor (Cf) _ Fb Size Factor (C = Fb Repetitive Member Factor (C = Bearing Area (Cb) = Glulam L2 1,700 psi 1,950 psi 560 psi 1,600,000 psi 830,000 psi 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.11 Emin' = F = Fb = F c perp ' = 830,000 psi 2,243 psi 1,955 psi 620 psi = D C I E rl G I Fl E E R S Project No: 09 - 21 - 0052 Project: Ashley Furniture TI Subject: WOOD STUD CAPACITY ASD Wind and Gravity Loading Combined per 2005 NDS Sheet No: 4 Date: 11/29/09 By: AEM STUD ID: (Truss Member 3 9.25 ft 9.25 ft 6.00 in 3.50 in FcE = 1 993.46 fc = 838.1 psi fc = Fc' = Out of Plane Wall Deflection A= L/A = 838.1 psi 1455.3 psi 0.00 in #DIV /0! #DIV /0! I Column Design Effective Stud Length, L, = Type = Effective Stud Length, L2 = Species and Grade = Stud Depth, d = Stud Width, d = Stud Axial Load = 17600.0 lb Fc (PerP) = Lateral Load = 0.00 psf E = Stud Spacing = 12.0 in Emin = L/A allowable = 240 Duration Factor (C = Wind / Seismic Duration Factor (C = Slenderness Limit = 50 F Wet Service (C ) = Slenderness Ratio 1 = 18.50 Fb Wet Service (C = Slenderness Ratio 2 = 31 .71 Fc perp Wet Service (C = Slenderness Ratio = 18.50 Slenderness O.K. Emin Wet Service (C = Temp Factor (C) = c = I 0.8 I (= 0.8 for sawn lumber) F Size Factor (C1) = C = 0.649 Fb Size Factor (C,) = Moment, M = 0.0 lb -ft Fb Repetitive Member Factor (C = fb = 0.0 psi Bearing Area (Cb) = fc < Fc', compression OK Combined Loading (Per 2005 NDS Section 3.9) (fc /F' +f /[Fb'(1 - fc / F ] < 1.0 = 0.332 + 0.000 = 0.332 <1.0, ok Glulam L2 Fb = F = 1,700 psi 1,950 psi 560 psi 1,600,000 psi 830,000 psi 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.11 Emin F = Fb = F c p ef p ' = 830,000 psi 2,243 psi 1,955 psi 620 psi min i Nmaisimi E rl G I fl E E R S Project No: 09 - 21 - 0052 Project: Ashley Furniture TI Subject: WOOD STUD CAPACITY ASD Wind and Gravity Loading Combined per 2005 NDS Sheet No: C5 Date: 11/29/09 By: AEM STUD ID: (Truss Member 5 Effective Stud Length, L, = Effective Stud Length, L2 = Stud Depth, d = Stud Width, d = Stud Axial Load = Lateral Load = Stud Spacing = L/o allowable = c= C = Moment, M = fb = FcE _ fc = fc = Fc' = 6.00 ft 6.00 ft 6.00 in 3.50 in 20335.0 lb 0.00 psf 12.0 in 240 Slenderness Limit = 50 Slenderness Ratio 1 = 12.00 Slenderness Ratio 2 = 20.57 Slenderness Ratio = 12.00 0.8 I 0.876 0.0 lb -ft 0.0 psi 4737.92 968.3 psi 968.3 psi 1964.3 psi Column Design Slenderness O.K. Out of Plane Wall Deflection 0= 0.00 in L/ /0 = #DIV /0! #DIV /0! (= 0.8 for sawn lumber) fc < Fc', compression OK Combined Loading (Per 2005 NDS Section 3.9) (f' / F' + f / [F (1 - fc / FLE1) l < 1.0 = 0.243 + 0.000 = 0.243 <1.0, ok Type = Species and Grade = Fc = Fc (per) _ E= Emin Duration Factor (C = Wind / Seismic Duration Factor (C = F Wet Service (C = Fb Wet Service (CO = F perp Wet Service (C = E min Wet Service (CO = Temp Factor (C = F Size Factor (C = Fb Size Factor (CO = Fb Repetitive Member Factor (C = Bearing Area (Cb) = Glulam L2 1,700 psi 1,950 psi 560 psi 1,600,000 psi 830,000 psi 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.11 F _ Fb = F c per = 830,000 psi 2,243 psi 1,955 psi 620 psi /1 363S 5dA10:.11,4 i .5.4.1c't\ (19-t O (- 21391.) iL lrvC) r ��iJ sN old <_ _ ct1 dcf1t3Wrve) ,11 =7 &1.101 (b) 7501 <= � _ ,� �� _ (mil) c t-J 01- 1 n )s dv 34 oNd Ss (It ¶ L1O' 1311 dd tol SI1ro 441 t1ToL1nN uJdS gsn ti , hS'8 tL 01 St4 tV„9( (9) Jsn (WS _ >, h� 9 =TN () 3 sn h cc = „ I - 7 5 7 = 114( 09Li; - (' •CJS)(v .5'2) _ 3'3 l 'sri 095 U 5(1 o r 8 . )(o'I) = T) ' - T) J. S 1Lv1 303:5 (C) i ci Li oIj / 9L SI =( -11 C:t1) = d.) T�°) niftfw n)11-1- s1102, col � ►a;j SCAN 4 In s / IhB� = (0I)( °) u 0) SW 01 I►-J - Jvo I1)3NNQ) Lois /�rl oleo • oN }eeq N )L53O 55011 pafgns �Lr►�n J fl i tN n A 31 loafoad z 5oQ - % C. - bo 'oN ToafoJd slissuious OCI • • • • - DCI EflGIi1EERS Project No. (3q - c-- 7 Project �S�II,CY FURt►ITOR TOK1A1i1/1 Subject TROSS DE Sheet No. Date 10/ By AE4h CONNECT Too Cl C / � T 1 21 i , = 16. 5 " T, =o L,= 97.6' `> DV,-r 1 ['OR- i 1 5 CONN 1 4 0 TRANFCK, Dkir. mrie g Witco (C1 a 11.61` K = L.63 (•01.5s Usk (5) twos 2 10 14 1116 O m 8 Cl X7 9 co M Results for LC 1, DL +LL Reaction units are k and k -ft • 5 7 9 M2 112 11 • 13 15 17 4 11.3 Nov 2, 2009 at 3:31 PM Truss With Vert Members.r3d 57 2 17.621 0 0 0 0 0 58 3 17:621 0 0 0 0 0 59 4 17.621 0 0 0 0 0 60 5 17.621 0 0 0 0 0 61 1 M13 1 - 16.519 0 0 0 0 0 62 2- 16.519 0 0 0 0 0 63 3- 16.519 0 0 0 0 0 64 4- 16.519 0 0 0 0 0 65 5- 16.519 0 0 0 0 0 66 1 M14 1 15.741 0 0 0 0 0 67 2 15.741 0 0 0 0 0 68 3 15.741 0 0 0 0_ 0 _ 69 4 15.741 0 0 0 0 0 70 5 15.741 0 0 0 0 0 71 1 M15 1 -12.44 0 0 0 0 0 72 2 -12.44 0 0 0 0 0 73 3 -12.44 0 0 0 0 0 74 4 -12.44 0 0 0 0 0 75 5 -12.44 0 0 0 0 0 76 1 M16 1 -12.44 0 0 0 0 77 2 -12.44 0 0 0 0 0 78 3 -12.44 0 0 0 0 0 79 4 -12.44 0 0 0 0 0 80 5 -12.44 0 0 0 0 0 81 1 M17 1 15.741 0 0 0 0 0 82 2 15.741 0 0 0 0 0 83 3 15.741 0 0 0 0 0 84 4 15.741 0 0 0 0 0 85 5 15.741 0 0 0 0 0 86 1 M18 1 - 16.519 0 0 0 0 0_ 87 2- 16.519 0 0 0 0 0 88 3- 16.519 0 0 0 0 0 89 4- 16.519 0 0 0 0 0 90 5- 16.519 0 0 0 0 0- 91 1 M19 1 17.621 0 0 0 0 0 92 2 17.621 0 0 0 0 0 93 3 17.621 0 0 0 0 0 94 4 17:621 0 0 0 0 0 95 5 17.621 0 0 0 0 0 0 Member Section Forces (Continued) Company Designer Job Number r z Shearfk Tor ouefk -ft l v -v Mom entfk- Nov 2, 2009 3:31 PM (9 Checked By: z -z Momentfk -ft RISA -3D Version 8.0.0 [J: \... \09 -21 -0052 Ashley Homes TI \Truss With Vert Members.r3d] Page 2 1 1 M1 1 9.425 -.085 0 0 0 0 2 2 9.425 .254 0 0 0 -.675 3 3 - 13.195 .611 0 0 0 -2.824 4 4 9.425 -.254 0 0 0 -.675 5 5 9.425 .085 0 0 0 0 6 1 M2 1 0 -.091 0 0 0 7 2 25.921 .288 0 0 0 -.803 8 3_ 43.962 1.125 0 0 0 -4.412 9 4 25.921 -.288 0 0 0 -.803 10 5 0 .091 0 0 0 0 • 11 1 M3 1 -.091 0 0 0 0 0 12 2 -.091 0 0 0 0 0 13 3 -.091 0 0 0 0 0 14 4 -.091 0 0 0 0 0 15 5 -.091 0 0 0 0 0 16 1 M4 1 -.338 0 0 0 0 0 17 2 -.338 0 0 0 0 0 18 3 -.338 0 0 0 0 0 19 4 -.338 0 0 0 0 0 20 5 -.338 0 0 0 0 21 1 M5 1 -.806 0 0 0 0 0 22 2 -.806 0 0 0 0 0 23 3 -.806 0 0 0 0 0 24 4 -.806 0 0 0 0 0 25 5 -.806 0 0 0 0 0 26 1 M6 1 -.894 0 0 0 0 0 27 2 -.894 0 0 0 0 0 28 3 -.894 0 0 0 0 0 29 4 -.894 0 0 0 0 0 30 5 -.894 0 0 0 0 0 31 1 M7 1 20.335 0 0 0 0 0 32 2 20.335 0 0 0 0 0_ 33 3 20.335 0 0 0 0 0 34 4 20335 0 0 0 0 •0 35 5 20.335 0 0 0 0 0 36 1 M8 1 -.894 0 0 0 0 A 37 2 -.894 0 0 0 0 0 38 3 -.894 0 0 0 0 0 39 4 -.894 0 0 0 0 0 40 5 -.894 0 0 0 0 0 41 1 M9 1 -.806 0 0 0 0 0 42 2 -.806 0 0 0 0 0 43 3 -.806 0 0 0 0 0 44 4 -.806 0 0 0 0 0 45 5 -.806 0 0 0 0 0 46 1 M10 1 -.338 0 0 0 0 0 47 2 -.338 0 0 0 0 0 48 3 -.338 0 0 0 0 0 49 4 -.338 0 0 0 0 0 50 5 -.338 0 0 0 0 0 51 1 M11 1 -.091 0 0 0 0 0 52 2 -.091 0 0 0 0 0 53 3 =.091 0 0 0 0 0 54 4 -.091 0 0 0 0 0 55 5 -.091 0 0 0 0 0 56 1 M12 1 17.621 0 0 0 0 0 • • Company Designer Job Number Member Section Forces Axialfkl z Shearfkl Torauefk -ftl v -v Momentfk- RISA -3D Version 8.0.0 [J: \... \09 -21 -0052 Ashley Homes TI \Truss With Vert Members.r3d] Nov 2, 2009 3:31 PM C Checked By: -z Momentfk- Page 1 • • • EMI= D ® Er1GIfEERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject Sheet No. Date By Strong back Calculations 3120 COLBY AVENUE, SUITE 100• EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAX: (425) 252 -1699 • • MIME EflGIfEERS Project No. a9 2i- 00 52 Project ru A/ITURE TI Subject \A/INC) Vs. LA ► I - STRQnl6r3ALKS Sheet No. Date Iotavo1 By Arm wzav r Lo R� i O E corIF IVI rs ,l CGRODIWe, LoAr) LL p = 7.3 pa GC 4 ea 4tirEpos4Ecr e= (73psn( -1,7 0 1) ?sf LOAD ®W v11040110 (%.,, g6g. l-DNp T siNGLE flierA: _ 199* (14 SEi s rlIc cokiN9 ^Ls. i)f g S. RR EP .) S +tF t ! GAP; = - O.I8 ® I ® E n G I n E E R s Project No: 09 - 21 - 0052 _ Sheet No: P2--- Project: Ashley Furniture TI Date: 10/29/09 Subject: Lateral Analysis for New Openings into Existing Wall Panels By: AEM ID: East Face No Header EXIST TILT -UP Wall Opening PANELS Thickness 6 in o Height of Wall 14.00 ft •— + T /PANEL • Height of Opening 10 ft Opening Width 8.5 ft Conc Leg 2 ft Wall Weight 150 pcf Trib from Roof 13 ft DL roo 12 psf Seismic Load J STRONGBACK C e NEW OPENING PANEL EDGE i I T /OPENING S Ds 0.966 DL 4.35 k I 1.00 a p 1.00 R p 2.50 F P (ws) 1.20 k s, T/SLAB �T /FfG II *'ENIN6 ■1 MTh L.Eh COLUMN Required to resist the seismic / wind lateral load Designed simply supported, pinned at the floor and roof Assume base shear is uniformly distrubuted along column length Uniform Load 0.09 k/ft Moment 2.10 k ft HSS3.5x3.5x1/4 Load to Single Embed 0.53 k C ONNECTION T PANEL n ' ! n • “ ° 0 •• • " •• :••::: --- . .. .... - --' - - 3,2 k Weld -Check 8:352 k 9-26 k OK e Gheck - • • ID • • PROJECT NAME Ashley Furniture TI DCI JOB NUMBER 09 -21 -0052 COLUMN LOCATION Strongback Column COLUMN unbraced length X -X = 2.00 ft unbraced length Y -Y = 13.00 ft k= 1.0 LOAD CRITERIA P total axial = 3.30 kips moment x = 2.10 ft -kips moment y = 0.00 ft -kips fa = 1.13 ksi kl/rx = 18.18 kl/ry = 118.18 _ Govering kl/r = 118.18 Fa (AISC tbl pg 3 -16) = 10.69 ksi fb x = 8.75 ksi fb y = 0.00 ksi Fbx = 30.36 ksi Fby = 30.36 ksi F'ex = 451.73 ksi Fey = 10.69 ksi UNITY EQUATIONS (H1 -1) (H1-2) (H1 -3)j Strongback_East Face Strongback No Header COLUMN DATA SIZE _ AREA _ Sx = Sy = rx = H 0.40 0.33 0.39 0.39OK HSS3.5x3.5x1 /4 2.91 sq in 2.88 in ^3 2.88 in ^3 1.32 in 1.32 in ry Fy = 46 ksi Cmx = 1.00 Cmy = 1.00 E = 29,000 KSI l73 • • E n G I n E E R s Project No: 09 - 21 - 0052 Project: Ashley Furniture TI Subject: Lateral Analysis for New Openings into Existing Wall Panels Sheet No: Date: 10/29/09 By: AEM ID: East Face With Header Wall Opening Thickness 6 in Height of Wall 14.00 ft Height of Opening 10 ft Opening Width 8.5 ft Conc Leg 2 ft Wall Weight 150 pcf Trib from Roof 13 ft DL roo 12 psf Seismic Load S Ds 0.966 DL 4.35 k I 1.00 a P 1.00 R p 2.50 F P (ws) 1.20 k �-5 Uniform Load 0.09 k/ft Moment 2.10 k ft HSS3.5x3.5x1 /4 Load to Single Embed 0.53 k Pullout Load to Single Embed 0.37 k Shear ONNECTION T PANEL STRONGBACK COL ` NEW OPENING c*'ENINb wtMN COLUMN Required to resist the seismic / wind lateral load Designed simply supported, pinned at the floor and roof Assume base shear is uniformly distrubuted along column length Assume-4000-psi-isMi-eans 34 k Weld -Ghee* 82k 046 Cheek 014 EXIST TILT —UP PANELS 0 PANEL EDGE T /PANEL T /OPENING T /SLAB T /FTG • PROJECT NAME Ashley Furniture TI DCI JOB NUMBER 09-21-0052 COLUMN LOCATION .Strongback Column COLUMN unbraced length X-X 1 ft unbraced length Y-Y = 13.00 ft k= 1.0 LOAD CRITERIA - P total axial = moment x = moment y = 5.70 kips 2.10 ft-kips 0.00 ft-kips fa = 1.96 ksi kl/rx = 18.18 Id/ry = 118.18 Govering kl/r = 118.18 Fa (AISC tbl pg 3-16) = 10.69 ksi fb x = 8.75 ksi fb y = 0.00 ksi Fbx = 30.36 ksi Fby = 30.36 ksi F'ex = 451.73 ksi F'ey = i0.69 ksi UNITY EQUATIONS (H1-1) 0.47 ------ --------- —r- Strongback_East Face Strongback With Header (H1-2) 0.36 - 1- COLUMN DATA SIZE =' HSS3.5x3.5x1/4 AREA = 2.91 sq in Sx = 2.88 inA3 Sy = 2.88 inA3 = 1.32 in ry = 1.32 in Fy = 46 ksi Cmx = 1.00 Cmy = 1.00 (111-3)1 0.471 0.4710K E = 29,000 KS! I • ® E n I n E E R S Project No: 09 -21 -0052 Sheet No: D6. Project: Ashley Furniture TI Date: 10/29/09 Subject: Lateral Analysis for New Openings into Existing Wall Panels By: _ AEM ID: North Face Window Openings EXIST TILT -UP Wall Opening PANELS Thickness 6 in IT Height of Wall 14.00 ft —+ T /PANEL 0 Height of Opening 10 ft _ Opening Width 12.5 ft C Conc Leg 2 ft Wall Weight 150 pcf Trib from Roof 4 ft DL root 12 psf Seismic Load . ____ - ___. C • STRONGSACK COLD J NEW OPENING PANEL 7 --- MI EDGE i T /OPENING T /SLAB S DS 0.966 DL 4.37 k I 1.00 a P 1.00 R p 2.50 F P (ws) 1.21 k Tim $ . ceEnliwb w1oTM 1e4 COL•SJMN Required to resist the seismic / wind lateral load Designed simply supported, pinned at the floor Assume base shear is uniformly distrubuted along Uniform Load 0.09 k/ft Moment 2.11 k ft C12x20.7 Load to Single Embed 0.45 k C ONNECTI O N TO PANEL and roof column length • '• . . - ' • " • - _ _ _ ." _ . _ _ . _ . . . . . . ^^''� ^^� k Weld-Check AllGwalge.4.14illetvel4 8.352 k A-34 k 9#4 • Ghesk - • • • • PROJECT NAME Ashley Furniture TI _ DCI JOB NUMBER 109 -21 -0052 COLUMN LOCATION FStrongback Column COLUMN unbraced length X -X = 2.00 ft unbraced length Y -Y = 13.00 ft - - -- -- — k =.1.0 LOAD CRITERIA P total axial = 332 kips moment x = 2.11 ft -kips moment y =0.00 ft -kips fa = 0.55 ksi kl/rx = 30.11 kl/ry = 33.84 Govering kl/r = 33.84 Fa (AISC tbl pg 3 -16) = 19.66 ksi fb x = 14.73 ksi fb y = 0.00 ksi UNITY EQUATIONS Fbx = 23.76 ksi Fby = 27.00 ksi F'ex = 164.68 ksi F'ey = 130.41 ksi (HI -1) (H 1 -2) (H1 -3) Strongback_North Face Window Openings COLUMN DATA SIZE _ AREA = Sx = Sy = rx = 0.65 rY = Fy = Cmx = Cmy = E_ 0.65 0.65 0.65 C12x20.7 6.08 sq in 1.72 inA3 21.50 inA3 0.80 in 4.61 in 36 ksi 1.00 1.00 29,000 KSI OK L/l • • Emu- D Ef1GIflEERS Project No. nq -�� -DOSS Project AvILE,y (uRrul T OR,: TI Subject S &C-, B(\C . HEADERS Sheet No. Date )D/ By /Erg 1yP IC AL SP()N= 10 - 6 a Rif TRTz- 13 �+ U (1140(0,1)s4): 156 ply �1 = = Os() 00(10. = 089 11,--F-1- 6 I� to s■„ 36o 5(cf56 pIn(Io z r>,\,) = X2.3 3945,9 38'l(O4(2 0,3s;rN) USE SS6x3x coNN Ec u o u TD 0 .X M\C s Pfma= ( 144) 1000 CO /a Et To j TO ('(WE 1 (0NAK(TSoNS a•-0' • 0' o P= (aM(JS6 ? !t) 11'). HEADe REA z(444)('414) = .1 wwE „elk = 0So 9(4)(M )r 300 of T =17 ' > - Y,a OK!! o ,� 'I Concrete Cracked f c(p si) ` Normal weight No 4000.0 1.40 No Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 6 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 e (in) e (in) Mod/high seismic Anchor w/ sustained tension Anchor only resists wind /seis loads Apply entire shear @ front row 0 0 No No No No N (Ib) V uax (Ib) V uay (Ib) M (Ib'ft) M (Ib'ft) 530 0 -444 0 0 Anchor Steel # of Anchors Embedment Depth (in) Category 1/2" SET -XP A307 GR. C 1 3.5 1 N ON N N ua /DNsa 8235 6176.25 530.00 0.0858 Ncb(lb) t N N N /(1)N 7563.12 4916.03 530.00 0.1078 e'vx(in) e'vy(in) 0.00 0.00 e' e ' Ny (in) 0.00 0.00 S Job Name : Strongback Calculation Summary - ACI 318 Appendix D For Uncracked Concrete Anchor Concrete Factored Loads Individual Anchor Tension Loads N ua1 (Ib) 530.00 Individual Anchor Shear Loads V ua1 (Ib) 444.00 Tension Strengths Steel (1 = 0.75 ) Concrete Breakout (1 ) = 0.65 ) Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.1) D9 0 Date/Time : 10/29/2009 9:28:53 AM about:blank 10/29/2009 V OV Vuay(lb) V uay klV cp V ua /41V 15126.23 10588.36 -444 0.0419 0.0419 V 4:1)V Vuax(lb) V uax /4 ' A/ up 15126.23 10588.36 0 0.0000 V tV (lb) V V ua /IVsa 4940 3211.00 444.00 0.1383 N cN N N /0N 10145.25 6594.41 530.00 0.0804 Vcby(lb) (I)V V V uay /fiV V /(1)V 5386.61 3770.62 - 444.00 0.1178 0.1178 • Adhesive (0 = 0.65 ) 0 Side -Face Blowout does not apply Shear Strengths Steel (t ) = 0.65 ) Concrete Breakout (case 1) (0 = 0.70 ) Vcbx(Ib) 7317.55 "0.0b) 5122.28 V 0.00 V uax 14)V cbx 0.0000 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (cb = 0.70 ) c edge V 20697.16 (1)V 14488.01 V - 444.00 V uay /(DV 0.0306 c edge Vcbx(Ib) 12674.37 DVcbx(Ib) 8872.06 V uax( Ib) 0.00 V uax /l/V cbx 0.0000 c edge V 14635.10 (I)V 10244.57 V - 444.00 V uay /"V 0.0433 c y2 edge Vcbx(Ib) 12674.37 cVcb x(Ib) 8872.06 V 0.00 V uax /4)V cbx 0.0000 V /(1)V 0.0433 Pryout (1 ) = 0.70 ) Interaction check V.Max(0.14) <= 0.2 and T.Max(0.11) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1/2" diameter A307 GR. C SET -XP anchor(s) with 3.5 in. embedment about:blank 10/29/2009 Concrete Cracked fc(psi) acv Normal weight No 4000.0 1.40 No Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 6 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 e (in) e (in) Mod/high seismic Anchor w/ sustained tension Anchor only resists wind /seis loads Apply entire shear @ front row 0 0 No No No No N (Ib) V uax (Ib) V uay (Ib) M (1b M (Ib'ft) 0 0 -912 0 0 N Steel # of Anchors Embedment Depth (in) Category 1!2" SET -XP 'Anchor A307 GR. C 1 3.5 1 N cl:IN N N ua /DNsa 8235 6176.25 0.00 0.0000 N (DN N Nua /cNcb 9926.59 6452.28 0.00 0.0000 e'vx (in) e'vy (in) 0.00 0.00 Job Name : Header Embed Calculation Summary - ACI 318 Appendix D For Uncracked Concrete Anchor • Concrete Factored Loads Individual Anchor Tension Loads N uat (Ib) 0.00 1 e Nx(i 0.00 e' 0.00 Individual Anchor Shear Loads V uai (Ib) 912.00 Tension Strengths Steel (c = 0.75 ) Concrete Breakout (1 = 0.65 ) about:blank Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.1) Date/Time : 10/29/2009 9:31:44 AM 10/29/2009 V X V V V uay /013Vcp Vua /xVca 19853.18 13897.23 -912 0.0656 0.0656 V OVcp(Ib) V uax( Ib ) V uax /(13V 19853.18 13897.23 0 0.0000 Vsa(lb) 4?V (lb) V Vua /Visa 4940 3211.00 912.00 0.2840 N 1 N N N /43■N 13315.64 8655.17 0.00 0.0000 • Adhesive (t = 0.65 ) • iSide-Face Blowout does not apply Shear Strengths Steel (.3) = 0.65 ) Concrete Breakout (case 1) (t = 0.70 ) Vcbx(Ib) 6597.22 t Vcbx(Ib) 4618.05 V 0.00 V uax /l3V cbx 0.0000 V 8962.13 bV 6273.49 V - 912.00 V uay /cDV 0.1454 Vua /43Vcb 0.1454 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (1 = 0.70 ) c edge V 15522.87 1 V cb y (Ib) 10866.01 V - 912.00 V uay / 0.0839 c edge Vcbx (Ib) 17924.26 DVcb x(Ib) 12546.98 V uax( Ib ) 0.00 V uax /(13V 0.0000 c edge V 15522.87 45V 10866.01 V - 912.00 Vuay /lVcby 0.0839 c edge Vcbx (Ib) 20697.16 DVcbx(Ib) 14488.01 V uax( lb ) 0.00 V uax / (DV cbx 0.0000 Vua /1'Vcb 0.0839 Pryout (4 = 0.70 ) Interaction check T.Max(0) <= 0.2 and V.Max(0.28) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 1/2" diameter A307 GR. C SET -XP anchor(s) with 3.5 in. embedment about:blank 10/29/2009 • • DCI EflGIflEERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject Sheet No. Date By EWEN Existing Building Continuous Cross Tie Calculations 3120 COLBY AVENUE, SUITE 100• EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAX: (425) 252 -1699 • . • MERSIN ® I EfGIfEERS Project No. 0q 1 -(99 2 Project IWWL -Y r` U R F iZ Subject L ATE_ RA Sheet No. Date By WLA'c e= 13 v ?ER S ?RE ,iai)s1- ir_ - r -T (330- 4')(7f .t)=3 V = (i(° tt - 30k SE. TSMIL p)V oof = (1 C-0 0 - V t— pt UAL( = ( 74 4)( 6 /2 T)( 3W 4 x )-YIS09(1) r 346,5 Kps ‘/- ( Sid ( Iv)(I�7 K:p) ^ 113.8 K LRTRPL S YS'T�P'I 4 (C) LATE:12 SYsrEM A%) FLIED As AoF 41) Q musT Cki LA s A'1 REM Du ET) WIDOW a 01U CKCI TftssEs To Can) Fie 1 WALL OK V ,, A- 2.Il" =10714 `t4hu - oo _ 3 , S 4 ( � ' - = 12.$ 11- VAIL 1106n1‘16.5 x N dt o.3k,,,= Saf+ 15.S4 x ) J LI /4 0Vc=231; th,. 0 16S a= I3,).1- 0 oa0 s; 168 4\ Y vc= (,-)s)1 ),)'i (166.4)(5),12;.) = 31, K'P VwAU , 6.S' (107") = 5. � �< < 0Vc OK!! • • MEM m D C I EfGIfEERS Project No. Oq- 1■-0 Project ASEILE V FuaNrTu,z E TI. Subject A Sheet No. £2- Date CHCIZO FORCE 20 0' w.._ _.i 1861 _ qa Plf gz 200' (I Lik = ° `I) Qkl1( 204 \ 1 170..x, K,p 330' NO? -t) t Lj7 144 • • D EnGInEERS Project No. 0 Project Nc=.1-kttv :\- r? r" Subject Nct ROOF Sy CTO (Z1 .S.1 14 (Z. Sheet No. Date I If OM By AEri Vcq ICf. 1. o 1 • e 6" a_ , HSSOygx 0'<!! 40(ZfE. 2 2' <• ot<11 21=1.M.1■. J2••■■••■..... 0 Al TO COLUMN ?ME rOg 1 ‘,k)(7, 7 H = r Pla • P /0 LJAL( 0 0 — r 0 Ot _() fr7, JL Pwc WE NS' cp. IJ R (�( r1 ;. Cu roR(cs 2.1()" (04 N611 • ROWS 7 " (1.30 '216 01 1, ) h LL ?rz3 c)C,v • L/.2 • DL ft Concrete Cracked f c(p ‘Pc,v Normal weight No 4000.0 1.40 No Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 6 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 e (in) e (in) Mod/high seismic Anchor w/ sustained tension Anchor only resists wind /seis loads Apply entire shear © front row 0 0 No No No No (Ib) Embedment Depth (in) I N ua Vuax (Ib) V uay (Ib) 3.5 M (Ib'ft) M Obit) 0 2012.50 2012.50 16100 2012.50 _0 0 Steel # of Anchors Embedment Depth (in) Category I Anchor 1/2" SET -XP IA307 GR. C 18 3.5 1 V ua1 (Ib) V ua2 (Ib) V ua3 (Ib) V ua4 (Ib) V ua5 (lb) V ua6 (Ib) V ua7 (Ib) V ua8 (Ib) 2012.50 2012.50 2012.50 2012.50 2012.50 2012.50 2012.50 2012.50 N 9:IN E N E N /43N 19772.15 12851.90 0.00 0.0000 N ON N N ua /13)N 8235 6176.25 0.00 0.0000 e'vx(in) e' 0.00 0.00 Concrete ual (Ib) *0.00 • IS/ Job Name : Chord Tie Anchors Calculation Summary - ACI 318 Appendix D For Uncracked Concrete Anchor Factored Loads Individual Individual Anchor Tension Loads N N ua2 (Ib) 0 N ua3 (Ib) 0.00 N ua4 (Ib) 0.00 N ua5 (Ib) 0.00 N ua6 (Ib) 0.00 N ua7 (Ib) 0.00 N ua8 (Ib) 0.00 e'Nx(in) 0.00 e' 0.00 Tension Strengths Steel (1 = 0.75 ) Anchor Shear Loads Concrete Breakout (CD = 0.65 ) Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.1) rage i or z £4 Date/Time : 11/29/2009 4:29:41 PM about:blank 11/29/2009 VcP9(Ib) a'Vcp9(Ib) £ V £ V uay /(1)V £ V /4 39544.29 27681.01 16100 0.5816 0.5816 V t Vcp9(Ib) £ Vuax(Ib) £ V uax / (DV cpg 39544.29 27681.01 0 0.0000 V OV (lb) V V ua /l)V 4940 3211.00 2012.50 0.6268 V cbgx (Ib) cAVcbgx(Ib) £ Vuax(Ib) £ V uax /4V cbgx 8796.29 6157.40 0.00 0.0000 • Adhesive (1 ) = 0.65 ) N 26522.58 1N 17239.68 £ N 0.00 £ N /0N 0.0000 1 Side -Face Blowout does not apply Shear Strengths Steel (m = 0.65 ) Concrete Breakout (case 1) (el) = 0.70 ) V 6721.60 (I) 4705.12 £ V 4025.00 £ V uay /(1)V 0.8555 E V ua /cV cbg 0.8555 Concrete Breakout (case 2) (4 ) = 0.70 ) V I .1) V cbgx (Ib) 8796.29 6157.40 £ Vuax(Ib) 0.00 £ Vuax/DVcbgx 0.0000 V 7774.90 (DV 5442.43 £ V 16100.00 E V uay /(13V cbgy 2.9582 £ V /93V 2.9582 Concrete Breakout (case 3) (4) = 0.70 ) c edge V 20697.16 4)V 14488.01 £ V 8050.00 £ V uay /NV 0.5556 cyi edge V cbgx( lb ) 13443.20 cV cb 9x (Ib) 9410.24 £ Vuax(Ib) 0.00 £ V uax /41)V cbgx 0.0000 c edge V 20697.16 4)V 14488.01 £ V 8050.00 £ V uay /4)V cbgy 0.5556 c edge V 13443.20 (DV 9410.24 £ Vuax(Ib) 0.00 £ V uax /1V x 0.0000 £ V /43V 0.5556 Pryout (c = 0.70 ) Interaction check . r rage z.uiL £5 about:blank 11/29/2009 Project No. Oct ooS'Z Project Subject T9i\NCE feoof suer Sheet No. Date Ii/ '(f By AE-11 / A v _ ... ' vc,V ('E' p,f,0 ( I &i wsk vc, + a: (6 ale in' v1 7 TENSTON) c, T( tiJC410i?S (Cr,..) 1.S7, ("Pr 775(7,,31.!;,i.,,( g` — `146))(/6 ;A) S, r 7 A (')5.,-,)( • 6:37S t-‘, *tv C\ ( S;n, 1 Pic' (1 iA)04 iA)= 3, Rt z if\ )(%.,$))( z c si-tl■)sok, sorl V 11E clkIEL Pfit' VI TRE 'No \? IS CPU 4/N1 (°(C? :*"_-,RC:.-Pi.r.oirr TOO (019st CZ VAT'S VI-71,Y. [ `7:7 Y 1-1ftNI) 7-4 10 0:1 +OA' .3611 1• 1 1 .CV 19#1 1(1 41 c,v=1.1 (0,6c)096 (1 , 7)( Y)(13?..S1 15, 6 WiSk3 10 "? ORA 7 - 7 ((i0)(317S■z\ 1 K > r RatS 41 fc30;;J (191,) 6 32 -s i > Ci-to() T-D‘R(E. v c)/010 c (5.21)(`iol)(17)Cti9V1)=TGtiocc.1 22'24 o_k —Afieon- v 'Oi q ;19hk) "..119NV (.1 '00 ?_‘01i ) < :.--c<sixi) 4 ce' 1 )(9 . - - 00 . 0) ](SCO) 00 Z )0 t cal )(gS)(9 CO) Z ij� 4 = V 2 St V !)1/ 1 ( i) )01 if ) )0 ()JOH) < r .3 ° Li r ) ' ■)COVO) 24 ZIO 7 ( 741 ( AV-ESN Ai (8-9 < tSoo-vt •orsi peroid 4,41 W IO ‘..fri?3() •.1, A - .)1i-r:JV 4 (cKAV(h) ut svt= 4,1o)i)rN kt a4, st L5 .r, L i v E., 2.5 )0 LL k parqns peraid SEIBBUIOUB Daz • • • Li ce #.: KW 06006396W V41: ' 7' Fi Steel Column Description : General Information Strongback For Cont. Cross Tie Steel Section Name : HSS8X8X518 Analysis Method : 2006 IBC & ASCE 7 -05 Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Column self weight included : 502.44 lbs Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 ft, D = 2.160, S = 3.60 k BENDING LOADS... Lat. Point Load at 8.50 ft creating Mx -x, E =16.10 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Pu 0.9 ' Pn Mu -x 0.9' Mn -x : Mu -y 0.9'Mn -y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Vu : Applied Vn' Phi : Allowable Load Combination Results Load Combination +1.40D +1.20D +0.50L +0.50S +1.60H +1.20D +0.50L +1.60S +1.200 +0.50L +1.60S +0.80W + 1.20 D +0.50 L +0.50S +1.60W +1 .20 D +0.50 L +0.20 S+ E +0.90D +E +1.60H Maximum Reactions - Unfactored Load Combination D Only S Only E Only 46.0 ksi 29,000.0 ksi Load Resistance Factor 0.8905 :1 +1.20 D +0.50L +0.20S +E 0.0 ft 0.1017 :1 +1 .20 D +0.50 L +0.20 S+ E 0.0 ft X -X Axis Reaction @ Base @ Top 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 3.915 k 627.63 k 136.85 k -ft 154.22 k -ft 0.0 k -ft 154.22 k -ft 16.10 k 158.36 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.006 PASS 0.00 ft 0.008 PASS 0.00 ft 0.014 PASS 0.00 ft 0.014 PASS 0.00 ft 0.008 PASS 0.00 ft 0.891 PASS 0.00 ft 0.889 PASS 0.00 ft D Only S Only E Only Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X -X Deflection Distance Title : Dsgnr: Project Desc.: Project Notes : Overall Column Height 8.50 ft Top & Bottom Fixity Top Free, Bottom Fixed Job # �U Printed: 5 NOV 2009, 8.42AM File: J:12009 Evil Pro]ects\09.21 -0052 Ashley Homes ThAshley Framirxg,ec6 ENERCALC, INC. 1983 -2008, Ver. 6.0.221 Ifi x' License;Owner4; DCI Code Ref : 2006 IBC, AISC Manual 13th Edition Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 8.5ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 8.5 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions.. Maximum SERVICE Load Deflections ... Along Y -Y -1.338 in at for load combination :E Only Along X -X 0.0 in at for load combination : 16.100 0.000 in 0.000 in -1.325 in Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Shear Ratios Stress Ratio Status Location 0.000 0.000 0.000 0.000 0.000 0.102 0.102 Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection Distance 0.000 ft 0.000 ft 8.443 ft 0.0 k 0.0 k 0.0 k 16.10 k PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft 8.50ft above base 0.Oft above base Note: Only non -zero reactions are listed. • • • Steel Column Description : Strongback For Cont. Cross Tie Steel Section Properties : HSS8X8X5 /8 Ycg g' 0.000 in ai Title : Dsgnr: Project Desc.: Project Notes : L'ic: #;i "KWr06006396 Depth = 8.000 in I xx = 146.00 in^4 Web Thick = 0.000 in S xx = 36.50 inA3 Flange Width = 8.000 in R xx = 2.990 in Flange Thick = 0.624 in Area = 16.400 inA2 I yy = 146.000 ie4 Weight = 59.111 Of S yy = 36.500 inA3 R yy = 2.990 in File: J:12009 Evrt Projects109- 21-0052 Ashley Homes T11Ashley Framing.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0221 p License , Owner;; DCI m ' J ”4,1-ii Loads 244.000 inA4 Loads are total entered value. Arrows do nol reflect absolute direction. Job # E9 Printed: 5 NOV 2009, 8:42Atd • • • Vic! # t!KW= 06006396dri klo if _i y?cp di,i5n.4 ..-irj •i:±$z'`'t. IZtfi�>i Steel Column Description : General Information Steel Section Name : W12X40 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Column self weight included : 876.19 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 22.0 ft, E =16.10 k BENDING LOADS... Lat. Point Load at 11.0 ft creating Mx -x, D = 4.20, S = 7.10 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 *Pn Mu -x 0.9' Mn -x : Mu -y 0.9 *Mn -y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Load Combination Results Load Combination +1.40D +1.20D +0.50L +0.50S +1.60H +1.20D +0.50L +1.60S +1.20D +0.50L +1.60S +0.80W +1.20D +0.50L +0.50S +1.60W +1.20D +0.50L +0.20S +E +0.90D +E +1.60H Maximum Reactions - Unfactored Load Combination Chord Tie Beam 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Load Resistance Factor 0.5034 :1 +1.20D +0.50L +1.60S 10.926 ft 0.08463 : 1 +1.20D +0.50L +1.60S 0.0 ft Maximum Axial + Bending Stress Ratios Stress Ratio Status Location X -X Axis Reaction @ Base @ Top D Only S Only E Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only. S Only E Only 0.0000 in 0.0000 in 0.0000 in 1.051 k 354.93 k - 89.595 k -ft 178.49 k -ft 0.0 k -ft 57.960 k -ft 0.000 ft 0.000 ft 0.000 ft 8.20 k 96.890 k 0.182 PASS 10.93 ft 0.264 PASS 10.93 ft 0.503 PASS 10.93 ft 0.503 PASS 10.93 ft 0.264 PASS 10.93 ft 0.222 PASS 10.93 ft 0.139 PASS 10.93 ft Title : Dsgnr: Project Desc.: Project Notes : File: J:12009 Evrt Projects109.21 -0052 Ashley Homes TlVrshley Framfng.ec6 ENERCALC; INC.1983-2008, Vet: 6.0.221 ,, ; "License Owner:; Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 22.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 11ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 11 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions.. Top along X -X 0.0 k Bottom along X -X 0.0 k Top along Y -Y 3.550 k Bottom along Y -Y 3.550 k Maximum SERVICE Load Deflections ... Along Y -Y - 0.3088 in at for load combination :S Only Along X -X 0.0 in at for load combination : Maximum Shear Ratios Stress Ratio Status Location 0.030 0.044 0.085 0.085 0.044 0.033 0.020 Y - Axis Reaction @ Base @ Top 2.100 -2.100 3.550 -3.550 Max. Y -Y Deflection Distance -0.183 in -0.309 in 0.000 in 11.074 ft 11.074 ft 0.000 ft PASS 11.07 ft PASS 11.07 ft PASS 0.00 ft PASS 0.00 ft PASS 11.07 ft PASS 11.07 ft PASS 0.00 ft Job # Panted: 4 NOV 2009. 3:31PM 11.074ft above base 0.0 ft above base Note: Only non -zero reactions are listed. • • tic "41': KW= 06006396 ?rac, z I + e t'' ;Wiff,tra ., Steel Column Description : Chord Tie Beam Steel Section Properties : W12X40 Depth = 11.900 in I xx Web Thick = 0.295 in S xx Flange Width = 8.010 in R xx Flange Thick = 0.515 in Area = 11.700 inA2 Iyy Weight = 39.827 plf S yy R yy Ycg 0.000 in 8 Olin Title : Dsgnr: Project Desc.: Project Notes : 307.00 inA4 51.50 inA3 5.130 in 44.100 inA4 11.000 in "3 1.940 in J •Ms Loads Loads are 10181 entered vak,e. AI rows do not reflect absolute directon. Job # Printed 4 NOV 2009, 3:31PM File: J:12009 Evrt Projects109- 21.0052 Ashley Homes TIIAshley Frani ng.ec6 EN ERCALC, •INC.1983 -2008, Ver. 6:0221 0.906 in A4 • • • MIMI .....ing—grimma D Ef1GLf1EERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject Sheet No. Date By Front Tower & Elements Calculations 3120 COLBY AVENUE, SUITE 100• EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAX: (425) 252 -1699 • • • ONNUMEI DCI E n G I f E E R S Project No. O' - a1 - a2 Sz Project AS -I IS Y f U R l\IT1 u R. TI Subject ENTRY E1JM MT" tATECOIL Sheet No. Date II /1 /(9q By AE11 Wliv D LOBO - HICN ELE1E Jf 0) hO OR r'IW F (? Pf — ,(i I\SCE 7-0S 6,s,11. a.1 P 1, „0 (cc.. CCP3 +O,b - 0,4s AT Roof) = + 0,37 ci,P O .00s6 K Kzf t <,), V 0 . OQ o,81)(1.00.8s)(13SI, LO JG I T uozlVAl I)T(Zrz ) (I'),,14)1( 0.0 + Omt3) t 0,191 = Q7IN5 ps "f(ZR Iuc y r RS ( - c u m Ai st,o P F e` (t);) p )[(o,a7 +o.s3) + W81 SETSPITC - = 14.4 *16 C = 0.2 , \41= (3')(11')(IS es-r) 4- (272s )(I2psc) = gStiN ib V =Csw = (o.a46)(8, ' 1, Lis 4-0,43 m Results for LC 1, 0.6D +W -?9 - 5� Cot-, YC F(ZoA f et er -Ic71 1- Mt I C F�- - 5 Oct Nov 29, 2009 at 3:55 PM 3D Render of Frame.r3d • DCI Ef1GIf1EERS Project No. oq ai.a)sz Project ASHLEY FuRNITu ?,` Z Subject � wT1 y CIE r g N r L A iz_R (� c Sheet No. F3 Date I I /y /oet By AEA^ t0 (\ns Fog 1z Ss piaQEC - WIN) o 1A / -Now o -> e 5(1'1,7 p “: ) ( o,6q i 0.1e) = II P = 0 ‘ 1.5 4.)(a,Ye) = 7 j_s+ tdite - r2, 4 0a 2; ! ?e- otter o RACE - (Qf ?54) (6) 66 c)1 4. r ef)) W) ” w err COL - (I ? )( /): 1. I5 0' ( 2Y Puflmi) W sAJY coL _ (le 95 to = ) ( zY P1,rJ ) ( P U ) (ix PM'iv o httwwi y NADS i i'o7 (,1)51 0 oiu TYzzf3 kaTyAs XY PLAf0E. 6 il1YE V-0 e( ` M i r&sP r 1O.y k C t.)6 1 11,11‘ • • r "Mims D EfIGIfIEERS Project No. (A 31 5% Project RSH � v roRNI T URE Tz Subject E NTRY ELEt1ENT Mi fR/ L Sheet No. re{ Date waci By Arrn TEV,ION M./1c3U? R^ /i) yo,5 2 L2x 2 14 4 _ 10,41( < « ^& oK�i Com i sTOAJ rsEr'i aER . . 13' r) :I'2" 2L3x341 • • D CI Ef1GIf1EERE Project No. nq -21 Project ASHLEY Subject t3 12AC.0 F mi-kt - cc tJNF L C1C)�l Sheet No. Date %% /'2S vat By GIN B rOCQ 'to 1 3/I(7 Ck 1 1 e-t W ' load = 11.1 K 0 = z Causse-t I�t weld KSL / k r FAY z a>n9`e 'tY►%c Kne ss b c.;_ -t 1 = bh7.2. A= t 4t o ' F we1dl 2 5 o� 4t xt 3 / t L ti ^ / • t x 1 V a Ott G = 22_2 i (v4/ JL) 1X \5 . 5 O- 2$S I.$ t -t fi Y2 �� th k Q = 1 0 3 . 8' ) 4 t y Es ►-�. - I ' / L4 9. e 29 coo 3(0 2" use ,r„ i s 2. -t 'V 1 L2 o t 1 3 3 .9- • ® EfGIfEERS Project No. 09-21-0S Project RSH E Subject 1 Ct t 6ZAP\E GotNECT‘ON Sheet No. Re Date 11 f ZS lock By GT• Ee = TizF -11- 29022 Y 10 2c,sc. 2.G -5C = 23.3 KS we'd to 21.5 L �� a,( 2A k� c3 e4 4 4t •SI F 30 -U Pr, - 3E9_4 4' (, SG -9 K �M = 3 y -o(c) k 7_3.3 x t CA we.Ick 4Y (v2.) = 23.3 I LI _ o k L u(21 L= . S.% .1_O01 .. 3 x 0 -g 21' zZ -2 • • • ®CI EfGIflEERS Project No. D� - 21-0o57 Project k4-ILt Y FlaRNITht TI Subject ENT q'/ l F- f^E.r'- L P r Sheet No. F7 Date 11 / /0 /0 By REM DRP) , CMANI ao' Co V V PEK EMER(ALC, wguay OK!! crecK co Y1heC - r 3% a z 4. n Co�-t o C- Ptvne) oungt 3x3x '4 M i� //�� k i i 1""0 ,8 Z5k �J %2 b - (o„ 4- 4 PAS 2 Zs W 4- ( ,�s� a go p1-f- ti),,, (6')( S $) = 150 p w AwrNp = 0o')(11' +- 18,2) =4 s� (40054)02,7p5f alaIOf ao ' ywaAra c C414,0)(61 04 18 a =26001l, 14 Dofs aoi «tit i b P 2,S9 K iv") Z Z S k 1.3 k -\-1 • • ® CI ErlGIfEERS Project No. e� 2\ -00S 2 - Project h)-\ ‘_se Subject Sheet No. L�8 Date 1 `/30101 By GTN (V� = 3to x bor' to 3.5 - \ '15 -4 k o K ,4y Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Design Lic. # : KW- 06006396 License Owner : DCI Description : WF beam check out of plane Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Load for Span Number 1 Uniform Load : W = 0.0750 k /ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Overall MAXimum Envelope Dsgn. L = 22.00 ft +D+L+H Dsgn. L = 22.00 ft +D+Lr+H Dsgn. L = 22.00 ft +D +W+H Dsgn. L = 22.00 ft +D+ 0.750Lr+0.750L+0.750W+H Dsgn. L = 22.00 ft +D+ 0.750L+0.750S+0.750W+H Dsgn. L = 22.00 ft +0.60D +W+H Dsgn. L = 22.00 ft Overall Maximum - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination W Only 1 0.7508 11.110 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span W Only 1 0.7508 11.110 Support notation : Far left is #1 Vertical Reactions - Unfactored Load Combination Support 1 Overall MAXimum 0.825 Support 2 0.825 0.000 in 0.000 in 0 <360 0.751 in 0.000 in 351 W(0.075) Title : Dsgnr: Project Desc.: Project Notes : Summary of Moment Values Fy : Steel Yield : E: Modulus : Calculations per IBC 2006, CBC 2007, 13th AISC Service loads entered. Load Factors will be applied for calculations. 0.212: 1 Maximum Shear Stress Ratio = W8X24 Section used for this span 4.538 k - ft Vu : Applied 21.382 k - Vn /Omega : Allowable +D +W +H Load Combination 11.000ft Location of maximum on span Span # 1 Span # where maximum occurs Mmax + Mmax - Ma - Max Mny Omega`Mny Cb Rm 0.212 0.008 4.54 4.54 35.71 21.38 1.00 1.00 0.83 0.000 35.71 21.38 1.00 1.00 -0.00 0.000 35.71 21.38 1.00 1.00 -0.00 0.212 0.008 4.54 4.54 35.71 21.38 1.00 1.00 0.83 0.159 0.006 3.40 3.40 35.71 21.38 1.00 1.00 0.62 0.159 0.006 3.40 3.40 35.71 21.38 1.00 1.00 0.62 0.212 0.008 4.54 4.54 35.71 21.38 1.00 1.00 0.83 Max. Upward Defl Location in Span 0.0000 ENERCALC, INC. 1963 -2008, Ver. 6.0.221 50.0 ksi 29,000.0 ksi Design OK 0.0000 0.000 Job # Fq Printed 30 NOV 2009. 12.00PM 0.008 : 1 W8X24 0.8250 k 104.0 k +D +W +H 0.000 ft Span # 1 156.00 156.00 156.00 156.00 156.00 156.00 156.00 Max. " +' Defl Location in Span 0.000 Summary of Shear Values Va Max Vny Omega`Vny 104.00 104.00 104.00 104.00 104.00 104.00 104.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. , Title Block Line 6 Steel Beam Design • • ENERCALC, INC. 1983-2008, Ver. 6.0.221 Lica #, KW= 0600639 + ar- ;f;'ti"ct 3"AWa F XE ik. s 'it 1"-x AWAn WAR.'" ,;Licerise.Ownee DCI" Description : W Only WF beam check out of plane Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Steel Section Properties : W8X24 0.825 0.825 Title : Dsgnr: Project Desc.: Project Notes : Support notation : Far left is #1 Job # F/o Printed= 30 NOV 2009, 12 00PM Depth 7.930 in I xx 82.70 inA4 J = 0.346 inA4 Web Thick = 0.245 in S xx 20.90 inA3 Cw = 259.00 inA6 Flange Width = 6.500 in R xx = 3.420 in Flange Thick 0.400 in Zx = 23.100 inA3 Area = 7.080 inA2 I yy = 18.300 inA4 Weight = 24.100 plf S yy = 5.630 inA3 Wno = 12.200 inA2 Kdesign = 0.794 in R yy = 1.610 in Sw = 7.950 inA4 K1 = 0.563 in Zy = 8.570 inA3 Qf = 4.710 inA3 rts = 1.820 in rT = 1.760 in Qw = 11.300 inA3 Ycg = 3.965 in • • • ®CI EflGIfEERS Project No. oft-21-000 Project PM L Y FuRNITO E TI Subject fothvoNT ON Sheet No. Date II/It /r By (B LONG TTVATN L FRAME (or r Tr? rui _ t' C F . RPE2 (on it E C4C ) _) 1. 11 6 Se DP 'FIG 11= X`I x ZA5' + tt3.4 y 235: = 141 K -f+ 9 x I2 l x 36 f r M 1= 16.3 14.1 ":�,�'` 14.I ;'= 68,4K --- u L E r1 G 1 r1 E E R S 11 'Project No: 09 -21 -0052 Sheet No: Project: Ashley Furntiture TI Date: 11/29/09 Subject: ECCENTRICALLY LOADED FOOTING - Longitudinal Frame By: _ AEM 1 ---- ( M —.+ e B B B XL For e < 8/6 �y�` T 9..1. iiiiiig For e > B/6 . 113 2 e_ 1 - 1 B —.1 APPLIED LOADS AND FOOTING GEOMETRY Qo.. I.- M Overturning Moment 141.00 k -ft P Sum Vertical Forces 0.00 k B Footing Width 9.00 ft T Footing Depth 3.00 ft L Footing Length 12.00 ft Psoil /slab Soil or Slab Weight 0.00 k Pfooting Weight of Footing 48.60 k Ballow Allowable Soil Bearing 2.67 ksf Q P + Psoil /slab 48.60 kips ANALYSIS e M/ 2.90ft check if e > B/6 true if e > B/6 then calculate qmax, qmin =0 if e < B /6, then calculate both qmin and qmax Mr Moment resisting = Q * B / 2 218.70 k - ft Safety Factor (minimum 1.5) = Mr / M 1.55 check Mr / M >= 1.5 OK qmax [Q/(B *L)] *(1 +6 *e /L) 1.10 ksf check qmax to qallow OK Length of footing in bearing 3.20 ft • • J _D CI EfGIfEERS Project No. 04- 1,i -aosz .: Project SI•ILEY FO1Ns'To i 11 Subject 7( z( P i D a -- -r0,i Sheet No. F/3 Date 11/1vo By AFivl � p.Dp).S(, K = o, 019aS6(Q. ps4 VINO WA+Z _ (I1 ',Eel/J[4 ■j - ('! ? s- ?( - ►o )" - Ii.P ps4 fgoJT AODaT3DA.) , rte u }- Go pIf V ' w " 4� � r ip Of W O.J�75 J _ (ill( �� `^ 66 9 1f- p 1,ert,tid - (t t ' D ps +)- LIL1 1I4- o 1■ (ot13)'7 0.6D +w D + L. DEW 0 6:7S L - O . ' 5 / 11 ' CSR SS PIA AI00 M1 d1 rofzGCrS PrSNi OUP, • X • Results for LC 7, D +.75L +.75W (W) Reaction units are k and k -ft 0 Parapet Addition Fi4 Nov 29, 2009 at 2:55 PM Low Front Addition.r3d 1 7 M1 1 0 .08 0 0 0 0 2 2 0 .162 0 0 0 -.302 3 3 -.867 -.701 0 0 0 .16 4 4 .233 .012 0 0 0 .079 5 5 .233 .136 0 0 0 -.107 6 7 M2 1 .957 .049 0 0 0 .275 7 2 .957 .111 0 0 0 .125 8 3 .957 .173 0 0 0 -.141 9 4 0 -.155 0 0 0 -.145 10 5 0 0 0 0 A 0 11 7 M3 1 .136 .307 0 0 0 .255 12 2 .136 .172 0 0 0 .015 13 3 .136 .037 0 0 0 -.089 14 4 .136 -.098 0 0 0 -.059 15 5 .136 -.233 0 0 0 .107 16 7 M4 1 .049 -.957 0 0 0 -.275 17 2 .049 -.957 0 0 0 .682 18 3 .049 .45 0 0 0 .232 19 4 .049 .45 0 0 0 -.217 20 5 .049 .45 0 0 0 -.667 21 7 M5 1 -.888 .031 0 0 0 .065 22 2 -.888 .031 0 0 0 .021 23 3 -.888 .031 0 0 0 -.023 24 4 -.888 .031 0 0 0 -.067 25 5 -.888 .031 0 0 0 -.111 e • Company Designer Job Number Member Section Forces Ax i a lr k l z Shearfki -ftl v -v Momenttk- Nov 29, 2009 r 2:55 PM Checked By: z -z Momentfk -ft RISA -3D Version 8.0.0 [J: \... \09 -21 -0052 Ashley Homes TI\Gravity \Low Front Addition.r3d) Page 1 • ® E n G I f E E R S Project No. 05 ZI -ca Project A Fo Rto rt OC Subject IL ((v(A CFS Sheet No. Date If /2' By Alit/ 51 f t. N = lb , _ to P5 ? _ (610'471( ( 10154)' - 3 T or) Is 5('f)to _ 7 ' ('S ? s$ Jr 2S ps 4 )- Ito T54 S n GZ'N 6, - 16" oc g SSi"+E' PFR r T SI 20o S70S - 07 , s(iLE WS t 6''xc Uon_TNAI lobs a� n �.J Fast vifto ra • Lio 1065 pl a_ 5Srir, ' 9.I6' I DO. 60051b)- �u qN+) yuoo ' 14 Foe_ 600962 Sti F OAT (, • ® r l• ...... I® Er1GIr1EERS Project No 09 -21 -0052 Project Ashley Furniture TI Subject Sheet No. Date By Strong back Calculations 3120 COLEY AVENUE, SUITE 100• EVERETT, WA 98201 • PHONE (425) 252 -0454 • FAX: (425) 252 -1699 DEPARTMENTS: Building Division Public Works B1-'0 Complete Comments: Approved Notation: Documents/routing slip.doc 2 -28 -02 • PENN I PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -256 DATE: 08 -27 -10 PROJECT NAME: ASHLEY FURNITURE SITE ADDRESS: 17601 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 X Revision # 1 After Permit Issued APPROVALS OR CORRECTIONS: Approved with Conditions Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROUTING: Please Route y Structural Review Required n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVIEWER'S INITIALS: DATE: REVIEWER'S INITIALS: DUE DATE: 08-31 -10 No further Review Required DUE DATE: 09 -28-10 Not Approved (attach comments) DATE: Planning Division Permit Coordinator Not Applicable U n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 - 256 PROJECT NAME: ASHLEY FURNITURE SITE ADDRESS: 17601 SOUTHCENTER PY DATE: 08/09/10 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter X Revision # 2 after Permit Issued DEPARTMENTS: lo- 1 i ding Di i_ion 1)� /V 0 u � is Wor s DETERMINATION OF COMPLETENESS: (Tue,., Thurs.) Complete LLB, Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 PERMIT CAD COPY PLAN REVIEW/ROUTING SLIP A) O- Aanning Division 9-t010 Fire Prevention ■ C Structural Incomplete n Permit Coordinator DUE DATE: 08/10/10 Not Applicable Permit Center Use 0 INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Building Please Route rp Structural Review Required n No further Review Required DATE: DUE DATE: 09/07/10 Approved Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: n den Permit ter Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -256 PROJECT NAME: ASHLEY FURNITURE SITE ADDRESS: 17601 SOUTHCENTER PY Original Plan Submittal Response to Correction Letter # DATE: 07/08/10 Response to Incomplete Letter # X Revision # 1 after Permit Issued EPARTMENTS: Buildin ision REVIEWER'S INITIALS: t0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 r O PLAN REVIEW/ROUTING SLIP Awe AtAX, A MK. �� -ia Fire Preven` ion Structural Incomplete u Planning Division Permit Coordinator DUE DATE: 07/13/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Building .��/ Please Route yCl Structural Review Required 1 No further Review Required n DATE: DUE DATE: 08/10/10 Approved Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW. Staff Initials: ulk • E PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -256 DATE: 02 -08 -10 PROJECT NAME: ASHLEY FURNITURE SITE ADDRESS: 17601 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete Documents /routing slip.doc 2 -28 -02 1 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete .?, deK` IY Planning Division ❑ Permit Coordinator DUE DATE: 02 -09 -10 Not Applicable Comments: Permit Center Use Only r 'l INCOMPLETE LETTER MAILED: � 1V kO LETTER OF COMPLETENESS MAILED: V►_ Departments determined incomplete: Bldg ❑ Fire ❑ Ping 14 PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route n Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03 -09 -10 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 - 256 DATE: 12 -04 -09 PROJECT NAME: ASHLEY FURNITURE SITE ADDRESS: 17601 SOUTHCENTER PY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: ch ev,4, X - DY Building Division 111 )JS Ai c' 91- 6 Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: 8r REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY* PLAN REVIEW/ROUTING SLIP AM kU)C I,0 ‘ W- CLAltS 1a Fire Prevention 1 1 Planning Division Structural I-`1 -4 -to Incomplete n DUE DATE: 12-08-09 DATE: DATE: Permit Coordinator Not Applicable TUES/THURS ROUTING: Please Route ❑ Structural Review Required n No further Review Required r7 Approved U Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 01-05-10 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: ID— (o Bldg Fire ❑ Ping4r PW ❑ Staff Initials: imk REVISION NO. DATE RECEIVED _. STAFF INITIALS ISSUED DATE STAFF INITIALS 2— 3 8 -X1,1 v 3twk, WI l 9/10-- S.t rN Summary of Revision: _ f rS u 46. a 41 qr( - pr )G tu 11 . sckal ea u,,,,.> -kj be joOw i Dui- ko LO ii604 v`c Received by: Il ,_,,,A,, s ..<7_ (doss' /c. REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INV ALS 1 0, kO Lo 8 -X1,1 v Summary of Revision: Summary of Revision: {�' l 9/10-- S.t 1 mil; r t �kt ' _ f — Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: SITE ADDRESS: P411k, - 4Pdt 6/4 PERMIT NO: ORIGINAL ISSUE DATE: REVISION LOG DO1 o21ceGf (please print) (please print) (please print) (please print) (please print) • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: S /oc.- 7/ 2-0/ Plan Check/Permit Number: £ O ` r c./ 6 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 Er Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 19shle rani Me Project Address: /760/ 601.4 LICe 7 %1. Project Name: Contact Person: </da ng, � 8t / Summary of Revision: Phone u mber: REVISION SUBMITTAL 1 n p0/75e `/ct 23 2 0/0 conies 7 • /i d cog Ho. Hisk Cusick, PE. � age/ 42.5e4,rer 64 i •� ee — apid i/- LAS ih 2Li ` " e& H:\Appbcations \Forms - Applications On Lne\2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 ED 10 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of r vijo, — • - ‹ Received at the City of Tukwila Permit Center by: `- - Entered in Permits Plus on g 7-1 d Project Name: Summary of Revision: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: hllp: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: August 5, 2010 Plan Check/Permit Number: D - 09 - 256 ❑ Response to Incomplete Letter # - ❑ Response to Correction Letter # ▪ Revision # /2-after Permit is Issued o Revision requested by a City Building Inspector or Plans Examiner Ashley Furniture Homestore Project Address: 17601 Southcenter Parkway • REVISION SUBMITTAL Contact Person: Bill Wetterman Phone Number: (830) 515 -1334 Addition of insulation and 5/8" type "x" gyp board to furring at existing conrete tilt wall exterior walls at room # 117. In addition, the existing columns are to be furred out to 10' -0" a.f.f. crown molding is to be installed at the top of both the new finished exterior wall furring and interior column furring. Sheet Number(s): See attached drawing. All revisions are clouded and dated. "Cloud" or highlight all areas of revision including date of revision 4 mem CM* op rumfintA 0 9 2010 AUG PERMIT CENTER P e i t z , 6 1 4 g i n A c, k ✓Agjl/Q Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\Applications \Forms - Applications On Line\2009 -08 Revision Submittal.doc Created 8 -13 -2004 Revised: 8 -2009 • City of Tukwila Department of Community Development 6 300 Southcenter Boule∎ ard. Suite Fr 100 Tukwila, Washinulton 93133 Phone: 206 -431 -3670 Web site: help: ii.m ci. [irlcuilcr. a a. us • Revision submittals must he submitted in person at the Permit Center. Revisions wilt not he accepted through the mail, fox, etc. Date: JULY 6, 2010 Plan Check /Permit Number: D -09 -256 ❑ Response to Incomplete better # ❑ Response to Correction Letter # ® Revision # 468 after Permit is Issued CIYy�� ❑ Revision requested by a City Bil udi Inspector nspector or Plans Examiner !JUL ' 08 2010 Project Name: Ashley Furniture Homestore P ERMIT CE Project Address: 17601 Southcenter Parkway Contact Person: Bill Wetterman Phone Number: (830) 515-1334 Summary of Revision: See attached sheets Sheet Number(s): See attached sheets. All revisions are clouded and dated. "Cloud" or highlight crl1 areas of revision including date of revision Received at the City of Tukwila Permit Center h', sti ff, Entered in Permits Plus on (1 •AppLc:m;mc.Farmc- Applma,,nnc On Linc 2009 -04 Rc..i r S Ii ;] dp i Crcaied 0 -1 ; -200.3 12evincd 1.1- 4009 REVISION SUBMITTAL • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecWPermit Number: D a q - 2560 Date: 3 / 1 /io1 E Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner A 6h Ce y Furn Project Address: 1 7 (oO I S o ii -( t y Contact Person: 133(1 I IM it&rrv'avt-- / Phone Number: 1- /to 11 - - i `1 - "J , 7 ` 301 ng lr?N" erA (o5t 257�/1'tu�lS t�'I �it�: tTc W rN l � Project Name: Summary of Revision: \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: cITY 10 PERmirCEN Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 0 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2- 4 - l o • ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Ashley Furniture Project Address: 17601 Southcenter Py Contact Person: SILL 0J - t (t&1'ZMAN Phone Number: ` - 1S1-6 3 7CP Summary of Revision: Sheet Number(s): R F i - ATF ctfEt (E J - R "Cloud" or highlight all areas of revision including date of revison Received at the City of Tukwila Permit Center by: -Entered in Permits Plus on .2-'410 lapplicationslforms- applications on Iinc\revision submittal Created: 8 -13 -2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http : / /www.ci.tulcwila.wa,us Plan Check/Permit Number: D09 -256 Steven M. Mullet, Mayor Steve Lancaster, Director pERMII COME" You'rc Gonnj pie This Placer August 30, 2010 Mr. Bob Benedicto Building Official 6300 Southcenter Blvd Tukwila, WA 98188 Dear Mr. Benedicto, We request permission to stock our store, during daylight hours only, prior to final approval of the egress lighting. The egress lighting inspection is currently scheduled for Wednesday evening. We very much appreciate your consideration in allowing us this critical stocking window to achieve our Labor Day opening. Kindest Regards, Chris Rhett Owner 0 � ' ' s' 1 •, \11\1) j , • � � • Is. I Q • \1 u Date: Requested by: Firm/Company: Project Name: Requested Date of Inspection: Contact Name: Signature: Print Name: REIMBURSEMENT AUTHORIZATION AND APPROVAL TO CONDUCT INSPECTION ACTIVITIES DURING OFF HOURS Obo/PO/ 0 /440 A34,1e A ioc 3 t f4‘• S akti- PZr F�2 Time of Off -Hours Construction Activity — rom: ! q ` VU an pm To: (2 " am/pm 7 / ' l Project Address /Location: / 7600) r)- oIv Special Conditions for Consideration: 5 n bfe-A O \ Fl d s � L z "' � J solo. ** Contractor will be charged a minimum of four (4) hours inspection time for any off -hours inspection work at $94.50 per hour. This is to be paid at time of request. ** The undersigned, as an authorized representative of the above firm, hereby agrees to reimburse the City for its overtime inspections on the above referenced project. A separate invoice will be issued for all inspection time in excess of four (4) hours. Sic-re /�u i-v Permit No. env AUG 34 2010 PERhur CENTER Requested Time: : Phone No. ,g? 7 6 6 — O ! 83 Reviewed by: Approved: ' � % / e;00 Disapproved: Remarks: W:\Permit Center \Templates \Forms\After Hour Inspection Request.doc ` 21 //i0 O Permit No. Requested by: T)- I S Firm/Company: v S L.-Po 2 � V l Date: Project Name: \-e_ iJ r f Project Address /Location: (Q U ( S o x 0o Time of Off -Hours Construction Activity — From: 9 ` am/ 12 Contact Name: / Signature: • REIMBURSEMENT AUTHORIZATION AND APPROVAL TO CONDUCT INSPECTION ACTIVITIES DURING OFF HOURS Print Name: 3G�IL Requested Date of Inspection: 7 ' 2 - (0 Requested Time: coq —25) 9 p)1„-_ ** Contractor will be charged a minimum of four (4) hours inspection time for any off -hours inspection work at $94.50 per hour. This is to be paid at time of request. ** RECEIVED WTV OF TUKWILA *116 27 2010 9QRMIT CENTEp Ipm am/pm Phone No. 25 3 — 5 - Special Conditions for Consideration: The undersigned, as an authorized representative of the above firm, hereby agrees to reimburse the City for its overtime inspections on the above referenced project. A separate invoice will be issued for all inspection time in excess of four (4) hours. Reviewed by: J r 6-1 n Approved: �( l/Ll Disapproved: Remarks: W:\Permit Center \Templates \Forms\After Hour Inspection Request.doc g a El D C 1 E rl G I rl E E R S DATE: TO: CC: FROM: SUBJECT: May 6, 2010 JOB #: 09 -21 -052 Dennis Schlosser, Rushforth Construction David Bessent, David Bessent Architects, Inc. Craig Stainer Ashley Furniture 5(F) IJi Atli titrr.r.. S I2•'ltI memorandum Detail 2/S5.2 shows a metal stud furring parapet attachment using Titen anchors connecting the flange of the metal stud directly to the concrete wall. It is acceptable to omit this direct connection of the stud flange to concrete in lieu of a clip as shown in the detail 4/S2.4. The 5/8" diameter Titen anchor shown in detail 4/S2.4 may be replaced with a 3/8" diameter Titen as specified in detail 2/S5.2 for this furring wall parapet detail. (Detail 4/S2.4 is to remain unchanged.) Also, DCI Engineers has reviewed the as built condition of the interior soffit framing as shown in the attached two details. This detailing differs from the detailing shown in the architectural drawings but is still acceptable. ciASPALA 114Y 18 2010 PER MITCEAIEER Bellevue 'd.t•t,!n -jti; +t 'r 'r '` rr•: .i,_ .! July 23, 2010 Bill Wetterman 524 North Lamar — Suite 204 Austin, TX 78703 Bill Rambo Permit Technician encl File No. D09 -256 • CityofTu W:\Permit Center \Correction Letters\2009\D09 -256 Corr Letter #1 to Rev #1.DOC wer Department of Community • 1 Jim Haggerton, Mayor evelopment RE: CORRECTION LETTER #1 Development Permit Application Number D09 -256 - Revision #1 Ashley Furniture —17601 Southcenter Py Jack Pace, Director Dear Mr. Wetterman, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time the Building, Fire, and Planning Departments have no comments. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, 6300 Southcenter Boulevard, Suite #100 o Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ■ DATE: PROJECT: (W:PW Eng/Other /Joanna Spencer /comments 1 D09- 256gr) • • PUBLIC WORKS DEPARTMENT COMMENTS July 16, 2010 Ashley Furniture 17601 Southcenter Pkwy PERMIT NO: D09 -256 (Rev #1 after Permit Issued) PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) The City requires grease interceptors on all buildings where food preparation occurs. Because a Cafe is being added an outside three compartment grease interceptor per attached City of Tukwila Detail SS -14 shall be installed. Grease interceptor shall comply with Appendix H of the Uniform Plumbing code, refer to the attached Grease Interceptor Chapter 8.4 of the Tukwila Public Works Department Infrastructure Design and Construction Standards. Submit a site plan prepared by a WA State professional engineer showing the sanitary sewer service and grease waste connection to the sanitary sewer system. Please contact Mr. Mike Cusick, P.E., Public Works Senior Sewer Engineer at 206 431 -2441 if you have any questions regarding this requirement. 2) Please submit a construction cost estimate for any utility /site work associated with grease interceptor installation. List of Revisions for Ashley Furniture Homestore Permit #: D -09 -256 A0.0 Sheets A1.6, A6.4, AHD 1.0, C1.3 and C1.4 added to index. A0.1 Route from Bedding (124) revised to account for its relocation. Note added indentifying the drawing as exhibit for indication of maximum travel distance required for exiting. Revision of occupant load and exiting width requirement tables. A1.0 Bedding (124) shifted Plan East. Door 124A relocated to Plan East wall of Bedding (124) Entry interior furr out revised. Health Department notes added to general notes. Lamp wall shifted Plan South to account for existing fire sprinkler piping. Wood panel wall added to south wall of Sales 125. Cash Wrap 109 and Sales 110 revision. Deletion of proposed customer pick -up door No 100F and attendant corridor. A1.1 Plumbing fixture notes added. Health Department notes added. Counter at Cafe (108) revised. Cash Wrap 109 area revisions. Reversal of door swing door no. 100J. • • A1.2 Spacing of beds & size of entrance in Bedding (124) adjusted to suit relocation. Gaming (1 15) cabinet details corrected. A1.3 Column details added. Additional notes and details for counter revision in Cafe (108). A1.4 Counter detail revised for Bathrooms (107) & (1 1 1). Additional finish notes for Bathrooms (107) & (1 1 1). Mill work and plan revisions for Cash Wrap 109. A1.5 Revisions to lamp wall details. Counter details revised for Bathrooms (105) & (1 10). Additional finish notes for Bathrooms (105) & (110). A1.6 (Sheet added) Finish details for wall finish added in Sales (125). A2.0 Finishes selected. Notes added. A2.1 Finishes selected. Notes added. Cafe area hand sink relocation. Revisions to Cash Wrap 109 and addition of Storage Closet 128. A2.2 New finishes selected. Notes added. A2.3 Notes added. A2.4 Moulding adjusted for Bedding (124) relocation. Notes added. Sales 110 revisions. A3.0 Revised for Bedding (124) & lamp wall relocations. Ceiling revision at Sales 1 10, Cash Wrap 109 and Cafe 108. Note added concerning additional framing for new gyp. bd. ceilings. A3.1 Health Department notes added. Ceiling plan adjusted. A3.2 Added details for roof /ceiling framing for new gyp. board ceiling installation. A4.0 No revisions. A4.1 Note added regarding expansion joint at entry element. A5.0 No revisions. A6.0 Added details 5 &6. Deleted plaque signage detail 7. Added new window to Detail 2. Existing tilt wall panel to be strong backed per similar new windows approved and installed previously. Deleted door no. 1 OOF from elevation. Revised plaster system control and expansion joints. Added finish and moulding profile details and notes. Revised sign colors and signage area calculations. A6.1 No revisions. • • A6.2 Added section 2. Added finish selection for manufactured stone. A6.3 Additional clarifications and notes. A6.4 (Sheet added) Truss coordination dimensions for fabrication. A7.0 Backsplash added to finish schedule. Door 124A revised. Door 100F deleted. Door 100J revised. Finish schedule revisions. A8.0 Adjusted for Bedding (124) relocation. Adjusted for Sales 110 revision. Adjusted for Cash Wrap 109 revisions. A8.1 Adjusted for Bedding (124) relocation. Adjusted for Sales 110 revision. Adjusted for Cafe 108 revisions. A8.2 Adjusted for Bedding 124 relocation. A8.3 -A8.6 No revisions. AE 1.0 Adjusted for Bedding 124 relocation. Adjusted for Sales 110 revision. Outlet location changes. Notes Added. • • AE1.1 Cafe (108) counter revision. (Additional outlet and cable box) Additional data outlets added to Customer Pick -Up Office (102) & Invoice Manager /D.C. Manager (103). Adjusted for cash Wrap 109 revision. AE 1.2 Adjusted for Bedding 124 relocation. Revised camera and door contact locations. Adjusted for Sales 110 and Cash Wrap 109 revisions. Revised Camera and door control locations. AHD1.0 (Sheet added) Cafe drawings prepared for Health Department submittal review. C1.0 Revised parking layout and landscape area clarifications. C1.1 • s Revised parking and landscape islands at entry. C1.2 (Sheet added) Landscape plan for separate submission for Administrative Design Review Board approvals. (Pending submission) C1.3 (Sheet added) Added information for asphalt paving and repair. C1.4 (Sheet added) Information for new exit door walks etc. for egress to existing grade conditions. r ]aimie Reavis - Re: FW: Ashley Tukwila Exterior Costs From: To: "Minnie Dhaliwal" , "Jaimie Reavis" , Date: 02/26/2010 4:51 PM Subject: Re: FW: Ashley Tukwila Exterior Costs No not at this time • Sent via BlackBerry from T- Mobile From: "Minnie Dhaliwal" < mdhaliwal @ci.tukwila.wa.us> Date: Fri, 26 Feb 2010 16:50:04 -0800 To: Jaimie Reavis <jreavis @ci.tukwila.wa.us >; <bill @regtexas.com >; <steve @regtexas.com> Subject: Re: FW: Ashley Tukwila Exterior Costs Bill, • Page 1 of 3 Based on your response below we understand that you are not replacing the roof, but is the roof replacement covered under "work by other ". Specifically is the landlord planning on replacing the roof? Minnie Minnie Dhaliwal rlanning jupervisor 1 City of Tukwila 1 206 -43 1 - 6 5 1 mdhaliwal @ci.tukwila.wa.us »> <bill @regtexas.com> 02/26/2010 4:19 PM »> Jaimie I believe Steve may be on a flight and unable to answer this. The roofing is the clerestory,related repairs and flashing,We are not replacing the roof or have a schedule to do so. The plans reflect the work we wish to permit. When can we expect the review to be complete? We have a very tight schedule and the delays are becoming costly. Thanks for your help and prompt attention to this.if you have amy questions please feel free to call me. Bill Wetterman Sent via BlackBerry from T- Mobile From: "Jaimie Reavis" <jreavis @ci.tukwila.wa.us> Date: Fri, 26 Feb 2010 15:51:04 -0800 To: <steve @regtexas.com> Cc: Minnie Dhaliwal<mdhaliwal @ci.tukwila.wa.us >; <bill @regtexas.com> Subject: Re: FW: Ashley Tukwila Exterior Costs Hi Steve, Thanks, RE ECIVED CITY 0P KW EA MAR 01 2010 PERMIT CENTER INCOMPLETE MPLETE Is the only work being done under the Roofing estimate the work for the clerestory portion of the roof? Do you know if the rest of the roof is planning to be replaced, and if so, do you know when this is planned, and do you have a cost estimate? file: / /C: \Documents and Settings \counter \Local Settings \Temp \XPGrpWise \4B87FC29tu... 03/01/2010 Jaimie Reavis Assistant Planner City of Tukwila Ph: (206) 431 -3659 »> "Steve Noto" <steve @regtexas.com> 02/25/2010 3:35 PM »> Jaimie, I am forwarding, for Bill Wetterman, a breakdown of the exterior costs for the exterior work of our Ashley Furniture Homestore project as per your request. Please see the itemized list below. The note regarding "to be done by others" is in reference to the restriping of the parking lot. Thanks, Steve Noto From: Joel Rohrs [mailto:JRohrs @rushforth.com] Sent: Thursday, February 25, 2010 4:12 PM To: Steve Noto Subject: Ashley Tukwila Exterior Costs Steve, Per your request, following is the breakdown for the work to be performed on the exterior of the building. Ashley breakout for exterior work Concrete /rebar $14,700 Structural Steel $10,000 Framing - Metal $29,000 Framing - Wood $5,800 Roofing $20,000 Electric $2,000 Stone $5,300 Stucco $42,850 Total $129,650 If you need anything else, please let me know. Joel D. Rohrs Vice President RUSHFORTH CONSTRUCTION CO., INC. AN ADOLFSON & PETERSON COMPANY 6021 -12th Street East Tacoma, WA 98424 25 319 2 2- 1 }A,)125”77 =0A36 (m) 1 253 -922 -2089 (f) jrohrs @rushforth.com • • Information from ESET NOD32 Antivirus, version of virus signature database 4515 Page 2 ofi. 1 file: / /C:1Documens and Settings counter\Local Settings \Temp\XPGrpWise14B87FC29tu... 03/01/2010 • 1 The message was checked by ESET NOD32 Antivirus. http: / /www.eset.com Page 3 of 3 file: / /C: \Documents and Settings \counter \Local Settings \Temp\XPGrpWise \4B87FC29tu... 03/01/2010 February 10, 2010 Bill Wetterman 524 North Lamar Suite 204 Austin, TX 78703 Dear Mr. Wetterman, Bill Rambo Permit Technician Enclosures File: D09 -213 • CityofTtt:.,villa Department of Community Development RE: Letter of Incomplete Application # 1 to Correction Letter #1 Development Permit Application D09 -256 Ashley Furniture - 17601 Southcenter Py If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, 2 - CULAir P ' W:\Permit Center \Incomplete Letters\2009\D09- 256 Inc Ltr #1 to Corr Ltr # 1.DOC wer Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you that your correction letter #1 received at the City of Tukwila Permit Center on February 8, 2010 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Planning Department: Jaimie Reavis at 206 431 -3659 if you have any questions concerning the following comments. 1) Provide an itemized list of costs for all exterior improvements. Also provide a list of additional work, noted as "to be done by others" that will be included as part of another permit. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard, Suite #100 © Tukwila, Washington 98188 • Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 1 16 architects & urbanists February 4, 2010 Dear Ms. Reavis, Block 16 Architects AL DERMAN 1 PACCONE 1 BISHOP 1 NAIIEY 207 San Jacinto Blvd. Suite 301 Austin, Texas 78701 512.916.0041 (v) 512.916.0051 (t) City of Tukwila Washington Department of Community Development 6300 Southcenter Blvd, Ste. 100 Tukwila, Washington 98188 Attention : Jaimie Reavis , Planning Reviewer. Re: Planning Division Review Comments Permit # D -09 -256 Ashley Fumiture Homestore. 17601 Southcenter Parkway Tukwila, Washington 98188 The following letter is offered for your use in response to planning division comments issued December 14, 2009 for the above referenced project. 1. The site plan (Sheet C1.0) shows three new landscaped islands which will be constructed within the parking lot. Please submit a landscape planting plan showing the species of plantings, planting patter, spacing of the plantings, and planting details according to the requirements listed in section 18.52 of the Tukwila Municipal Code. If new landscaping is proposed for the other areas of the site, make sure to include those plantings on the landscape planting plan. Response: The proposed landscape islands have been removed for the drawings. Striped areas to define parking spaces, drive lanes and required fire department turning radiuses have been incorporated. Refer to revised sheets C1.0 and C1.1. 2. Tukwila's Interior Parking Lot Landscaping Requirements (TMC 18.52.035) require a minimum of one evergreen or deciduous tree per landscape island with the remaining area of the island to contain a combination of shrubs, living groundcover, and mulch. Also be sure to include in the landscape plan (or as a separate irrigation plan) how the plantings will be watered within landscape islands and any other areas where new landscaping is proposed. Response: Refer to response above. Comment is no longer applicable. CORRECTION LTR#. 1 Doi- 2S& RECEIVED FEB 08 2010 PERMIT CENTER • • 3. Separate sign permits must be obtained for an signage that is visible from the public right -of- way, including the signage shown for the building facade on sheet A6.0 Response: The Tenant will submit the required drawings for a separate sign permit prior 1 :o sign construction. 4. To meet ADA requirements, insure that sidewalk areas are a minimum of 44 inches wide where columns wider than 24 inches protrude into the new concrete walk area (see redlined plan sheet). Best Regards, Response: The dimension from the face of the column bases to the face of walk have been added to the drawings for clarification. Refer to revised sheet C1.1. uart M. Al • ermalti, Architect of record Washington state registration #8275 P f C0 i 16 architects & urbanists February 1, 2010 Dear Mr. Johannessen, CORP E - r LTR� • • Block 16 Architects ALDERMAN 1 PACCONE 1 SI$HOP 207 San Jacinto Blvd. Suite 301 Austin. Texas 78701 512.916.0041 (v) 512.916.0051 (t) Re: Permit Review Comments Permit # D -09 -256 Ashley Furniture Homestore. 17601 Southcenter Parkway Tukwila, Washington 98188 City of Tukwila Washington Department of Community Development 6300 Southcenter Blvd, Ste. 100 Tukwila, Washington 98188 HAILEY Attention : Mr. Allen Johannessen, Plans Examiner. The following letter is offered for your use in response to building permit comments issued December 10, 2009 for the above references project. Comment: 1: The clerestory roof (A6.1) shows R -21 insulation for the roof system. The insulation is shown to be installed to the underside of the roof. A minimum of 1 inch of air space shall be provided between the insulation and the roof sheathing. Blocking shall be arranged so as not to interfere with the movement of air. Provide a specific detail for the roof insulation installation. Provide details for insulation airspace venting from eves and out to the roof ridge vent. (IBC 1203.2 & 2006 Washington State Energy Code (WSEC) 313.2) Response: The clerestory roof has been redesigned to conform to insulation requirement. The roof system and roof pitch have been changed. The revised roof system is to consist of a minimum R -21 polyisocyanurate rigid board insulation installed on the top of the roof sheathing. A 45 mil mechanically attached TPO roof membrane has been shown in lieu of the metal roof previously shown. A minimum a 10 s.f. total of free air vent area has been added in the gypsum board ceiling attached to the bottom chord of the wood roof trusses in order to provide adequate ventilation and temperature control of the above ceiling area. The venting is to consist of aluminum grilles mounted evenly space along the perimeters of the clerestory ceiling. Refer to revised drawings A6.1 ,A6.2 and additional drawing A4.1I Schematic Roof Plan. The comment is no longer applicable D09- 25b RECEIVED FEB 08 2010 PERMIT CENTER • • Comment 2: The proposed roof insulation is shown to be R -21, which complies with "All Other Roofs" section per the WSEC Table 13-1. However this is a roof over attic with at least 30 inches or more of clear space from the top of the bottom truss cord to the underside of the roof sheathing. Therefore R -30 insulation shall be required. A "vapor retarder" shall be installed on the warm side of the insulation. The other option would be to provide a "component Performance Building Envelope Option" evaluation with calculations, to show R -21 and other building elements meet current energy codes. Revise plan as necessary to meet energy code requirements for the building's insulation. Provide a completed Washington State Non - residential Energy Code Compliance from (zone 1), available online http : / /www.neec.net/energy- codes. (WSEC 1313.12, Table 13 -1 foot note #3 & Section 1330) Response: Refer to comment 1 response above. Comment 3: In addition to item's 1) and 2), the construction of that roof systems shows drywall installed at the bottom cord of the truss creating the above attic. It is assumed the attic shall be provided with fire sprinklers which would possibly be the reason for the insulation against the roof deck to prevent sprinklers from freezing. However the plan also shows louvered vents at each end of the attic which would defeat the purpose of insulation above, and increase the building energy consumption or loss; resulting in noncompliance with energy codes. Please provide clarification for the roof construction concerning and the fire sprinkler placement with clarification or revision for the attic louvers. Response: Refer to comment 1 response above. Comment 4: Show type of perimeter supporting enclosure angle and seismic joint with details. Typically the width of the perimeter supporting closure angle shall be not less than 2- inches. For ceiling areas exceeding 2500 square feet, a seismic separation joint or full height wall partition that breaks the ceiling shall be provided. Provide plan details for seismic joint and wall angle application. (ASCE Standards 9.6.2.6.2.2.) Response: A ceiling expansion joint has been added in the ceiling of Bedding, Room 124 dividing the ceiling into two areas of 2,016 S.F. and 2,113 S.F respectively. There are no other suspended acoustical ceiling areas in excess of 2,500 S.F. Refer to Sheet A 3.0 for location. Refer to added sheet A 3.2 seismic installation requirements and details for the suspended acoustical ceilings. Comment 5: Barrier free cabinets shown on do not meet barrier free knee clearance requirements. The code requires 11 inches from the front at the 9 inch height, tapered to 8" at the top. Revise plan to show knee clearance per Figure 306.3, 2003 ANSI. (ICC /ANSI A 117.1- 2003, 306.3.3) Response: Barrier free cabinet details have been revised to comply. Refer to revised details 4/A1.3, 14/A1.3, 4/A1.4, 13/A1.5 and 14/A1.5. Comment 6: Show an 18 inch vertical grab bar above the horizontal grab bar by the toilet. (ANSI 604.5.1) Response: An 18" grab bar has been added to the work. Refer to revised details 2/A1.4, 3/A1.4, 6/A1.4, 9/A1.5 and 11/A1.5. • • Comment 7: Provide elevation section details for the new walls including existing wall construction that identifies all components and specifications for each type of wall construction. Specify how walls shall be seismically secured and show wall to roof or ceilings to wall connections. Floor plan shall identify sheer walls and rated walls with design specification file number as applicable. F'rovide wall key -note references on the floor plan walls keyed to the individual wall construction details. Response: Sheets have been added showing all interior wall elevations including heights, wall details and furr down details. Refer to sheet A/8.0 Wall Key Plan, Wall Elevation sheets A8.1 and A8.2 and Wall and Furr Down Details sheets A8.3, A8.4 and A8.5. A8.6 Comment 8: Provide plans that identify new mechanical HVAC systems or alterations /additions to the existing mechanical system. The building envelope shall meet current energy code requirements (separate mechanical permit required). Provide a completed Washington State Non- residential Energy Code Compliance "Mechanical Summary" form for the mechanical HVAC system (zone 1), available online http: / /www.neec.net/energv- codes. Response: Existing HVAC units are existing and are to remain. Minor additions or deletions to duct drops may be required due to new work. All work associated with these drops will to be submitted and permitted by others at a later date. Comment 9: Provide a roof plan that identifies locations of roof drains, roof slope and details for roof drains with over flow if applicable. Response: A roof plan has been added indicating the configuration of the existing and additional roof areas. Locations of existing roof drains, overflow drains and all roof slopes have been indicated. In addition a gutter and downspout system has been added to the exterior wall of the existing building to capture water overflow for areas which do not currently have a roof overflow system. Refer to new Schematic Roof Plan sheet A4.1 and revised exterior elevations sheets A6.0 and A6.1 showing the addition of gutter and downspouts. Comment 10: The plans show dotted lines with what appears to be columns and beams with no clear description between grid 5 and 7 from grid D to J. please provide a plan and elevations detail with a description of what the lines represent. Response: The dashed lines indicate the extent of new interior furr downs. Refer to drawings provided as noted under comment 7 response for clarification of the extent of new furr downs. In addition the cover sheet A0.0 has been updated to reflect additional drawing sheets. Best Regards, Stuart M. Alderman, Architect of record Washington state registration #8275 1 December 16, 2009 Bill Wetterman 524 North Lamar - Suite 204 Austin, TX 78703 RE: CORRECTION LETTER #1 Development Permit Application Number D09 -256 Ashley Furniture —17601 Southcenter Py Dear Mr. Wetterman, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Planning Department: Jaimie Reavis at 206 431 -3659 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. I have also enclosed a Non - Residential Sewer Use Certification that must be completed prior to issuance of the permit. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenzer service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No D09 -256 W:\Permit Center \Correction Letters\2009\D09 -256 Correction Letter #1.DOC wer • City of Tu Department of Community !? evelopment Jack Pace, Director - ?):(1P Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 o Tukwila, Washington 98188 o Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 f • • Building (Division Review Memo Date: December 10, 2009 Project Name: Ashley Furniture Permit #: D09 -256 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The clerestory roof (page A6.1) shows R -21 insulation for the roof system. The insulation is shown to be installed to the underside of the roof. A minimum of 1 inch of airspace shall be provided between the insulation and the roof sheathing. Blocking shall be arranged so as not to interfere with the movement of air. Provide a specific detail for the roof insulation installation. Provide details for insulation airspace venting from eves and out to the roof ridge vent. (IBC 1203.2 & 2006 Washington State Energy Code (WSEC) 313.2) 2. The proposed roof insulation is shown to be R -21, which complies with "All Other Roofs" section per the WSEC Table 13 -1. However this is a roof over attic with at least 30 inches or more of clear space from the top of the bottom truss cord to the under side of the roof sheathing. Therefore R -30 insulation shall be required. A "vapor retarder" shall be installed on the warm side of the insulation. The other option would be to provide a "Component Performance Building Envelope Option" evaluation, with calculations, to show R -21 and other building elements meet current energy codes. Revise plan as necessary to meet energy code requirements for the building's insulation. Provide a completed Washington State Non - residential Energy Code Compliance form (zone 1), available on line http: / /www.neec.net/energy- codes. (WSEC 1313.1, Table 13 -1 foot note #3 & Section 1330) 3. In addition to item's 1) & 2), the construction of that roof system shows drywall installed at the bottom cord of the truss creating the above attic. It is assumed the attic shall be provided with fire sprinklers which would possibly be the reason for the insulation against the roof deck to prevent sprinklers from freezing. However the plan also shows louvered vents at each end of the attic which would defeat the purpose of insulation above, and increase the buildings energy consumption or loss; resulting in noncompliance with energy codes. Please provide clarification for the roof construction concerning and the fire sprinkler placement with clarification or revision for the attic louvers. 4. Show type of perimeter supporting enclosure angle and seismic joint with details. Typically the width of the perimeter supporting closure angle shall be not less than 2- inches. For ceiling areas exceeding 2500 square feet, a seismic separation joint or full height wall partition that breaks the ceiling shall be provided. Provide plan details for seismic joint and wall angle application. (ASCE Standards 9.6.2.6.2.2.) • • 5. Barrier free cabinets shown on do not meet barrier free knee clearance requirements. The code requires 11 inches from the front at the 9 inch height, tapered to 8" at the top. Revise plan to show knee clearance per Figure 306.3, 2003 ANSI. (ICC /ANSI A117.1 -2003, 306.3.3) 6. Show an 18 inch vertical grab bar above the horizontal grab bar by the toilet. (ANSI 604.5.1) 7. Provide elevation section details for the new walls including existing wall construction that identifies all components and specifications for each type of wall construction. Specify how walls shall be seismically secured and show wall to roof or ceilings to wall connections. Floor plan shall identify sheer walls and rated walls with design specification file number as applicable. Provide wall key -note references on the floor plan walls keyed to the individual wall construction details. 8. Provide plans that identify new mechanical HVAC systems or alterations /additions to the existing mechanical system. The building envelope shall meet current energy code requirements (separate mechanical permit required). Provide a completed Washington State Non - residential Energy Code Compliance: "Mechanical Summary" form for the mechanical HVAC system (zone 1), available on line http: / /www.neec.net/energy- codes. 9. Provide a roof plan that identifies location of roof drains, roof slope and details for roof drains with over flow if applicable. 10. The plans show dotted lines with what appears to be columns and beams with no clear description, between grid 5 and 7 from grid D to J. Please provide a plan and elevation detail with a description of what the lines represent. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • • PLANNING DIVISION COMMENTS DATE: December 14, 2009 APPLICANT: Bill Wetterman RE: D09 -256 ADDRESS: 17601 Southcenter Parkway Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. 1. The site plan (Sheet C1.0) shows three new landscaped islands which will be constructed within the parking lot. Please submit a landscape planting plan showing the species of plantings, planting pattern, spacing of the plantings, and planting details according to the requirements listed in section 18.52 of the Tukwila Municipal Code. If new landscaping is proposed for other areas of the site, make sure to include those plantings on the landscape planting plan. Tukwila's Interior Parking Lot Landscaping Requirements (TMC 18.52.035) require a minimum of one evergreen or deciduous tree per landscape island with the remaining area of the island to contain a combination of shrubs, living groundcover, and mulch. Also be sure to include in the landscape plan (or as a separate irrigation plan) how the plantings will be watered within landscape islands and any other areas where new landscaping is proposed. 2. Separate sign permits must be obtained for any signage that is visible from the public right -of -way, including the signage shown for the building facade on sheet A6.0. 3. To meet ADA requirements, ensure that sidewalk areas are a minimum of 44 inches wide where columns wider than 24 inches protrude into the new concrete walk area (see redlined plan sheet). December 14., 2009 • City of T Department of Community 1Slevelopment Jack Pace, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Ashley Furniture — D09 -256 17601 Southcenter Py Dear Mr. Swanson: Sincerely, Lsv ifer Marshall it Technician encl xc: Permit File No. D09 -256 W:\Permit Center\Structural Review\D09 -256 Structural Review.DOC • Please review the enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free to contact Brenda Holt at (206)431 -3672. Jim Haggerton, Mayor Page 1 of 1 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 ° Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 Reid iddleton January 28, 2010 File No. 262009.005/00202 • • Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard., Suite 100 Tukwila, WA. 98188 Subject: Building Permit Plan Review — Final Submittal Ashley Furniture (D09 -256) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Design drawings for metal - plate- connected wood trusses. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Installation of anchor bolts /rods in concrete: Continuous. 4. Installation of concrete adhesive anchors (e.g., Sheet S3.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES). 5. Fabrication and erection of structural steel: Periodic. 6. Structural welding of structural steel for single -pass fillet welds (maximum 5 /16- inch): Periodic. 7. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16- inch), where applicable: Continuous. 8. High - strength bolting of structural steel other than slip- critical: Periodic. 9. High - strength bolting of structural steel, slip- critical, where applicable: Continuous. Engineers Planners Surveyors Reid Middleton, Inc. 128134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila January 28, 2010 File No. 262009.005/00202 Page 2 The "red - lined" revisions noted below were made to the drawings with the concurrence of the structural engineer. The other sets of drawings should be reconciled in preparation for permit issuance. 1. Sheet S6.1. Revise Elevations 10/S6.1 and 12/S6.1, as shown. Enclosed are two sets of the revised structural drawings, one set of the original architectural drawings, structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Mi s a leton, Inc. Philip is razil, P.E., S.E. Senior Engineer • • Enclosures cc: Bill Wetterman (by e -mail) Stuart Alderman, Block 16 Architects (by e -mail) Troy Bean, DCI Engineers (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knbo: \plan review \tukwila \09 \t002r2.doc\PRB Reid iddleton Reid iddleton January 6, 2010 File No. 262009.005/00201 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 South center Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Ashley Furniture (D09 -256) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculation:; for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No comments. Architectural • 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 106.3.4.2. The following is a summary: a. Design drawings for metal - plate - connected wood trusses. Structural General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: RECE rIE JAN 07 2010 COMMUNITY DEVELOPMENT Engineers Planners Surz ey ars Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila January 6, 2010 File No. 262009.005/00201 Page 2 Foundation • • 2. Elevation 12/S3.1 and Detail 2/S3.1 reference the plan for beams between the strongback columns, but the foundation and framing plans do not appear to contain this design information. The drawings should be revised. Refer to page D8 of the calculations. 3. A 10'0 "x8'0 "x3'0" spread footing is specified on the foundation plan, Sheet S2.1, for each of end of the steel entry system, but a 12'0 "x9'0 "x3'0" spread footing is determined on page F12 of the calculations. The foundation plan should be revi sed. Vertical a. Concrete placement at concrete construction: Continuous; see also Section 1704.4. b. Reinforcement at concrete construction: Periodic; see also Section 1704.4. c. Installation of anchor bolts /rods in concrete: Continuous; see also Sections 1704.4 and 1707.1. d. Installation of concrete adhesive anchors (e.g., Sheet S3.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES); see also Section 1704.13. e. Fabrication and erection of structural steel: Periodic; see also Section 1704.3. f. Structural welding of structural steel for single -pass fillet welds (maximum 5 /16- inch): Periodic; see also Section 1704.3. g. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16- inch), where applicable: Continuous; see also Section 1704.3. h. High - strength bolting of structural steel other than slip - critical: Periodic; see also Section 1704.3. i. High - strength bolting of structural steel, slip- critical, where applicable: Continuous; see also IBC Section 1704.3, Section M5.4 of AISC 360 -05 and RCSC Section 9.3. 4. Detail 7/S5.1 is not clear. It specifies the strongback column as continuing to the steel beam above, but Elevation 12/S3.1 depicts it as terminating below the beam. A 3/8 "x15 "x27" steel plate is specified, but it is not depicted at Elevation 12/S3.1. Adhesive anchors appear to be intended for the connection of this steel plate to the existing concrete wall panel, but the detail does not specify their diameters and embedments as is done at Detail 3/S3.1. Detail 3/S3.1 is referenced for the strongback anchors, but this detail locates the uppermost pair 51 -1/2 inches below the top of the concrete wall panel and Detail 7/S5.1 does not specify their Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila January 6, 2010 File No. 262009.005/00201 Page 3 • • location. Such a location is not possible given the dimensions specified at the latter detail. Detail 7/S5.1 should be revised. 5. The dimensions of the strongback columns are not clear. At Elevation 12/S3.1, Detail 5/S3.1 is referenced at four columns and the plan is referenced for their dimensions. Detail 5/S3.1 depicts HSS 8x8 columns. The foundation plan, however (Sheet S2.1), specifies HSS 8x8x5/8 columns at only two of the four locations. The foundation plan should be revised. 6. A IUSA -3D analysis was apparently performed to determine the design loads for the heavy timber wood trusses. Output, but not input, was included in the calculations, preventing us from reviewing the design of the trusses. The input should be submitted for review. 7. The calculations for the connections of the heavy timber wood trusses typically assume a geometry factor, CA, of 1.0 (e.g., page C6). The end distances at the connection details are typically 4 bolt diameters (3 inches), which is adequate in compression but not adequate in tension. This requires 7 -bolt diameters (5-1/4 inches). The details should be revised. See IBC Section 2306.1 and Table 11.5.1B of AF &PA NDS -05. 8. The connection details for the heavy timber wood trusses on sheet S5.2 assume that the top and bottom chords will be single pieces of wood without splices. Please verify. Otherwise, details for splices at the top and bottom chords should be added to the drawings for review. 9. A reaction of 30.6 kips is reported on page B5 of the calculations for support of the wood roof beam at Grid D /5, but a design load of 28.0 kips is assumed on page B11 of the calculations for design of the supporting column. The calculations should be revised and resubmitted for review. The drawings may need to be revised. Please verify. Lateral 10. The orientation of the braces and columns at the foundation for the braced frames on Sheet S6.1 is not clear. Elevations 10 /S6.1 and 12/S6.1 depict the centerlines of the braces and columns intersecting at the top of the slab, but Detail 3/S6.1 specifies the intersection at the top of the footing some distance below the top of the slab. This is depicted, but not specified, at the elevations. The elevations should be revised. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila January 6, 2010 File No. 262009.005/00201 Page 4 11. A RISA -3D analysis was apparently performed to determine the design loads for the steel entry system. Neither input nor output was included in the calculations, preventing us from reviewing the design of the system. The input and output should be submitted for review. 12. The seismic force - resisting system for the steel entry system appear to be designed to comply with the provisions of Chapter 15 of ASCE 7 -05 for nonbuilding structures. Please verify. 13. A seismic force - resisting system of ordinary concentric braced frames is used for the steel entry system. Such a system is not compatible with the seismic force - resisting system of the building due to the limitations on horizontal combinations, but is possible if an adequate seismic separation is provided between the two systems. The drawings and calculations, however, do not take this into consideration. Calculations verifying the requirements for the separation and revised drawings specifying the separation should be submitted for review. See IBC Section 1613.1 and Sections 15.1, 12.2.3.2 and 12.12.3 of ASCE 7 -05. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Please contact us if you have questions or need additional clarification. Sincerely, Reid iddleton, Inc. Phi p Brazil, P.E., S.E. Senior Engineer knb \o: \plan review \tukwila \09 \t002r1.doc\PRB • • cc: Bill Wetterman (by e -mail) Stuart: Alderman, Block 16 Architects (by e -mail) Troy Bean, DCI Engineers (by e -mail) Brenda Holt, City of Tukwila (by e -mail) Reid iddleton Cost per Trip All Other Uses Commercial - Retail Shopping Center u to 9,999 sg ft 10,000 sq ft- 49,999 sq ft 50,000 sq ft- 99,999 sq ft 100,000 s ft- 199,999 sq ft 200,000 s ft- 299,999 s ft 300,000 sq ft- 399,999 sq ft over 400,000 sq ft Miscellaneous Retail Sales Supermarket Convenience Market Nursery/Garden Center Furniture Store Car Sales - New /Used Auto Care Center Quick Lubrication Vehicle Sho Auto Parts Sales Pharmacy (with Drive Through) Pharmacy (no Drive Through) Free Standinc Discount Store Hardware /Paint Store Discount Club Video Rental Home Improvement Superstore Tire Store Electronics Superstore Commercial - Office Administrative Office up to 9,999 sq ft 10,000 sq ft- 49,999 sq ft 50,000 sq ft- 99,999 sq ft 100,000 sq ft- 199,999 sq ft 200,000 sq ft- 299,999 sq ft over 300,000 sq ft Medical Office /Clinic GLA= Gross Leasible Area GFA= Gross Floor Area VFP= Vehicle Fueling Positions (Maximum numb r of vehicles that can be fueled simultaneously) 7 FI c ,L �'II G T P• G5 q q P P q Unit of Measure sq ft/GLA sq ft/GLA sq ft/GLA sq ft/G LA sq ft/GLA sq ft/GLA sq ft/GLA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GLA Service Bay sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/GFA Service Bay sq ft/GFA sq ft/G FA sq ft/GFA sq ft/GFA sq ft/GFA sq ft/G FA sq ft/GFA sq ft /GFA Zone 1 $1,736.801 $1,357.77 $1,061.20 $819.38 $4.18 $3.51 $3.03 $2.61 $2.38 $2.82 $3.17 $3.17 $7.73 $14.39 $2.62 $0.22 $4.56 $2.62 $2,899.10 $3.34 $3.44 $3.36 $3.13 $2.66 $3.13 $4.88 $1.33 $1,938.32 $3.11 $8.10 $8.10 $4.70 $3.56 $3.10 $2.91 $6.29 Zone 2 $3. $2.75 $2.37 $2.04 $1.86 $2.21 $2.48 $2.48 $6.04 $11.25 $2.05 $0.17 $3. $2.05 $2,266.42 $2.61 $2.69 $2.63 $2.44 $2.08 $2.44 $3.82 $1.04 $1,515.31 $2.43 $6.33 $6.33 $3.67 $2.78 $2.43 $2.27 $4.91 Zone 3 $2.55 $2.15 $1.85 $1.59 $1.45 $1.72 $1.94 $1.94 $4.72 $8.79 $1.60 $0.13 $2.79 $1.60 $1,771.37 $2.04 $2.10 $2.05 $1.91 $1.62 $1.91 $2.98 $0.81 $1,184.33 $1.90 $4.95 $4.95 $2.87 $2.17 $1.90 $1.78 $3.84 Zone 4 $1.97 $1.66 $1.43 $1.23 $1.12 $1.33 $1.49 $1.49 $3.64 $6.79 $1.24 $0.10 $2.15 $1.24 $1,367.73 $1.58 $1.62 $1.58 $1.47 $1.25 $1.47 $2.30 $0.63 $914.45 $1.46 $3.82 $3.82 $2.22 $1.68 $1.46 $1.37 $2.97 Land Uses Attachment A Traffic Impact Fee Schedule 2007 DOQ- 25'6 ICI, 406, 4 � .ifs 12 //qd Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 25 ZURICH AMERICAN INS CO GL534464905 03/01/2009 03/01/2011 01/01/1980 Expired $2,000,000.00 03/01/2010 24 VALLEY FORGE 20889497 03/15/2008 03/15/2009 06/30/2006 $1,000,000.00 03/10/2008 23 VALLEY FORGE INS CO 2095998662 03/15/2007 03/15/2008 $1,000,000.00 03/23/2007 22 NATIONAL FIRE INS CO 2088949497 03/15/2006 03/15/2007 $1,000,000.00 03/15/2006 21 LIBERTY SURPLUS INS EGLSF079545015 03/15/2005 03/15/2006 $1,000,000.0003 /14/2005 20 AMERICAN SAFETY INDEMNITY CO XG10340020011 03/15/2003 03/15/2005 $2,000,000.0003 /14/2004 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 SAFECO INS CO 01= AMERICA 6378756 06/30/2006 Until Cancelled 01/01/1980 Expired $12,000.00 06/22 /2006 4 OHIO CAS INS CO 2491732 03/15/2002 Until Cancelled 06/30/2006 $12,000.0003/07 /2002 Name Role Effective Date Expiration Date Rushforth, Randy G &Nbsp; 01/01/1980 Status Nakamura, Kim W &Nbsp; 01/01/1980 General Skinner, Judith L &Nbsp; 01/01/1980 Expired License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status TEAMTIL990BD Team Tacoma I ii Lk Construction Contractor General Unused 1/4/2001 3/2/2005 Expired Contractors or Tradespeople P}ier Friendly Page General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Rushforth Constr Co Inc UBI No. 600024538 Phone 25:9221884 Status Active Address 6021 12Th St E Suite 100 License No. RUSHFC'305R1 Suite /Apt. License Type Construction Contractor City Tacoma Effective Date 12/21/1970 State Wa Expiration Date 3/27/2011 Zip 984241399 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company her Associated Licenses Business Owner Information Bond Information Assignment of Savings Information No records found for the previous 6 year period Insurance Information Summons /Complaint Information Summons / Complaint 1 Cause Number 082423468SEA Tax Warrant Id Plaintiff GSF I County KING Complaint Date 12/11/2008 Complaint Amount $265,524.42 https://fortress.wa.gov/lni/bbip/Print.aspx Page 1 of 2 03/16/2010 INTERIOR RENOVATION FOR ASHLEY FURNITURE OMEST�RE 17601 SOUTHCENTER PARKWAY SUITE 100 TUKWILA, WASHINGTON 98188 SYMBOLS XX XX. XXX XXX ELEVATION SYMBOL SECTION /DETAIL SYMBOL WALL TYPE SYMBOL WINDOW SYMBOL ROOM NAME & NUMBER SYMBOL DOOR NUMBER SYMBOL COLUMN LINE DESIGNATION LEGAL DESCRIPTION KING COUNTY TAX ASSESSOR'S PARCEL # 3523049087 THAT PORTION OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID NORTHEAST QUARTER OF THE NORTHWEST QUARTER; THENCE N 87° 45'57" W ALONG THE NORTH LINE OF SAID NORTHWEST QUARTER A DISTANCE OF 481.05 FEET TO THE WESTERLY MARGIN OF SOUTHCENTER PARKWAY; THENCE S 11° 59'33" E ALONG SAID WESTERLY MARGIN A DISTANCE OF 41.27 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING S 11 °59'33" E ALONG SAID WESTERLY MARGIN A DISTANCE OF 571.41 FEET; THENCE S 42 °30'27" W A DISTANCE OF 280.99 FEET; THENCE S 47° 29'33" E A DISTANCE OF 23.25 FEET; THENCE 8 42 30'27" W A DISTANCE OF 45.,50 FEET; THENCE N 47 °29'33" W A DISTANCE OF 23.25 FEET; THENCE S 42 ° 30'27" W. A DISTANCE OF 127.05 FEET; THENCE N 52° 44'03" W A DISTANCE OF 642.69 FEET; THENCE N 42 30'27" E A DISTANCE OF 695.97 FEET; THENCE S 87.45'57" E A DISTANCE OF 229.11 FEET TO THE TRUE POINT OF BEGINNING. CONTAINING 432,350 SQUARE FEET OR 9.93 ACRES. TOGETHER WITH AN EASEMENT FOR SANITARY SEWER PURPOSES OVER THE WEST 10 FEET OF THE EAST 25 FEET THEREOF PARALLEL TO SOUTHCENTER PARKWAY. GENERAL NOTES: FIRE SUPPRESSION 1. THE GENERAL CONTRACTOR IS TO OBTAIN THE SERVICES OF A LICENSED ENGINEER FOR MODIFICATIONS AND ADDITIONS TO THE EXISTING FIRE SPRINKLER SYSTEM AS REQUIRED BY NEW WORK. VERIFY LOCATIONS, SPACING , AND NUMBER OF EXISTING FIRE SPRINKLER HEADS PRIOR TO COMMENCING DESIGN OR MODIFICATIONS TO THE EXISTING SYSTEM. DESIGN AND SUPPLY NEW DRY PIPE SPRINKLER SYSTEM AT NEW CUSTOMER PICK -UP CANOPY. REF. SHEET A6.0. INSTAL /ADD SEISMIC BRACING AT ALL FIRE SPRINKLER SYSTEM PIPING AS REQUIRED BY CODE. 2. VERIFY EXISTENCE OF DUCT SMOKE DETECTORS AT EXISTING HVAC UNITS AS REQUIRED BY CODE. ADD /MODIFY SMOKE DETECTION SYSTEMS AS REQUIRED. m /5\ OWNER: SEATTLE FURNITURE PARTNERS 1431 FM. 1101, NEW BRAUNFELS, TEXAS 78130 CONTACT: BILL WETTERMAN PHONE: 830 - 515 -1334 INDEX OF DRAWINGS A0.0 COVER SHEET A0.1 EGRESS PLAN A1.0 FLOOR PLAN A1.1 FLOOR PLAN DETAILS A1.2 FLOOR PLAN DETAILS A1.3 FLOOR PLAN DETAILS A1.4 FLOOR PLAN DETAILS A1.5 F 0•' P ' T A2.1 A2.2 A2.3 A2.4 A3.0 31 A3.2 SUSPENDED CEILING SEISMIC NOTES 0 A4.1 ROOF PLAN F C A A 6.0 A 6.1 A 6.2 01.0 1.0 WALL FINISH PLAN DETAILS FLOOR FINISH PLAN FLOOR FINISH PLAN DETAILS MOLDING PLAN REFLECTED CEILING AND LIGHTING PLAN LAN DETAILS CT ANS ELEVATIONS SECTIONS SECTIONS TRUSS REVISIONS A8.0 INTERIOR WALL TYPES, ELEVATIONS, AND DETAILS A8.1 INTERIOR WALL TYPES, ELEVATIONS, AND DETAILS A8.2 INTERIOR WALL TYPES, ELEVATIONS, AND DETAILS A8.3 INTERIOR WALL TYPES, ELEVATIONS, AND DETAILS A8.4 INTERIOR WALL TYPES, ELEVATIONS, AND DETAILS A8.5 INTERIOR WALL TYPES, ELEVATIONS, AND DETAILS A8.6 INTERIOR WALL TYPES, ELEVATIONS, AND DETAILS r n • 6 L 0 0 AE1.1 ARCHITECTURAL POWER FLOOR PLAN DETAILS AE1.2 ARCHITECTURAL SCHEMATIC SECURITY PLAN AHD1.0 HEALTH DEPARTMENT RESPONSE SHEET T;1 01.2 PLANTING DETAILS . . , r 1 - C1.4 EXIT DETAILS N PROPO ED SITE PLAN S1.1 STRUCTURAL GENERAL NOTES S1.2 STRUCTURAL GENERAL NOTES 81.3 STRUCTURAL GENERAL NOTES S2.1 STRUCTURAL FOUNDATION PLAN S2.2 STRUCTURAL LOW ROOF FRAMING PLAN S2.3 STRUCTURAL HIGH ROOF FRAMING PLAN S2.4 STRUCTURAL CANOPY PLAN AND DETAILS S3.1 STRUCTURAL ELEVATIONS AND DETAILS S4.1 STRUCTURAL FOUNDATION DETAILS 55.1 STRUCTURAL FRAMING DETAILS S5.2 STRUCTURAL FRAMING DETAILS S5.3 STRUCTURAL FRAMING DETAILS S 6.1 STRUCTURAL BRACE FRAME ELEVATIONS & DETAILS S7.1 STRUCTURAL COLD FORMED STEEL DETAILS S7.2 STRUCTURAL COLD FORMED STEEL DETAILS PLANNING APPROVED • No changes 'can be made to these plans without approval from the tanning Division of DCD Approved By: Date: SEPARATE PERMIT REQUIRED FOR: L7 Mechanical ,E lectrical numbing [[was Piping City of Tukwila BUILDING DIVISION 1 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 7 2010 A -7 U1( City of Tukwila BUILDING DIVISION No changes shall i be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees, BUILDING DATA ISSUE FOR PERMITTING AND CONSTRUCTION: 12/03/2009 REISSUED REVISIONS AND CLARIFICATIONS: 07/07/2O1OREVISIOI'kH Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any :. opted code or ordinance. Receipt of approved R= .-. d ndition is acknowledged: By Date: FILE C , s PY IM City Of "l�ukwila BUILDING DIVISION APPLICABLE CODES BUILDING CODE: ELECTRICAL CODE: ENERGY CODE: MECHANICAL CODE: PLUMBING CODE: FIRE CODE: OCCUPANCY CLASSIFICATION: INTERNATIONAL BUILDING CODE- 200 6 EDITION WITH ADOPTED AMENDMENTS NATIONAL ELECTRIC CODE - 2005 EDITION WITH ADOPTED AMENDMENTS WASHINGTON STATE ENERGY CODE WITH ADOPTED AMENDMENTS INTERNATIONAL MECHANICAL CODE 2006 EDITION WITH ADOPTED AMENDMENTS UNIFORM PLUMBING CODE 2006 EDITION WITH ADOPTED AMENDMENTS INTERNATIONAL FIRE CODE 2006 EDITION WITH ADOPTED AMENDMENTS OCCUPANCY GROUP M MERCHANTILE GROUP S -1 STORAGE TYPE OF CONSTRUCTION: TYPE 3 -B FULLY SPRINKLED FIRE PROTECTION: FULLY SPRINKLED NOTE: CONTRACTOR IS TO PROVIDE FIRE EXTINGUISHERS RATING 2A,10BC AT LOCATIONS AS DIRECTED BY THE FIRE OFFICIAL. MAXIMUM 75 ' TRAVEL DISTANCE BETWEEN FIXTURES. CABINETS AS SELECTED BY OWNER BUILDING AREA: NEW RETAIL FINISHOUT• 65,495 S.F. EXISTING WAREHOUSE (NO WORK SCHEDULED). 89,866 S.F. TOTAL BUILDING AREA • 155,3 61 S.F. TOTAL FINISHOUT AREA THIS PERMIT. 65,495 S.F. *NOTE: ALL WORK TO MEET ADA & WASHINGTON STATE HANDICAP REQUIREMENTS AS APPLICABLE. VICINITY MAP crAFZMnIA JUL 08 2010 PERMIT CENTER ARCHITECT OF RECORD: X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT STUART OF WASHINGTON r ,JUL 06 2: ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: A6 -22- I O REVISIONS 12/03/2009 07/06/2010 REVISIONS: A2- I - I 0 PERMIT COMMENTS A4 -22- I 0 REVISIONS A4 - I 0 CLARIFICATIONS G -8 -1 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: COVER SHEET SHEET NUMBER: A0.0 ROOM NUMBER(S) AREA OCCUPANT PER SQUARE OOT NUMBER OF OC UPANT 100, 1 1 125, 1 26 31,648 S.F. 1/30 1,055 101 192 S.F. 1/300 1 102 389 S.F. 1/100 4 103 219 S. F. 1/100 3 104, 106 1 , 1 24 S.F. 1/15 75 105, 110 4165.F. 1 /100 5 107, 1 1 I , 1 1 2 315 S.F. 1/100 4 108 364 S.F. 1 /100 4 109 320 S.F. 1/100 4 1 13 5,142S.1. 1/30 172 15, 11 6 3,801 S.F. 1/30 127 1 17 1 1 ,717 S.F. 1/30 391 1 18 2,019 S.F. 1/30 68 1 19 3,069 S.F. 1/30 103 120 288 S.F. 1/100 3 121 931 S.F. 1/15 63 122 221 S.F. 1 /100 3 123 191 S.F. 1 /100 2 124 4 267 S.F. 1/30 143 127 51 S.F. 1/300 1 128 28 S.F. 1/300 1 CORRIDOR 307 S.F. 1 /100 4 TOTAL 2,236 TOTAL OCCUPANTS INCHES PER OCCUPANT INCHES REQUIRED INCHES PROVIDED 2,236 0.15" 335.4" 340" 9 ■z TRUE NORTH PLAN NORTH OCCUPANCY CALCULATIONS OVERALL EGRESS CALCULATION NOTE: THIS DRAWIN EXHIBIT 15 FOR INDICATION OF MAXIMUM SCHEMATIC TRAVEL DISTANCE COMPLIANCE ONLY. EMERGENCY EXIT LIGHTING 15 SHOWN ON SHEET A3.0. i 60' -6" ENTRY r'_811u_ .._ 8' -10" 2' -8" r 5115' SALES / SALES 113 N 43' -10" 43' -0" ELECTRONICS EGRESS PLAN SCALE: 1 /16" =1' -0" EXIfT. ELEC. W?/ = , «P 2 I' - 0 "= REVISION NO1t bOcie 2_5( CC) R EVIOWED FOR CODE COMPLIANCE APPROVED AUG 2 7 MO C i of Tukwila BUILDING DIVISION OFFICE 1122 OFFICE • I 123 I 4. l21. RECEIVED CITY OF TUKWILA JUL 08 2010 PERMIT CENTER ARCHITECT OF RECORD: X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 8275 REGISTERE ARCHITE ALDERMA OF WASHING JUL 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2 -1 1 -10 CLARIFICATIONS A3 -22 -10 REVISIONS ,6 -8 -10 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: SHEET NUMBER: A0.1 r 12/03/2009 07/06/2010 EGRESS PLAN * �� TRUE NORTH PLAN NORTH GENERAL NOTES: 1. ALL VIGNETTE WALLS TO BE 6" MTL. STUD FRAMING W/ $" TYP 'X' GYP. TAPE, FLOAT, TEXTURE, & PAINT UNLESS NOTED OTHERWISE. FRAMING AROUND COLUMNS WITHIN VIGNETTE WALLS TO BE 3a" MTL. STUD FRAMING. 2. ALL OTHER WALLS TO BE 6" MTL. STUD FRAMING W/ $" TYPE 'X' GYP. TAPE, FLOAT, TEXTURE, & PAINT UNLESS NOTED OTHERWISE. 3. ALL EXISTING EXTERIOR WALLS AT CONDITIONED SPACES ARE TO BE FURRED & INSULATED TO THE UNDERSIDE OF EXISTING DECK EXCEPT IN CLEARANCE (ROOM 117) REAR TILT WALL. INSULATION TO BE 32" MIN. R -13 FIBERGLASS BATT INSULATION. REUSE EXISTING WALL STUD FRAMING WHERE AVAILABLE & INSTALL NEW STUD FURRING AS REQUIRED. PROVIDE 1" CLEARANCE FROM FACE OF STUD TO FACE OF EXISTING CONCRETE PILASTERS FOR CONDUIT ETC. 4. PROVIDE STEEL COLUMN IN ALL UNSUPPORTED ENDS OF VIGNETTE WALLS AS PER 4/A1.5 5. ALL NEW WALLS (EXCEPT VIGNETTE WALLS) ARE SHOWN HATCHED TYPICAL. PATCH REPAIR AND FINISH EXISTING WALLS TO REMAIN. 6. ALL DIMENSIONS ARE SHOWN TO EDGE OF FRAMING. A8.0 F 8. PUBLIC HEALTH - SEATTLE & KING COUNTY INSPECTION REQUIRED ON COMPLETION OF WORK PRIOR TO OPENING. 9. NO CHANGES WILL BE MADE WITHOUT HEALTH DEPARTMENT APPROVAL. •, 6 7. SEE SHE R WALL DETAILS. j, ,uiiiiiuiiuiiu ,uii,`Il.ii,,,uuuiiuiiiuii ,n T,•l 1 ■ 33' -24° ENTRY REFER TO SHEET A8.0 FOR ADDITIONAL VIGNETTE WA _L INFORMATIO 2' -7/2" EXIST. EL CTR CAL PANEL TO REMAIN, VERIFY LOCATION I /A 1 .3 1 KEFER TO SHEET A8.O FOR ADDITIONAL VIGNETTE WALL INFORMATION 312'-3. SALES SALES Ri FER TO SHEET A8.0 FOR ADDITIONAL VIGNETTE WALL I VFORMATION 1C0AI.2 REFER TO SHEET A8.0 FOR ADDITIONAL VIGNETTE WALL INFORMATION REFER TO SHEET A8.0 FOR ADDITION L VIGNETTE ALL INFORMATI N ELECTRONICS KIDS AREA aEI M ■■ ■� 1 1 ■■■■ ■I1■■ ■ ■ 111 ■Id1■■ MO MI ■I1■► .v4 • • 66' -9" 1/A1.2 RE ER TO SHEET A8.0 FOR DDITIONAL VIGNETTE WALL (INFORMATION 1STING S11u u■■111111■■■■■ ■11 t0 ■■1111■■■■■ •0 nu■r---i•uun ii ..1illiiii I■ ■11111111•••••11 ■ ■1111111111■■■■ 1 BEDDING CLEARANCE 66I-4" OFFICE OFFICE A • .V,,,,,,,,i , / //Viii i i,iiiwww.iz.v... vi i,i. .ii i i,i i .iiiii iii�.•iiiiiiiiicez.v i.....iiw....,:i iiii ,ii iii/ //////i/// /// , % iii ./...S,,,,,,,,,Viii/// i,ii i /,iii • • .S.,, , , i /,/Viii iii i VZZ/Z,,,, i / / • . i /////////// / i / /,/Viii V,ZZA Z/ZZA VA.VAIZAViiii W////////////// //",.. iii. • STIN E STING SI1u ' R U) 0 O O o FLOOR PLAN SCALE: 1 /16" =1' -0" ELEC BEVISION NO. p• 25 a REVIEW OR CODE CO - DANCE APPROVED AUG 2 2010. City of Tukwila BUILDING DIVISION ECEIV CIN R OFTU IA JUL 0 8 2010 PERMIT CENTER I AI.I ARCHITECT OF RECORD: 0812 A1. X16 architects & urbanists 207 SAN JACINTO BLVD. SUn:E 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 8275 DATE ISSUED: PRINT DATE: SHEET NUMBER: REGISTERED ARCHITECT STUAR St OF WASHINGTON JUL 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 07/06/2010 REVISIONS: /2\ I I — I 0 CLARIFICATIONS A3-22-10 REVISIONS A4 -22- I 0 REVISIONS A4 -28 -10 CLARIFICATIONS A6 -8- I 0 REVISIONS AG -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: FLOOR PLAN 1' .Z r TRUE NORTH PLAN NORTH BLUE #7 I I LILAC #2070 -30 PERENNIAL #405 O PEONY #2079 -30 3' -10" 3' -O" 6 ii +3i" 13' -8" 3'- 10" 1 -10 GENERAL NOTE: IN ROOMS 105 1 I 0 REMOVE ALL EXISTING FIXTURES, TOILET ACCESSORIES, TOILET PARTITIONS, AND FLOOR AND WALL FINISHES. INSTALL NEW FIXTURES, ACCESSORIES, MILLWORK, TOILET PARTITIONS, AND FLOOR AND WALL FINISHES AS REQUIRED AND /OR NOTED. 12' -I" 3/4" CASH WRAF' II/ /%A VA1■111//://// � iiiiiiiii� ■ii�iii ii d o OVIDE W U RES ROVIDE EW IXTU RES WAREHOUSE " WOMEN 8' -9 5/8" WAREHOUSE MEN'S NEW HOT WATER HEATER TO BE SET @ 7' A.F.F. 7' -10 5/8" .110 s_ _iiiim4mrA m TAIL MEN S 05 7 1/2" 10" . 4'-2" ETAI L EN'S CUSTOMER PICK -UP OFFICE EXIST. \ LOCKERS TO BE PROVIDED BY OWNER TYP. NEW JAN. SINK W/ FRP UP TO 4' -0" ON WALLS BEHIND WAREHOUSE LOCKERS INVOICE MANAGER/ D.C. MANAGER EXIST. .j1.0Alers _iii... II iiiii1P _MATAViiiiiiiiii MIAMI 9 /A1 .3 EXISTI FLOOR DRAIN (VERIFY LOCATION) BEV. CASE 1 3' 3' -8 3/8" ' -9 5/8' OR SINK REQ'D. 19' -2 1/2" VENDING 29' -6 1/2" I I /A1.3 OFFEE MACHINE 25' -2" WAREHOUSE BREAK ICROWAVE NOTE: SEE SHEET AHD I .0 FOR ADDITIONAL CAFE INFORMATION. g" GYP BD EACH SIDE TYP. 32" MTL STUDS 6" MTL STUDS BASE AS SELECTED BY OWNER RECESSED CAN LIGHTS RUG RACK BY OWNER BOCA RATON DARK 7 KIDS ENTRY SECTION SCALE: %2 " =1' -0" 6 RUG RACK SECTION SCALE: %4 " =1' -0" NOTES: "RUG MARKET" LETTERING ON SOFFIT SUPPLIED BY OWNER AND INSTALLED BY CONTRACTOR. NOTE: VERIFY PAINT COLORS WITH OWNER KIDS ENTRY DETAIL SCALE: %4 " =1' -0" 0 I " 0 co NEW 2x2 SUSP. ACOUST. CLG. NEW "RUG MARKET" Lt I I ERING TRACK LIGHTING PAINT AS SCHED. TYP. BASE A5 SELECTED BY OWNER 12'-4 1/4" PLAYSCAPE STRUCTURE DY OWNER II 6 5 5 5 5 _._ ___ ________________________ KIDS ENTRY DETAIL SCALE: %4 " =1' -0" NOTES: SYMBOL ( +6" ETC.) INDICATES FRAMING DIM. FROM WALL PLANE. ALL PAINT TO BE BENJAMIN MOORE. "FUN ZONE" Ltl IERING TO BE SUPPLIED BY OWNER AND INSTALLED BY CONTRACTOR. RUGS 14 22'-1 3/8" RUG RACK DETAIL Ihr SCALE: Y4 " =1' -0 LOOR PLAN DETAIL AN SCALE: %4 " =1' -0" 1 FLOOR PLAN DETAIL SCALE: %4 " =1' -0" 10 /A1 .4 1 /A1.5 - 1 r 1 2/A I. FA ,la - 1 F _____ ��__ MM ���__________/MA __ _����___�����__/_/___. =.��_____ _4I____ 1/__ Al/M/4____�WA IM__�_______���_��� NING RO OFFICE OFFICE 101-aso iEVIWEDFOR CODE COMPLIANCE APIntnvpn AUU '4 7 20111 City of Tukwila BUILDING DIVISION RECEIV CITY OF TU IA JUL 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT STUB RT M. ALDERMAN fE OF WASHINGTON 8275 JUL 06 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE T UKWILA WASHIN GTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: 8 \ -22- I 0 REVISIONS PROJECT NUMBER: 0812 DRAWING NAME: FLO PLAN DETAILS SHEET NUMBER: A1.1 12/03/2009 07/06/2010 REVISIONS: /\2 -1 1 -10 CLARIFICATIONS 5 4 -22- I 0 REVISIONS A4 -28 -1 0 CLARIFICATIONS � 6 -8- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB 0 * F• GAMI■G YS M O■T - P •NI - U •E :NI 'E 2. DVD PLAYER FRONT PANEL COVER " . .. ►+ • , PP" Lair 100 4. DUPLEX OUTLET $ DATANOICE BOX 5. 2" GROMMET HOLE IN EACH O GAME BOX. G. GAMING SYSTEM FRONT PANEL COVER PIONITE - SUEDE ANIGRE 7. HOLES TO PASS CONTROLLER WIRES THROUGH 8. "RESET" BUTTON ACCESS HOLE TO GAMING SYSTEM. SIZE 4 LOCATION TBD AFTER GAMING SYSTEM IS PURCHASED 9. DRAWER LOCK FROM OUTWATER. PART #02747 10.4" PLYWOOD W/ BULLNOSE EDGE, CARPET OVER TOP I I . 42" PLASMA OR FLAT SCREEN TV BY OWNER. MOUNT 5' -6" ON CENTER A.F.F. ELECTRICAL TO BE FLUSH OR RECESSED INTO WALL 12. 1 7" LCD FLAT SCREEN TV BY OWNER KIDS GAMING SECTION SCALE: 1"=V-0" KIDS DEPT. KEYED NOTES y x DOUGLAS MR WOOD CAP STAINED WITH SATIN POLYURETHANE. I ' -63/4 12 JOHNSONITE SANDSTQNE OR SIMILAR EDGE GUAIRD TYP. 2' -G /q " FIRE RETARDANT WOOD CONSTRUCTION AS REQ'D ANGLED VIEW NOTE: PROVIDE DUPLEX OUTLETS INSIDE EACH CONSOLE CABINETS TYPICAL. FINISh GAMING CABINET DETAILS SCALE: 1"=1'-0" 0- 11Y2' GAMING CA INET DETAIL SCALE: %2 " =1' -0" 1" WOOD CAP PROVIDE WCOD FINI UNDERSIDE OF E COVER TILE EDGES FOUNTAIN SUPPLIED BY OWNER.VERIFY ELECT. REQ'S. 1 2x 12 SLATE TILE NOTE: PROVIDE WOOD BLOCKING FOR INSTALLATION OF "SLEEP SPA" LL I I EKING SUPPLIED BY OWNER, VERIFY EXTENT OF BLOCKING REQ'D DUPLEX OUTLET FOR TV - VER FY MOUNTING HT. WI OWNER CAT5 DATA BDX W/ I " CONDUIT RAN FROM DVD PLAYER \ \ 6' -'12" 1111101 111 AN1 EM A1 NOTE: SLATE TILE TO BE APPLIED TO INTERIOR $ EXTERIOR SURFACES AT BEDDING ENTRY ELEMENT. NOTE: ALL TILE WORK TO BE CENTERED ON BEDDING ENTRY. LAYOUT TO BE APPROVED BY PROJECT MANAGER BEFORE INSTALLATION. ' -I 0" 32 10' -0" 10' -0" T.O.W. •' -0" A.F. BEDDING 10' -0" 22' -0" 10' -0" 12' -10" 14' -10" 1 1 1 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 27 2010 RECEIVED CITY OF TUKWILA JUL'08 2010 PERMIT CENTER RECESSED CAN LIGHT REFER TO LIGHTING PLAN. 3 5/8" MTL STUD FRAMING TO BOTTOM OF EXISTING CEILING 3 j ANGLED VIEW 1i-5 / EQ. / EQ. I ' -8 1 ' -87 /8' • t � NOTE: PROVIDE PROPER VENTILATION IN CABINETS FOR GAMING SYSTEMS 3' -2" , k 11 \ GAMING ELEV. lir SCALE: /4 " =1' -0" BASE AS SELECTED BY OWNER LL m N 3' -4 3/8" 3' -2" / 3' -3 3/4" I ' -3 1/4" 13 /AI .2 01 n KIDS GAMING DETAIL SCALE. %4 " -1' -0" NOTE: PROVIDE DUPLEX OUTLETS INSIDE EACH CONSOLE CABINETS TYPICAL. QKIDS GAMING ELEV. go SCALE: 1 /2" =1' -0" C ' I \ R ACCESS PANEL $ QUAD OUTLET 2 ' -8 3/ 4 4' -I" VERIFY DIM's OF OWNER SUPPLIED FOUINTAIN PRIOR TO FABRICATION 7 FOUNTAIN SECTION • SCALE: %2 " =1' -0" SMOOTH FINISH FOR OWNER APPLIED VINYL LL I I EKING. REFER TO WALL FINISH PLAN FOR PAINT COLOR. (I /A2.0) SECTION DETAIL SCALE: / " =1' -0" FOUNTAIN SUPPLIED BY OWNER. VERIFY ELECT. REQ'S. RIVER STONES 2x CEDAR CAP STAIN AS SELECTED BY OWNER 2x FIRE RETARDANT FRAMING DUROCK ALL AROUND W/ 12x 1 2 SLATE TILE TO MATCH TILE AT BEDDING ENTRY. 6' -0" SMOOTH FINISH FOR OWNER APPLIED VINYL LtI I EKING. REFER TO WALL FINISH PLAN FOR PAINT COLOR. (1 /A2.0) ELEVATION DETAIL SCALE: %2 " =V -0" 2x CEDAR CAP STAIN AS SELECTED BY OWNER qmP t • FOUNTAIN SUPPLIED BY OWNER.VERIFY ELECT. REQ'S. FOUNTAIN DETAIL SCALE: %2 " =1' -0" PLAN DETAIL SCALE: 3 /4 " =1' -0" L __J wit 5 /A1 .2 6' -0" 40 3 /A1 .2 6" MTL STUD 9 PLAN DETAIL SCALE: %2 " =1' -0" TRUE NORTH RIVER STONES 38" MTL STUDS g" GYP BD PROVIDE BLOCKING FOR LIGHTS MOUNTED ON WALL _ \ N PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT A'TM. ALDERM JV •F WASHINGTON',( 8275 0 6 201@ ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTO SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2- I I - I 0 CLARIFICATIONS /3\3 -22- I 0 REVISIONS A4 -28- I 0 CLARIFICATIONS DRAFTED: MDL PROJECT NUMBER: 0812 DRAWING NAME: FLOOR I' LAN DETAILS SHEET NUMBER: A1.2 12/03/2009 07/06/2010 REVIEWED: DB 8'- N CAFE SECTION Iv SCALE: 72 " =1' -0" SCALE: %2 " =1' -0" — STAIN - SHERWIN — WILLIAMS CLASSIC CHERRY LOCKABLE CASH — DRAWER \ / N / \ � EQ. BASE AS SELECTED BY OWNER 1 ' -0/ r BASE AS SELECTED BY OWNER CAFE EQUIPMENT ELEVATION Ihr SCALE: %2 " =1' -0" 3' -0/2 n CASH REG BY OWNER. - PROVIDE GROMMET HOLES AS REQ'D i EQ. PENDANT LIGHTING- PENUMBRA DESIGN #PD30I'395N. PROVIDE 5 FIXTURES. VERIFY ELECT. REQ'S.REF TO ELECT. BY OTHERS. " VERIFY 2' -0" O y) MENU BOARD BY OWNER - VERIFY DIMS PRIOR TO CONSTRUCTIN FURR DOWN MACHINE N C 0 0 3' -0" ADJUST. SHELF it f (I) DUPLEX OUTLET ( I ) DOIUBLE GANG BOX FOR 4 DATA OUTLETS NEW GYP FURR DOWN ADJST. SHELF A FLASH BAKE OVEN BY OWNER COLD CASE BY OWNER. VERIFY ELECT REQ'S W/ OWNER. ICE MACHINE BY OWNER. VERIFY ELECT * PLUMBING REQ'S 2' -6" EXISTING WOOD COLUMN. VERIFY SIZE. (VARIES) EXISTING STEEL COLUMN CONNECTION TO SLAB. (CONDITION VARIES, VERIFY AT EACH COLUMN) VERIFY FIELD DIM. NOTES: AT ALL INTERIOR COLUMNS. FINISH * FURRING TO CONTINUE TO THE UNDERSIDE OF LOWEST EXISTING BEAM. (TYPICAL) D LUM 6 SCALE: 1"=1I-0" E L 8 TYP 'X' GYP. TAPE, FLOAT, TEXTURE, * PAINT UNLESS NOTED OTHERWISE "2x" WOOD FRAMING TO UNDERSIDE OF EXISTING . AT EACH SIDE) 0 3s" STEEL FRAMING WI 8" TYP 'X' GYP. TAPE, FLOAT, TEXTURE, * PAINT UNLESS NOTED OTHERWISE NOTE: AT CENTER ARCHITECTURAL ELEMENTS II COLUMN DETAIL SCALE: 3 /4" =1' -0" PROVIDE GOOSE NECK FAUCET SPRAY HOSE ASINK SECTION —1 7SCALE: % " =1' -0" BREAK ROOM ELEVATION 1 2" SHELF ADJ. SHELVE TYP. ADJ. 5HELVES TYP. MICROWAVES r - I 2' -6" 2' -6" — II 11 1 I I 1 / 2' -6" COFFEE MACHINE 1 1 �- - --- \ / \ / / — _ — \ N. WHIM 2' -6" 2' -6" 2' -6" 2' -6" r 0 N ICE MACHINE 2' -6" 5' -9" 3 - 3 " 3' -0" ADJUST. SHELF O I ' -8" 1 4" a 3' I � STAIN- SHERWIN WILLIAMS CLASSIC CHERRY II CAFE ELEVATION SCALE: %4 " =1'-0" 3 ADJUSTABLE ANGLED SHELVES A 11 E 10' -0" N - PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES SHELVE CABINET SECTION 1 ODETAIL SCALE: 3 /4 " =1' -0" SCALE: 3 /4 " =1' -0" O v- 2' -63/ " 4 07 220V VERIFY W/ GM OWNER to ADJUST A \IGLED _F) - 1F1 \ /F5 0 2' -6 " 4 220 \/ 2' -7/2' /le 2 u CONTRACTOR TO VERIFY ALL APPLIANCE/ EQUIPMENT SPECS, LOCATION DIMENSIONS. STAINED in PLYWOOD PANELS TO BE LUANNE (OR MAHOGANY) WITH SHERWIN WILLIAMS CLASSIC CHERRY STAIN. EDGE BANDING TO MATCH. 3 44' WOOD BLOCKING (TYPICAL) WALL ELEV. SCALE: %4 " =1' -0" 2' -8 /q" COKE REFRIG BY OWNER ADJUST. SHELF 4' -9" DUPLEX "eV N 2' -8 ��' 2 112 � 4�� 11 ' 4 '- 3 /q." 2 13 Al .3d VERIFY DIM's OF OWNER SUPPLIED FOUINTAIN PRIOR TO FABRICATION 2' -6 i !LASH BAKE BY OWNER DUPLEX EQ. 8 11 ACCESS PANEL $ QUAD OUTLET CAFE EQUIPMENT ELEVATION Iv SCALE: %2 " =1' -0" St WALL SECTION 7 ELEV. DETAIL SCALE: 3 /4 " =1' -0" I SCALE: % " =1' -0" I. 26' -9" ' //A 1 .3 J i WOOD PANELS EQ. 2x FIRE RETARDANT FRAMING EQ. NOTE: ALL CABINET DOORS *- DRAWERS TO BE LOCKABLE NOTE: WALL BEHIND PANELS TO BE PAINTED FLAT BLACK City of Tukwila 'R UILDING DIVI In�F RIVER STONES 2x CEDAR CAP STAIN AS SELECTED BY OWNER 2 DUROCK SHEATHING W/ MANUF. STONE AS SELECTED BY OWNER ENTRY FOUNTAIN SECTION SCALE: % " =1' -0" 8' -2" RECESSED HALOGEN "PIN LIGHTS" REVIEWED FOR CODE COMPLIANCE APPROVE AUG 2 7 2010 u RDS DJUSTABLE S LED LVES OMPARTME AS F'ER AL CODE Grl 0 2' -3" 9 cm CV ro 0 ti 3' -0 I. EQ. I. EQ. 7'- o � i � ADJ. 511 _VES TYP. 1511 DIMENSION STONE TO MATCH ACCENT WALL IN CASH WRAP. SECTION SCALE: 3 /4 " =1' -0" EQ. EQ. j 3' -2" TRAINING ROOM ELEV. V SCALE: %4 " =1' -0" 2x CEDAR CAP STAIN AS SELECTED BY OWNER FINISH DIMENSION ENTRY FOUNTAIN DETAIL SCALE: 1 /2" =1' -0" asvoFTU�n°nu+ b O 9[44.- JUL 08 2010 25 ' V JUL FOUNTAIN SUPPLIED [ BY OWNER.VERIFY ELECT. REQ'S. PROVIDE GOOSE NECK FAUCET $ SPRAY HOSE 9 ENTRY FOUNTAIN ELEVATION gm SCALE: %2 " =1' -0" RIVER STONES } } piexwmar mfaiariar- FOUNTAIN SUPPLIED BY OWNER.VERIFY ELECT. REQ'S. wasmaswaival T 0 0 1 '- 1 1/ 4 " I\11511 DIMENSION TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 L 2D1D ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS 2- I I - I 0 CLARIFICATIONS A4 -28- I 0 CLARIFICATIONS A6 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: 12/03/2009 07/06/2010 FLO OR PLAN DETAILS SHEET NUMBER: A1.3 ti r 6--;;;-'1,-'6;;', ;r i,r'r 8'- N CAFE SECTION Iv SCALE: 72 " =1' -0" SCALE: %2 " =1' -0" — STAIN - SHERWIN — WILLIAMS CLASSIC CHERRY LOCKABLE CASH — DRAWER \ / N / \ � EQ. BASE AS SELECTED BY OWNER 1 ' -0/ r BASE AS SELECTED BY OWNER CAFE EQUIPMENT ELEVATION Ihr SCALE: %2 " =1' -0" 3' -0/2 n CASH REG BY OWNER. - PROVIDE GROMMET HOLES AS REQ'D i EQ. PENDANT LIGHTING- PENUMBRA DESIGN #PD30I'395N. PROVIDE 5 FIXTURES. VERIFY ELECT. REQ'S.REF TO ELECT. BY OTHERS. " VERIFY 2' -0" O y) MENU BOARD BY OWNER - VERIFY DIMS PRIOR TO CONSTRUCTIN FURR DOWN MACHINE N C 0 0 3' -0" ADJUST. SHELF it f (I) DUPLEX OUTLET ( I ) DOIUBLE GANG BOX FOR 4 DATA OUTLETS NEW GYP FURR DOWN ADJST. SHELF A FLASH BAKE OVEN BY OWNER COLD CASE BY OWNER. VERIFY ELECT REQ'S W/ OWNER. ICE MACHINE BY OWNER. VERIFY ELECT * PLUMBING REQ'S 2' -6" EXISTING WOOD COLUMN. VERIFY SIZE. (VARIES) EXISTING STEEL COLUMN CONNECTION TO SLAB. (CONDITION VARIES, VERIFY AT EACH COLUMN) VERIFY FIELD DIM. NOTES: AT ALL INTERIOR COLUMNS. FINISH * FURRING TO CONTINUE TO THE UNDERSIDE OF LOWEST EXISTING BEAM. (TYPICAL) D LUM 6 SCALE: 1"=1I-0" E L 8 TYP 'X' GYP. TAPE, FLOAT, TEXTURE, * PAINT UNLESS NOTED OTHERWISE "2x" WOOD FRAMING TO UNDERSIDE OF EXISTING . AT EACH SIDE) 0 3s" STEEL FRAMING WI 8" TYP 'X' GYP. TAPE, FLOAT, TEXTURE, * PAINT UNLESS NOTED OTHERWISE NOTE: AT CENTER ARCHITECTURAL ELEMENTS II COLUMN DETAIL SCALE: 3 /4" =1' -0" PROVIDE GOOSE NECK FAUCET SPRAY HOSE ASINK SECTION —1 7SCALE: % " =1' -0" BREAK ROOM ELEVATION 1 2" SHELF ADJ. SHELVE TYP. ADJ. 5HELVES TYP. MICROWAVES r - I 2' -6" 2' -6" — II 11 1 I I 1 / 2' -6" COFFEE MACHINE 1 1 �- - --- \ / \ / / — _ — \ N. WHIM 2' -6" 2' -6" 2' -6" 2' -6" r 0 N ICE MACHINE 2' -6" 5' -9" 3 - 3 " 3' -0" ADJUST. SHELF O I ' -8" 1 4" a 3' I � STAIN- SHERWIN WILLIAMS CLASSIC CHERRY II CAFE ELEVATION SCALE: %4 " =1'-0" 3 ADJUSTABLE ANGLED SHELVES A 11 E 10' -0" N - PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES SHELVE CABINET SECTION 1 ODETAIL SCALE: 3 /4 " =1' -0" SCALE: 3 /4 " =1' -0" O v- 2' -63/ " 4 07 220V VERIFY W/ GM OWNER to ADJUST A \IGLED _F) - 1F1 \ /F5 0 2' -6 " 4 220 \/ 2' -7/2' /le 2 u CONTRACTOR TO VERIFY ALL APPLIANCE/ EQUIPMENT SPECS, LOCATION DIMENSIONS. STAINED in PLYWOOD PANELS TO BE LUANNE (OR MAHOGANY) WITH SHERWIN WILLIAMS CLASSIC CHERRY STAIN. EDGE BANDING TO MATCH. 3 44' WOOD BLOCKING (TYPICAL) WALL ELEV. SCALE: %4 " =1' -0" 2' -8 /q" COKE REFRIG BY OWNER ADJUST. SHELF 4' -9" DUPLEX "eV N 2' -8 ��' 2 112 � 4�� 11 ' 4 '- 3 /q." 2 13 Al .3d VERIFY DIM's OF OWNER SUPPLIED FOUINTAIN PRIOR TO FABRICATION 2' -6 i !LASH BAKE BY OWNER DUPLEX EQ. 8 11 ACCESS PANEL $ QUAD OUTLET CAFE EQUIPMENT ELEVATION Iv SCALE: %2 " =1' -0" St WALL SECTION 7 ELEV. DETAIL SCALE: 3 /4 " =1' -0" I SCALE: % " =1' -0" I. 26' -9" ' //A 1 .3 J i WOOD PANELS EQ. 2x FIRE RETARDANT FRAMING EQ. NOTE: ALL CABINET DOORS *- DRAWERS TO BE LOCKABLE NOTE: WALL BEHIND PANELS TO BE PAINTED FLAT BLACK City of Tukwila 'R UILDING DIVI In�F RIVER STONES 2x CEDAR CAP STAIN AS SELECTED BY OWNER 2 DUROCK SHEATHING W/ MANUF. STONE AS SELECTED BY OWNER ENTRY FOUNTAIN SECTION SCALE: % " =1' -0" 8' -2" RECESSED HALOGEN "PIN LIGHTS" REVIEWED FOR CODE COMPLIANCE APPROVE AUG 2 7 2010 u RDS DJUSTABLE S LED LVES OMPARTME AS F'ER AL CODE Grl 0 2' -3" 9 cm CV ro 0 ti 3' -0 I. EQ. I. EQ. 7'- o � i � ADJ. 511 _VES TYP. 1511 DIMENSION STONE TO MATCH ACCENT WALL IN CASH WRAP. SECTION SCALE: 3 /4 " =1' -0" EQ. EQ. j 3' -2" TRAINING ROOM ELEV. V SCALE: %4 " =1' -0" 2x CEDAR CAP STAIN AS SELECTED BY OWNER FINISH DIMENSION ENTRY FOUNTAIN DETAIL SCALE: 1 /2" =1' -0" asvoFTU�n°nu+ b O 9[44.- JUL 08 2010 25 ' V JUL FOUNTAIN SUPPLIED [ BY OWNER.VERIFY ELECT. REQ'S. PROVIDE GOOSE NECK FAUCET $ SPRAY HOSE 9 ENTRY FOUNTAIN ELEVATION gm SCALE: %2 " =1' -0" RIVER STONES } } piexwmar mfaiariar- FOUNTAIN SUPPLIED BY OWNER.VERIFY ELECT. REQ'S. wasmaswaival T 0 0 1 '- 1 1/ 4 " I\11511 DIMENSION TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 L 2D1D ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS 2- I I - I 0 CLARIFICATIONS A4 -28- I 0 CLARIFICATIONS A6 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: 12/03/2009 07/06/2010 FLO OR PLAN DETAILS SHEET NUMBER: A1.3 1 1 8'- N CAFE SECTION Iv SCALE: 72 " =1' -0" SCALE: %2 " =1' -0" — STAIN - SHERWIN — WILLIAMS CLASSIC CHERRY LOCKABLE CASH — DRAWER \ / N / \ � EQ. BASE AS SELECTED BY OWNER 1 ' -0/ r BASE AS SELECTED BY OWNER CAFE EQUIPMENT ELEVATION Ihr SCALE: %2 " =1' -0" 3' -0/2 n CASH REG BY OWNER. - PROVIDE GROMMET HOLES AS REQ'D i EQ. PENDANT LIGHTING- PENUMBRA DESIGN #PD30I'395N. PROVIDE 5 FIXTURES. VERIFY ELECT. REQ'S.REF TO ELECT. BY OTHERS. " VERIFY 2' -0" O y) MENU BOARD BY OWNER - VERIFY DIMS PRIOR TO CONSTRUCTIN FURR DOWN MACHINE N C 0 0 3' -0" ADJUST. SHELF it f (I) DUPLEX OUTLET ( I ) DOIUBLE GANG BOX FOR 4 DATA OUTLETS NEW GYP FURR DOWN ADJST. SHELF A FLASH BAKE OVEN BY OWNER COLD CASE BY OWNER. VERIFY ELECT REQ'S W/ OWNER. ICE MACHINE BY OWNER. VERIFY ELECT * PLUMBING REQ'S 2' -6" EXISTING WOOD COLUMN. VERIFY SIZE. (VARIES) EXISTING STEEL COLUMN CONNECTION TO SLAB. (CONDITION VARIES, VERIFY AT EACH COLUMN) VERIFY FIELD DIM. NOTES: AT ALL INTERIOR COLUMNS. FINISH * FURRING TO CONTINUE TO THE UNDERSIDE OF LOWEST EXISTING BEAM. (TYPICAL) D LUM 6 SCALE: 1"=1I-0" E L 8 TYP 'X' GYP. TAPE, FLOAT, TEXTURE, * PAINT UNLESS NOTED OTHERWISE "2x" WOOD FRAMING TO UNDERSIDE OF EXISTING . AT EACH SIDE) 0 3s" STEEL FRAMING WI 8" TYP 'X' GYP. TAPE, FLOAT, TEXTURE, * PAINT UNLESS NOTED OTHERWISE NOTE: AT CENTER ARCHITECTURAL ELEMENTS II COLUMN DETAIL SCALE: 3 /4" =1' -0" PROVIDE GOOSE NECK FAUCET SPRAY HOSE ASINK SECTION —1 7SCALE: % " =1' -0" BREAK ROOM ELEVATION 1 2" SHELF ADJ. SHELVE TYP. ADJ. 5HELVES TYP. MICROWAVES r - I 2' -6" 2' -6" — II 11 1 I I 1 / 2' -6" COFFEE MACHINE 1 1 �- - --- \ / \ / / — _ — \ N. WHIM 2' -6" 2' -6" 2' -6" 2' -6" r 0 N ICE MACHINE 2' -6" 5' -9" 3 - 3 " 3' -0" ADJUST. SHELF O I ' -8" 1 4" a 3' I � STAIN- SHERWIN WILLIAMS CLASSIC CHERRY II CAFE ELEVATION SCALE: %4 " =1'-0" 3 ADJUSTABLE ANGLED SHELVES A 11 E 10' -0" N - PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES SHELVE CABINET SECTION 1 ODETAIL SCALE: 3 /4 " =1' -0" SCALE: 3 /4 " =1' -0" O v- 2' -63/ " 4 07 220V VERIFY W/ GM OWNER to ADJUST A \IGLED _F) - 1F1 \ /F5 0 2' -6 " 4 220 \/ 2' -7/2' /le 2 u CONTRACTOR TO VERIFY ALL APPLIANCE/ EQUIPMENT SPECS, LOCATION DIMENSIONS. STAINED in PLYWOOD PANELS TO BE LUANNE (OR MAHOGANY) WITH SHERWIN WILLIAMS CLASSIC CHERRY STAIN. EDGE BANDING TO MATCH. 3 44' WOOD BLOCKING (TYPICAL) WALL ELEV. SCALE: %4 " =1' -0" 2' -8 /q" COKE REFRIG BY OWNER ADJUST. SHELF 4' -9" DUPLEX "eV N 2' -8 ��' 2 112 � 4�� 11 ' 4 '- 3 /q." 2 13 Al .3d VERIFY DIM's OF OWNER SUPPLIED FOUINTAIN PRIOR TO FABRICATION 2' -6 i !LASH BAKE BY OWNER DUPLEX EQ. 8 11 ACCESS PANEL $ QUAD OUTLET CAFE EQUIPMENT ELEVATION Iv SCALE: %2 " =1' -0" St WALL SECTION 7 ELEV. DETAIL SCALE: 3 /4 " =1' -0" I SCALE: % " =1' -0" I. 26' -9" ' //A 1 .3 J i WOOD PANELS EQ. 2x FIRE RETARDANT FRAMING EQ. NOTE: ALL CABINET DOORS *- DRAWERS TO BE LOCKABLE NOTE: WALL BEHIND PANELS TO BE PAINTED FLAT BLACK City of Tukwila 'R UILDING DIVI In�F RIVER STONES 2x CEDAR CAP STAIN AS SELECTED BY OWNER 2 DUROCK SHEATHING W/ MANUF. STONE AS SELECTED BY OWNER ENTRY FOUNTAIN SECTION SCALE: % " =1' -0" 8' -2" RECESSED HALOGEN "PIN LIGHTS" REVIEWED FOR CODE COMPLIANCE APPROVE AUG 2 7 2010 u RDS DJUSTABLE S LED LVES OMPARTME AS F'ER AL CODE Grl 0 2' -3" 9 cm CV ro 0 ti 3' -0 I. EQ. I. EQ. 7'- o � i � ADJ. 511 _VES TYP. 1511 DIMENSION STONE TO MATCH ACCENT WALL IN CASH WRAP. SECTION SCALE: 3 /4 " =1' -0" EQ. EQ. j 3' -2" TRAINING ROOM ELEV. V SCALE: %4 " =1' -0" 2x CEDAR CAP STAIN AS SELECTED BY OWNER FINISH DIMENSION ENTRY FOUNTAIN DETAIL SCALE: 1 /2" =1' -0" asvoFTU�n°nu+ b O 9[44.- JUL 08 2010 25 ' V JUL FOUNTAIN SUPPLIED [ BY OWNER.VERIFY ELECT. REQ'S. PROVIDE GOOSE NECK FAUCET $ SPRAY HOSE 9 ENTRY FOUNTAIN ELEVATION gm SCALE: %2 " =1' -0" RIVER STONES } } piexwmar mfaiariar- FOUNTAIN SUPPLIED BY OWNER.VERIFY ELECT. REQ'S. wasmaswaival T 0 0 1 '- 1 1/ 4 " I\11511 DIMENSION TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 L 2D1D ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS 2- I I - I 0 CLARIFICATIONS A4 -28- I 0 CLARIFICATIONS A6 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: 12/03/2009 07/06/2010 FLO OR PLAN DETAILS SHEET NUMBER: A1.3 =.new ®� ane � � ® 19 C7��C �Q � IpH® ® ®■ . EMENEEPiall ixoza MANUF CTURED STONE: EL DO DO LEDGESTONE "DURAN O" (TYPICAL) SIGNA E BY OWNER. VERIFY ELECTRICAL REQUIREMENTS. 4] IR CASH WRAP ELEV. SCALE: W=1%0" " =1' -0" CASH WRAP ELEV. 3 ADJUST. SHELVES PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES PREFAB. STEEL BRACKET SUPPORTS - VERIFY LOCATION SPACING W/ OWNER PENDAN LIGHTS - UTTEKM ST #2T 1 835, ALITA. V RIFY ELECT. REQ'S. OPEN PENDAN LIGHTS UTTERM ST #2 1 835, ALITA. V RI FY ELECT. i i7 - REQ'S. - 3 ADJUST. SHELVES ® m PENDANT LIGHTS- �� C UT`ERMOST #2 1 835, ® ALI TA. VERIFY ELECT. v ®� ' ' � ©e*" — n RE S. ii0c�o - Qom = • .� 5 -2" GROMMETS EVENLY SPACED 15/A1.4 `r 3 ADJ. SHELVES 2" GROMMET CASH WRAP 17/A I .4 4 -2" GROMMETS EVENLY SPACED 8 T INISH WAL VERIFY 1 5" MI ' 1 1 r) c9 N LEI L l I- PLASTIC LAMINATE - PIONITE SUEDE ANIGRE U.N.O. N 22 M ELEV. SCALE %2 PODIU = 1 ' -0" BASE AS SELECTED BY OWNER TYP. GRAPHIC BACKDROP APPLIED WITHIN FRAME AREA THIN SHEET METAL BEHIND GRAPHIC 50 CIRCULARS CAN BE HUNG W/ MAGNETS SLOTS FOR CREDIT APPS. WEEKLY CIRCULARS 4" HIGH BASE COVERED W/ P.LAM 3' -0" 2 LAYERS 4" PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 2 "0 GROMMETS ALONG COUNTERTOP ORD. WIREMOLD LOCATIONS W/ COUNTERTOP SHELVING BRACKETS TYP. 1 -DATA $ 1- ELECTRICAL 1 CI CASH WRAP PLAN SCALE: %2 " =1' -0" 1 COORD. WIRE MOULD LOCATIONS W/ COUNTERTOP TYP. I -DATA � I - ELECT. 7 ■ SCALE: /4 " =1' -0" N u 3'- 1 0 2 PODIUM ELEV. SCALE: %2 " =1' -0" 9 Eo m BASE AS SELECTED BY OWNER TYP. 3' -0" 2 ‘If PODIUM ELEV. SCALE: %2 " =1' -0" 2 LAYERS 4' PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 2 "0 GROMMETS ALONG COUNTERTOP PREFAB. STEEL BRACKET SUPPORTS - VERIFY LOCATION $ SPACING W/ OWNER COORD. WIREMOLD LOCATIONS W/ COUNTERTOP SHELVING BRACKETS TYP. 1 -DATA * 1-ELECTRICAL CASH WRAP PLAN SCALE: %2 " =1' -0" 1 " PLYWD. W/ P.LAM 2x4's 1 6" O.C. n CASH WRAP PLAN SCALE: %4 " =1' -0" 4 3 /4" 5/4 , 103/4,, Yo" 4 4 4 3'- 1 '"PROVIDE ONE UNIT 17 13/At .4 GROMMET HOLES TYP. DESK ELEVATION SCALE: /2 " =1' -0" II PLYWOOD II L P.LAM FINISH (1 11 11 11 11 11 A DESK ELEVATION SCALE: %2 " =1' -0" 2' -G" DESKSECTION SCALE: % " =1' -0" 21/A1.4 REMOVABLE FILLER BLOCKS NEEDED TO ALLOW FOR DIFFERENT LENGTH MATERIALS 22/A1.4 I P GROMMET HOLES TYP. PLYWD. SUPPORT 30" O.C. 4" PLYWD. W/ P.LAM 1 1 PODIUM PLAN SCALE: 1"=V-0" /2" ALL 1 TERIOR * EXTERIOR SURFACES OF SLOTTED AREAS TO BE P,LAM FINISH PIONITE SUEDE ANIGRE 15' 15I-0" PROVIDE 5 UNITS WAREHOUSE RESTROOM ELE SCALE: %2 " =1' -0" PLYWD. SUPPORT 30" O.C. EVISI NOT USED SCALE: 3 /4 " =1' -0" J A WAREHOUSE Iv SCALE: Y2 " =1' -0" N M FINISH WALL SCALE: %2 " =1' -0" s 0 N RESTROOM DETAIL COUNTER DETAIL SCALE: 3 /4 " =1' -0" EB • EB f E: STAIN WOOD CAP 'MI AX ARA �r -1 /1 I\ N. / Ilk \I A A %, I E: STAIN WOOD CAP k ., iRWIN WILLIAMS F 39 " -4 I " 1 5' IN. FRIPM FINI WAL . i t 3'-G" F I ' -0" �. � __ _ � , \ \ / /� . *\ \ LOOK I LE AS d aq 0 S D B Y � L ' ! I. is / N / N 0 L=, 111.1111111 ,' ,' '— MUSE RES - 00 L V. RESTROOM ELEV. MM i rmA I/4iiiiiii iiiiiiiiiiiii WAREHOUSE MEN'S 3/A1.4 REVIEWNEL FOR CODE COMPLIANCE o PPROVED AUG 2 7 2010 City of Tukwila BUILDING DIVISION NOTE: WAREHOUSE BATHROOMS TO HAVE WHITE DROP IN SINKS AND CHROME FIXTURES. RECEIVED D CITY OF TU LA JUL 08 2010 PERMIT CENTER TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT 1. ALDERMAN WASHINGTON 8275 JUL 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS A4 - I 0 REVISIONS A4-28- I 0 CLARIFICATIONS AG - I 0 REVISIONS A3 6 - I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: FLO PLAN DETAILS SHEET NUMBER: A1.4 12/03/2009 07/06/2010 , [4 ri UTTERMOST PENDANT _IGHTS- ALITA. VES FY EL #21835, T. REQ'S. r -- OPEN E Efilm° 12goaTg' *Ii =.new ®� ane � � ® 19 C7��C �Q � IpH® ® ®■ . EMENEEPiall ixoza MANUF CTURED STONE: EL DO DO LEDGESTONE "DURAN O" (TYPICAL) SIGNA E BY OWNER. VERIFY ELECTRICAL REQUIREMENTS. 4] IR CASH WRAP ELEV. SCALE: W=1%0" " =1' -0" CASH WRAP ELEV. 3 ADJUST. SHELVES PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES PREFAB. STEEL BRACKET SUPPORTS - VERIFY LOCATION SPACING W/ OWNER PENDAN LIGHTS - UTTEKM ST #2T 1 835, ALITA. V RIFY ELECT. REQ'S. OPEN PENDAN LIGHTS UTTERM ST #2 1 835, ALITA. V RI FY ELECT. i i7 - REQ'S. - 3 ADJUST. SHELVES ® m PENDANT LIGHTS- �� C UT`ERMOST #2 1 835, ® ALI TA. VERIFY ELECT. v ®� ' ' � ©e*" — n RE S. ii0c�o - Qom = • .� 5 -2" GROMMETS EVENLY SPACED 15/A1.4 `r 3 ADJ. SHELVES 2" GROMMET CASH WRAP 17/A I .4 4 -2" GROMMETS EVENLY SPACED 8 T INISH WAL VERIFY 1 5" MI ' 1 1 r) c9 N LEI L l I- PLASTIC LAMINATE - PIONITE SUEDE ANIGRE U.N.O. N 22 M ELEV. SCALE %2 PODIU = 1 ' -0" BASE AS SELECTED BY OWNER TYP. GRAPHIC BACKDROP APPLIED WITHIN FRAME AREA THIN SHEET METAL BEHIND GRAPHIC 50 CIRCULARS CAN BE HUNG W/ MAGNETS SLOTS FOR CREDIT APPS. WEEKLY CIRCULARS 4" HIGH BASE COVERED W/ P.LAM 3' -0" 2 LAYERS 4" PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 2 "0 GROMMETS ALONG COUNTERTOP ORD. WIREMOLD LOCATIONS W/ COUNTERTOP SHELVING BRACKETS TYP. 1 -DATA $ 1- ELECTRICAL 1 CI CASH WRAP PLAN SCALE: %2 " =1' -0" 1 COORD. WIRE MOULD LOCATIONS W/ COUNTERTOP TYP. I -DATA � I - ELECT. 7 ■ SCALE: /4 " =1' -0" N u 3'- 1 0 2 PODIUM ELEV. SCALE: %2 " =1' -0" 9 Eo m BASE AS SELECTED BY OWNER TYP. 3' -0" 2 ‘If PODIUM ELEV. SCALE: %2 " =1' -0" 2 LAYERS 4' PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 2 "0 GROMMETS ALONG COUNTERTOP PREFAB. STEEL BRACKET SUPPORTS - VERIFY LOCATION $ SPACING W/ OWNER COORD. WIREMOLD LOCATIONS W/ COUNTERTOP SHELVING BRACKETS TYP. 1 -DATA * 1-ELECTRICAL CASH WRAP PLAN SCALE: %2 " =1' -0" 1 " PLYWD. W/ P.LAM 2x4's 1 6" O.C. n CASH WRAP PLAN SCALE: %4 " =1' -0" 4 3 /4" 5/4 , 103/4,, Yo" 4 4 4 3'- 1 '"PROVIDE ONE UNIT 17 13/At .4 GROMMET HOLES TYP. DESK ELEVATION SCALE: /2 " =1' -0" II PLYWOOD II L P.LAM FINISH (1 11 11 11 11 11 A DESK ELEVATION SCALE: %2 " =1' -0" 2' -G" DESKSECTION SCALE: % " =1' -0" 21/A1.4 REMOVABLE FILLER BLOCKS NEEDED TO ALLOW FOR DIFFERENT LENGTH MATERIALS 22/A1.4 I P GROMMET HOLES TYP. PLYWD. SUPPORT 30" O.C. 4" PLYWD. W/ P.LAM 1 1 PODIUM PLAN SCALE: 1"=V-0" /2" ALL 1 TERIOR * EXTERIOR SURFACES OF SLOTTED AREAS TO BE P,LAM FINISH PIONITE SUEDE ANIGRE 15' 15I-0" PROVIDE 5 UNITS WAREHOUSE RESTROOM ELE SCALE: %2 " =1' -0" PLYWD. SUPPORT 30" O.C. EVISI NOT USED SCALE: 3 /4 " =1' -0" J A WAREHOUSE Iv SCALE: Y2 " =1' -0" N M FINISH WALL SCALE: %2 " =1' -0" s 0 N RESTROOM DETAIL COUNTER DETAIL SCALE: 3 /4 " =1' -0" EB • EB f E: STAIN WOOD CAP 'MI AX ARA �r -1 /1 I\ N. / Ilk \I A A %, I E: STAIN WOOD CAP k ., iRWIN WILLIAMS F 39 " -4 I " 1 5' IN. FRIPM FINI WAL . i t 3'-G" F I ' -0" �. � __ _ � , \ \ / /� . *\ \ LOOK I LE AS d aq 0 S D B Y � L ' ! I. is / N / N 0 L=, 111.1111111 ,' ,' '— MUSE RES - 00 L V. RESTROOM ELEV. MM i rmA I/4iiiiiii iiiiiiiiiiiii WAREHOUSE MEN'S 3/A1.4 REVIEWNEL FOR CODE COMPLIANCE o PPROVED AUG 2 7 2010 City of Tukwila BUILDING DIVISION NOTE: WAREHOUSE BATHROOMS TO HAVE WHITE DROP IN SINKS AND CHROME FIXTURES. RECEIVED D CITY OF TU LA JUL 08 2010 PERMIT CENTER TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT 1. ALDERMAN WASHINGTON 8275 JUL 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS A4 - I 0 REVISIONS A4-28- I 0 CLARIFICATIONS AG - I 0 REVISIONS A3 6 - I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: FLO PLAN DETAILS SHEET NUMBER: A1.4 12/03/2009 07/06/2010 [4 Efilm° 12goaTg' *Ii \ i I =.new ®� ane � � ® 19 C7��C �Q � IpH® ® ®■ . EMENEEPiall ixoza MANUF CTURED STONE: EL DO DO LEDGESTONE "DURAN O" (TYPICAL) SIGNA E BY OWNER. VERIFY ELECTRICAL REQUIREMENTS. 4] IR CASH WRAP ELEV. SCALE: W=1%0" " =1' -0" CASH WRAP ELEV. 3 ADJUST. SHELVES PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES PREFAB. STEEL BRACKET SUPPORTS - VERIFY LOCATION SPACING W/ OWNER PENDAN LIGHTS - UTTEKM ST #2T 1 835, ALITA. V RIFY ELECT. REQ'S. OPEN PENDAN LIGHTS UTTERM ST #2 1 835, ALITA. V RI FY ELECT. i i7 - REQ'S. - 3 ADJUST. SHELVES ® m PENDANT LIGHTS- �� C UT`ERMOST #2 1 835, ® ALI TA. VERIFY ELECT. v ®� ' ' � ©e*" — n RE S. ii0c�o - Qom = • .� 5 -2" GROMMETS EVENLY SPACED 15/A1.4 `r 3 ADJ. SHELVES 2" GROMMET CASH WRAP 17/A I .4 4 -2" GROMMETS EVENLY SPACED 8 T INISH WAL VERIFY 1 5" MI ' 1 1 r) c9 N LEI L l I- PLASTIC LAMINATE - PIONITE SUEDE ANIGRE U.N.O. N 22 M ELEV. SCALE %2 PODIU = 1 ' -0" BASE AS SELECTED BY OWNER TYP. GRAPHIC BACKDROP APPLIED WITHIN FRAME AREA THIN SHEET METAL BEHIND GRAPHIC 50 CIRCULARS CAN BE HUNG W/ MAGNETS SLOTS FOR CREDIT APPS. WEEKLY CIRCULARS 4" HIGH BASE COVERED W/ P.LAM 3' -0" 2 LAYERS 4" PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 2 "0 GROMMETS ALONG COUNTERTOP ORD. WIREMOLD LOCATIONS W/ COUNTERTOP SHELVING BRACKETS TYP. 1 -DATA $ 1- ELECTRICAL 1 CI CASH WRAP PLAN SCALE: %2 " =1' -0" 1 COORD. WIRE MOULD LOCATIONS W/ COUNTERTOP TYP. I -DATA � I - ELECT. 7 ■ SCALE: /4 " =1' -0" N u 3'- 1 0 2 PODIUM ELEV. SCALE: %2 " =1' -0" 9 Eo m BASE AS SELECTED BY OWNER TYP. 3' -0" 2 ‘If PODIUM ELEV. SCALE: %2 " =1' -0" 2 LAYERS 4' PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 2 "0 GROMMETS ALONG COUNTERTOP PREFAB. STEEL BRACKET SUPPORTS - VERIFY LOCATION $ SPACING W/ OWNER COORD. WIREMOLD LOCATIONS W/ COUNTERTOP SHELVING BRACKETS TYP. 1 -DATA * 1-ELECTRICAL CASH WRAP PLAN SCALE: %2 " =1' -0" 1 " PLYWD. W/ P.LAM 2x4's 1 6" O.C. n CASH WRAP PLAN SCALE: %4 " =1' -0" 4 3 /4" 5/4 , 103/4,, Yo" 4 4 4 3'- 1 '"PROVIDE ONE UNIT 17 13/At .4 GROMMET HOLES TYP. DESK ELEVATION SCALE: /2 " =1' -0" II PLYWOOD II L P.LAM FINISH (1 11 11 11 11 11 A DESK ELEVATION SCALE: %2 " =1' -0" 2' -G" DESKSECTION SCALE: % " =1' -0" 21/A1.4 REMOVABLE FILLER BLOCKS NEEDED TO ALLOW FOR DIFFERENT LENGTH MATERIALS 22/A1.4 I P GROMMET HOLES TYP. PLYWD. SUPPORT 30" O.C. 4" PLYWD. W/ P.LAM 1 1 PODIUM PLAN SCALE: 1"=V-0" /2" ALL 1 TERIOR * EXTERIOR SURFACES OF SLOTTED AREAS TO BE P,LAM FINISH PIONITE SUEDE ANIGRE 15' 15I-0" PROVIDE 5 UNITS WAREHOUSE RESTROOM ELE SCALE: %2 " =1' -0" PLYWD. SUPPORT 30" O.C. EVISI NOT USED SCALE: 3 /4 " =1' -0" J A WAREHOUSE Iv SCALE: Y2 " =1' -0" N M FINISH WALL SCALE: %2 " =1' -0" s 0 N RESTROOM DETAIL COUNTER DETAIL SCALE: 3 /4 " =1' -0" EB • EB f E: STAIN WOOD CAP 'MI AX ARA �r -1 /1 I\ N. / Ilk \I A A %, I E: STAIN WOOD CAP k ., iRWIN WILLIAMS F 39 " -4 I " 1 5' IN. FRIPM FINI WAL . i t 3'-G" F I ' -0" �. � __ _ � , \ \ / /� . *\ \ LOOK I LE AS d aq 0 S D B Y � L ' ! I. is / N / N 0 L=, 111.1111111 ,' ,' '— MUSE RES - 00 L V. RESTROOM ELEV. MM i rmA I/4iiiiiii iiiiiiiiiiiii WAREHOUSE MEN'S 3/A1.4 REVIEWNEL FOR CODE COMPLIANCE o PPROVED AUG 2 7 2010 City of Tukwila BUILDING DIVISION NOTE: WAREHOUSE BATHROOMS TO HAVE WHITE DROP IN SINKS AND CHROME FIXTURES. RECEIVED D CITY OF TU LA JUL 08 2010 PERMIT CENTER TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT 1. ALDERMAN WASHINGTON 8275 JUL 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS A4 - I 0 REVISIONS A4-28- I 0 CLARIFICATIONS AG - I 0 REVISIONS A3 6 - I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: FLO PLAN DETAILS SHEET NUMBER: A1.4 12/03/2009 07/06/2010 2" OSB PLYWD. BACK UP TYP. AT PANELING 6" CROWN MOULD STAIN SHERWIN WILLIAMS CLASSIC CHERRY " LUAN PLYWD. STAIN SHERWIN WILLIAMS' CLASSIC CHERRY - 2" SPANISH CEDAR PANEL MOULD STAIN SHERWIN WILLIAMS CLASSIC CHERRY 4' LUAN PLYWD. STAIN SHERWIN WILLIAMS CLASSIC CHERRY 9 PANELING DETAIL am SCALE: 3 " =1' -0" 5' I1" 4' -52" 4' -5 6" 4'- I i" 16 PANELING ELEVATION SCALE: s " =1' -0" 4 NEW WINDOW 3'- I 2" SPANISH CEDAR PANEL MOULD STAIN SHERWIN WILLIAMS CHERRY CLASSIC 4' LUAN PLYWD. STAIN SHERWIN WILLIAMS CLASSIC CHERRY 2" OSB PLYWD. BACK UP TYP. AT PANELING 2" SPANISH CEDAR PANEL MOULD STAIN SHERWIN WILLIAMS CLASSIC CHERRY 1 4 " LUAN PLYWD. STAIN SHERWIN WILLIAMS CLASSIC CHERRY PANELING DETAIL SCALE: 3 " =1' -0" `7' - 11 3'-e4" 4' -O�" 2 v 3'-82" 2'- I OI'6" s : y PANELING DETAIL 4 SCALE: 3 " =1' -0" 3' -4" 3' -O" 2" 055 PLYWD. BACK UP TYP. AT PANELING 2" SPANISH CEDAR PANEL MOULD STAIN SHERWIN WILLIAMS CHERRY CLASSIC 4" LUAN PLYWD. STAIN SHERWIN WILLIAMS CLASSIC CHERRY WOOD BASE AS SELECTED BY OWNER STAIN SHERWIN WILLIAMS CLASSIC CHERRY 4 " LUAN PLYWD. STAIN SHERWIN WILLIAMS CLASSIC CHERRY 3' -4" 3' -O" 2' -1 O 6" r 2' -6 6" 37 4 3' -34" 4' -56 4' -I- -" 16 4' -2 6" NEW WINDOW 3' -IC 6" 4' -5 6" 4 ' - 16 bO9JS 0 3 -6 " 2' -8" 8" N N 9 cV EVI MVO k FOR CODE CO 4 LIANCE APP nven ALA, 27 20'10 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL '08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: 0812 8275 ASHLEY FURNITURE DATE ISSUED: PRINT DATE: REVISIONS: DRAWING NAME: SHEET NUMBER: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT STUA T M. ALDEIRMAN ST OF WASHINGTON ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 07/06/2010 A4 -28- I 0 CLARIFICATIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: FLOOR PLAN DETAILS NUMBER FINISH 1 WALLPAPER - TO BE SELECTED BY OWNER . •8 - S -►D •• -e 3 I 25 - SHELBURNE BUFF . C- 6 LIVI GS ON GOLD 5 E -23 COUNTRY REDWOOD 6 2085-10 ARROYO RED 7 HC -16 LIVINGSTON GOLD 8 1041 SCARECROW 9 HC 108 - SANDY HOOK GRAY I 0 2 108 -40 STARDUST I I 11C -95 SAG HARBOR GRAY 12 RALPH LAUREN PAINT - RM -33 WADSWORTH GREY 3 2 106- I O JAVA (THIS PAINT TO HAVE A SEMI -GLOSS FINISH) 14 HC- 1 LIVINGSTON GOLD 15 2 142 -40 DRY SAGE 16 1041 SCARECROW 17 11C-1 I 2 TATE OLIVE 1 8 2085 - I O ARROYO RED 19 2144 -20 EUCALYPTUS LEAF 20 2139- I 0 RIVER ROCK 2 I 476 JADE ROMANESQUE 22 11C -38 DECATUR BUFF 23 2142-30 MOUNTAIN MOSS 24 NOT USED 25 2 147 -30 JALAPENO PEPPER 26 804 CHICAGO BLUES 27 2067 -30 TWILIGHT BLUE 28 13I 5 POPPY 29 HC- 149 BUXTON BLUE 30 728 BERMUDA TURQUOISE 31 2079 -30 PEONY 32 537 SHADES OF SPRING 33 2139-40 HEATHER GRAY 34 HC- 114 SAYBROOK SAGE 35 HC- 105 ROCKPORT GRAY 36 2136-30 AMAZON GREEN 37 2130 - I 0 BLACK BEAN SOUP 3 . - ,5 •► •_ . • I ii 39 I 28 - SHELBURNE BUFF 40 HC 28 - SHELBURNE BUFF 41 DECORATOR WHITE 42 HC 28 - SHELBURNE BUFF 43 HC 28 - SHELBURNE BUFF 44 SEE DETAIL I /A I .6 45 2061 - I O DEEP ROYAL 4- 12 - -5• WINT R _•KE 47 11C -86 KINGSPORT GRAY .8 C 8 - S L :OR B1FF tt GENERAL WALL FINISH NOTES: I . ALL PAINTS TO BE BENJAMIN MOORE UNLESS OTHERWISE NOTED. 2. IN AREAS WITH CROWN MOULDING, SPECIFIED COLOR TO STOP AT BOTTOM OF CROWN WITH HC -28 SHELBURNE BUFF ABOVE TO UNDERSIDE OF CEILING. IN AREAS WITHOUT CROWN MOULDING SPECIFIED COLOR TO CONTINUE TO UNDER SIDE OF CEILING. 3. GYP. CEILING IN ENTRY AND BATHROOMS TO BE PAINTED HC -28 SHELBURNE BUFF. 4. ALL FURR DOWNS TO BE PAINTED HC -28 SHELBURNE BUFF. " "``` ``` " " "" //424711,///////////,,/,/,,,//////////.9.7.7.111 - / Ad e „„„,„,,„„„„,„„„„„„„„,„,„,„•.„„„,„„„„,,„„„„„,„,„„„„„„,.•.„„„,„,„„„,„„„„,„„„„„• ,,,..„,„„„„„„„„„„„,„„,„„„,„. ..-. MINN ■I1■■ 11111110 iI1 l l ■M■■ ■111■ BEDDING ENTRY 100 SALES 125 WALL FINISH PLAN • SCALE: %6 " =1' -0” - -1 TYP. - Flt - - - -- — SALES SALES 113 7 126 REFER TO 6/A I .3 FOR DETAIL 3 REFER TO /A I . I FOR SIT COLORS KIDS AREA 116 ELECTRONICS 118 CLEARANCE II7 N OFFICE I22 OFFICE I23 CODE AUG R a: X 1 1 F` e J • II t4094 CITY OF TUKKWILA JUL 0 8 2010 PERMIT CENTER COMPLIANCE ROVED 27 2010 f Tukwila G DIVISION TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT M. ALDERMAN WASHINGTON 8275 JUL 06 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUI'1'B B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: n2- I 1 -10 CLARIFICATIONS A3-22-10 REVISIONS A4-22- I 0 REVISIONS A4 -28 -10 CLARIFICATIONS /6 -8 -10 REVISIONS �6 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: 12/03/2009 07/06/2010 WALL FINISH PLAN SHEET NUMBER: A2.0 l �i ■ �i���� ����� GENERAL WALL FINISH NOTES: I . ALL PAINTS TO BE BENJAMIN MOORE UNLESS` OTHERWISE NOTED. 2. IN AREAS WITH CROWN MOULDING, SPECIFIED COLOR TO STOP AT BOTTOM OF CROWN WITH HC -28 SHELBURNE BUFF ABOVE TO UNDERSIDE OF CEILING. IN AREAS WITHOUT CROWN MOULDING SPECIFIED COLOR TO CONTINUE TO UNDER SIDE OF CEILING. NUMBER FINISH 1 WALLPAPER - TO BE SELECTED BY OWNER • •■ a. 3 HC 28 - SHELBURNE BUFF C- 6 I VI GS ON GO D 5 E -23 COUNTRY REDWOOD 6 2085 - I 0 ARROYO RED 7 HC -1 6 LIVINGSTON GOLD 8 1041 SCARECROW 9 HC 108 - SANDY NOOK GRAY I 0 2 108 -40 STARDUST 1 1 HC -95 SAG HARBOR GRAY 1 2 RALPH LAUREN PAINT - RM -33 WADSWORTH GREY 1 3 2 1 06- I O JAVA (THIS PAINT TO HAVE A SEMI -GLOSS FINISH) 14 HC -1 6 LIVINGSTON GOLD 1 5 2 142 -40 DRY SAGE I IO4I SCARECROW 17 HC -1 1 2 TATE OLIVE 1 8 2085 -10 ARROYO RED 19 2 144 -20 EUCALYPTUS LEAF 20 2 139- I O RIVER ROCK 21 476 JADE ROMANESQUE 22 HC -38 DECATUR BUFF 23 2 142 -30 MOUNTAIN MOSS 24 NOT USED 25 2 147 -30 JALAPENO PEPPER 26 804 CHICAGO BLUES 27 2067 -30 TWILIGHT BLUE 25 13I 5 POPPY 29 11C-149 BUXTON BLUE 30 728 BERMUDA TURQUOISE 3 I 2079 -30 PEONY 32 537 SHADES OF SPRING 33 2 1 39 -40 HEATHER GRAY 34 HC- 114 SAYBROOK SAGE 35 HC- 105 ROCKPORT GRAY 36 2 1 36 -30 AMAZON GREEN 37 2 130 -10 BLACK BEAN SOUP 39 HC 28 - SHELBURNE BUFF 40 HC 28 - SHELBURNE BUFF 41 DECORATOR WHITE 42 HC 28 - SHELBURNE BUFF 43 HC 28 - SHELBURNE BUFF 44 SEE DETAIL I /AI .6 45 2 0 6 1 - I 0 DEEP ROYAL 47 HC -86 KINGSPORT GRAY 4. -_ - i _ 3. GYP. CEILING IN ENTRY AND BATHROOMS TO BE PAINTED HC -28 SHELBURNE BUFF. 4. ALL FUKR DOWNS TO BE PAINTED HC-28 SHELBURNE BUFF. WAREHOUSE WOMEN S 107 WAREHOUSE MEN'S _i,_=zzz_ z2z=z7z72_'_z92<:=717:7:777=7:77A CASH WRAP RETAIL MEN'S CUSTOMER PICK —UP OFFICE INVOICE MANAGER/ D.C. MANAGER 1031 4 0 L grim. ri AI Ar 41Ir \ $ ser . 0 LJ 000 0 __ 0 • r — i WAREHOUSE BREAK PROVIDE "ALMOND" COLORED FRP ON WALL NEXT TO AND BEHIND HAND SINK TO 4' -0" A.F.F. VA VA MOWI IIiiiiiiiiii./ iii iiiiiiiiiiiiiiMiiiii INING RO OFFICE OFFICE E23 /// EV1 MD COD COm .... Fri. IAICE I P nVED AUU 27 2U1U City of Tukwila BUILDING DIVISION RECEIVED_ CITY OF TUrKc VILA JUL 0 8 2010 PERMIT CENTER TRUE NORTH TLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 6,(M. ALDERMAN TATE OF WASHINGTON 2 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: 8 \6 -22 -10 REVISIONS 12/03/2009 07/06/2010 REVISIONS: /N2 I 0 CLARIFICATIONS A4 -22- I 0 REVISIONS A4-28-10 CLARIFICATIONS AG -8— I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: WALL FINISH PLAN DETAILS SHEET NUMBER: A2.1 �� TRUE NORTH PLAN NORTH GENERAL NOTES: 1. GROUT COLORS TO BE DETERMINED. CONTRACTOR TO GET APPROVAL FROM OWNER BEFORE ORDERING. 2. CONFIRM TILE PATTERN AND DIRECTION WITH OWNER PRIOR TO BIDDING AND CONSTRUCTION. 3. TRANSITIONS BETWEEN FLOORING TYPES SHALL HAVE AN ALUMINUM SCHLUTER SCHIENE TRANSITION STRIP. VINYL PRODUCT NEEDS TO BE RAISED WITH FEATHER FINISH OVER THE LAST 18 " -24" TO BE FLUSH WITH TOP OF TILE. 4. OWNER TO SUPPLY AMTICO "ZEBRANO W733" AND CERSA "PG7007" TILE. 5. ALL COLUMNS ALONG ENTRY (100) AND SALES (126) TO HAVE 8" TILE BASE TO MATCH FLOOR TILE. 6. ALL VINYL BASE TO BE ROLL MATERIAL TO MINIMIZE SEAMS. 7. ALL AREAS WITH MARMOLEUM "CHARCOAL" MCT -614 FLOORING TO HAVE ROPPE 4" P -100 BLACK VINYL BASE. 8. BEDDING AREA AND KIDS AREA TO HAVE ROPPE 4" P -100 BLACK VINYL BASE. 9. ALL OTHER AREAS TO HAVE ROPPE 4" P -171 SANDSTONE VINYL BASE. -. MEMO - •-- •- •-- •-- •- Cane •-- •-- •-- • - -• --1 CUSTOMER PICK -UP OFFICE AIL ENS BEIGE" 2" TILE #55236 ® LOWES 187 SF RETAIL MEN'S MARMOLEUM "BLACK" T2g3q 13q 5F 4.11PERSLEIL, r - - •-- •- • •-- • •-- • - -• - • -- •- • -- •-- •-- •-- •- - • - -• Si H WAREHOUSE H LOCKERS • MARMOLEUM "BLACK" T2g3q 224 5F INVOICE MANAGER/ D.C. MANAGER MARMOLEUM "BLACK" T2 200 5F STONE: SOLUTIONS "FARNESE NOCHE" I5"xI8" TILE 28 SF STONE SOLUTIONS "FARNESE NOCHE" I5"xI8 TILE 51 5F L -•-- •-- •- •-- •-- •- •-- •-- •-- • - -• - -• -- • -- • - - • -- -- • - - • - - •- 1 • STONE SOLUTIONS "FARNESE NOCHE" I5"xI8" TILE 507 SF L - •- I - •- -• - -• CASH WRAP 5E1 E" 2 " TILE #55256 ® LOWES Iqa SF WAREHOUSE WOMEN 5 WAREHOUSE MEN'S "MESA BE I 12 "x12" TIL #55236 LOWES 1 5F MARMOLEUM "BLACK" T2 42 N g .,,,,,,,,,,I,,,,,,,,,A A,...,,,,,,..,,..I AA � 0 RMOLE "BLACK' T215q 831 SF STONE 5OLUTI • S CAFE "FARNESE NOG 108 I5"xI8" TILE 22q SF WAREHOUSE BREAK kOOR PLAN DETAIL gm SCALE: %4 " =1' -0" 1 FLOOR PLAN DETAIL SCALE: %4 " =1' -0" r � r rArArdrawAr..A.Anr.ram....m...A.A.AmdrmmrA....ar.mrararmArAmrArArArArArArArApraorA.A.A.A.ArA.m.Pra2mnnvArmAr...rAyA.A.Awd....vrmmmv....r.anw,notaswAwAgmwnrAFA.A.A.Arar.P..A. ..41 L � OFFICE 123 MARMOLEUM j 5 "BLACK" T2g3a . i • 15 SF � _ -- • -- • - - • -j _ - •-- •-- •- - - -•- 0. •-- •-- •-- • -• - -.J O — •- - •--•--•--•--•--•--•--•--•--•--•--•--•-- •-- •-- •-- •-- •-- •- •-- •- -• - -•- • NING RO MARMOLEU M BLACK" T2g5q 845 SF OFFICE EVISI oqs (0 RECEIVED CITY OF TUKWILA JUL 08 2010 PERMIT CENTER BEVE COD OO LIA OE APPR VED AUG 272010 City of Tukwila BUILDING DIVISION TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: 0812 A2.3 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT ALDERMAN ASHINGTON 8275 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE T UKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: � 6 -22- I 0 REVISIONS 12/03/2009 07/06/2010 REVISIONS: A4 -28- I 0 CLARIFICATIONS 6 -8 -1 0 REVISIONS DRAH 1'ED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: FLOOR FINISH PLAN DETAILS SHEET NUMBER: LEGEND �--� INDICATES EXTENTS OF MOULDING NOTES: 1. MOULDING TO BE 6" WOOD CROWN MOULDING AS SELECTED BY OWNER. PAINT AS DIRECTED BY OWNER. MOUNT AT 9' -0" A.F.F. TYPICAL U.N.O. 2. MOULDING IN SALES (1 25) ALONG EXTERIOR WALL TO BE AT 12 A.F.F. TO BOTTOM OF MOULDING. MOULDING TO BE STAINED SHERWIN WILLIAMS "CLASSIC CHERRY'. f�"T /,C / /// /GAY /Y /! /fir✓, BEDDING N I ✓. f 4 i/ i/i C a i l of AWAY r• wii/ i/ G- why r, // / /!o, /// / / /i✓r//, // /44/ G/a ,,, !/!//! !/! /! /et.:N✓!! . /e. (+ ///I. HJ/://///////////////////(0 0/////////o oly// i////// / //4i / / / / / / / / /// ✓ / / / / / /// /e /INw r/ / /// .••• // / / /pv / / / /Uf✓JY!/I/I/ ///1{ U// /// I/rlf /I/ /I///1/7: /I / / / //1 < mowez,.fI // / /!I /I✓.7f✓I / / / / 1/ 9/✓✓ ENTRY SALES SALES SALES NO MOUL�ING THIS AREA KIDS AREA ELECTRON ICS CLEARANCE 117 NO MOULDING THIS AREA MOULDING PLAN SCALE: %6" =1' -0" REVIEWED FOR CODE COMPLIANCE APPROVE AUG 2 7 2010 City of Tukwwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL '0 8 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT M. ALDERMAN l± WASHINGTON 8275 JUL 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: 8 \6 -22 -10 REVISIONS PROJECT NUMBER: 0812 DRAWING NAME: SHEET NUMBER: A2.4 12/03/2009 07/06/2010 REVISIONS: A2- 1 I - I 0 CLARIFICATIONS A3-22- I 0 REVISIONS A4-28- I 0 CLARIFICATIONS 6 -8- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB MOULDING PLAN d 04/4/41/4/4/41 0 410/41/M46 I 11111 ••® E ��' iI 0 kArAvAr,,,,,,� 4 r m ,�„ .ne VJ 1 r i i i i i i ►iii i i i ii i i • FOR mar ' ii OUSTIC CEILIN1 TILE @ I l'-0" AVAVAIVAIAPY �21/ /my fl.... . 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N FIELD. 11 � NL TIC TILE A .................. 9 REFLECTED CEILING PLAN DETAIL SCALE: % " =1' -0" 1 = ° ii OUSTIC CEILING TILE @ I0' -6" ■E■■■ ■EN■E ■■ ■■■ • ••••• ACOUSTIC CEILING TILE @ 10' -6" •••• •••• •••• NMI NMI MIEN •••• ■■ ■■ • ■■ ■N MIEN MI MIME •••• MIN ACOUSTIC CEILI TILE @ 1 -6" ar 5 5 ■■■■ ■MIME■ ■■•• ■■■■■■ 5 i i ii iiii i s i iii i it A r A WW i iiii i i iii i ii t ACOUSTIC CEILI TILE @ I0' -6" •••••• ■■■■■■ ■■■ •■ ■■ ■E■ /- ■t■■■ ■■■■■ REFLECTED CEILING PLAN DETAIL • SCALE: 1 /16 " =1' -0" REVIEWED IOR CODE COMPLIANCE MOVED AUG 272010 City of Tukwila BUILDING DIVISION NOTE: ACOUSTIC CEILING AT CAFE (108) TO BE 2x4 SQUARE LAY - IN "CERAMAGUARD" UNPERFORATED CERAMIC $ MINERAL FIBER TILE MANUFACTURED BY ARMSTRONG OR EQUAL. GRID TO BE i 6" WHITE ALUMINUM. RECEIVQ CITY of TL) LA JUL , O 8 2A10 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 0. -A 'Lin A 9 ` 8275 REGISTERED ARCHITECT JU B ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHING 0\ SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A4 -22- I 0 REVISIONS 4-28- I 0 CLARIFICATIONS A6 -8- I 0 REVISIONS 8 \ -22- I O REVISIONS DRAFTED: MDL PROJECT NUMBER: 12/03/2009 07/06/2010 REVIEWED: DB 0812 DRAWING NAME: REFLECTED CEILING PLAN DETAILS SHEET NUMBER: A3.1 SUSPENDED CEILING SEISMIC INSTALLATION NOTES Lateral Force Bracing (figures 2 and 3) Ceilings constructed of lath and plaster or gypsum board, screw °midi at- tached to suspended members that support aceiling on one level extending from wall to wall shall be exempt from the lateral force bracing requirements. .30?,oce, 013CA zones 3-4 • Lateral force bracing is the use of vertical struts (compression posts) and splay wires (see figure 2).- Lateral force bracing is required for ceilings over 1,000 square feet and not required for ceilings less than 1,000 square feet provided they are surrounded by four walls and braced to structure, Source ASCE 7-02 section 9,6,262.2 item e Lateral Force Bracing shall be 12 feet on center (maximum) and begin no farther than 6 feet from walls. &, CiSCA Seismic zoffis 3•4 Splay wires are to be four 12 gage wires attached to the main beam. Wires are arrayed 90 from each other and at an angle not exceeding 45° from the plane of the cling. Source CISCA SeismiC zone's 3-4 Splay wires are to be within 2 inches of the*connection of the vertical strut to suspended ceiling. soume.ciscA a-)ismic zone 3-4 • Rigid bracing may be used in lieu of splay wires. Source, ASCE sectbn 9.6.2.62,2 .• Ceilings with plenum's less than 1 ainches to structure are not required to have lateral force bracing. Sourct. Piortlaid Bilking Dep Vertical struts must be positively attached to the suspension systems and the structure .above, source CISCA 3-4 The vertical strut may. be EMT conduit, metal studs or a proprietary compres- sion post (see figure 3). G 0 0 Wall Moldings (figure 4) • Wall moldings (perimeter dosure angles) are required to have a horizontal flange 2 inches wide, unless alternate methods are approved prior to instal- lation by the local building department and the designer of record. One end of the ceiling grid shall be attached to the wall molding, the other end shall have a % inch clearance from the wall and free to slide, •,:.3ource, ASCE 7-02 804.";tiart 9,626,2,2 item b • The grid shall be attached at two adjacent walls (pop rivets or approved method). Sourc,e COCA Seismic zarief, 3-4 * There shall be a minimum inch clearance from the end of the grid system at un-attached walls, source ASCE 7-02 section 9,6.262.2 item b Spreader Bars (figure 4) Spreader (spacer) bars or other means approved by local building depart- ment shall be used to prevent the ends of the main beams at perimeter wells from spreading open during a seismic event. Perimeter wires shall not be in lieu of spreader bars it-e CISCA Seismic zont 3-4 • Wire tying is an acceptable alternative to spreader bars. • Spreader bars are not required if a 90 degree intersecting cross or main is within 6 inches of the perimeter wall. Hanger (Suspension) it (figures 5a arid 5b) • Hanger and perimeter wires must be plumb within 1 in 6 unless (figure 5a) counter sloping wires are provided (figure 5b). sour60ASTM C 636' secti::o 2 1. 4 Hanger wires shall be 12 gage and spaced 4 feet on center or 10 gage spaced 5 feet on center, source ASTM C 636 • Any connection device at the supporting construction shall be capable of car- rying not less than 100 pounds. SOUTea ClSCA 27C,V106 3 - 4 For essential facilities, hanger wire connections must be capable of carrying 200 pounds and bracing (splay) wires shall be capable of carrying 440 pounds, Bracing wires shall be attached to the grid and to the structure in such a man- ner that they can support a design load of not less than 200 pounds or the actual design load, with a safety factor of 2, whichever is greater Terminal ends of each main beam and cross tee must be supported within 8 inches of each wall with a perimeter wire (see figure 4 & 5 b), Source GISOAzme,s 3-4 0 Electrical fixtures Light fixtures weighing less than 10 shall have one 1 agage hanger wire connected torn the fixture to the structure above. This wire may be slack, It Source,CCASeismii'..1. zona Light fixtures weighing more than 10 pounds and less than 56 lbs. shall have two 12 gage wires attached at opposing corners of the light fixture to the structure above. These wires may be slack. sourc. CISCA Seisrmb 2t)ne. Light Fixtures weighing more than 56 lbs. shall be supported by directly from the structure above. The wires Must be taut. souit eiscit saismb 2 3-4 6 Pendant mounted fixtures shall be directly supported from the structure above using a 9 gage wire or an *preyed alternate support without using the ceiling suspension system for direct support, Durco CISCA Sekirrib zone,s 3-4 Tandem fixtures may utilize common wires. Mechanical Sentices Terminals or services weighing 20 lbs. but not more than 56 lbs. must have two 12 gage wires connecting then to the ceiling systeiv hangers or the structure above. These wires may be slack, source. CISCA Sekv zar)es 3-4 Terrnhals or services weighing more than 56 lbs, must be independently supported directly from the structure above. These Wire$111LISt be taut. si„):,r0E) CISOA zoi oa 3 SeiSMie SeparatiOn JOiritS (figure 7) For ceiling areas exceeding 2600 square .feet, a seismic separation joint or full height wall partition that breaks the ceiling shall be provided unless analyses are performed of the ceilings bracing system, closure angles and penetrations to pro- vide sufficient clearance, 5 ASCE 7 ern 9.62 62.2 ci The layout and location of the seismic separation joint shall be per the designer of record and noted on the plans. If a seismic separation joint is required by the designer, the designer may use the generic joint ,detailed in this document or a pro- prietary joint. The amount of free movement (gap design) shall be per the designer of record, Sprinklers For ceilings without rigid bracing, sprinkler head penetrations shall have a 2 inch oversize ring, sleeve or adapter through the ceiling tile to allow free movement of at least 1 inch in all horizontal directions. Flexible head design that can accommodate 1 inch free movement shall be permitted as an aternate, safir, 9,0,262 2 ji,.: \ 2'-0" TYP. /- NEW TPO ROOFING OVER 3" POLYISOCYANURATE INSULATION (3) 0. I 48" 0 x 3" NAILS OR (3) # I 0 x 3" SCREWS 5 ADDITIONAL FRAMING FOR 3 NEW GYP. CEILING SCALE: 1/2" SCALE: 1" = NEW 2x4 8I-0"11P. EVA !VA EXISTING NAILING EXISTING 2x4 6 ADDITIONAL FRAMING 0 DETAIL EXIST. ADD 2x4 DOUG. MR #2 @ 24" O.C. 5I5TERED TO EXISTING 2x4 figure 7 I SEISMIC SEPARATION JOIINT DETAIL II NOT TO SCALE figure 2 Lateral force Bracing - 2 003 I90 LATERAL FORCE BRACING DETAIL NOT TO SCALE figure 4 Wall Molclin Requirents WALL mininum o m):0 :0 frpu , 3/4' .{ Tom) witill..khAd Pop 'Rivet A 1 Frarige. WALL MOLDING SUPPORT DETAIL AO NOT TO SCALE figure 5a figur * Countersloping • : ;c.;Or0*.it 1701 su it Of!: v,.stem $;- coMppp#01.s10m, speEdJt A HANGER WIRE DETAILS — I - NOT TO SCALE figure 3 Maximum Recb Vertical Struts ended Lengths fo EMT. CON DUaT 1 /2" EMT conduit 3 ,4" EMT conduit in EMT conduit 1,4e Metal Stud' (25::dage)1 g.14" itiotoj .g•gO) Source cr'ortiond Building Ektoartrnent EVISI N 09 1411. 265 REVIEWED FOR COD COMPLIANCE OVED AUG 2 7 2010 City of Tukwila BUILDING DIVISION up to 6" 2u Litz) to 10' 6" RECEIVED CITYOFTIIKWILA JUL '08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 REGISTERED ARCHITECT ALDERMAN WASHINGTON 8275 JUL 0 6 2010 ASSOCIATE ARCHI 1 ECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWILA WASHING SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2 - I - I 0 PERMIT COMMENTS 5 6-22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: ON 12/03/2009 07/06/2010 0812 DRAWING NAME: SUSPENDED CEILING SEISMIC NOT SHEET NUMBER: S EXIST. BUILT -UP ROOF SYSTEM AND TYPICAL EDGE OF ROOF CONDITION. FLASH NEW GUTTER UNDER EXIST. EDGE OF ROOF FLASHING TYP. TOR ELEV.AS SHOWN ON ROOF PLAN TYP. NEW 6 "x8" PREFINISHED ALUM. GUTTER GUTTER SUPPORT AS REQUIRED TYP. 358" DOWN SPOUT EXIST CONC. TILT WALL PANEL GUTTER STRAPS AS REQUIRED TYP. EXIST PAVING. TYP. GENERAL NOTES: 1. EXISTING BUILT -UP ROOF TO REMAIN. THOROUGHLY INSPECT ALL EXISTING ROOF SYSTEM COMPONENTS INCLUDING ROOF MEMBRANES, FLASHINGS, EQUIPMENT SUPPORTS, PENETRATIONS, EXISTING ROOF DECK ETC. REMOVE AND REPLACE /REPAIR ALL COMPONENTS AS REQUIRED FOR A COMPLETE WATERTIGHT AND STRUCTURALLY SOUND ROOF SYSTEM. 2. FLASH AND PATCH EXISTING ROOF SYSTEM AT AREAS OF NEW WORK FOR A WATER TIGHT ASSEMBLY TYP. 3. PROVIDE GUTTER SUPPORTS AS REQUIRED AT ALL NEW GUTTER LOCATIONS. FLASH NEW GUTTERS AT EXISTING EDGE OF ROOF GRAVEL STOP TYP. SCALE: 1/2"=1'-0" • .. s r NEW TPO ROOF AT NEW FACADE ELEMENT TYP. NEW RIDGE 50' -0' NEW METAL ROOF AT NEW FACADE ELEMENT. IN INLET 13' -7" IS . 6" R.D. RAT DRAIN 13' -7" EXIST. 6" R.D. TOR 14' -0" 6" R.D. EXIST. TOR 14' -0" EXIST. TOR 14' -0" EXIST. I OR 14' -0" SLOPE 1 /4 " /FT. EXIST. TOR I4' -0" XIST. EXIST. RO TOR AT DRAIN 13' -7" 6 R.D. IS . 4" OVERFLOW R.D. NEW GUTTER •■ IST. fir �,,.- NEW DNSPT. OR 14' 0" �� EX IST. TOR 13-10" 13 -10" EXIST. TOR I4' -0" DF HATCH NEW DNSPT. GUTTER EXIST. TOR 15' -4" EXIST. RTU EXIST. OR 15' -4" EXIST. 0 15' -6" EXIST. EXIST. TOR 16' -2" EXIST. TOR 18' -7" EXIS W EHOU = ROO ABOV R :1 IN F,MI O PER ,0743 WO EXIST. TOR 19' -5" EXIST. TOR 19' -4" EXIST. OR 20' -3" EXIST. TOR 20' -3" TT, ITT. TOR I9' -4" OR AT DRAIN 13' -7" EXIST. TOR 20' -3" EXIST. TOR I9' -4" EXIST. TOR 20-3" EXIST. TOR 19' -4" EXIST RTU EXIST. TOR 20'- �X FST. TOR 1 9'- EXIST. TOR 20-3" EXIST. TOR 19' -4" NEW ROOF SLOPE I /4 " /FT. NEW TPO ROOF AT NEW FACADE ELEMENT TYP. SLOPE I /4 " /FT. NEW GUTTER AND DNSPTS. TYP AT NEW GUTTER. NEW GUTTER AND DNSPTS. z TYP SECTION AT EXIST ROOF EDGE AND NEW GUTTER DETAIL NEW TPO ROOF AT NEW CUSTOMER PICK -UP CANOPY TYP. NEW GUTTER AND DNSPTS. D5. DS. EXIST. EXIST. TOR 14' -0" TOR 14' -0" NEB/ GUTTER AND DNSPTS. EXIST. TOR 14' -0" EXIST. TOR 14' -O" TYP AT NEW GUTTER. E EXIST. TOR 14' -0" NEW GUTTER AND DNSPTS. EXIST. TOR 14' -0" b EXIST. TOR 14' -O" NEW GUTTER AND DNSPTS. EXIST. TOR 14' -0" EXIST. TOR 14' -0" NEW GUTTER AND DNSPTS. REVIEWED FOR CODE COMPLIANCE APPROVED Nib 272010 City IorTokwi1a BU1LDINGDIVISION EXIST. TOR 14' -O" 1 EXIST. TOR I4' -0" EXIST. TOR 14' -0" NEW GUTTER AND DNSPTS. I SCHEMATIC ROOF PLAN II SCALE: 1/16 " =1' -0" bOcfrIs � DS. EXIST. TOR 20' -7 1/2" EXIST. TOK I 1/2" EXIST. TOK 19' -O I /2" EXIST. TOK 1 7' -9 1/2" EXIST. TOK 1- 6 1 / 2 " 0 EXIST. TUR 15` -3 1/2" EXIST. TOR 14' -0" TYP AT NEW GUTTER. NEW GUTTER EXIST. TO COL. LINE 2 TOR I4' -0" RECEIVED CITY OF TI IKWILA ,IUL 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 REGISTERED ARCHITECT T M. ALDERMAN F WASHINGTON ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHING SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2- I - I 0 PERMIT COMMENTS 2- I I - I 0 CLARIFICATIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 8275 DRAWING NAME: SUL 0 2010 2/01/2010 07/06/2010 ROOF PLAN SHEET NUMBER: CANOPY PLAN SCALE: %4 " =1' -0" =IN O <n 2 Oa m r 11.1 5""_14- AY' A Cn N EXIST. ELEC. IO f REF: STRUCTURAL (TYP) 19' -9-k H— TREATED WOOD BLOCKING 15' -O" • 6 "x8" PRE - FINISHED ALUM. GUTTER A.F.F. VERIFY WITH EXIST. OHD. HT. 3 "x5" DOWNSPOUT TYP. EA. COL. TREATED PLYWOOD DECKING REF: STRUCTURAL REF: STRUCTURAL PAINT ALL EXPOSED SURFACES COLOR AS SELECTED BY OWNER. TYP REF: STRUCTURAL EXIST. ASPHALT PAVING 9 CANOPY SECTION MN SCALE: 1 /2" =1' -0" EXIST. CONC. TI LTWALL TERMINATION BAR AND SEALANT TPO. FLASHING 45 MIL WHITE TPO ROOFING SYSTEM EXISTING OVERHEAD DOOR City ofTukwila BUILDING DIVISION 19' -2" A j A.F.F. MTL FLASH $COUNTERFLASH. ALLOW FOR DIFF. MOVEMENT TREATED WOOD BLOCKING VARIES REF: STRUCTURAL I" EIFS FINISH OVER "T VEK" VAPOR BARRIER. APA RATED SHEATHING TYP.REF STRUCT. 6" MTL FRAMING: REF: STRUCTURAL TYP. SEALANT REVI I bo 2 . 5 (4) CANOPY SECTION SCALE: 1 /2"=V-0" CITY OF TI JK1WILA JUL , '08 2010 REVIEWED POP`_ PERMIT CENTER CODE COMPLIANCE /APPROVED AUG 2 2010 TRUE NORM! PLAN NORTH ARCHITECT OF RECORD: JUL 0 7010 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 •T M. ALDERMAN STATE OF WASHINGTON ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WAS HIN G SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: CANOPY PLAN SHEET NUMBER: A5.0 ON 12/03/2009 07/06/2010 .......... .......... ':;".' : C . J .::: : C.J. :::::::::::: ......... ....... . . • .............. 7 ....................................... t.................... ....,�.......... . 6.16. .. . .......... .......... ,.. .......... . . ,................ .. ...... ............ ...... ......................... ......... ....... . . • .............. 7 ....................................... t.................... ....,�.......... . 6.16. .. . 14101011 a., ....!• :,..--L..- 1 .0:._r /,'" . Atit. . VAS\ .......... .......... ,.. .......... . . ,................ .. ...... ............ ...... ......................... ......... ....... . . • .............. 7 ....................................... t.................... ....,�.......... . E.J. E.J. NOTE: REFER TO 3 /A6.0 FOR CUSTOMER PICK UP CANOPY ELEVATION. NOTE: ALL EXTERIOR CULTURED STONE TO BE EL DORADO STONE LEDGESTONE "DURANGO" !CAL. .. ............ ....... / ..,... i ..... .,.... � ,.. . ... ..... . , � , .. .. ... .. LT PVT. �S SE � CTED '�:Y 9 SIDE ELEVATION SCALE: s " =1' -0" FOAM MOLD INSTALL PER STUCCO MFG. DETAIL TYP. PROFILE I PROFILE 2 MOLD ° 14 SCALE: 1 1/2"=V-0" NEW GUTTER AND DOWNSPOUT TYP. THIS DS ELEVATION. REF: ROOF PLAN ENTRANCE ELEVATION SCALE: 1 /8" =1' -0" NOTE: REFER TO SECTIONS FOR MATERIALS AND DIMENSIONS OPP. RECESSED LIGHT FIXTURES TYP. PLASTER SOFFIT TYP. SOFFIT PLAN WOOD TRUSS TYP. LINE 0 WALL HANEL EXISTING TILT J METAL ROOF COLOR: AEP SPAN DURATECH 5000, "COOL DARK BRONZE" TYPICAL SCALE: 1 /8" =1' -0" REVIEWED OIL CODE COMPLIANCE PRIMED AUG 2 2010 III ID \ I•:• ::::: _ SIDE ELEVATION NEW GUTTER AND DOWNSPOUT TYP. AT NEW CLERESTORY. REF: ROOF PLAN NEW GUTTER AND DOWNSP UT TYP. THIS ELEVATION. REF: OOF PLAN NEW GUTTER AND DOWNSPOUT TYP. REF: ROOF PLAN CANOPY ELEVATION SCALE: %s =1' -0" DS OT USED YP. ELEV. AT NEW WINDOWS AND SOFFIT PLAN CALE: %$ " =1' -0" SIGN NOTES: 1. ALL PAINT TO MATCH SHERWIN WILLIAMS COLORS LISTED 2. ALL EIFS FOAM Lt I I ERS AND ENTRY SIGN TEXT AND LOGO WILL EXTEND I " FROM THE FACE OF THE BUILDING FACADE WALL PLANE. SIGN AREA CALCULATION TENANT 100 FACADE AREA: 4,978 S.F. AREA INCREASE: ZONING SETBACK= 15 FEET. SIGN FACADE SETBACK= 255' -9" MAX. ALLOWED AREA: 500 S.F. Lt I I ERING AREA: 25 S.F. MAIN WALL SIGN L11 1 ERING AND LOGO AREA= 214 S.F. OVERALL MAIN SIGN WALL AREA: 304 S.F. Z50 0 0 EVI L L I I R I N G AREA: DS 40 S.F. SIGN DETAIL SCALE: %4 " =1' -0" TOTAL FACADE SIGNAGE MAXIMUM AREA= ARRROX. 306 S.F <500 S.F. ALLOWED. EIFS - COLOR BLUE - SHERWIN WILLIAMS (SW 6524- "COMMODORE ") -EIFS - COLOR WHITE EIFS - COLOR WHITE RECEIV JUL 0 8 2010 PERMIT CENTER E.J. EIFS - COLOR. ORANGE - SHERWIN WILLIAMS (SW 6884 - "OBSTINATE ORANGE ") EIFS - COLOR YELLOW - SHERWIN WILLIAMS (SW 6911-"CONFIDENT YELLOW') TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 JUL. 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2 -1- I 0 PERMIT COMMENTS 2 -1 I -10 CLARIFICATIONS 4 -22- I 0 REVISIONS 8 \6 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: ELEVATIONS SHEET NUMBER: A6.0 12/03/2009 07/06/2010 MANUFACTURED STONE, EL DORADO STONE, LEDGES "DURANGO" ON PREFINISHED SHT. MTL. PARAPET FLASHING OVER 2x TREATED WD. NAILER. PROVIDE FLASHING CLEATS ETC AS REQUIRED. 25' -0" A.F.F. "SToQUIK SILVERNExT" - VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. PLYWOOD SHEATHING REF: STRUCT 6" MTL FRAMING. REF: STRUCTURAL TYP. /32 A D PLYWOOD SHEATHING. INSTALL PER MANUFACTURER'S WARRANTEED DETAILS. TYP. CALE: 1 /2 " =1' -0" NEW TPO ROOF MEMBRANE OVER 2%2' PLYWOOD TYP. ADDITIONAL JOIST FRAMING. REF: STRUCTURAL ALL SECT. AT CLERESTORY EXISTING TILT WALL INSUL. GLAZED STOREFRONT SYSTEM TYP. — NEW MIN. R -21 POLYISOCYANURATE (ISO BOARD) RIGID INSULATION. NEW SOLID WOOD BEAM AT LINE OF EXIST. ROOF DECK. REF: STRUCT. INSUL. GLAZED STOREFRONT SYSTEM TYP. ROOF TRUSSES AND SHEATHING. REF: STRUCT. NEW 45 MIL MECHANICALLY ATTACHED TPO ROOF MEMBRANE. WHITE COLOR. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. NEW WOOD U55. REF: STRUCT.TYP. X 3 CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING "SToQUIK SILVERNExT "- VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. R- 19 FIBERGLASS INSUL. TYF UNO 6" MTL STUD FRAMING REF: STRUCTURAL 32" APA RATED SHEATHING TYP.REF STRUCT. FLASHING LASHING INTO EXIST. ROOF SYSTEM EXISTING GLU LAM BEAMS 2X2 TEGULAR FISSURED SUSP.CLG SYSTEM. PROVIDE SIESMIC BRACING AS REQUIRED TYP. NEW DRYWALL FURR DOWN TYP. 1ST. STRUCTURE AND ROOF FRAMING TO REMAIN. STU TAT LINE OF EXISTING ROOF BEYOND NEW 6X6 STL. COL. REF. STRUCT I CLERESTORY SECTION II SCALE: 1/2 " =1' -O" REVI bOgt- zs ( REVIEWED FOR CODE COMPLIANCE AUG 2 7 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 82010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: • 0812 A6.2 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 8275 REGISTERED ARCHITECT T ALDERMAN OF WASHINGTON JUL 0 6 2010 16 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: DRAWING NAME: CLERESTORY SECTION SHEET NUMBER: 12/03/2009 07/06/2010 2- I - I 0 PERMIT COMMENTS 2- I I - I 0 CLARIFICATIONS 6 - 22- I 0 CLARIFICATIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 6 ENTRANCE DETAIL SCALE: 32 " =1' -0" "SToQUIK SILVERNExT" --- VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. e4'• 3" CONT. SOFFIT VENT SCREED 0 7/A6.3 STEEL FRAMING REF: STRUCT. NOTE: I NSTALL -s' - fO - AIV1 — — "FIELD" AT TENANT SIGN AREA RECESS TO COVER PLASTER SYSTEM CONTROL JOINTS. I ENTRANCE SECTION SCALE: 1 /4" =1' -0" PREFINISHED SHT. MTL. PARAPET FLASHING OVER 2x TREATED WD. NAILER. PROVIDE FLASHING CLEATS ETC AS REQUIRED. 25' -O" A.F.F. - EXPANSION JOINT. NOTE SIMILAR CONDITION AT SIDE OF ENTRY TOWER IX6 CLEAR HEART REDWOOD SOFFIT TYP. FLASHING 4 "X 1 2" FASCIA STAIN 4 "X 12" "BEAM" STAIN PREFIN. MTL FLASHING PROTECTION AT BEAM.COLOR TO MATCH METAL ROOF COLOR TYP 4X4 WOOD BRACKET. STAIN 4 "X 1 2" WOOD BRACKET SUPPORT STAIN. 3' -10" 7 ENTRANCE DETAIL SCALE: /2"=1'41" MANUFACTURED STONE, EL DURADO LEDGES—TONE, "PURANGO" ON "SToQUIK SILVERNExT" - VENTILATED CEMENT BOARD STUCCO SYSTEM TYP INSTALL PER MANUFACTURER'S WARRANTED DETAILS. G" MTL FRAMING: REF: STRUCTURAL TYP. TREATED WOOD BLOCKING AS REQUIRED 2 %2" PLYWOOD SHEATHING MTL FRAMING: REF: STRUCTURAL TYP. 2 FACADE SECTION SCALE: %2 " =1' -0" 3" CONT. SOFFIT VENT SCREED STARTER TRACK WITH WEEP HOLES. MTL. FLASHING NEW CANT STRIP AND BLOCKING. PATCH EXISTING ROOF MEMBRANE SYSTEM - FOR NEW PARAPET CONDITION. - EXISTING ROOF SYSTEM AND INSULATION. PATCH AS REQUIRED BY NEW WORK ISTING ROOF STRUCTURE. NEW EXT. PARAPET WALL FRAMING WALL EXISTING TILT WALL NEW METAL ROOF. OVER W.R.GRACE "ICE AND WATERSHIELD UNDERLAYMENT TYP. ROOFING PANELS TO BE 24 GA. INTERLOCKING STANDING SEAM SMOOTH FINISH. PANEL HEIGHT I -3/4 ", PANEL WIDTH 1 8 ". PANEL FINISH TO BE "KYNAR" COATED. COLOR AS SELECTED BY THE OWNER FROM — MFG'S. STANDARD COLORS. 2X TREATED WOOD BLOCKING AND NAILERS G" MTL FRAMING: REF: STRUCTURAL TYP. I / - GLULAM 12 X 24 PREFINISHED SHT. MTL. PARAPET FLASHING OVER 2x TREATED WD. NAILER. PROVIDE FLASHING CLEATS ETC AS REQUIRED. 25' -0" A.F.F. "SToQUIK SILVERNExT" - VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. 6" MTL FRAMING: REF: STRUCTURAL TYP. • d TREATED WOOD BLOCKING AS REQUIRED O 0 i ..° • CLOSURE FLASHING, ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING FLASHING -- "SToQUIK SILVERNExT" - VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. PLYWD. SHEATHING. REF: STRUCT. TYP. 3' -10" NEW TP MEMB 2332' PL 2-6" •e. a 4 • • A . • .• . d• q d. • •. . . • d ., , • • 4 • • e . a + 1• • 3 FACADE SECTION SCALE: %2 " =1' -0" ROOF NE OVER OOD TYP. TREATED BLOCKING. 8 EXP. JT. DETAIL SCALE: 1 =1' -0" CLO URE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING ECESSED LIGHT FIXTURE 3" CONT. SOFFIT VENT SCREED STARTER TRACK WITH WEEP HOLES. MTL. FLASHING NEW CANT STRIP AND BLOCKING. PATCH EXISTING ROOF MEMBRANE SYSTEM FOR NEW PARAPET CONDITION. FXISTING ROOF SYSTEM AND INSULATION. PATCH AS REQUIRED BY NEW WORK ` ROOF STRUCTURE. NEW INTERIOR STUD FRAMING. 5/8" TYPE "X" GYP. BD. TAPE, FLOAT TEXTURE AND PAINT. 1 PREFINISHED SHT. MTL. PARAPET FLASHING OVER 2x TREATED WD. NAILER. PROVIDE FLASHING CLEATS ETC AS REQUIRED. 19' -2" A.F.F. "SToQUIK SILVERNExT" - VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. TREATED WOOD BLOCKING AS REQUIRED EXISTING BLOCKING. REMOVE EXIST EDGE OF ROOF GARVEL GUARD AND FLASHING AS REQUIRED. APA RATED SHEATHING TYP. -- REF: STRUCT. 6" MTL FRAMING: REF: STRUCTURAL TYP. FOR MEMBER SIZES AND CONNECTION DETAILS TYP. 'ER TRACK WITH WEEP HOLES. =" 300 PSI CONC. WALK. SIM 4/54.1 TYP AT ENTRY TOWER. SET IN MASTIC. :d•.. •mar.. TREATED WOOD BLOCKI NG. 1/8" ALUM. EXP JT COVER PLATE.W /BEVELED EDGES. ATTACH TO TOWER SIDE AS SHOWN AT 12" O.C. TYP WALL AND CLG. z 4FACADE SECTION SCALE: 1 /2" =1' -0" I X6 CLEAR HEART REDWOOD SOFFIT TYP. FLASHING 4 "X I 2" FASCIA STAIN 4 "X 1 2" "BEAM" STAI N PREFINISHED METAL FLASHING PROTECTION AT BEAM. COLOR TO MATCH METAL ROOF COLOR TYP 4X4 WOOD BRACKET, STAIN 4 "X I 2" WOOD BRACKET SUPPORT STAIN. "SToQUIK SILVERNExT" VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. 1 5/32" APA RATED SHEATHING TYP.REF STRUCT. MEMBRANE FLASHING OVER PARAPET BLOCKING. 3TART•ER TRACK WITH WEEP HOLES. MTL. FLASHING NEW CANT STRIP AND BLOCKING. PATCH EXISTING ROOF MEMBRANE SYSTEM FOR NEW PARAPET CONDITION. IS ING ROOF SYSTEM AND INS LATION. PATCH AS REQ IRED BY NEW WORK ISTING ROOF STRUCTURE. ISTING CONC. TILT WALL NEW INTERIOR STUD FRAMING. 5/8" TYPE "X" GYP. BD. TAPE, FLOAT TEXTURE AND PAINT. qs EXISTING CONC. FOUNDATION # 4 DOWELS 18" O.C. EMBED 4" MIN WITH/ ADHESIVE NEW METAL ROOF. OVER W.R.GRACE "ICE AND WATERSHIELD UNDERLAYMENT TYP. ROOFING PANELS TO BE 24 GA. INTERLOCKING STANDING SEAM SMOOTH FINISH. PANEL HEIGHT I -3/4 ", PANEL WIDTH 18 ". PANEL FINISH TO BE "KYNAR" COATED. COLOR AS SELECTED BY THE OWNER FROM — MFG'S. STANDARD COLORS. • .•. •• , (f) 2X TREATED WOOD BLOCKING AND NAILERS SCALE: 34"i'-O" A ,r.u.._...�.._.:_..__ ► .... 6" MTL FRAMING: REF: STRUCTURAL TYP. GLULAM 12 X 24 "SToQUIK SILVERNExT" - VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURERS WARRANTED DETAILS. STEEL FRAMING REF: STRUCT. CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING FACADE SECTION RECENE�D_ CITY OF TU LA JUL 0 8 2010 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE AUG 2 / 2010 City of Tukwila BUILDING DIVISION a EXPANSION JOINT. NOTE SIMILAR CONDITION AT SIDE OF ENTRY TOWER ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 8275 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHING SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA., WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: / \ 2- I I - I 0 CLARIFICATIONS 6 -22- I 0 CLARIFICATIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 6 architects & urbanists REGISTERED RCHITECT M. ALDERMAN OF WASHINGTON JUL 0 6 2010 DRAWING NAME: FACADE SECTION S SHEET NUMBER: 0� 12/03/2009 07/06/2010 3' -2" 0 L J APPROX. 5 7/8" EXPOSED TRUSS APPROX. 5 7/8" EXPOSED TRUSS L_ "I 2" 46' -4 1/2" T r-3" 5' -0 9/16" 5' -3 9/ 16" Gli 5-0 9/1 6" 5' -6 9/16" 6" 5' -0 9/1 6" 5' -6 9/16" 6" 5' -0 9/16" 5' -6 9/16" 5' -0 9/1 6" 6 5' -0 9/ 1 5' -6 9/16" 5' -6 9/16" 6" 5' -0 9/1 6" 5' -6 9/ 1 6" 6' / 5' -0 9/16" 5' -3 9/1 6" I ' -3" . USS WIDTH 1/2 ". 49-2 1/4" COL CL. TO COL CL. TRUSS # I 6" COL. REF STRUCT. NOTE: COORDINATE FRONT COLUMN PILASTER LOCATIONS WITH THIS PLAN. THESE DIMENSIONS WILL SUPERCEDE THE PLAN DIMENSIONS SHOWN ON SKEET Al .0. 23' -5 3/4" FIELD VERIFY ' - I/4 I I I TRUSS #3 NOTE: VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS IN THE FIELD 20' -C 1/2" COL CL. TO COL C.L. TRUSS #4 1 23' -5 3/4" FIELD VERIFY b094--.2.50 6" COL. REF STRUCT, 9 INTERIOR TRUSS DETAILS Jim SCALE: 1/4 " =1' -0" 49' -8 " TRUSS WIDTH 48' -8 1/4" FACE OF STUD FRAMING G" STUD FRAMING APPROX. 7 %" EXPOSED USS 3'_5" 3'_8" 3' -8" 3'_8' 3'_8" 3' -8" 3'_8" 3'_8" Il �� � __ 6X6 WO 0 COL OL 5 I /8 X 12 W0"0 COL 6X6 WOOD COL 3" 3 '_ 2 " 3' -2" 3'-2" G' 3,_ 3' -2" APPROX. 48' -5 3/4" FIN. TO FIN. 3' -2" G 3' -2 3' -2" 3'_2 G' a-2" G 3' -2" G' 3' -2" 6' 3' -2" APP' • . 7 7/8" EX' •.ED TRUSS 111 3' -5" I II I/8XI2 WOOD I I' -8" 14' -8" 48' -8 1/4" 4' -6" 4' -9" 4 _ 9 " 7-10 1/8" 14' -8" 6X6 OD COL 5' -I" 6" STUD FRAMING APPROX. 8" EXPOSED TRUSS 2 I' -0" TRUSS WIDTH 19- I 0" 20' -0 1/2" FACE OF MTL. STUD FRAMING 6" STUD FRAMING APPROX. 8" EXPOSED TRUSS 4 ._ 3 .. G' 4 . 3 .. G' 4'3" G 4.3. I IYlfl� i1��111 II II O ] j l L ,A[ 5' - I " 6" STUD FRAMING 48' -8 1/4" FACE OF STUD FRAMING 6" STUD FRAMING WI APPROX. 48' -5 3/4" FIN. TO FIN. 3 -2 6' 3 -2 G.. 3 2 G.. 3 2 6' 3 2 C " 3 2 6 3 -2 6 ' 3 -2 G.. 3 2 6' 3 2 6 3 2 C"" 3 2 G' a-2" 11 I APO r O 7/8" EXPO. D TRUSS 1111, 3' -5" 3' -8" 3' -8" 3'_8" 3' -8" 3' -8" 3' -8" 3'_8" 3' -8" 3' -8" 3' -8" 3' -8" 3' -5" II 7/8" EXPOS II TRUSS II II II U 11111111111 II APPRII 7 II �PRX. � I 101 11111 III 1 6X6 WOOD COL 1/8 12 WOOD COL 5 I .: X12 WOOD C u L - 49'-8" TRUSS WIDTH I I ' -8" 14' -8" I I ' -6 I /8" 49-2 1/4" COL CL. TO COL CL. TRUSS #2 NOTE: COORDINATE FRONT COLUMN PILASTER LOCATIONS WITH THIS PLAN. THESE DIMENSIONS WILL SUPERCEDE THE PLAN DIMENSIONS SHOWN ON SKEET A l .0. 3' -2" 6" REVIEWED FOR CODE COMPLIANCE A PPROVED AUG 2 7 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWLA JUL 0 8 2010 PERMIT CENTER EXTERIOR TRUSS DETAILS SCALE: 3/16 " =1' -0" ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 13275 flEGISTERE 0 3 211 Il ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: 12/03/2009 07/06/2010 REVISIONS: /5 \4 -22 -10 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: TRUSS REVISIONS SHEET NUMBER: / 1: / 6' -3" 3' -7" 3' -7" 6' 3" / rBLG TEMP ' /GLAS BL E; TEMP GLAS, / / / / 1: / 6' -3" 3' -7" 3' -7" 6' 3" / / / / ' ° / N DOOR SCHEDULE NO. 100A 100B 1000 100D 100H 100J 100K 101 110 102 103 104A 104B 105 106 107 108 109 111 112 113 116 117 119 120 121A 121B 122 124C 125 FRAME MATERIAL • • • • • • • 11N NIB M. MINIM MINIM 2H IN MI 1 DOOR SIZE 6 °x8° 6 °x8° 6 °x8° o.,00 3 °x7° 3 °x7° 3 °x7° 3 °x7° 3 °x7° 3 °x7° 3 °x7° 3 °x7° 3 °x7° 3 3 3 °x7° 3 °x7° 6 °x7° 3 °x7° 6 °x7° 3 °x7° 3 °x7° 3°x7° 0 TYPE 1 1 4 4 5 4 6 6 4 4 7 8 MATERIAL • I PH, NO ACCESS HDW. FROM ROO O • • • • • • • FINISH W z 2H • • W O J U • • REMARKS ST C PIP - PS- PRS - LS - DB - PH - STORAGE LOCK SET COORDINATOR PUSH PULL PASSAGE SET PRIVACY SET LOCKSET DEADBOLT PANIC HARDWARE HB /FB - HEAD BOLT AND FOOT BOLT INACTIVE LEAF RE- LOCATE EXISTING DOOR P /P, LS, DB P /P, LS PIP, LS, DB REVERSE SWING ON EXISTING DOOR EXISTING DOOR PS, BRUSHED NICKEL HARDWARE AND HINGES PS, BRUSHED NICKEL HARDWARE AND HINGES PS PH, NO ACCESS HDW. FROM ROOM 113 SIDE P /P, OIL RUBBED BRONZE HARDWARE AND HINGES P /P, BRUSHED NICKEL HARDWARE AND HINGES PRS, BRUSHED NICKEL HARDWARE AND HINGES P /P, OIL RUBBED BRONZE HARDWARE AND HINGES P /P, BRUSHED NICKEL HARDWARE AND HINGES PS PUSH BOTH WAYS PUSH BOTH WAYS EXISTING DOOR PUSH BOTH WAYS RE- LOCATE EXISTING DOOR PUSH BOTH WAYS EXISTING DOOR, ADD PH RE- LOCATE EXISTING DOOR A EXISTING DOOR EXISTING DOOR, ADD PH NOTE: VERIFY ALL HARDWARE FUNCTIONS WITH THE OWNER PRIOR TO BIDDING OR CONSTRUCTION CASH WRAP MATERIAL LAMINATE LAMINATE CAFE LAMINATE LAMINATE LAMINATE RETAIL BATHROOMS GRANITE LAMINATE IGLASS TILE LAMINATE LAMINATE LAMINATE LAMINATE LAMINATE KIDS GAMING LAMINATE MANUFACTURER WILSONART WILSONART WILSONART WILSONART WILSONART CONTRACTOR TO PROVIDE SAMPLE FOR APPROVAL BY ASHLEY DESIGNER LAMIN -ART OCEANSIDE WAREHOUSE BATHROOMS FORMICA PIONITE TRAINING ROOM / WAREHOUSE BREAK FORMICA PIONITE PIONITE FINISH SCHEDULE COLOR MEDALLION IN HD TUSCAN WALNUT MEDALLION IN HD TUSCAN WALNUT TUSCAN WALNUT EURO GOLDSILVER MOROCCAN DESERT BLACK NON -IRID. BRONZE IRID. PEWTER IRID. MINERAL SEPIA RADIANCE SUEDE ANIGRE MINERAL SEPIA RADIANCE SUEDE ANIGRE SUEDE ANIGRE NUMBER 1846K -35 7921 -38 1846K -35 7921 -38 7921 -38 5030 -P AI 61.114-1N1 AAP BLEND 150 48 47 3446 -RD WX041 TO BE STANDARD LAMINATE COLOR SUCH AS TAN OR BEIGE. CONTRACTOR TO PROVIDE SAMPLE FOR APPROVAL BY ASHLEY DESIGNER PRIOR TO ORDERING. 3446 -RD WX041 WX041 LOCATION COUNTERTOP BASE AND CABINETS COUNTERTOP BASE AND CABINETS WALL SURFACE BEHIND SINK COUNTERTOP PARTITIONS BACK SPLASH (NOTE: GROUT & MORTAR BED FOR GLASS TILE TO BE WHITE.) COUNTERTOP BASE AND CABINETS PARTITIONS COUNTERTOP BASE AND CABINETS / ALL DESK SURFACES CABINETS & COUNTERTOP TYPE ALUMINUM DOOR IN ALUMINUM FRAME NOTE: SIGN "DOOR MUST REMAIN UNLOCKED DURING BUSINESS HOURS" TYPE WOOD DOOR IN HOLLOW METAL FRAME DOOR TYPES SCALE: % " =1' -0" EQUAL TYPE KAWNEER TRI -FAB VG 45 1 . FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ I " INSUL. GLAZING.CLEAR INSIDE, VISTEON VERSALUX BLUE 2000 OUTSIDE. THICKNESS *TEMPERING AS REQUIRED BY CODE. 12' -9" EQUAL TYPE KAWNEER TRI -FAB VG 45 I . FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ I "INSUL. GLAZING.CLEAR INSIDE, VISTEON VERSALUX BLUE 2000 OUTSIDE. THICKNESS *TEMPERING AS REQUIRED BY CODE. 14' -0" EQUAL / EQUAL 1 EQUAL ,, EQUAL X EQUAL TYPE ALUMINUM DOOR IN ALUMINUM FRAME TYPE WOOD LOUVER DOUBLE HINGED DOORS STAIN - SHERWIN WILLIAMS CLASSIC CHERRY TYPE KAWNEER TRI -FAB VG 45 I T. FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ I" INSUL. GLAZING.CLEAR INSIDE, PPG "SOLAR GREY" OUTSIDE. THICKNESS TEMPERING AS REQUIRED BY CODE. WINDOW TYPES SCALE: %4 " =1' -0" TYPE WOOD DOOR IN HOLLOW METAL FRAME DOOR TO HAVE LOUVERS BUILT IN TYPE WOOD DOOR IN HOLLOW METAL FRAME MANUFACTURER: CARLSON PRODUCTS 12 "x20" DOUBLE PANE WINDOW 3/4" EXTERIOR GRADE PLYWOOD HIGH PRESSURE DECORATIVE LAMINATE BOTH SIDES, PIONITE WXO4 I SUEDE ANIGRE 18 HIGH STAILESS STEEL KICKPLATE ON BOTH SIDES TYPE 8 STANDARD GRAVITY HINGE TYPE WOOD DOOR IN HOLLOW METAL FRAME TYPE HOLLOW METAL DOOR IN HOLLOW METAL FRAME TYPE KAWNEER 1 600 WALL SYSTEM I . FRONT GLAZED, CLEAR ANOD. ALUM. FRAME (I 62 -004) w/ I" INSU GLAZING.CLEAR INSIDE, VISTEON VERSALUX BLUE 2000 OUTSIDE. THICKNESS * TEMPERING AS REQUIRED BY CODE. b 2.5 REVIEW'ht FOR CODE COMPLIANCE PPROVE AUG 2 7 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TI II WILA JUL 0 S 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects &urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 A WEditrrikED _�. '.. , , STATE b tel.5,k{t?b.ttIM AN JUL 0 6 2010 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHING SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: AG -8- I 0 REVISIONS ON 12/03/2009 07/06/2010 REVISIONS: /\2 -1 I - I 0 CLARIFICATIONS 3\3 -22- I 0 REVISIONS A4-28- I 0 CLARIFICATIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: SCHEDULES SHEET NUMBER: A7.0 1 �� TRUE NORTH PLAN NORTH KEY PLAN SCALE: 1 /16" =1' -0" EXIST. WOOD STUD WALL TO DECK TO REMAIN I HR. FIRE RATED UL#U -305 YIIY // h /RCYpIYII,I //. r rrp� w Jo. �r. 1.� � s ./// ik+/}!//! I{/ //A06Z / / /II / /otc / / / / / / /H1 %// dI////. bY}////////! A/ NN////////W. Oi/ MRV t.' i / /,XA+//// /!,/WW9V REFER TO SHE A8.2 FOR COLUMN DETAILS BEDDING ew . ,a oars ,,I "`r _-- _ • ..�. LL ) : 1 ,,,, /; TRAINING ROOM /.,.,,....* ,.:,,,:, ENTRY SALES REFER `O SHEET A8.2 F COLUMN DETAILS REFER TO SHEET A8.2 FO COLUMN DETAILS ZINOWIWIW /WOW/ ,W SALES SALES ELECTRONICS KIDS AREA RE R TO SHEET A8.2 FO `s COLUMN DETAILS CLEARANCE PEKE OFFICE EXIST. ELEC. EXIST. 10' -0" WOOD STUD WALL AND BRACING TO REMAIN 2/A8.0 RETAIL WOMEN CUJSTOMER PICIQ -UP OFFICE KEY PLAN DETAIL 2 SCALE: a " =1' -0" WAREHOUS LOCKERS C ®�� REVIEWED Phi APPROVED P COVED AUG 2 7 2010 la C i • BUILDING DIVISION INVOICE MANAGER/ D.C. MANAGER I06 REVIStOW NOLL Doq -zs� RECEIVED CITY OF TI 9(1MLA JUL 081010 PERMIT CENTER ARCHITECT OF RECORD: 0812 1111111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 - 0041 FAX: 512/916 -0051 JUL 0 8 2D18 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 - 6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: 12/03/2009 07/06/2010 REVISIONS: A2- CO MMENTS PERMIT C M MENTS A2- I I - I 0 CLARIFICATIONS / I 0 REVISIONS 6 -8- I 0 REVISIONS A6 - I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: INTERIOR WALL TYPES, ELEVATIONS, 8c DETAILS SHEET NUMBER: N 9 v e WALL ELEVATIONS SCALE: 8" =1' -0" EVI 9 e A -37 oq- 2-5(p N N N B -4 R "vI vw . =OR CODE CQMPL ANGE 4IPt1v �1I 7 01� City of Tukwila BUILDING DIVISION CIT OF TUKWILA JUL 0 8 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARGHITET;f AitthliWIAN OP WASHINGTON ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I O PERMIT COMMENTS 3 3 -22- I 0 REVISIONS AG -8- I 0 REVISIONS JUL 0 6 2010 AG-22- I 0 REVISIONS PROJECT NUMBER: 12/03/2009 07/06/2010 DRAFTED: MDL REVIEWED: DB 0812 DRAWING NAME: INTERIOR WALL TYPES, ELEVATIONS, 8c DETAILS SHEET NUMBER: 1 ' -0 TOP TRACK 600T 150 -43 BROKEN AT COLUMN HILTI X -U @ I G"O.C. • 9 A -48 NOTE: FOR INTERMEDIATE COLUMNS A -38 1 I 0-0" i1 I WALL ELEVATIONS II SCALE: 8 " =1' -0" (2) 2 "0 BOLTS @ 3" CTC TOP PLATE z'x5211x 124" HS54x4i 6 9 TOP PLATE DETAIL gm SCALE: 1"=V-0" l'-0" MTL. STUD EACH SIDE OF COLUMN A -56 1 A -49 TOP TRACK COOT 150 -43 CONTINUOUS OVER COLUMN HILTI X -U @ 1 6" O.C. (2) 2 DOLTS @ 3 CTC Pr 0 NOTE: FOR END COLUMNS 9 0 A -43 I ' -0" TOP PLATE 2'x52"x 124" MTL. STUD EACH SIDE OF COLUMN HSS4x4x 6 TOP PLATE DETAIL Iv SCALE: 1"=1 10' -0 A -50 ST I A -57 I ' -0= I 1 -6 " PLATE 211 x 5211 x I ' - NOTE: FOR STRAIGHT 9' -0" TALL VIGNtI IE WALLS SCALE: 1"=1'-0" 9 0 9 e A -44 16 BASE PLATE 4 DETAIL 1 0' -0" c A -51 (8) 2 A36 THREADED ROD W/ 3" EMBED * HILTI HIT -HYI 50 ADHESIVE 10' -0" F / 9 I 0) PLATE x 52 x 1'-G" 11 4 A -52 NOTE: FOR "T" INTERSECTION IN 9' -0" TALL VIGNL I I E WALLS 16 BASE PLATE 5 DETAIL SCALE: V=V-0" A -45 Co (8) 2 "0 A3 THREADED ROD W/ 3" EMBED * HILTI HIT -HYI 50 ADHESIVE A -53 10-0" 0 N 9 A -46 2'- 10" PLATE x 52'' x 2' -10" 16 NOTE: FOR STRAIGHT 14' -0" TALL VIGNL I I E WALL 6 SCALE: 1"=V-0" II ( 16) 2'0 A36 THREADED ROD W/ 3" EMBED if. HILTI HIT —HYI 50 ADHESIVE BASE PLATE DETAIL A-. VI boq zs � cnlV I•-• _ A -47 N PLATE - 2 -I 0" SCALE: 1"=1 4" I ' -2 11 4 " 4" NOTE: FOR "TH INTERSECTION IN 14' -0" TALL VIGNLI I E WALL CityotTukw ila BUILDING DIVISION 111111 REMUME + + BASE PLATE T DETAIL R VI -:iN FOR CODE ON PUMICE PP OVE AUG 272010 A -55 N 6 V ( 1 2"0 A36 THREADED ROD W/ 3" EMBED $ HILTI HIT -HYI 50 ADHESIVE RECEIVED CITY OF TUKIMLA JUL 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT foki_DC1 MPN ASK NGTON 0 3 ZOIG ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2- I - I 0 PERMIT COMMENTS n2- I I I 0 CLARIFICATIONS A3 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: INTERIOR WALL TYPES , ELEVATIONS, 8c DETAILS SHEET NUMBER: 12/03/2009 07/06/2010 MIH ■ ■ ■ ■ ■ ■ ■ ■ ■ ENO ■ ■ ■ ■ ■ ■ ■ ■M ■ ■MII MIN ■EMI RIM HIS ■ ■I ■■ ■■ ■■■•II■■ ■■ ■El ■■■ ■■ ■u ■ ■ ■■ UUU I NMI 111•11•••••••11 ■■MO MM MM Mn 0 - .6 MN M MM M!1 MIS MO MO MIH M O MM MM Illi ■ ■i■ ■ilal 1 ' -0 TOP TRACK 600T 150 -43 BROKEN AT COLUMN HILTI X -U @ I G"O.C. • 9 A -48 NOTE: FOR INTERMEDIATE COLUMNS A -38 1 I 0-0" i1 I WALL ELEVATIONS II SCALE: 8 " =1' -0" (2) 2 "0 BOLTS @ 3" CTC TOP PLATE z'x5211x 124" HS54x4i 6 9 TOP PLATE DETAIL gm SCALE: 1"=V-0" l'-0" MTL. STUD EACH SIDE OF COLUMN A -56 1 A -49 TOP TRACK COOT 150 -43 CONTINUOUS OVER COLUMN HILTI X -U @ 1 6" O.C. (2) 2 DOLTS @ 3 CTC Pr 0 NOTE: FOR END COLUMNS 9 0 A -43 I ' -0" TOP PLATE 2'x52"x 124" MTL. STUD EACH SIDE OF COLUMN HSS4x4x 6 TOP PLATE DETAIL Iv SCALE: 1"=1 10' -0 A -50 ST I A -57 I ' -0= I 1 -6 " PLATE 211 x 5211 x I ' - NOTE: FOR STRAIGHT 9' -0" TALL VIGNtI IE WALLS SCALE: 1"=1'-0" 9 0 9 e A -44 16 BASE PLATE 4 DETAIL 1 0' -0" c A -51 (8) 2 A36 THREADED ROD W/ 3" EMBED * HILTI HIT -HYI 50 ADHESIVE 10' -0" F / 9 I 0) PLATE x 52 x 1'-G" 11 4 A -52 NOTE: FOR "T" INTERSECTION IN 9' -0" TALL VIGNL I I E WALLS 16 BASE PLATE 5 DETAIL SCALE: V=V-0" A -45 Co (8) 2 "0 A3 THREADED ROD W/ 3" EMBED * HILTI HIT -HYI 50 ADHESIVE A -53 10-0" 0 N 9 A -46 2'- 10" PLATE x 52'' x 2' -10" 16 NOTE: FOR STRAIGHT 14' -0" TALL VIGNL I I E WALL 6 SCALE: 1"=V-0" II ( 16) 2'0 A36 THREADED ROD W/ 3" EMBED if. HILTI HIT —HYI 50 ADHESIVE BASE PLATE DETAIL A-. VI boq zs � cnlV I•-• _ A -47 N PLATE - 2 -I 0" SCALE: 1"=1 4" I ' -2 11 4 " 4" NOTE: FOR "TH INTERSECTION IN 14' -0" TALL VIGNLI I E WALL CityotTukw ila BUILDING DIVISION 111111 REMUME + + BASE PLATE T DETAIL R VI -:iN FOR CODE ON PUMICE PP OVE AUG 272010 A -55 N 6 V ( 1 2"0 A36 THREADED ROD W/ 3" EMBED $ HILTI HIT -HYI 50 ADHESIVE RECEIVED CITY OF TUKIMLA JUL 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT foki_DC1 MPN ASK NGTON 0 3 ZOIG ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2- I - I 0 PERMIT COMMENTS n2- I I I 0 CLARIFICATIONS A3 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: INTERIOR WALL TYPES , ELEVATIONS, 8c DETAILS SHEET NUMBER: 12/03/2009 07/06/2010 GENERAL NOTES: I . ELECTRICIAN TO PROVIDE ALL CONDUIT AND BOXES FOR DATA LOCATIONS. 2. CONDUIT MUST BE 3" IN DIAMETER TO BOTH FRONT REAR SECTIONS OF SERVICE DESK. 3. PROVIDE QUAD GM OUTLET IN BASE OF WATER FEATURE (SEE DETAILS 6/A I .2 * I /A I .3). 4. PROVIDE COAXIAL CABLE CONNECTIONS AS SPECIFIED ON THE PLAN. 5. ALL VENDING MACHINES REQUIRE DEDICATED OUTLETS. 5. CENTER OF ALL 15 —, 20 —, 30 —AMP RECEPTACLE OUTLETS TO BE INSTALLED 15" MIN. A.F.F. UNLESS NOTED OTHERWISE. 6. ALL DUPLEX OUTLETS IN SALES AREA ARE TO BE CIRCUITED TO ALLOW 120WATTS PER OUTLET. 7. ALL OUTLETS FOR KIOSKS TO BE WIRED HOT AND REMAIN ON 24 HOURS. LEGEND: (= DUPLEX OUTLET H HOURS. NEW FLOOR OUTLET- BRONZE W/ COVER TO ACCOMMODATE PLUG CORD GE 22OV OUTLET DATA OUTLET FLOOR TELEPHONE/ DATA RECEPTACLE QUAD OUTLET CA TV (CAT5 CONNECTION) I SINGLE BOX AT 15" A.F.F. U.N.O. + I DUPLEX OUTLET. VERIFY MOUNTING HT. W/ OWNER PRIOR TO INSTALLATION. DUPLEX OUTLE T WIRED HOT TO REMAIN ON 24 COMPUTER KIOSK W/ DUPLEX ISOLATED GROUND. CIRCUIT KIOSK OUTLETS TO INDEPENDENT "KIOSK" BREAKER CIRCUITS. SET I - 2GANG BOX FOR 4 DATA LINES - RUN CONDUIT WHERE EXPOSED. TYPICAL WHERE SHOWN ON PLAN. ALL KIOSKS TO BE WIRED HOT AND REMAIN ON 24 HOURS. ►;. QUAD DATA OUTLET WIRELESS ACCESS POINT LOCATED AT STRUCTURE NOTES: I . EXISTING FLOOR* WALL OUTLETS NOT SHOWN. COORDINATE EXISTING FLOOR* WALL OUTLET LOCATIONS TO REMAIN WITH OWNER. 2. NOTE: THIS DRAWING IS FOR GENERAL LOCATION AND IDENTIFICATION OF DATA AND ELECTRICAL OUTLETS ONLY AND SHOULD NOT BE CONSTRUCTED AS AN ENGINEERED DESIGN. ALL DEVICE SPECIFICATIONS, CIRCUITING 1 IC. SHALL BE THE RESPONSIBILITY OF OTHERS. 3. SEE SHEET A EI . I FOR ADDITIONAL INFORMATION. 11 ■.■••. ■ ■. •II u....•. ■...0 0■..... ■•..0 flUU I I -- �IURUU c: 1t ■.I; :.,� t ■.11 . 1111•111111101111111•11111N a 11:31.. 1M 111•Enell3 W W W,,,,,,,,,. ► ,.,,,,,,,,.,,,,, 1,,,,,,,,,,,, ,,,,,,, ArAirar Ai A .„„„„ . ,„,„„„„„,,„„,..,„„„,„„„,• ,,, , ,,,, ,, ,,,r,,,,,..,,,,,,,,, ,,,, „,,,,,,,,,,,,,,,,r,,,r,, .. ,,, „ ,,,,,,,,,,, ,,„,,,,,„,,„•„,, CLEARANCE OFFICE OFFICE SALES PROVIDE GF I QIJfD OUTLET FOR OWNER SUPPLIF FOUNTAI N SALES SALES OR OWNER SUPPLIED FOUNTAIN BEDDING KIDS AREA 116 12' -0” ELECT ONICS I 18 EXIT. ELE I� 4 .7"4111 fallrnel 2 AEI. I ��� ~/ I i r �, ► ERNE E• 128 102 103 ■ ■ ■■ II ■ ■ 127 ■ 11111 ARCHITECTURAL POWER FLOOR PLAN SCALE: %6" =1' -0" M N EV1 I y 5 1)04 ZS (4, SEPARATE PERMIT AND APPROVAL REQUIRED I AEI I CITY RECEIVED TUKWILA JUL 0 8 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: 0812 AE1.0 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 REGISTERED ARCHITECT r 7UART M ALDERMAN STATE CO WAS'H4tvGTON' 275 Jut. 0 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA., WA 98188 DATE ISSUED: PRINT DATE: 12/03/2009 07/06/2010 REVISIONS: A. I I — I 0 CLARIFICATIONS A3-22- I 0 REVISIONS A4 REVISIONS 4 -28- I 0 CLARIFICATIONS AG -8— I 0 REVISIONS 5 6 -22— I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: ARCHITECTURAL POWER FLOOR P LAS SHEET NUMBER: KIDS GAMING DETAIL SCALE: %4 " =1' -0" PROVIDE (2) QUAD OUTLETS, EACH ON THEIR OWN CIRCUIT. ISOLATED GROUND. TO REMAIN ON 24 HOURS. RECESSED OUTLET TO BE :,ENTERED IN WALL AND LOCATED Air 7-0" A.F.F. CASH WRAF' � ,, A OP��AIAV �AWA.�A���IIII QUAD DATA UNDER COUNTER ir IIII r/ COPIER OUTLET W WAREHOUSE WOMEN WAREHOUSE MEN'S iiiiiiiiiiA OMAEJ TAIL MEN S RETAIL MEN'S WAREHOUSE LOCKERS INVOICE MANAGER/ D.C. MANAGER COORDINATE DATA CONNECTIONS AND RECEPTACLES WITH ASHLEY PROJECT MANAGER NEW ICEMAKER � ICROWAVES BEV. CASE N. r {{r f W GFI M•" w W I a /rAIIMAIMAIIIIVAIM/AIII/AIMMAIM/ M //UMW 74/4/4111 I � T 1� iir iii miiii ii A Giiii rn m i� 0 ■� .1$ ■$ ..�J VENDING OFFEE MACHINE WAREHOUSE BREAK 9iLOOR PLAN DETAIL Am SCALE: %4 " =1' -0" IT I FLOOR PLAN DETAIL I SCALE: %4 " =1' -0" CUSTOMER PICK -UP OFFICE 102 COORDINATE DATA CONNECTIONS AND RECEPTACLES WITH ASHLEY PROJECT MANAGER EW HOT WATER HEATER, VERIFY ELECTRICAL REQUIREMENTS REVISION r A o � TEL. * FLOOR OUTLETS TYP. 15 LOCATIONS AT TRAINING TABLES INING RO OFFICE OFFICE • NO; d RECEIVED CITY OF TUKWILA JUL a 8 2010 PERMIT CENTER ARCHITECT OF RECORD: 0812 AE1.1 X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. F1275 STUART M. ALDERMAN VATS Oi WA' kiNGTON JUL O D 2D1M db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A REVISIONS A4 -22- I 0 REVISIONS A6 -8- I 0 REVISIONS 856 -22- I 0 REVISIONS PROJECT NUMBER: 12/03/2009 07/06/2010 DRAFTED: MDL REVIEWED: DB DRAWING NAME: ARC iITECTURAL POWER FLOOR PLAN DETAILS SHEET NUMBER: ■z TRUE NORTH PLAN NORTH KIDS GAMING DETAIL SCALE: %4 " =1' -0" PROVIDE (2) QUAD OUTLETS, EACH ON THEIR OWN CIRCUIT. ISOLATED GROUND. TO REMAIN ON 24 HOURS. RECESSED OUTLET TO BE :,ENTERED IN WALL AND LOCATED Air 7-0" A.F.F. CASH WRAF' � ,, A OP��AIAV �AWA.�A���IIII QUAD DATA UNDER COUNTER ir IIII r/ COPIER OUTLET W WAREHOUSE WOMEN WAREHOUSE MEN'S iiiiiiiiiiA OMAEJ TAIL MEN S RETAIL MEN'S WAREHOUSE LOCKERS INVOICE MANAGER/ D.C. MANAGER COORDINATE DATA CONNECTIONS AND RECEPTACLES WITH ASHLEY PROJECT MANAGER NEW ICEMAKER � ICROWAVES BEV. CASE N. r {{r f W GFI M•" w W I a /rAIIMAIMAIIIIVAIM/AIII/AIMMAIM/ M //UMW 74/4/4111 I � T 1� iir iii miiii ii A Giiii rn m i� 0 ■� .1$ ■$ ..�J VENDING OFFEE MACHINE WAREHOUSE BREAK 9iLOOR PLAN DETAIL Am SCALE: %4 " =1' -0" IT I FLOOR PLAN DETAIL I SCALE: %4 " =1' -0" CUSTOMER PICK -UP OFFICE 102 COORDINATE DATA CONNECTIONS AND RECEPTACLES WITH ASHLEY PROJECT MANAGER EW HOT WATER HEATER, VERIFY ELECTRICAL REQUIREMENTS REVISION r A o � TEL. * FLOOR OUTLETS TYP. 15 LOCATIONS AT TRAINING TABLES INING RO OFFICE OFFICE • NO; d RECEIVED CITY OF TUKWILA JUL a 8 2010 PERMIT CENTER ARCHITECT OF RECORD: 0812 AE1.1 X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. F1275 STUART M. ALDERMAN VATS Oi WA' kiNGTON JUL O D 2D1M db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A REVISIONS A4 -22- I 0 REVISIONS A6 -8- I 0 REVISIONS 856 -22- I 0 REVISIONS PROJECT NUMBER: 12/03/2009 07/06/2010 DRAFTED: MDL REVIEWED: DB DRAWING NAME: ARC iITECTURAL POWER FLOOR PLAN DETAILS SHEET NUMBER: LEGEND: SECURITY CAMERA - NO POWER REQUIRED. PROVIDE BLOCKING AS REQUIRED. VERIFY ELECTRICAL OR J -BOX $ CONDUIT REQUIREMENTS WITH SECURITY SYSTEM SUPPLIER/ INSTALLER. 0M MOTION DETECTOR ®SC SECURITY CONTACT HEAD MOUNTS m GLASS BREAK SENSOR GENERAL NOTES: I . EXISTING DOOR TO HAVE ALARM $ INTERIOR PANIC DEVICE WITH NO EXTERIOR HARDWARE. COORDINATE ELECTRICAL REQUIREMENTS * WIRING WITH OWNER'S SECURITY COMPANY AS REQUIRED. 2. SECURITY DEVICES BY OWNER. GENERAL CONTRACTOR TO COORDINATE. 3. CONTRACTOR TO PROVIDE ALL REQUIRED CONDUIT AND BOXES. o h Amw fir' gliw im JAI vv NEW ENTRY Minn MOIR EMI ■ YID ma ■ ■ I- ■111 111 SALES SALES ELECT RONICS , 11uau•uu■•II uu■u■u■mu••u uu••■uuui•u matm GCCI 1 e. ; 1••L. . iU ■•II i■■■ iumemm .1•••••1111111■ ■111111 Iue■•■•u ■aa11 SALES BEDDING ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,. ,,,, KIDS AREA I CLEARANCE OFFICE OFFICE EXI T. ELE GENE NOTE I ARCHITECTURAL SCHEMATIC SECURITY PLAN SCALE: 16 " =1' -0 GENE L NOTE REVS bociJs(a SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED CITY OF TUKWILA JUL 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT M. ALDERMAN r WASHINGTON JU1_06201T ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: n2- I I - I 0 CLARIFICATIONS A3-22- I 0 REVISIONS A4-28-10 CLARIFICATIONS � -8- I 0 REVISIONS 8 \6 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: ARCHITECTURAL SCHEMATIC SECURITY PLAN SHEET NUMBER: AE1.2 12/03/2009 07/06/2010 , • 11V - 1V i -1 i-., / -,s 1\ 130E3RICK 3942 SEMI-RECESSED PAPER TOWEL DISPENSER/ WASTE RECEPTACLE A A A A A PENDANT LIGHTING- PENUMBRA LOCKABLE CASH- DRAWER DESIGN #D30 I 39SN. PROVIDE 5 FIXTURES. VERIFY ELECT. REQ'S.REF TO ELECT. BY OTHERS. CASH REG BY OWNER. PROVIDE GROMMET / 21-6 —STAIN-SHERWIN— WILLIAMS CLASSIC CHERRY 1 1 " HOLES AS REQ'D 1- 1 I — A! COLD CASE VERIFY ELECT REQ'5 W/ .., OWNER. = , V --\-- o ,„,_,,, ,.. — .- 111111 .K. M MI — N. s..../ \ I / ./ / I \ \ ne -,z B ■ Hg -,z N. N....." \ / r / 1\ \ / \ '° 1 I , • 11V - 1V -1 i-., / -,s 1\ 130E3RICK 3942 SEMI-RECESSED PAPER TOWEL DISPENSER/ WASTE RECEPTACLE N V WAVAPIA VAIVAI r ArddrArAPPAPPArdormAnwArtwAlt w armArAdrarmArAirardziwarmAisr OrmArmmmAnrAmmwrArAriswArmArldrArArAirApAr AnnorrArdwar APAIMEIVAPPAIZIAMMVAIVARIPAPPA 2'-6 I CL. 112 2'-7/2" N FOOD WARMER BY STAR MFG. MODEL # 4RW-F BAR 'TYPE BLENDER BY VITA-MIX MODEL # 748 ( N SET @ 7' A.F.F. 1 g � Ar Ar NEW JAN. SINK WI PRP Ar Ar UP TO 4'-O" ON WALLS 1 BEHIND (FOR U5E IN THE FURNITURE I STORE.) / 01 FLOOR PLAN DETAIL I SCALE: 1/2"=1'-0" 2'-6 2'-8 CONTRACTOR TO VERIFY ALL AF'F'LlANCE/ EQUIPMENT SPECS, LOCATION * DIMENSIONS. 9 CAFE EQUIPMENT ELEVATION im SCALE: 1 /2"-=1'-0" STAIN-SI WILLIAMS CLASSIC CHERRY 2 N Co. CAFE ELEVATION Iv SCALE: 1 /4"=1'-0" Q. NEW REFRIGERATED MERCHANDISER BY TURBO AIR MODEL # TGM-22RV 2'—G' 2'—G EQ. PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES NEW ICE MAKER. WITH BIN BY ICE-O-MATIC MODEL # ICEU 1 50I1A NOTE: ALL CABINET DOORS * DRAWERS TO BE LOCKABLE 1 0 c9 N 5'-2 3/8" 2 REFRIGERATED BAKERY DISPLAY CASE BY TURBO AIR MODEL # TB-5R 1 9'-2 1/2" 2/AHD I .0 220V VERIFY W/ GFI OWNER ADJUST. SHELF DUPLEX Z\I RECESSED HALOGEN "PIN LG. 5" 3 DJUSTABLE A iLD S LVES Vey / Q. 8'-2" 2'-6" 2'-3" 4/AHD I .0 ' ON COUTNER: r MICROWAVE/CONVECTION OVEN BY AMANA MODEL # ACE I 4 ON SHELF ABOVE: MICROWAVE OVEN BY AMANA MODEL # ALD I OD 108 PROVIDE GOOSE NECK FAUCET * SPRAY HOSE Cr ? CAFE 7 )3" MIN. N I I" MIN. I ' 1 0'- 3/4" .0.11111k.. 5/AHD I .0 000 e 0 0 0 SUPPLY DRAINBOARD ON EACH SIDE OF THE 3-COMPARTMENT SINK 4 81-0" VERIFY P A SINK SECTION Ale SCALE: %"=1'-0" GARBAGE DI5'05AL BY IN SINK ERATOR MODEL: BAD -ER I NEW 3-COMPARTMENT SINK BY EAGLE GROUP MODEL # SRI 0- 1 4-9.5-3 3 2 3 3/4" NEW HAND SINK BY GERBER. MODEL # 12-3 14 9 cr CAFE SECTION 161. SCALE: /2"=1 3'-5 3/8" '-038" KM.1111 F Ir/I /Aar HAND SINK TO BE EQUIPPED WITH MIXING FAUCET WITH MIN. HOT WATER OF I 00°F MENU BOARD BY OWNER - VERIFY DIMS PRIOR TO CONSTRUCTIN FURR DOWN r -- I 3 ADJUSTABLE ANGLED SHELVES I '-0/ / c N 1R" BASE AS SELECTED I3Y OWNER 3'-0/2" 3'-0" ADJUST. SHELF 7 SHELVING DETAIL I SCALE: %"=V-0" NEW GYP FURR DOWN ADJST. SHELF NEW MOP/5ERVICE SINK BY KOHLER. MODEL # K-67 1 4 NOTE: NO UTILITIES TO BE EXPOSED ALONG WALLS, CEILINGS, OR. FLOOR. 3'-0" r ADJUST. SHELF N 0 0 0 0 Jr I )(4114/ R CABINET SECTION .10 SCALE: 3 /4"=1'-13" BASE AS SELECTED BY OWNER A CAFE EQUIPMENT ELEVATION I SCALE: 1 /2"=1 1 -0" • EMI Q. (I) DUPLEX OUTLET * (I) DOIUBLE GANG BOX FOR 4 DATA OUTLETS REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 7 2010 City of Tukwila BUILDING DIVISION ICE MAChINF-' VERIFY ELECT * PLUMBING REQ'S RECEIVED CITY OF TUKWILA JUL 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: ASHLEY FURNITURE DATE ISSUED: PRINT DATE: REVISIONS: 0812 JUL 0 6 ZOID AG-22- I 0 REVISIONS PROJECT NUMBER: DRAWING NAME: SHEET NUMBER: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 2 J ISTERECI ARCHITECT fl 4.10f itk Ein . 0\111P4i4INGTO ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 07/06/2010 DRAFTED: MDL REVIEWED: DB HEALTH DEPARTMENT RESPONSE SHEET 25' EASEMENT PARKING COUNT STANDARD = 318 COMPACT =46 HC = 8 TOTAL = 372 �o C � " N42 I PROPOSED SITE PLAN SCALE: 1"=40' 21 "E L '— EXIST. FIRE HYDRANT 408 - 0 (4S 1 0 /8\ N41°50 '55 " W 25.25' -- 280.gq' N ■, N42 °50'21' E 45.50' / / / / / N C 9 in O. O, / 9 in 2 9 / / / / / / / / / / / / / / EME 2/C I .2 / / / / • • 1 COMP 1 ' 0" A r s; EXIST. FIRE HYDRANT P L 16' -0" 24' -O" OMPACt. (3 COMP • G ® 0 00 1UIUUUEIIiUllUU• J ! '' -d' I'7' -O ' (2 SPACES) 0 .. ► —' D : ®v ®W� I 6' a " ..S) 1 r 1 4&, CI.2 P ( 5 A E - ) 9A E • 1 I� L i w J 3/C I .2 L ,L D %" XI&E FIRE DEPT. — — C- bNNECTIONS .,; e' . 1T ° E yr A I • (3 COMPAQ - SPACES DEEP) A` 1 A 1211 INIEREEI A i �. 2 1 . 5'-}6 SP A G 1 1 I 1 -J -- T S "AGES I 5 •[!3WI q IIIII!6 I [1Mi!!IIII 5 E - lb' -O " DEEP) I 00 U 0 V L � L I z U) w 6 -0" _ 34 -O" (4 SPACES) EXIST. GAS SERVICE 255 -C 30 25 SPA 5" • GES) 290.0 SUITE 150 EXIST. WAREHOUSE (NO WORK IN THIS AREA) EXISTING 3 HR. OCCUPANCY SEPARATION WALL ,LO b SPACES) EXIST. FIRE HYDRA NT J M Co O U, (5 COMPACT SPACES 16' -0" DEEP) lk N41 °50'55 "1 /4 - - / 25.25' N42 °50 1 NOTE: 1. TOTAL NUMBER OF PARKING SPACES PROPOSED IS 372. OF THOSE 8 ARE HANDICAP. 2. ALL NEW CONC. WALKS TO BE MIN 4" 3000 PSI CONC. REINF W 4X4X12GA WWF. DOWEL NEW WALKS TO EXIST. BLDG. PROVIDE EXP. JT AT EXIST TILTWALL. 152.5' 3. ALL STANDARD PARKING SPACES TO BE 8'6" x 19' -0 ". ALL COMPACT SPACES TO BE 8' -0" x 19' -0 ". (UNLESS NOTED OTHER WISE) SENSITIVE AREA BUFFER i I I 1 I I I I I I I I r RL bo9 zs�o REVIEWED FOR CODE COMPLIANCE APPROVED AUG 272010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TI IKIMLA JUL 082010 PERMIT CENTER ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2- I - I 0 PERMIT COMMENTS AG -8- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 C1.0 • • X16 architects & urbanists REGISTERED AH' JUL 0 6 2010 db DRAWING NAME: PROPOSED SITE PLAN SHEET NUMBER: 12/03/2009 07/06/2010 Z TRUE NORTH PLAN NORTH 25' EASEMENT PARKING COUNT STANDARD = 318 COMPACT =46 HC = 8 TOTAL = 372 �o C � " N42 I PROPOSED SITE PLAN SCALE: 1"=40' 21 "E L '— EXIST. FIRE HYDRANT 408 - 0 (4S 1 0 /8\ N41°50 '55 " W 25.25' -- 280.gq' N ■, N42 °50'21' E 45.50' / / / / / N C 9 in O. O, / 9 in 2 9 / / / / / / / / / / / / / / EME 2/C I .2 / / / / • • 1 COMP 1 ' 0" A r s; EXIST. FIRE HYDRANT P L 16' -0" 24' -O" OMPACt. (3 COMP • G ® 0 00 1UIUUUEIIiUllUU• J ! '' -d' I'7' -O ' (2 SPACES) 0 .. ► —' D : ®v ®W� I 6' a " ..S) 1 r 1 4&, CI.2 P ( 5 A E - ) 9A E • 1 I� L i w J 3/C I .2 L ,L D %" XI&E FIRE DEPT. — — C- bNNECTIONS .,; e' . 1T ° E yr A I • (3 COMPAQ - SPACES DEEP) A` 1 A 1211 INIEREEI A i �. 2 1 . 5'-}6 SP A G 1 1 I 1 -J -- T S "AGES I 5 •[!3WI q IIIII!6 I [1Mi!!IIII 5 E - lb' -O " DEEP) I 00 U 0 V L � L I z U) w 6 -0" _ 34 -O" (4 SPACES) EXIST. GAS SERVICE 255 -C 30 25 SPA 5" • GES) 290.0 SUITE 150 EXIST. WAREHOUSE (NO WORK IN THIS AREA) EXISTING 3 HR. OCCUPANCY SEPARATION WALL ,LO b SPACES) EXIST. FIRE HYDRA NT J M Co O U, (5 COMPACT SPACES 16' -0" DEEP) lk N41 °50'55 "1 /4 - - / 25.25' N42 °50 1 NOTE: 1. TOTAL NUMBER OF PARKING SPACES PROPOSED IS 372. OF THOSE 8 ARE HANDICAP. 2. ALL NEW CONC. WALKS TO BE MIN 4" 3000 PSI CONC. REINF W 4X4X12GA WWF. DOWEL NEW WALKS TO EXIST. BLDG. PROVIDE EXP. JT AT EXIST TILTWALL. 152.5' 3. ALL STANDARD PARKING SPACES TO BE 8'6" x 19' -0 ". ALL COMPACT SPACES TO BE 8' -0" x 19' -0 ". (UNLESS NOTED OTHER WISE) SENSITIVE AREA BUFFER i I I 1 I I I I I I I I r RL bo9 zs�o REVIEWED FOR CODE COMPLIANCE APPROVED AUG 272010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TI IKIMLA JUL 082010 PERMIT CENTER ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2- I - I 0 PERMIT COMMENTS AG -8- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 C1.0 • • X16 architects & urbanists REGISTERED AH' JUL 0 6 2010 db DRAWING NAME: PROPOSED SITE PLAN SHEET NUMBER: 12/03/2009 07/06/2010 * lis H TRUE NORTH PLAN NORTH V- � N N. RE ERVED PARKING • -: N; WITHOUT VEHICLE ma. PERMIT Min, -IN N� L N V- N ( FINE $ 50 -200 -: WITHOUT VEHICLE ma. PERMIT Min, • N� L HC SIGN TYP. c ENTRANCE DETAIL SCALE: 1"=10' . WHEEL STOPS HC. SPACES 9 Ay ASMOr • Ti r • NOTE: 1. ALL NEW SITE PARKING, ISLANDS, STRIPIN AND ASPHALT REPAIR BY OTHERS. NOT IN CONTRACT. NEW LIGHT POLE TO MATCH EXISTINGREF: SHT A3.0 FOR NEW LIGHT FIXTURE CON TYP. c1 I —o II "I -0y f 8 8I —0lI p I —o , 8 1 —o " EXIST FIRE HYD ANT. C NOTE: VERIFY GRADES DRAINAGE. INSTALL 4" STEEL BOLLARDS ON WA EXIST. ELECT. TRANSFORMER. PROVIDE POSITIVE HANNEL PEDESTRIAN BARRIER AT EXIST. STEEL K SIDE. PRIME AND PAINT. SIGN NO. I INCLUDES TOP SIGN ONLY 2" GALV. STEEL POST 1 COLORS: SYMBOL * BORDER: GREEN BACKGROUND: WHITE GALV. STEEL OR ALUM. POST CAP 1 2" 0 I.0 REVISI1IN :t 09*- 2.5 co HANDICAP PARKING SIGNS SINGLE AND /OR DOUBLE HEADED ARROWS MAY BE USED ON SIGNS TO MARK MULTIPLE RESERVED PARKING SPACES. ARROW SHOULD BE OMITTED WHEN SIGN IS TO BE USED TO A SINGLE SPACE. COLORS SHALL BE AS FOLLOWS: SYMBOL AND BORDER: GREEN BACKGROUND: WHITE SIGN NO. I VAN ACCESSIBLE SIGN NO.2 (INCLUDES BOTH SIGNS) SIGN NO.2 INCLUDES BOTH SIGNS 2" GALV. STEEL POST 9 HANDICAP SIGN DETAILS km SCALE: 1 " =1' GALV. STEEL OR ALUM. POST CAP I fikvihvvIti4 FOB CODE COMt ANCE ApPiznVED g Am CityotTuktilla BUILDING DIVISION rn CITY OF TUKWILA JUL 08 2010 PERMIT CE[uTI ARCHITECT OF RECORD: • • 1111111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 RI M, ALDERMAN TATE OE WASHINGTON ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A2- I - I 0 PERMIT COMMENTS JUL 0 6 2010 G -8— I 0 REVISIONS DRAFTED: MDL PROJECT NUMBER: 0812 DRAWING NAME: ENTRANCE DETAIL SHEET NUMBER: 12/03/2009 07/06/2010 REVIEWED: DB i �� TRUE NORTH PLAN NORTH ISLAND PLANTING PLAN SCALE: 1"=10' 9 ISLAND PLANTING PLAN MN SCALE: 1"=10' A rf EXISTING TREE NEW CORNUS FLORIDA 0 CEONOTHUS DARK STAR CISTUS HYBRIDUS ROCKROSE AZALEA HINO CRIMSON ARCOSTAPHYSLUS UVA URSI ISLAND PLANTING PLAN SCALE: 1"=10' REVISIOI\ NOt oqs ISLAND PLANTING PLAN SCALE: 1"=10' ISLAND PLANTING PLAN IV SCALE: 1"=10' ISLAND PLANTING PLAN mie SCALE: 1"=10' -REVIEWED I�AN�E CODE COM APPROVE AUG272010 City otTukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 8 2010 PERMIT CENTER ARCHITECT OF RECORD: X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REGISTERED ARCHITECT 1, ALDERMAN WASHINGTON JUL 0 6 201Q ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512 /327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A6 -8- I 0 REVISIONS 8 \6 -22- I 0 REVISIONS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: 12/03/2009 07/06/2010 PLANTING DETAILS SHEET NUMBER: LEGEND -- EXISTING GRADE 4 - PROPOSED GRADE NOTE: 1. SHADED AREA IS NEW ASPHALT OVERLAY. 2. ALL NEW ASPHALT TO BE FEATHERED TO MEET EXISTING PAVING. VERIFY EXISTING GRADES. 3. REFER TO SHEET C1.1 & C1.4 FOR NEW CONCRETE DIMENSIONS. 4. VERIFY ALL EXISTING GRADES AND CONDITIONS IN THE FIELD PRIOR TO BEGINNING WORK. ALL FINISHED WORK SHALL COMPLY WITH APPLICABLE CODES AND HANDICAP COMPLIANCE REQUIREMENTS. REPORT ANY DISCREPANCIES WITH EXISTING CONDITIONS, PLANNED NEW WORK, AND CODE COMPLIANCE ISSUES TO THE ARCHITECT IMMEDIATELY. I PARKING PAVING PLAN SCALE: 1"=10' IPA A walk -%m k1./ s is ®Pis r ire . ram ti F APAIr - et i a II 1 Il 1 21P NOTE SLOPE EXIST. SLOPE 0.5% EXIS SLO 1.5% W:. :5OPE 2.0% MA : :•ASPHALT ::. :98.72 • . EXIST, 98 :58 • EXIST: •.98.56 T.O. WALK 99.46 T.O. WALK 99.46 T.O:ASPIIALT 9.3 ASP • 99.3 T.O.WALK 99.64 OPE ' 1 Ol IN AP'ROX. 4% 9.84 T.O.W 99.84 T.O.W 99.84 EXIST. 99.62 EXIST 99.58 EXIST. 99.34 9 EXI EX 5T. MIST. 99.29 99.25 99. FEATHER TO EXIST. (TYP I GAL T.O.ASPIIALT 98.86 N =W CONCRETE CURB AT +0.5 ABOVE EXIST. PAVEMENT NEW CONCRETE CURB AT +0.5 ABOVE EXIST. PAVEMENT T .0 EXIST. AREA INLET EXIST. 98.04 EX ST. AREA 11ILET .WALK 99.0 EXIST. 99.04 NEV CONCRETE 0 0 SIDEWALK 4- -:� .•. :. . EXIST. EMS 99.35 99. I :: . ' •..�. �. � ' • � . � . � : .... . �. �. -98:9 '' : PROP: 98 ,;8 � :ASP1-IAL cv : EXIST. 98.58 EXI T. 98196 T.O.WALK 99.22 0 0 0 0 0 T.d.W 84 T.th.W 9q.84 LK LK LK NOTE: VERIFY EXIST. GRADE CONDITIONS AT TRANSFORMER. PROVIDE POSITIVE DRAINAGE. 6" CURB TYPICAL X 6" CURB TYPICAL T.O. WALK II II II NOTE 4" qiG GROOVES! I CONTRAST N C COLOR AT RAMP. %TYP MN. FLR.j 100.0 REVISION NO _ Qq% 2.s0 REVIEWED PLt FOR CODE COMPLIANCE O P ROVE Ati 2 7 2010 City of Tukwila BUILDING DIVISION CITY OF TUEf t�LA JUL 0 8 2010 PERMIT CENTER ARCHITECT OF RECORD: 0812 • • X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 STUOA ZATE REGISTERED ARCHITECT !ill, ALDER° 41 WASHINGTON; $215 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: DRAFTED: MDL PROJECT NUMBER: JUL 0 6 2010 A6-22- I 0 REVISIONS 12/03/2009 07/06/2010 REVIEWED: DB DRAWING NAME: PARKING PAVING PLAN SHEET NUMBER: �� TRUE NORTH PLAN NORTH LEGEND -- EXISTING GRADE 4 - PROPOSED GRADE NOTE: 1. SHADED AREA IS NEW ASPHALT OVERLAY. 2. ALL NEW ASPHALT TO BE FEATHERED TO MEET EXISTING PAVING. VERIFY EXISTING GRADES. 3. REFER TO SHEET C1.1 & C1.4 FOR NEW CONCRETE DIMENSIONS. 4. VERIFY ALL EXISTING GRADES AND CONDITIONS IN THE FIELD PRIOR TO BEGINNING WORK. ALL FINISHED WORK SHALL COMPLY WITH APPLICABLE CODES AND HANDICAP COMPLIANCE REQUIREMENTS. REPORT ANY DISCREPANCIES WITH EXISTING CONDITIONS, PLANNED NEW WORK, AND CODE COMPLIANCE ISSUES TO THE ARCHITECT IMMEDIATELY. I PARKING PAVING PLAN SCALE: 1"=10' IPA A walk -%m k1./ s is ®Pis r ire . ram ti F APAIr - et i a II 1 Il 1 21P NOTE SLOPE EXIST. SLOPE 0.5% EXIS SLO 1.5% W:. :5OPE 2.0% MA : :•ASPHALT ::. :98.72 • . EXIST, 98 :58 • EXIST: •.98.56 T.O. WALK 99.46 T.O. WALK 99.46 T.O:ASPIIALT 9.3 ASP • 99.3 T.O.WALK 99.64 OPE ' 1 Ol IN AP'ROX. 4% 9.84 T.O.W 99.84 T.O.W 99.84 EXIST. 99.62 EXIST 99.58 EXIST. 99.34 9 EXI EX 5T. MIST. 99.29 99.25 99. FEATHER TO EXIST. (TYP I GAL T.O.ASPIIALT 98.86 N =W CONCRETE CURB AT +0.5 ABOVE EXIST. PAVEMENT NEW CONCRETE CURB AT +0.5 ABOVE EXIST. PAVEMENT T .0 EXIST. AREA INLET EXIST. 98.04 EX ST. AREA 11ILET .WALK 99.0 EXIST. 99.04 NEV CONCRETE 0 0 SIDEWALK 4- -:� .•. :. . EXIST. EMS 99.35 99. I :: . ' •..�. �. � ' • � . � . � : .... . �. �. -98:9 '' : PROP: 98 ,;8 � :ASP1-IAL cv : EXIST. 98.58 EXI T. 98196 T.O.WALK 99.22 0 0 0 0 0 T.d.W 84 T.th.W 9q.84 LK LK LK NOTE: VERIFY EXIST. GRADE CONDITIONS AT TRANSFORMER. PROVIDE POSITIVE DRAINAGE. 6" CURB TYPICAL X 6" CURB TYPICAL T.O. WALK II II II NOTE 4" qiG GROOVES! I CONTRAST N C COLOR AT RAMP. %TYP MN. FLR.j 100.0 REVISION NO _ Qq% 2.s0 REVIEWED PLt FOR CODE COMPLIANCE O P ROVE Ati 2 7 2010 City of Tukwila BUILDING DIVISION CITY OF TUEf t�LA JUL 0 8 2010 PERMIT CENTER ARCHITECT OF RECORD: 0812 • • X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 STUOA ZATE REGISTERED ARCHITECT !ill, ALDER° 41 WASHINGTON; $215 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: DRAFTED: MDL PROJECT NUMBER: JUL 0 6 2010 A6-22- I 0 REVISIONS 12/03/2009 07/06/2010 REVIEWED: DB DRAWING NAME: PARKING PAVING PLAN SHEET NUMBER: • 44 Ase ip ER 30 1-8y4 1 NEW GONG WALK. 9 8 X w ■ I- Z 99.8 2' -6" r i h T .0. WALK 99.84 1 SCALE: 1/4 " =1' -0" T.O.WALK 100 0 EXIT DETAIL I 4 DE__ rui. SCALE: 1 " =1' -0" SCALE: 1 " =1' -0" DETAIL 6 SCALE: 1"=1'-0" 3' -6" O.C,. MAX. TYP MAX. 1/2" THRESHOLD TYP. ALL DOORS. MAX. SLOPE 2% TYP #4 DOWEL TO EXISTING GONG. TILT PANEL TYP. MAX. SLOPE 2% TYP. COMPACTED PILL TYP. RAI BA' 3' -6" O.G. MAX. TYP O EXIST. 1 00.00 II" I NOTE I " WIDE DRA I NAG E WEIRS 24" OG TYP. WHERE REQU I RED. 0 I' - I' -0" EXIST. 99.29 EX 15T ASPHALY PAVI NO TYPICAL 9 N VERIFY EXIST PAVING GRADE. MAX. RISER HEIGHT 7" EXIT DETAIL DETAIL 5 SCALE: 1"=V-0" NOTES: I. NEW WALK BEAMS RE I NP. W/ 2 #5 REBAR TOP AND BOTTOM. 2. REINP SLAB W/ @3 REBAR 16" O.G. TYP. 3. INSTALL REDWOOD EXPANSION JOINT WHERE WALKS ABUTT EXISTING GONG. TILT PANELS. AND AT MAX. 20' O.G. AT ALL NEW WALKS. COORDINATE PLACEMENT WITH THE ARCHITECT. 4. INSTALL SAW GUT OR TOOLED CONTROL JOINTS APPROX. 5 O.G. AT ALL NEW WALKS. COORDINATE WITH THE ARCH I TECT. EXIST 99.4 3' -6" O.G. MAX. TYP RAI L BARRIER 1 1/2" OD. RAIL. PRIME AND PAINT TYP. A %////////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / //A0 MAX. SLOPE 2% TYP. EXIST. 1 00.00 NEW GONG 99.88 WALK. EXIT DETAIL 3 SCALE: 1/4 " =1' -0" I2' -3" 6" D1 PIPE B . GONG. PILLED LL • RD PAINT SIM. 9.88 9 IMO 4 GI.4 SIM. 21 -7 NEW GONG WALK. NOTE MAX SLOPE 5% 9 REVIEWED FOR CODE COMPLIANCE App a- AVE AUG 2 7 2010 City of Tukwila BUILDING DIVISION i i i REVISItIN NOLL boq%.2.51 RECEIVED_ CITY nF TI IKKWIILA JUL 08 2010 PERMIT CENTER ARCHITECT OF RECORD: X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 ST STA REGISTERED ARCt ALDERMAN ASHINGTON JUL 0 6 ZO it) ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A6-22- I 0 REVISIONS DRAFTED: MDL PROJECT NUMBER: 0812 DRAWING NAME: EXIT DEATILS SHEET NUMBER: 12/03/2009 07/06/2010 REVIEWED: DB �� TRUE NORTH PLAN NORTH • 44 Ase ip ER 30 1-8y4 1 NEW GONG WALK. 9 8 X w ■ I- Z 99.8 2' -6" r i h T .0. WALK 99.84 1 SCALE: 1/4 " =1' -0" T.O.WALK 100 0 EXIT DETAIL I 4 DE__ rui. SCALE: 1 " =1' -0" SCALE: 1 " =1' -0" DETAIL 6 SCALE: 1"=1'-0" 3' -6" O.C,. MAX. TYP MAX. 1/2" THRESHOLD TYP. ALL DOORS. MAX. SLOPE 2% TYP #4 DOWEL TO EXISTING GONG. TILT PANEL TYP. MAX. SLOPE 2% TYP. COMPACTED PILL TYP. RAI BA' 3' -6" O.G. MAX. TYP O EXIST. 1 00.00 II" I NOTE I " WIDE DRA I NAG E WEIRS 24" OG TYP. WHERE REQU I RED. 0 I' - I' -0" EXIST. 99.29 EX 15T ASPHALY PAVI NO TYPICAL 9 N VERIFY EXIST PAVING GRADE. MAX. RISER HEIGHT 7" EXIT DETAIL DETAIL 5 SCALE: 1"=V-0" NOTES: I. NEW WALK BEAMS RE I NP. W/ 2 #5 REBAR TOP AND BOTTOM. 2. REINP SLAB W/ @3 REBAR 16" O.G. TYP. 3. INSTALL REDWOOD EXPANSION JOINT WHERE WALKS ABUTT EXISTING GONG. TILT PANELS. AND AT MAX. 20' O.G. AT ALL NEW WALKS. COORDINATE PLACEMENT WITH THE ARCHITECT. 4. INSTALL SAW GUT OR TOOLED CONTROL JOINTS APPROX. 5 O.G. AT ALL NEW WALKS. COORDINATE WITH THE ARCH I TECT. EXIST 99.4 3' -6" O.G. MAX. TYP RAI L BARRIER 1 1/2" OD. RAIL. PRIME AND PAINT TYP. A %////////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / //A0 MAX. SLOPE 2% TYP. EXIST. 1 00.00 NEW GONG 99.88 WALK. EXIT DETAIL 3 SCALE: 1/4 " =1' -0" I2' -3" 6" D1 PIPE B . GONG. PILLED LL • RD PAINT SIM. 9.88 9 IMO 4 GI.4 SIM. 21 -7 NEW GONG WALK. NOTE MAX SLOPE 5% 9 REVIEWED FOR CODE COMPLIANCE App a- AVE AUG 2 7 2010 City of Tukwila BUILDING DIVISION i i i REVISItIN NOLL boq%.2.51 RECEIVED_ CITY nF TI IKKWIILA JUL 08 2010 PERMIT CENTER ARCHITECT OF RECORD: X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 ST STA REGISTERED ARCt ALDERMAN ASHINGTON JUL 0 6 ZO it) ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS INC. db 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: A6-22- I 0 REVISIONS DRAFTED: MDL PROJECT NUMBER: 0812 DRAWING NAME: EXIT DEATILS SHEET NUMBER: 12/03/2009 07/06/2010 REVIEWED: DB 7 SYOLS LEGAL DESCRIPTION KING COUNTY TAX ASSESSORS PARCEL # 3623049087 IS' NMI NMI ‘ ,/ ELEVATION SYMBOL SECTION /DETA4 iM BOL ALL TYI NDOW SYMBOL )0 M I E& h 3 I t} DOOR NUMBER SYi_ �L COLUMN LINE DESIGNATION THAT PORTION OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID NORTHEAST QUARTER OF THE NORTHWEST QUARTER; THENCE N 87° 45'57" W ALONG TIME NORTH LINE OF SAID NORTHWEST QUARTER A DISTANCE OF 481.05 FEET TO THE WESTERLY MARGIN OF SOUTHCENTER PARKWAY; THENCE S 11° 59'33" E ALONG SAID WESTERLY MARGIN A DISTANCE OF 41.27 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING S 11. 59'33" E ALONG SAID WESTERLY MARGIN A DISTANCE OF 571.41 F T; THENCE S 42 °30'27" W A DISTANCE OF 280.99 FEET; THENCE S 47°29'33" E A DISTANCE OF 23.25 FEET; THENCE S 42° 30'27" W A DISTANCE OF 45.,50 FEET; THENCE N 47°29'33" W A DISTANCE OF 23.25 FEET; THENCE S 42 ° 30'27" W A DISTANCE OF 127.05 FEET; THENCE N 52° 44'03" W A DISTANCE OF 642.69 FEET; THENCE N 42 E A DISTANCE OF 695.97 FEET; THENCE S 87 E A DISTANCE OF 229.11 FEET TO THE TRUE POINT OF : CONTAINING 432,350 SQUARE F1 l: T OR 9.93 ACRI 4 TOGETHER WITH AN EASEMENT FOR SANITARY SI °'I : r ' i PUft , OSES OV THE WE 10 FEET OF THE EAST 25 FEET THERI Or PARALLEL TO SOUTHCENTER PARKWAY. GE'lE / NOTES: FIN:. r ' PPRE- Sr! ^•' 1. THE ( ►L C( :ACTOR IS TO t TAIN THE SERV ES OF A LICEWL D ENGIt 1, 11=0R M( Iz IFICATIONS -s IND 11DDITIO I TO THE EXISTING FIRE SPRINKLER SYSTEM AS REQARED BY NEW K. VER LOCATIONS, SPACING , AND NUMBER OF EXIS °ING FURL SPRINKLER HEADS PRIOR TO CO NCI v`APING DESILL OR MODIFICATIONS 0 0 THE EXISTING SYSTEM. ^L AND SUPPLY NEW DRY PIPE 5 LiILAKLER SYSTEM AT NEW CUST WIER PICK -UP CI',I OPY. REF. SHEET A5.0. INSTAL /ADD SEISMIC BRACING AT ALL F :E SPRINKLER SYSTEM P AS REQUIRED BY CODE. 2. VERIFY EXISTENCE OF DUCT SMOKE DETECTORS AT EXISTING HVAC UNITS AS REQUIRED BY CODE. AI IM F "'MODIFY SMOKE DETECTION SYSTEMS AS REQUIRED i i -0 MI - OMNI H f fl �K NivA)1ING Ot* F INDEX OF L.AW L. ..4 fk1G SEISMIC NOTES A0.0 COVER SHEET A0.1 EGRI S PLAN AtO FL PLAN A1.1 FLO( PLAN DETAILS A1.2 FLOE PLAN DETAILS A1.3 FLO( PLAN DETAILS A1.4 FLO( PLA ETAILS A1.5 FLO( PLA ETAILS A2.0 WAL PLAN A2.1 WALL ;H PLAN DETAILS A2.2 FLOOR F 1 PLAN A2.3 FLOOR ,: 1 PLAN DETAILS A2.4 MOL ■IG LAN A3.0 EFLECTED CEILING A ) LIGHTING PLAN ,3 ECT 1 , ) . A3.2 A 6.0 ELEVATIONS A 6.1 SECTIONS A 6.2 SECTIONS A 6.3 SECTIONS 7 $C:Nr A8.0 IN .... . ; .I WALL TYPES, PI ATIC s, A8.1 IN 1 1 E I WALL TYPES, 'ATIC 3, A8.2 'NI I P11 . f I WALL TYPES, ELF :'ATIC. 3, A8.3 IN t C.I.L TYPES, ELEVATIONS, C' A8.4 INTEL . WALL TYPES, ci FuATIONS, A8.5 INTEL" G, WALL TYPES, 'ATIOMe +. A8.6 INTFI WALL ` YPF* I •_V A RENI: FOE? 1 NGS TI PLAT'. :TAILS AND DETAILS AND DETAILS AND DETAILS AND DETAILS AND DETAILS AND DETAILS AND DETAILS BY Date: VA T FM R K`vV - OY 3: _BATTLE FUF ITURE PART 3S 1431 FM. 1101, NEW BRAUNFELS, TEXAS 78130 CONTACT: BILL WETTERMAN PHONE: 830- 515 -1334 AE1.1 ARC: WrECTURAL POWL. FLOOR PLAN DETAILS AE1.2 ARCHITECTURAL SCHEMATIC SECURITY PLAN C1.0 PROPOSED SITE PLAN C1.1 EN °fT-iANCE DETAIL S1.1 STRUCTURAL GEI` "COAL NOTES 51.2 STRUCTURAL GEl 3AL NOTES S1.3 STRUCTURAL GENERAL NOTES S2.1 STRUCTURAL FOUNDATION PLAN 52.2 STRUCTURAL LOW ROOF FRAMING PLAIsi,� approv Field cab mod: 52.3 STRUCTURAL HIGH ROOF FRAMING PLAN Z-17 - 52.4 STRUCTURAL CANOPY PLAN AND DETAILS S3.1 STRUCTURAL ELEVATI0r"' ND DE ' ":- S4.1 STRUCTURAL FOUNDATII It ETAILS S5.1 STRUCTURAL FR/ 3 DETAILS S5.2 S UC , hJRAL FR/ a DETAILS S5.3 S" "f AL FR/ DETAILS 6.1 S" UCTURAL BRACE FR AE ELEVATIONS & DETAILS UCTURAL COLD Fi STEEL DETAILS S7.2 STRUCTURAL COLD F1 ' STEEL DETAILS i k ult* )1‘ ,/1 FILF CrnPY Permit Nol Plan review approval is subject to errors and oraesions. /tp jroval of Construction documents does not k,u ^'iZ8 tor_'. violation of any al' • J ' - - - -- apt • 3 / IC, I �u�o City Of TUkwna BUILDING DIVISION PLANNING APL ...,VED No changes can be made to these plans without approval from the Planning Division of DCD .a Approved By :_a: 4 5 . Date: S ri IITTI.G ANA CON1TFUCTIQ11. 3 1 J � � 1 L BUILDING DATA AI 'I I r:ABL CODES BUILDING C ODE ELECTRICAL CODE ENERGY CODE; Pr:.. ; I IA KCAL CODE: E'fi' .UI °t.flplo, CODE;-.; FIRE OE: AR/F1 OL;CUE` A4 lCT NEW [DETAIL FINISHOUT* 65,495 S.F. EXISTING WAREHOUSE (NO WORK SCHEDULED)• 89,866 S.F. TOTAL BUILDING AREA • 155,361 S.F. TII'AL FINISI°IOUT AREA THIS PERT : 65,495 S.F. TYPE OF CO LE :1 1° "1,.IOTION: TYPE 3 -B FULLY SPRINKLED FIRE MO N: FULLY SPRINKLED. NOTEc CONIrRACTOR IS TO PROVIDE FIRE EXTINGUISHERS RATING 2A,1OBC AT LOCATIONS AS DIRECTED BY THE a`IP E M'r :MUM 75 ' TRAVEL DISTANCE BETWEEN FIXTURES. CABINETS AS :1;;ELECTED BY OWNER ONO? F°: ALL WORK TO MEET ADA & WASHINGTON STATE HANDICAP REQUIREMENTS AS APPLICABLE. II • ■ /03/2009 INTERNATIONAL BUILDING CODE- 2006 EDITION WITH ADOPTED AMENDIAL1,1 NATIONAL ELECTRIC CODE - 2005 EDITION WITH ADOPTED AMENDMENTS WA'1 ° IINGTON STATE ENERGY CODE WITH ADOPTED AMENDMENTS INTI :¢NATIONAL MECHANICAL CODE 2006 EDITION WITH ADOPTED AMENDMENTS UNIFORM PLUMBING CODE 2006 EDITION WITH ADOPTED AMENDMENTS 1 "ANAL FIRE CODE 2006 EDITION WITH ADOPTED AMENDMENTS 1\1: GROUP M MERCHANTILE GROUP S -1 STORAGE R No changes shall Liu „ lade to the scope of .nrk without prior approval of Tukwila Building Division. NOTE: E: Revisions will require a new plan submittal I and may inciud€ . "_. I plan review fees. j I SEPARATE PERMIT 4 REQUIRED FOR: echanical ;lectrical P lumbing as Piping City of Tukwila BUILDING DIVISION :L5 1 ARCI-I 11'I... OF RECORD: 207 SAN JA(. "11NI I is I: 1_A. St l I' I'I : . •s) I AU,° 'FIN ) f Y ,701 5 1 2/9 16 1 I A, ;l.: 5 .21916_0051 4,.:111417: DAVID BESSENT ARCHITECTS, IN T 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327 -6030 :L ti7 ,4'Ff' j HP: sf€ ASHLEY FURNITURE TUKWILA WASP SUITE 100 17601 SO ?THCENTi TUKWILA, 7 A 93188 DATE ISS i. PRINT D/`,G'I REVISIONS: l ry'12 architects & ';'r`�r* *f 2- 1-10 PERMIT COMMi:F.1`5 NUMBER: # 1.x;11 II.I):1H)L 1:1 4'1C?WIil):1)13 DRAWING NAME: COVER SHEEr.l RECEIVED FEB 08 MO 'ERN S I 1 l,1;`I' NUM! t I A0.O '/ 0 ° /I' !::.'.O1 ROOM NUMBER(5) AREA OCCUPANT PER SQUARE FOOT NUMBER OF OCCUPANTS 100, 114, 125, 126 30,056 5.F. 1/30 1,002 101 I92 S.F. 1/300 I 102 389 S.F. 1/100 4 103 219 S.F. 1/100 3 104, 106 1,1245.F. 1 / 15 75 105, 110 416 S.F. 1 /100 5 107, Ill, 112 315 5.f. 1/100 4 108 364 S.F. 1/100 4 109 320 S.F. 1 /100 4 113 5,142 5.F. 1/30 172 115, 116 3,801 S.F. 1/30 127 117 I 1 ,717 5.F. 1/30 391 I I8 2,019 5.F. 1/30 68 1 3,069 S.F. 1/30 103 120 288 5.F. 1/100 3 121 931 S.F. 1/15 63 122 221 S.F. 1 /100 3 123 191 5.F. 1 /100 2 124 4,267 S.F. 1/30 143 CORRIDOR 763 5.F. 1 /100 8 TOTAL 2,186 TOTAL OCCUPANTS INCHES PER OCCUPANT INCHES REQUIRED INCHES PROVIDED 2,1 0.15" 327.9" 374" OCCUPANCY CALCULATIONS OVERALL EGRESS CALCULATION • •n;=Z /� WI nu a i.c SALES gNTRY ":44:4^4.20747431.2' 9' -0" s 8'- 10" 8' -6" { 1 12,x: »= 23' -5" HIVA,/ H /.4V1HH /H / SALES O/lY/W ). // 1/ //W L _ � l 1 L BEDDING //= - A ///•H // /AV . /1 // / / / / /!HA SWAY ! /HH / /H! / / /// 1 I f I 1 1 --- + - - + -- { I r //H / ////!/! HHJ ••!!/66.7/./ H/! // ////! /HH/499/U /!/ %11 /1.f/ //! /H/// /H / //H KIDS AREA ELECTRONICS /HHA7/ // • /AYHH/ //d/IJY/H!' HHH1//, : / a///H//!//.Y! // %/!H /H!/ /H.fH /7.1 .V / /IJY//H /H OFFICE OFFICE SCALE: 1 /16" =1' -0" 0 EXI T. EL C. EGRESS PLAN // i 1 2' -6 MEANS OF EGRESS ILLUMINATION IBC 1006.1 Illumination required. The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. IBC 1006.2 Illumination level. The means of egress illumination level shall not be less than 1 foot - candle at the walking level. IBC 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas: 1. Aisles and unenclosed stairways of rooms that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways.. 3. Exterior egress components... 4. Interior exit discharge elements... 5— Exterior - landings.:: for-exit- discharge doorways::— _ ____._ tsOci-as(0 APPLIANCES II9 7' -4" (I20 v v O N V CLEARANCE 117 T I NI NC RO6m ` I1 I� G' -9" 1101;EWED FOR CODE COME JA CE APPRaliFD MAR 10 2010 City of T ul/Qila BUILDING DIVISION TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 RE9ISTERED ARCHITECT STUART M. ALDERMAN STATE OF WASHINGTON 8275_ i 1EC 0 3 2009 113 ASSOCIATE ARCHITECT: DAVID 'i+ESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNIT :JRE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 12/03/2009 12/03/2009 DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: EGRESS PLAN SHEET NUMBER: AO.1 RECEIVED CITY OF TUKWILA f l�la 0 4 2009 PERMIT CENTER GENERAL NOTES: 1. ALL VIGNETTE WALLS TO BE 6" MTL. STUD FRAMING W/ TYP 'X' GYP. TAPE, FLOAT, TEXTURE, & PAINT UNLESS NOTED OTHERWISE. FRAMING AROUND COLUMNS WITHIN VIGNETTE WALLS TO BE 31" MTL. STUD FRAMING. 2. ALL OTHER WALLS TO BE 6" MTL. STUD FRAMING W/ I" TYPE 'X' GYP. TAPE, FLOAT, TEXTURE, & PAINT UNLESS NOTED OTHERWISE. 3. ALL EXISTING EXTERIOR WALLS AT CONDITIONED SPACES ARE TO BE FURRED & INSULATED TO THE UNDERSIDE OF EXISTING DECK EXCEPT IN CLEARANCE (ROOM 117) REAR TILT WALL. INSULATION TO BE 3? MIN. R-13 FIBERGLASS BATT INSULATION. REUSE EXISTING WALL STUD FRAMING WHERE AVAILABLE & INSTALL NEW STUD FURRING AS REQUIRED. PROVIDE 1" CLEARANCE FROM FACE OF STUD TO FACE OF EXISTING CONCRETE PILASTERS FOR CONDUIT ETC. 4. PROVIDE STEEL COLUMN IN ALL UNSUPPORTED ENDS OF VIGNETTE WALLS AS PER 4/A1.5 5. ALL NEW WALLS (EXCEPT VIGNETTE WALLS) ARE SHOWN HATCHED TYPICAL. PATCH REPAIR AND FINISH EXISTING WALLS TO REMAIN. 6 ALL DIMENSIONS ARE SHOWN TO EDGE OF FRAMING. Jr: fIRE ER • • •• ....... • .11 =1"BrI20 6 1111111 / AY/ • ///,%///.././ V.,././////,//////////////////////,',41/././///// MON elle“1110.111■11101111N IIIIII11111111•1111110111111111 1111111111111111111111111111111 rmair .1111111111111-A111111111111 1111111111111111101111111111111111 ionor. :ow 7ALES NEW CLERESTORY 62`- 10%2" EXIST. ELf.CTR CAL PANEL TO REMAIN, VERI LOCATION ISTIN 511 8AI.5 10A1.3 TYP. 7'-0" NEW VIGNETTE ALL 5IM. 3/A L5 .5 ( /A I .5 AS REQ 54E5 SALES 3/A 1 . 1 - NEW VIGNETTE WALL SIM. 3/A 1 .5 4/A i .5 AS REQ'D) XIST. LCTRICAL1 PANEL TO EMA1N, VERIFY L CATION ELECTRONICS KIDS AREA 2G-0" ////.7,,,/,././Ze/ 1.1/////./////,,,,,,,,///////////7/.././..//// •%/.////////,74,///////,/,///..9//./..!/////,• - CLEARANCE STING r E 511U R 122 fFICE OFFICE FLOOI'm •PLAN SCALE: /16"=V-0" () 1)0(i.2.so VEWED PC"; CODE COMPLIANQ aPpAropzu • . . MAR i 0 2010 City of Tulmi BUILDING DIVIR 0 TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 FAX: 512/916-0051 ;• ;' , '• ' •' ' -• day REGI ARCHITECT STUART M. ALDERMAN STATE OF WASHINGTON 2.7 1 ASSOCIA YE ARCHITECT: AVI BESSENT ARCHITECTS, INC. ”,- , 1, , ,,, ,, ....4 , , , P....; , -. ,. . 4.1,,, I e 11 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ; , ' ASHLEY FURMT.J i. E TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: I ' • REVISIONS: DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: • " ' 812 DEC 0 3 2009 DRAWING NAME: 1;• FLOOR PLAN SHEET NUMBER: A1.0 12/03/2009 12/03/2009 RECEIVED CITY OF TUKWILA DEC 0 4 2009 PERMIT CENTER ' R f" GYP BD EACH SIDE TYP. 3i" MTL STUDS — G" MTL STUDS BASE AS SELECTED BY OWNER SCALE: %2 " =1' -0" RECESSED CAN LIGHTS RUG RACK BY OWNER BOCA BATON KIDS E `TRY SECT! Q1 RUG RACK SECTION SCALE: %4 " =1' -0" NOTES: "RUG MARKET" LETTERING ON - SOFFIT SUPPLIED BY OWNER AND INSTALLED BY CONTRACTOR, LUE #7I1 LILAC #2070 -30 PERENNIAL #405 O PEONY #2079 -30 3' -I0" 3' -0" 13' -8" 61 - 011 22 3/8" 3' -10" 1i rrrrr1111111111111111111■1 r rim RETAI L MEN'S // //4 EXISTING FIXTURES TO REMAIN LOCKERS TO BE PROVIDED BY OWNER TYP, WAREHOUSE LOCKERS T -10 5/8" 91_611 41 ri,i. rrrr,rirrwr,irir r,rrrri. r P rrr 1 -9 5/8' ormemerrear •% t ir. sirrrvris.rrr.i►rrrrr ■�I o . p i."!Irrr /rrrrrrrrrrrrrr ►� ►r r rr rrr r r s i r r r r rrr r r r r. r►� ►. r rrr rr : s, i r r rrr • r r i r r ri i r r r rr r rrr r. � ►i r � • rr r � ►rr r r r. . � 10 /A1.4 I I ' -7 3/4" I2' -I" CAS t1 WRAP CUSTOMER PICK -UP OFFICE EXIST. INVOICE MANAGER/ D.C. MANAGER EXIST. FLCOR SINK AS REQ'D. 18 -10 1/2" VENDING 10' -5 3/8" CAFE 9/A1.3 I C)8 29' -6 1/2" 11/A1,3 OFFEE MACHINE 25 WAREHOUSE BREAK ICROWAVES DARK BASE AS SELECTED BY OWNER NOTE: VERIFY PAINT COLORS WITH OWNER KIDS ENTRY DETAIL SCALE: Y / " =1 ` -Q" I�%rrc�rrrrrrrrrrrrrrrrrrrrrr/ a a a a a rrr, :srrra i.rrrrirr. r,rrrrrrA ►.rr'itr NEW 2x2 SUSP. ACOUST. CLG, NEW "RUG MARKET" LETTERING TRACK LIGHTING PAINT AS SCHED. TYP. 12 -4 1/4" PLAYSCAPE - STRUCTURE BY — OWNER );_o KI DS - AREA IIG KIDS ENTRY DETAIL SCALE: %4 " =1' -0" 6' -8" NOTES: SYMBOL ( +6" ETC.) INDICATES FRAMING DIM. FROM WALL PLANE. ALL PAINT TO BE BENJAMIN MOORE. "FUN ZONE" LETTERING TO BE SUPPLIED BY OWNER AND INSTALLED BY CONTRACTOR. RUG RACK. DETAIL Air SCALE: %4 " =1' -0" LOOR PL DETAIL SCALE: /4"=1 1' /r FLOOR PLAN DETAIL SCALE: %" =1' -0" 11 AI -2 " I I -10 11 NEW JAN. SINK W/ FRP UP TO 4 -0 ON WALLS BEHIND 1/A1.5 I /A1A 12/A1.3 w irrr ►rrritrrrrrrrr.k 11 38 -3" INING RO irrrrrrrr rrr. r rr irrrrrir r, ii rrrr rrrr..rrr,rim►rrrrrr.rra►rirr.I rrrrrrawIrr. rrrrrrrsrrrri rrr. rrrrrArrrr rrrriror Arermd Affor „Kr 40" 440 0 7:K eir AY, ZAII":407j1 OFFICE OFFICE I 0 -0" Doct--2.5(40 - 1 I c MAR i02010 City of Tid e a BUILT G DIVISION TRUE NORTH FLAN NORTH ARCHI'1'i CT OF RECORD: 0 3 2009 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916-0051 STUART M. ALDERMAN STATE OF WASHINGTON ASSOCIATE ARCHITECT: ]DAVI' ; ESSENT ARCHITECTS, INC. DATE ISSUED: PRINT DATE: REVISIONS: 0812 A1.1 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 12/03/2009 DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: FLOOR I LAS DETAILS SHEET NUMBER:. RECEIVED CITY OF TUI(IWLA DEC 0 4 2009 PERMIT CENTER I . STORAGE FOR GAMING SYSTEM CONTROLLER PIONITE - SUEDE ANIGRE 2. NOT USED 3. 9.51 TO ACCESS DUPLEX OUTLET 4, DUPLEX OUTLET * DATA/VOICE BOX 5. 2GROMMET HOLE IN EACH GAME BOX. G. GAMING SYSTEM FRONT PANEL COVER PIONITE - SUEDE ANIGRE 7. HOLES TO PASS CONTROLLER WIRES THROUGH 8. "RESET" BUTTON ACCESS HOLE TO GAMING SYSTEM. SIZE ft LOCATION ii3D AFTER GAMING SYSTEM 15 PURCHASED 9. DRAWER LOCK FROM OUTWATER. PART #02747 I 0.i' PLYWOOD W/ DULLNOSE EDGE, CARPET OVER TOP I I . 42" PLASMA OR FLAT SCREEN TV E3Y OWNER. MOUNT 5'-G" ON CENTER A.F.F. ELECTRICAL TO BE FLUSH OR RECESSED INTO WALL 12. I 7" LCD FLAT SCREEN TV BY OWNER DOUGLAS FIR. WOOD CAP STAINED WITH SATIN POLYURETHANE. I 1 -6 3 / 4 " [-JOH NSONITE SANDSTONE OR SIMILAR EDGE GUARD TYP. 2'-/ mrassosassammsegoscomossommessawszassures... .>< KIDS GAMING SECTIO SCALE: 1"=V-0" KIDS DEPT. KEYED NOTES FRONT VIEW G SCALE: 1"=1'-0" ANGLED VIEW EQ. EQ, FIRE RETARDANT WOOD CONSTRUCTION AS REQ'D SIDE VIEW MING CA 11_87/ flNISh NOTE: PROVIDE DUPLEX OUTLETS INSIDE EACH CONSOLE CABINETS TYPICAL. G'- RECESSED CAN LIGHT ----- REFER TO LIGHTING ELAN . 1 KEYED LOCK 3'-4 31-21 ....- -..... r- .s., / \ / \ 1 i I II I I FRONT VIEW SIDE VIEW INET DETAILS 1" WOOD CAP GAMING CABINET DETAIL SCALE: 1 /2"=1 -0" ANGLED VIEW I ._ i_ ,_ e2,74„ EQ. 3 5/8" MTL STUD FRAMING TO BOTTOM OF EXISTING CEILING WALLS ARE A E ANGLED GAMING ELEV. SCALE: 1 /4"=1'-0" NOTE: PROVIDE PROPER VENTILATION IN CABINETS FOR GAMING SYSTEMS BASE AS SELECTED BY OWNER E LL II 12x12 SLATE TILE SUPPLIED I3Y CONTRACTOR N 11111111111111111 11% MI6 PROVIDEWCOD INI • UNDERSIDE F E COVER TILE E - • En OPEN FOUNTAIN SUPPLIED BY OWNER. VERI FY ELECT. REQ'S. 12x I 2 SLATE TILE I'-3 1/4" 13/AI.2 I rn \/ 7 II KIDS GAMING ELEV. SCALE: 1 4"=-1'-0" NOTE: PROVIDE WOOD BLOCKING FOR INSTALLATION OF "SLEEP SPA" LETTERING SUPPLIED 13Y OWNER, VERIFY EXTENT OF BLOCKING REQ'D BEDDING ENTRY DETAIL SCALE: 1 /4"=1'-0" NOTE: PROVIDE DUPLEX OUTLETS INSIDE EACH CONSOLE CABINETS TYPICAL. OPEN KIDS GAMING DETAIL SCALE: 1 /4"=1 1 -0" DUPLEX OUTLET / /--- FOR. TV - VER FY MOUNTING ft. WI OWNER CAT5 DATA BOX WI I" CONDUIT PAN FROM DVD PLAYER, 3 4 _ 74 2LO" NOTE: SLATE TILE TO DE APPLIED TO INTERIOR * EXTERIOR SURFACES AT BEDDING ENTRY ELEMENT. G 1_ GII NOTE: ALL TILE WORK TO DE CENTERED ON BEDDING ENTRY. LAYOUT TO BE APPROVED BY PROJECT MANAGER. BEFORE INSTALLATION. .2 Ni- ro ACCESS PANEL \\$ QUAD OUTLET 2'43 4'-1" ERIFY CAM's Of OWNER SUPPLI FOUINTAIN PRIOR TO FABRICATION FOUNTAIN SECTION SCALE: Y2"=V-0" SMOOTH FINISH FOR OWNER APPLIED VINYL IIERING. REFER TO WALL FINISH PLAN FOR PAINT COLOR. ( I /A2.0) SECTION DETAIL SCALE: /2"=1'4 FLOOR PLAN DETAIL SCALE: 1 /8"=1'-0" FOUNTAIN SUPPLIED bY OWNER. VERI FY ELECT. REQ'S. RIVER STONES i 2x CEDAR CAP STAIN AS SELECTED BY OWNER - 2x FIRE RETARDANT FRAMING fr DUROCK ALL AROUND W/ 12x12 SLATE TILE TO MATCH TILE AT BEDDING ENTRY. G'-0" SMOOTH FINISH FOR OWNER APPLIED VINYL LETTERING. REFER TO WALL FINISH PLAN FOR PAINT COLOR. ( I /A2.0) 1)09-15 2x CEDAR CAP STAIN AS 1 - SELECTED BY OWNER p roi J • - 41•■■■ AM. FOUNTAIN SUPPLIED DY OWNER..VERI FY ELECT. REQ'S. . _XE! I WM IMO AO PLAN DETAIL SCALE: %"=1 5/A1.2 3/AI.2 ELEVATION DETAIL 9 PLAN DETAIL SCALE: 1 /2"=1 1 -0" am SCALE: /2"=1 FEV EWED FOR ODE COMPLIANCE APP2Olfiza HAR 0 2010 City of 71.1102 BUILDING DIVISION G'-0" FOUNTAIN DETAIL le SCALE: 14"=V-0" 6" MTL STUD RIVER STONES MTL STUDS 1 " GYP DD 5 PROVIDE BLOCKING FOR. LIGHTS MOUNTED ON WALL _ \ cD 1111111111111111013111111111111111111 11111111111111111111111111111111111 D1111111111r 11111111111111111111111111 ill111111111111111111111111111111 111111111111111111111111111111111111 0 0 0 0 0 0 0 0 0 0 0 0 0 : 0! 0 0 0 0 a • • 4'7 d 11111111•1111111 111111111110111111 A MP "r 1 Zo'dZ/ZI A'4117 /AM • l = 1 /7, e7 .17/ ZI/2710/ "Xo' 4 V 1 8 8 32 Is\N 8 8 2/AI.2 BEDDING [MT- 1 T.O.W. 4'-0" 18 22'-0" 8 1 -0 11 8 N 18'-5" 5 0 13 P I I TRUE NORTH A FLAN NORTH A1.2 ARCHITECT OF RECORD: REVISIONS: 0812 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 STUART M. ALDERMAN STATE OF WASHINGTON DATE ISSUED: PRINT DA'1E: 'DEC 0 3 2009 '1 ' • , ASSOCIATE ARCHITECT: DAVID I ESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 1 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 12/03/2009 lt , DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: " 1 ' DRAWING NAME: FLOOR PLAN DETAILS SHEET NUMBER: RECEIVED CITY OF TUKWILA RFC 04 7009 PERMIT CENTER ,1 1 STAINED i" PLYWOOD PANELS TO BE LUANNE (OR MAHOGANY) WITH SHERWIN WILLIAMS CLASSIC CHERRY STAIN. EDGE BANDING TO MATCH, 3 /4" WOOD BLOCKING (TYPICAL) WALL SECTION SCALE: %"•=41'.-0" WALL ELEV. SCALE: 1 ,4"=1 1 -0" 20-9" NOTE: WALL BEHIND PANELS TO DE PAINTED FLAT BLACK 3'0" Q. 011 LOCKABLE CASH - DRAWER - STAIN-SHERWIN -- WILLIAMS CLASSIC CHERRY • 8 VERIFY 0 0 - 2' 0" w , 1 / Q. BASE AS SELECTED BY OWNER ( 51_G1/ 2 11 r CAFE SECTION SCALE: 1 /2"=V-0" CASH REG BY OWNER. PROVIDE GROMMET HOLES AS REQ'D PENDANT LIGHTING- PENUMBRA DESIGN #PD30 I 395N. PROVIDE 5 FIXTURES. VERIFY ELECT. REQ'S.REF TO ELECT. BY OTHERS. NJ/ Q. ( I ) DUPLEX OUTLET $ ( I ) DOIUI3LE GANG BOX FOR 4 DATA OUTLETS CAFE EQUIPMENT ELEVATION SCALE: MENU DOARD- E3Y OWNER - VERIFY DIMS PRIOR TO CONSTRUCTIN FURR DOWN r ICE MACHINE I ` N 01 BREAK ROOM ELEVATION I SCALE: 1 /2"=V-0" DY OWNER COLD CASE BY OWNER,. VERIFY ELECT REQ'5 W/ OWNER. EASE AS SELECTED I 2" SHELF 3 1- 0/2 ,, 31_011 ADJ. SHELVE TYP. ICE MA HINE BY -OWNER, VERIFY ELECT $ PLUMBING REQ'5 FLASH ROOF PENETRATION AS REQ'D. 2 -NEW GYP FURR DOWN TYP. ADJ. SHELVES —1 MICROWA7\ 1 1 L_1 N / N / -"0 DOUBLE WALL 'ENT PIPE FOR LASH BAKE OVEN 5 PER LOCAL CODE DJST. SHELF - 'LA511 BAKE OVEN 5Y OWNER 1 7 „7 __ 1 1 6" MACH INE 2 Z-G" 1 1 1 7 ,1, 2 A\ 2 2 MUM 173 3g" STEEL FRAMING W g" TYP 'X' GYP, TAPE, FLOAT, TEXTURE, PAINT UNLESS NOTED OTHERWISE SINK SECTION SCALE: W=1 CAFE ELEVATION SCALE: Y4"=1 1 0 TY COLUMN ETAI L SCALE: %"=1 Z-6" STAIN-SHERWIN WILLIAMS CLASSIC CHERRY ZJN cij 51_ nICE 1 MACHINE W - 1 rc 2J-G" 3 I 611 31_3 II N GFI 2'-G 220V VERIFY W/ OWNER PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES 2'-G 2 -8 [ NOTE: PROVIDE . .X HAUST DUCT FOR OVEN. VERIFY REQS. CONCEAL DUCT IN WALL/ COUNTER /TN.. / GLED 220 Fa] \ / CONTRACTOR TO VERIFY ALL APPLIANCE/ EQUIPMENT SPECS, LOCATION $ DIMENSIONS. COKE REFRIG BY OWNER ADJUST. SHELF 2-5 DUPLEX n LA51 BAKE BY 1 OWNER 3-PrE / ACCESS PANEL $ QUAD V OUTLET To DUPLEX CAFE EQUIPMENT ELEVATION SCALE: /2"=1 \V 2'- I 14 4 -3 \I/ Q. j EQ. NOTE: ALL CABINET DOORS $ DRAWERS TO DE LOCKABLE '-9" VERIFY DIM's O F ONER SUPPLIED )1/ FOUINTAIN PRIOR TO FABRICATION 5 RECESSED HALOGEN "PIN LIGHTS" STAN RDS 7 3EJUS LVES TABLE A LED 5 2 RIVER STONES 2x CEDAR CAP STAIN AS SELECTEE) BY OWNER 2x FIRE RETARDANT FRAMING DUROCK SHEATHING W/ MANUF. STONE AS SELECTEE) 13Y OWNER r 3 OMPARTMEN L AL CODE 51 K AS PER GFI g ENTRY FOUNTAIN SECTION 0 SCALE: Y2"=1 7, NI/ 2'-3" Sf K 9 0 )c,- 0 2.5 (0 N PROVIDE GOOSE NCAUCIT SPRAY HOSE 71 cij STONE TO MATCH ACCENT WALL IN CASH WRAP. SECTION SCALE: 3 /4"=1'-o" 71 3 Q. , EQ. TRAINING ROOM ELEV. SCALE: %"= 2x CEDAR CAF' STAIN AS 5ELECTED BY OWNER - ADJ. 5111ELVES 3 FOUNTAIN SUPPLIED BY OWN ER. VERI FY ELECT. REQ5. ENTRY FOUNTAIN ELEVATION SCALE: 1 /2"=1'-0" P. \ 1- J / i I 151 DIMEN5I N FINISH DIMENSION ENTRY FOUNTAIN DETAIL SCALE: 1 /2"=1-0" IN' TlEM1 CA10kPLANCE PPFICOIEF,j) Mfl i 0 2010 City of ileolla BUILDING 1VISCOm RIVER STONES 7 I '- 1 I/4" 151 DIMENSION TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 IIMMINAMMIIMINIMMM01110101111M REGISTERED ARCHITECT STUATIT M. ALDERMAN STATE OF WASHINGTON 7 FEB 2 2010 11111111111•11111MIIIIMMIIIMII ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 1 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 EMOMMENEINIMINIMIMMIE AS LEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2- I - I 0 PERMIT COMMENTS DRAFI'ED: MDL REVIEWED: DB PROJECT NUMBER: IMIIIIMMIMM111.11.11.11111111.1 0812 DRAWING NAME: 1 11 1 111 , 1'1 FLOO DETAILS R P ECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: Al . 3 LAN ''-' I I - )--: ' ) ' • ' e-I....r FOUNTAIN SUPPLIED BY OWNER.VERIFY ELECT, REQ'S. 8 1._, Fi 1 .s-gc,/ , ...---?,(„_.,,s,, , ,....... .` i L. _ „,:. ;,-(---//- r ? --- 1 / < 'Y _,....„),..3 .-, .‘,..... , 'Fs .— C'' I. STAINED i" PLYWOOD PANELS TO BE LUANNE (OR MAHOGANY) WITH SHERWIN WILLIAMS CLASSIC CHERRY STAIN. EDGE BANDING TO MATCH, 3 /4" WOOD BLOCKING (TYPICAL) WALL SECTION SCALE: %"•=41'.-0" WALL ELEV. SCALE: 1 ,4"=1 1 -0" 20-9" NOTE: WALL BEHIND PANELS TO DE PAINTED FLAT BLACK 3'0" Q. 011 LOCKABLE CASH - DRAWER - STAIN-SHERWIN -- WILLIAMS CLASSIC CHERRY • 8 VERIFY 0 0 - 2' 0" w , 1 / Q. BASE AS SELECTED BY OWNER ( 51_G1/ 2 11 r CAFE SECTION SCALE: 1 /2"=V-0" CASH REG BY OWNER. PROVIDE GROMMET HOLES AS REQ'D PENDANT LIGHTING- PENUMBRA DESIGN #PD30 I 395N. PROVIDE 5 FIXTURES. VERIFY ELECT. REQ'S.REF TO ELECT. BY OTHERS. NJ/ Q. ( I ) DUPLEX OUTLET $ ( I ) DOIUI3LE GANG BOX FOR 4 DATA OUTLETS CAFE EQUIPMENT ELEVATION SCALE: MENU DOARD- E3Y OWNER - VERIFY DIMS PRIOR TO CONSTRUCTIN FURR DOWN r ICE MACHINE I ` N 01 BREAK ROOM ELEVATION I SCALE: 1 /2"=V-0" DY OWNER COLD CASE BY OWNER,. VERIFY ELECT REQ'5 W/ OWNER. EASE AS SELECTED I 2" SHELF 3 1- 0/2 ,, 31_011 ADJ. SHELVE TYP. ICE MA HINE BY -OWNER, VERIFY ELECT $ PLUMBING REQ'5 FLASH ROOF PENETRATION AS REQ'D. 2 -NEW GYP FURR DOWN TYP. ADJ. SHELVES —1 MICROWA7\ 1 1 L_1 N / N / -"0 DOUBLE WALL 'ENT PIPE FOR LASH BAKE OVEN 5 PER LOCAL CODE DJST. SHELF - 'LA511 BAKE OVEN 5Y OWNER 1 7 „7 __ 1 1 6" MACH INE 2 Z-G" 1 1 1 7 ,1, 2 A\ 2 2 MUM 173 3g" STEEL FRAMING W g" TYP 'X' GYP, TAPE, FLOAT, TEXTURE, PAINT UNLESS NOTED OTHERWISE SINK SECTION SCALE: W=1 CAFE ELEVATION SCALE: Y4"=1 1 0 TY COLUMN ETAI L SCALE: %"=1 Z-6" STAIN-SHERWIN WILLIAMS CLASSIC CHERRY ZJN cij 51_ nICE 1 MACHINE W - 1 rc 2J-G" 3 I 611 31_3 II N GFI 2'-G 220V VERIFY W/ OWNER PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES 2'-G 2 -8 [ NOTE: PROVIDE . .X HAUST DUCT FOR OVEN. VERIFY REQS. CONCEAL DUCT IN WALL/ COUNTER /TN.. / GLED 220 Fa] \ / CONTRACTOR TO VERIFY ALL APPLIANCE/ EQUIPMENT SPECS, LOCATION $ DIMENSIONS. COKE REFRIG BY OWNER ADJUST. SHELF 2-5 DUPLEX n LA51 BAKE BY 1 OWNER 3-PrE / ACCESS PANEL $ QUAD V OUTLET To DUPLEX CAFE EQUIPMENT ELEVATION SCALE: /2"=1 \V 2'- I 14 4 -3 \I/ Q. j EQ. NOTE: ALL CABINET DOORS $ DRAWERS TO DE LOCKABLE '-9" VERIFY DIM's O F ONER SUPPLIED )1/ FOUINTAIN PRIOR TO FABRICATION 5 RECESSED HALOGEN "PIN LIGHTS" STAN RDS 7 3EJUS LVES TABLE A LED 5 2 RIVER STONES 2x CEDAR CAP STAIN AS SELECTEE) BY OWNER 2x FIRE RETARDANT FRAMING DUROCK SHEATHING W/ MANUF. STONE AS SELECTEE) 13Y OWNER r 3 OMPARTMEN L AL CODE 51 K AS PER GFI g ENTRY FOUNTAIN SECTION 0 SCALE: Y2"=1 7, NI/ 2'-3" Sf K 9 0 )c,- 0 2.5 (0 N PROVIDE GOOSE NCAUCIT SPRAY HOSE 71 cij STONE TO MATCH ACCENT WALL IN CASH WRAP. SECTION SCALE: 3 /4"=1'-o" 71 3 Q. , EQ. TRAINING ROOM ELEV. SCALE: %"= 2x CEDAR CAF' STAIN AS 5ELECTED BY OWNER - ADJ. 5111ELVES 3 FOUNTAIN SUPPLIED BY OWN ER. VERI FY ELECT. REQ5. ENTRY FOUNTAIN ELEVATION SCALE: 1 /2"=1'-0" P. \ 1- J / i I 151 DIMEN5I N FINISH DIMENSION ENTRY FOUNTAIN DETAIL SCALE: 1 /2"=1-0" IN' TlEM1 CA10kPLANCE PPFICOIEF,j) Mfl i 0 2010 City of ileolla BUILDING 1VISCOm RIVER STONES 7 I '- 1 I/4" 151 DIMENSION TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 IIMMINAMMIIMINIMMM01110101111M REGISTERED ARCHITECT STUATIT M. ALDERMAN STATE OF WASHINGTON 7 FEB 2 2010 11111111111•11111MIIIIMMIIIMII ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 1 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 EMOMMENEINIMINIMIMMIE AS LEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2- I - I 0 PERMIT COMMENTS DRAFI'ED: MDL REVIEWED: DB PROJECT NUMBER: IMIIIIMMIMM111.11.11.11111111.1 0812 DRAWING NAME: 1 11 1 111 , 1'1 FLOO DETAILS R P ECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: Al . 3 LAN e-I....r T .... 8 i STAINED i" PLYWOOD PANELS TO BE LUANNE (OR MAHOGANY) WITH SHERWIN WILLIAMS CLASSIC CHERRY STAIN. EDGE BANDING TO MATCH, 3 /4" WOOD BLOCKING (TYPICAL) WALL SECTION SCALE: %"•=41'.-0" WALL ELEV. SCALE: 1 ,4"=1 1 -0" 20-9" NOTE: WALL BEHIND PANELS TO DE PAINTED FLAT BLACK 3'0" Q. 011 LOCKABLE CASH - DRAWER - STAIN-SHERWIN -- WILLIAMS CLASSIC CHERRY • 8 VERIFY 0 0 - 2' 0" w , 1 / Q. BASE AS SELECTED BY OWNER ( 51_G1/ 2 11 r CAFE SECTION SCALE: 1 /2"=V-0" CASH REG BY OWNER. PROVIDE GROMMET HOLES AS REQ'D PENDANT LIGHTING- PENUMBRA DESIGN #PD30 I 395N. PROVIDE 5 FIXTURES. VERIFY ELECT. REQ'S.REF TO ELECT. BY OTHERS. NJ/ Q. ( I ) DUPLEX OUTLET $ ( I ) DOIUI3LE GANG BOX FOR 4 DATA OUTLETS CAFE EQUIPMENT ELEVATION SCALE: MENU DOARD- E3Y OWNER - VERIFY DIMS PRIOR TO CONSTRUCTIN FURR DOWN r ICE MACHINE I ` N 01 BREAK ROOM ELEVATION I SCALE: 1 /2"=V-0" DY OWNER COLD CASE BY OWNER,. VERIFY ELECT REQ'5 W/ OWNER. EASE AS SELECTED I 2" SHELF 3 1- 0/2 ,, 31_011 ADJ. SHELVE TYP. ICE MA HINE BY -OWNER, VERIFY ELECT $ PLUMBING REQ'5 FLASH ROOF PENETRATION AS REQ'D. 2 -NEW GYP FURR DOWN TYP. ADJ. SHELVES —1 MICROWA7\ 1 1 L_1 N / N / -"0 DOUBLE WALL 'ENT PIPE FOR LASH BAKE OVEN 5 PER LOCAL CODE DJST. SHELF - 'LA511 BAKE OVEN 5Y OWNER 1 7 „7 __ 1 1 6" MACH INE 2 Z-G" 1 1 1 7 ,1, 2 A\ 2 2 MUM 173 3g" STEEL FRAMING W g" TYP 'X' GYP, TAPE, FLOAT, TEXTURE, PAINT UNLESS NOTED OTHERWISE SINK SECTION SCALE: W=1 CAFE ELEVATION SCALE: Y4"=1 1 0 TY COLUMN ETAI L SCALE: %"=1 Z-6" STAIN-SHERWIN WILLIAMS CLASSIC CHERRY ZJN cij 51_ nICE 1 MACHINE W - 1 rc 2J-G" 3 I 611 31_3 II N GFI 2'-G 220V VERIFY W/ OWNER PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES 2'-G 2 -8 [ NOTE: PROVIDE . .X HAUST DUCT FOR OVEN. VERIFY REQS. CONCEAL DUCT IN WALL/ COUNTER /TN.. / GLED 220 Fa] \ / CONTRACTOR TO VERIFY ALL APPLIANCE/ EQUIPMENT SPECS, LOCATION $ DIMENSIONS. COKE REFRIG BY OWNER ADJUST. SHELF 2-5 DUPLEX n LA51 BAKE BY 1 OWNER 3-PrE / ACCESS PANEL $ QUAD V OUTLET To DUPLEX CAFE EQUIPMENT ELEVATION SCALE: /2"=1 \V 2'- I 14 4 -3 \I/ Q. j EQ. NOTE: ALL CABINET DOORS $ DRAWERS TO DE LOCKABLE '-9" VERIFY DIM's O F ONER SUPPLIED )1/ FOUINTAIN PRIOR TO FABRICATION 5 RECESSED HALOGEN "PIN LIGHTS" STAN RDS 7 3EJUS LVES TABLE A LED 5 2 RIVER STONES 2x CEDAR CAP STAIN AS SELECTEE) BY OWNER 2x FIRE RETARDANT FRAMING DUROCK SHEATHING W/ MANUF. STONE AS SELECTEE) 13Y OWNER r 3 OMPARTMEN L AL CODE 51 K AS PER GFI g ENTRY FOUNTAIN SECTION 0 SCALE: Y2"=1 7, NI/ 2'-3" Sf K 9 0 )c,- 0 2.5 (0 N PROVIDE GOOSE NCAUCIT SPRAY HOSE 71 cij STONE TO MATCH ACCENT WALL IN CASH WRAP. SECTION SCALE: 3 /4"=1'-o" 71 3 Q. , EQ. TRAINING ROOM ELEV. SCALE: %"= 2x CEDAR CAF' STAIN AS 5ELECTED BY OWNER - ADJ. 5111ELVES 3 FOUNTAIN SUPPLIED BY OWN ER. VERI FY ELECT. REQ5. ENTRY FOUNTAIN ELEVATION SCALE: 1 /2"=1'-0" P. \ 1- J / i I 151 DIMEN5I N FINISH DIMENSION ENTRY FOUNTAIN DETAIL SCALE: 1 /2"=1-0" IN' TlEM1 CA10kPLANCE PPFICOIEF,j) Mfl i 0 2010 City of ileolla BUILDING 1VISCOm RIVER STONES 7 I '- 1 I/4" 151 DIMENSION TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 IIMMINAMMIIMINIMMM01110101111M REGISTERED ARCHITECT STUATIT M. ALDERMAN STATE OF WASHINGTON 7 FEB 2 2010 11111111111•11111MIIIIMMIIIMII ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 1 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 EMOMMENEINIMINIMIMMIE AS LEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2- I - I 0 PERMIT COMMENTS DRAFI'ED: MDL REVIEWED: DB PROJECT NUMBER: IMIIIIMMIMM111.11.11.11111111.1 0812 DRAWING NAME: 1 11 1 111 , 1'1 FLOO DETAILS R P ECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: Al . 3 LAN % , A -- ii g PENDANT 0 0 '0 g . r 0 AO Ar OA r ii Th 1_, 7 ,-- I' .--PENDAN UTTERM ALITA, V REQ'S. OPEN LIGHTS- ST #2 I 835, RIFY ELECT. IGHTS- T #2 I 835, IFY ELECT. III „,„,,L-mmougaliMM=.6" IN P1- WalwamiC1191 ree=mesCPRIIII.4_114 0 , ;4 0 ' m -..sora mirmi.Wirz=armancifimazzarA5...., al lellistionNilaggsso=;amms Mim @bun maiiii=mMENW.comm=ii Ea .116;argiiirm.-.419mipc-__a / ....,...,......1 , , A I g PENDANT 0 0 '0 g . r 0 AO Ar OA r DANT rA. VEKIFY IGHTS- T #21535, ELECT. UTTERMO ALITA. VE REQS. IGHTS- T #2 I 835, IFY ELECT. 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SCALE: %"=1'-0" -2 LAYERS 4 PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 20 GROMMETS ---- ALONG COUNTERTOP PREFAB. STEEL 'BRACKET SUPPORTS -VERIFY LOCATION $ SPACING W/ OWNER OORD. WIREMOLD LOCATIONS W/ COUNTERTOP $ SHELVING BRACKETS TYP. I -DATA $ I -ELECTRICAL CASH WRAP PLAN SCALE: Y2"=1'-0" PODIUM ELEV. SCALE: 1 4"=1'-0" 3 ADJUST. SHELVES /PENDANT LIGHTS- UTTERMOST #21835, ALITA. VERIFY ELECT. .. REQ'S. t orArArasmarArArAinnor 3 -2" GROMMETS 0011121115111MAIMIAIVAIMPIPIPIMPIAWAIMPIOW/P21121111141 A02 :tor APP It PLYWD. W/ P.LAM 2x4 16" 0.C.— REMOVABLE FILLER - BLOCKS NEEDED TO - ALLOW FOR DIFFERENT LENGTH MATERIALS 11- -I/ I /I / 1/ /1 t 4 3 4" 4 8 II 1 /2 Y2" *PROVIDE ONE UNIT N--A -2" GROMMETS EVENLY SPACED 1 0 L I I I CASH WRAP PLAN SCALE: 1 /4"=1 1 -0" GROMMET HOLES TYP. DESK ELEVATION SCALE: 34"=1'-0" PLYWOOD P.LAM FINISH II 11 II II II II II 11 II II II II If DESK ELEVATION SCALE: 1 /2 1 s - 1'-0" 2'-G" 21/AI.4 -411tVr- 22/A1.4 CASH WRAP 1 09 17/A1.4 ..0011h. 13/A1,4 - GROMMET HOLES TYP. PLYWD. SUPPORT 30" O.C. - l, PLYWD. W/ P.LAM DESKSECTION SCALE: 3 /4"=1'-0" 15/A1.4 3 ADJ, SHELVES PODIUM PLAN SCALE: 1"=V-0" 0 15'-0" r - 1 2 -2" GROMMETS 15 PROVIDE 5 UNITS I i ALL I TERIOR $ EXTERIOR SURFACES OF SLOTTED AREAS TO BE P,LAM FINISH PIONITE SUEDE ANIGRE 4 -2" GROMMETS EVENLY SPACED r - PLYWD. SUPPORT 30" O.C. . , \ N )82" (1-)74"M I N. (1)4 C " M AX , NOT USED SCALE: 3 /4"=1'-0" N 71-"MIN(I) M AX N 6 N Co M FINISH WALL N / V SCALE: 1 /2"=1'-0" 4 I 5')AIN. FR FINIS WAL SCALE: Y2"=1'-0" 0 I 8" FROM FINISH WAL VERIFY /1 IN / 6 6 N \ \ N / N / / N / / . N/ WAREHOUSE RESTROOM ELEV. 3 11.3 0 COUNTER DETAIL SCALE: 3 /4" -- 1'-0" 0 Co 1 1 ILE AS SELECTED BY OWNER TYP. WAREHOUSE RESTROOM DETAIL 11 SCALE: , SCALE: y 7 . 9 0 OM ELEV. 41% )0(12 RESTROOM ELEV. 411151/4111/41111/4115/4/40:0" 411/%11151111211%/1/411/41VAY WAREHOUSE MEN'S EV;IERH7:0 tOU ,,, APPOUISPF:-) iilAR i 0 2010 BU NOTE: WAREHOUSE BATHROOMS TO HAVE WHITE DROP IN SINKS AND CHROME FIXTURES. TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 immammummamommum REGISTERED ARCHITECT I M. A DERMAN A TL OF WASHINGTON ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC, 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 UMEMOMMINIMINIEN0 ASHLEY FURNITURE RE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98 1 88 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2 - I - I 0 PERMIT COMMENTS A1.4 8275 FEB 2 203 I DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 1 I 0812 DRAWING NAME: LO OR PLAN DETAILS ECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: IMI•...1 I PE UT ALI REQ'S. DANT rA. VEKIFY IGHTS- T #21535, ELECT. „,„,,L-mmougaliMM=.6" IN . • P1- WalwamiC1191 ree=mesCPRIIII.4_114 ;4 - micemenci=. - MIIMIPICII=Ill- m -..sora mirmi.Wirz=armancifimazzarA5...., al lellistionNilaggsso=;amms Mim @bun maiiii=mMENW.comm=ii Ea .116;argiiirm.-.419mipc-__a ....,...,......1 r7=111fra''''''!'21'1 a Mr•ICMIIMMIN . alq uimal. ...mom -- i mTs r i ni gill - iteptg •7 ELI COORD. IRE •U P LO A ION --PLASTIC LAMINATE PIONITE SUEDE ANIGRE U.N.O. 2 3/ 9 PODIUM ELEV. AN SCALE: 14"=V-0" BASE AS SELECTED BY - OWNER TYP. N CASH WRAP ELEV. SCALE: /4"=1'-0" W/ COUNTERTOP SHELVING BRACKETS TYP. I -DATA $ I -ELECT. CASH WRAP ELEV. SCALE: /4"=1'-CI" --GRAPHIC BACKDROP APPLIED WITHIN FRAME AREA THIN SHEET METAL BEHIND GRAPHIC SO CIRCULARS CAN BE HUNG W/ MAGNETS -SLOTS FOR CREDIT APPS. WEEKLY CIRCULARS -4" HIGH BASE COVERED WI P.LAM 3 -COORD. WIREIVIOULD _6 111 62511.===11■EliiiiiiEtalia=s 110=11 =IPSEMNairma ES= Ini=Nemai Iiiii=1111M1111121.==WIMEMSEMEIciwili megrim' mipmeammisangsimmemny. sidgistagill les==INIrM111151.jvc... Elneweemei ISWedT i kiirMalri W hiSlignas=a 11111 ISEPloliiii=11111=1 EeN NICI M- -- "V m omzmiir m 11 66SSIRIM A iiiesii.=.23m1;0••••ressihr=a ' 2J-0" 3 ADJUST. SHELVES 2 LAYERS PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 20 GROMMETS ALONG COUNTERTOP ORD. WIREMOLD LOCATIONS W/ COUNTERTOP $ SHELVING BRACKETS TYP. I -DATA $ I -ELECTRICAL CASH WRAP PLAN SCALE: 34"=1'-0" LOCATIONS W/ COUNTERTOP TYP. 1-DATA S I -ELECT. STACKED STONE ACCENT WALL WI Gx24" PANELS COLOR OR STYLE SIMILAR TO "RUSTIC" OR "FOSS L" (WHITES, YELLOWS AND GOLDS), CONTRACTOR TO PROVIDE SAMPLE AT BEGINN NG OF CONSTRUCTION FOR SELECTION BY OWNER. CASH W SCALE: W=V-O" AP ELEV. PREFAB. STEEL BRACKET P PO -VERIFY LOCATIO * SPACING W/ OWNER PROVIDE 2x SUPPORTS FOR DOUBLE ACTING HINGES PODIUM ELEV. SCALE: 1 / 2 "=1'-o" BASE AS SELECTED BY OWNER TYP. CO RD. WI E MOULD LOCA IONS W/ COUNTERTOP $ SHELVING BRACKETS TYP. I -DATA *1 -ELECT, CASH WRAP ELEV. SCALE: 1 /4"=1°-0" CASH WRAP ELEV. SCALE: Y4"=1'-0" CASH WRAP ELEV. SCALE: %"=1'-0" -2 LAYERS 4 PLYWD TOP. LAMINATE ALL EXPOSED SURFACES TYP. 20 GROMMETS ---- ALONG COUNTERTOP PREFAB. STEEL 'BRACKET SUPPORTS -VERIFY LOCATION $ SPACING W/ OWNER OORD. WIREMOLD LOCATIONS W/ COUNTERTOP $ SHELVING BRACKETS TYP. I -DATA $ I -ELECTRICAL CASH WRAP PLAN SCALE: Y2"=1'-0" PODIUM ELEV. SCALE: 1 4"=1'-0" 3 ADJUST. SHELVES /PENDANT LIGHTS- UTTERMOST #21835, ALITA. VERIFY ELECT. .. REQ'S. t orArArasmarArArAinnor 3 -2" GROMMETS 0011121115111MAIMIAIVAIMPIPIPIMPIAWAIMPIOW/P21121111141 A02 :tor APP It PLYWD. W/ P.LAM 2x4 16" 0.C.— REMOVABLE FILLER - BLOCKS NEEDED TO - ALLOW FOR DIFFERENT LENGTH MATERIALS 11- -I/ I /I / 1/ /1 t 4 3 4" 4 8 II 1 /2 Y2" *PROVIDE ONE UNIT N--A -2" GROMMETS EVENLY SPACED 1 0 L I I I CASH WRAP PLAN SCALE: 1 /4"=1 1 -0" GROMMET HOLES TYP. DESK ELEVATION SCALE: 34"=1'-0" PLYWOOD P.LAM FINISH II 11 II II II II II 11 II II II II If DESK ELEVATION SCALE: 1 /2 1 s - 1'-0" 2'-G" 21/AI.4 -411tVr- 22/A1.4 CASH WRAP 1 09 17/A1.4 ..0011h. 13/A1,4 - GROMMET HOLES TYP. PLYWD. SUPPORT 30" O.C. - l, PLYWD. W/ P.LAM DESKSECTION SCALE: 3 /4"=1'-0" 15/A1.4 3 ADJ, SHELVES PODIUM PLAN SCALE: 1"=V-0" 0 15'-0" r - 1 2 -2" GROMMETS 15 PROVIDE 5 UNITS I i ALL I TERIOR $ EXTERIOR SURFACES OF SLOTTED AREAS TO BE P,LAM FINISH PIONITE SUEDE ANIGRE 4 -2" GROMMETS EVENLY SPACED r - PLYWD. SUPPORT 30" O.C. . , \ N )82" (1-)74"M I N. (1)4 C " M AX , NOT USED SCALE: 3 /4"=1'-0" N 71-"MIN(I) M AX N 6 N Co M FINISH WALL N / V SCALE: 1 /2"=1'-0" 4 I 5')AIN. FR FINIS WAL SCALE: Y2"=1'-0" 0 I 8" FROM FINISH WAL VERIFY /1 IN / 6 6 N \ \ N / N / / N / / . N/ WAREHOUSE RESTROOM ELEV. 3 11.3 0 COUNTER DETAIL SCALE: 3 /4" -- 1'-0" 0 Co 1 1 ILE AS SELECTED BY OWNER TYP. WAREHOUSE RESTROOM DETAIL 11 SCALE: , SCALE: y 7 . 9 0 OM ELEV. 41% )0(12 RESTROOM ELEV. 411151/4111/41111/4115/4/40:0" 411/%11151111211%/1/411/41VAY WAREHOUSE MEN'S EV;IERH7:0 tOU ,,, APPOUISPF:-) iilAR i 0 2010 BU NOTE: WAREHOUSE BATHROOMS TO HAVE WHITE DROP IN SINKS AND CHROME FIXTURES. TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 immammummamommum REGISTERED ARCHITECT I M. A DERMAN A TL OF WASHINGTON ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC, 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 UMEMOMMINIMINIEN0 ASHLEY FURNITURE RE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98 1 88 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2 - I - I 0 PERMIT COMMENTS A1.4 8275 FEB 2 203 I DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 1 I 0812 DRAWING NAME: LO OR PLAN DETAILS ECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: El f L. — f s. , c II ")1,t- 2'-0" 2, ,, 0_11 21-0" ' A ; N. I I i I ' 0 I 12LO" TO NEW CEILING / = ..............---..--...............--,----.—, (ico:\ V \ \ Y / \ / \ \ \ / I / / 1 cr) --,, ',.. 6/A19/' V Y r 11.1 I J �x , , ,.(< \ ,\ / \ / \ / \ / \ / \ \ / \ / / v / \ \ \ / \/ / V I" ..,2 I' II - 5 \ / \ V / \ \ / \ \/ ,\ / \ t ! \ \I / I\ ,\ / \ / \ \ / \ / \ V / \ \ \ / V / / \ \ \ / \ / \V / \ 1 \ \ / \/ V / / \ \ / \ -, '1 . ' V' * f L. — f s. -- c II ")1,t- 2'-0" 2, ,, 0_11 21-0" ..e N. / ...viabw. 6/A1.5 6/A1.5 4" BACK SPLASH COUNTER DETAIL SCALE: %"=1 NOTE: RETAIL RESTROOMS TO HAVE UNDERMOUNT SINKS. 1 COUNTER DETAIL SCALE: W=1 110"MAX, MIT 2 2 / l e ../ i/g\I /I I / 6 6 2 EQ. 2 TRIM - 7- STAIN SELECTED BY OWNER 9"x15" TILE AS OWN ffR TYP. SCALE: 1 /2"=1 1 -0" nol 01 RETAIL RE I SCALE: /2"=-1 ESTROOM ELEV., TROOM ELEV. 2" 74"MIN 40"MAX, / / N N N z AB.= Q. ._ 2 k EQ. A- 0 cij 2" WOOD STAIN SEL OWNER 9"x15" TILE A StLtC, tU tiy OWN R TYP. RETAIL RESTROOM ELEV. SCALE: /2"=1 ci RETAIL RESTROOM ELEV. F SCALE: 1 /2"=1 1 -0" RIM - ECTED BY PLUG MOLDING PAINT AS SELECTED BY OWNER PLUG MOLDING COVER, FINISH TO MATCH INTERIOR *." TEMPERED -- GLASS SHELF (CLEAR) LAMP WALL SECTION SCALE: %"=1 PAINT AS SELECTED 5Y OWNER PLUG MOLDING COVER. FINISH TO MATCH INTERIOR PLUG MOLDING *TEMPERED GLASS SHELF (CLEAR) FRAMING DETAIL SCALE: 3 4' =1 L 2'-0" 3 INSIDE TOP VIEW FRONT VIEW INSIDE BOTTOM VIEW LAM ao WALL DETAILS SCALE: 3 /4"-1-0" 12 ..atnkth. ;l G/A I .5 I x TRIM BOARD 1 4" 4" LAMP WALL SECTION SCALE: 3 /4"=1 1 -0" HOLLOW CAVITY TO RUN POWER TYP. EACH END PAINT CORNICE AS SELECTED BY OWNER in RABBET FOR GLASS SHELF TYP. I x4 BASE TO MATCH SCALE: 1 NOTE: INSTALL AT ALL UNSUPPORTED PARTIAL 1 DISPLAY WALLS AS REQUIRED. LL SUPPORT DETAIL 5/ 8 ■1 (4) ifix2" EXPANSION ANCHORS 4"x4"x ri" STEEL TUBE SUPPORT - 5-0" TALL BASE PLATE n BASE AS SELECTED BY OWNER TYP. LAMP WALL ELEVATION SCALE: *Y2 01 LAMP WALL ELEVATION II SCALE: /2"=1 I 11 bO 2 45 (0 Ui z 0 \ TO CROWN MOLD AS SELECTED BY OWNER 7 .-- PAINT AS kV/ SCHEDULED TYP. VIGNETTE WALL ELEV. 10 SCALE: 1 /4"=1 1 -0" NOTE: LAMP WALL TO BE PAINTED BENJAMIN MOORE - DECORATOR WHITE. MAR 0 MO City of Tukwila m nlmr4 nninrmi TYPICAL STEEL TUBE SUPPORTS REF: ffe \--NOTE: VIGNETTE WALL 6" MIL. STUDS EXCEPT WHERE EXIST'G COLUMNS ARE ENCASED IN WALL. PURR AROUND COL'S ENCAPSULATE COL'S TYP. OD CORNICE MP BOX TO BE i"Wx2 )LLOW CAVITY TO N POWER TYP. Ch END TRUE NORTH FLAN NORTH wassimmimEmmonmem ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 A1.5 architects & urbanists 8275 T M. ALDERMAN STATE OF WASHINGTON „FEB 2 2010 REGISTERED ARCHITECT ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. t 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 INEMIEMMEWNIMMIN ASHLEY F NITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2-1-10 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: I FLOOR PLAN DETAILS RECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: 111111111111111111•1111•11111111111111111111111111111111 1 Tbr Of f L. — f „ 4,„ it i- / 8 1 GG 1 1- 3 6" 4" 0 I 12LO" TO NEW CEILING / = n�r (ico:\ V 1 cr) Ncico ' Ln \ D 7 .71 ...1 ) b _ \1 \ --/ l'-10 4 I" ..,2 I' II - 5 I 2 I' I ' - 5 7 / e -- 7. , • • al= 7 .e. --1�a I I- I C z 9 Z - 7 1 Z S-z � I � C z 5 Z V' .alferbk. G/A1.5 G/A1.5 - `44PIP - R �� "zs - ,z i s e 1 I v = \--- c? - - v- v ''' R , " -,Z v N---- N ' s - _,.- ---!=!-As- 1-.... s I s —3 4" BACK SPLASH COUNTER DETAIL SCALE: %"=1 NOTE: RETAIL RESTROOMS TO HAVE UNDERMOUNT SINKS. 1 COUNTER DETAIL SCALE: W=1 110"MAX, MIT 2 2 / l e ../ i/g\I /I I / 6 6 2 EQ. 2 TRIM - 7- STAIN SELECTED BY OWNER 9"x15" TILE AS OWN ffR TYP. SCALE: 1 /2"=1 1 -0" nol 01 RETAIL RE I SCALE: /2"=-1 ESTROOM ELEV., TROOM ELEV. 2" 74"MIN 40"MAX, / / N N N z AB.= Q. ._ 2 k EQ. A- 0 cij 2" WOOD STAIN SEL OWNER 9"x15" TILE A StLtC, tU tiy OWN R TYP. RETAIL RESTROOM ELEV. SCALE: /2"=1 ci RETAIL RESTROOM ELEV. F SCALE: 1 /2"=1 1 -0" RIM - ECTED BY PLUG MOLDING PAINT AS SELECTED BY OWNER PLUG MOLDING COVER, FINISH TO MATCH INTERIOR *." TEMPERED -- GLASS SHELF (CLEAR) LAMP WALL SECTION SCALE: %"=1 PAINT AS SELECTED 5Y OWNER PLUG MOLDING COVER. FINISH TO MATCH INTERIOR PLUG MOLDING *TEMPERED GLASS SHELF (CLEAR) FRAMING DETAIL SCALE: 3 4' =1 L 2'-0" 3 INSIDE TOP VIEW FRONT VIEW INSIDE BOTTOM VIEW LAM ao WALL DETAILS SCALE: 3 /4"-1-0" 12 ..atnkth. ;l G/A I .5 I x TRIM BOARD 1 4" 4" LAMP WALL SECTION SCALE: 3 /4"=1 1 -0" HOLLOW CAVITY TO RUN POWER TYP. EACH END PAINT CORNICE AS SELECTED BY OWNER in RABBET FOR GLASS SHELF TYP. I x4 BASE TO MATCH SCALE: 1 NOTE: INSTALL AT ALL UNSUPPORTED PARTIAL 1 DISPLAY WALLS AS REQUIRED. LL SUPPORT DETAIL 5/ 8 ■1 (4) ifix2" EXPANSION ANCHORS 4"x4"x ri" STEEL TUBE SUPPORT - 5-0" TALL BASE PLATE n BASE AS SELECTED BY OWNER TYP. LAMP WALL ELEVATION SCALE: *Y2 01 LAMP WALL ELEVATION II SCALE: /2"=1 I 11 bO 2 45 (0 Ui z 0 \ TO CROWN MOLD AS SELECTED BY OWNER 7 .-- PAINT AS kV/ SCHEDULED TYP. VIGNETTE WALL ELEV. 10 SCALE: 1 /4"=1 1 -0" NOTE: LAMP WALL TO BE PAINTED BENJAMIN MOORE - DECORATOR WHITE. MAR 0 MO City of Tukwila m nlmr4 nninrmi TYPICAL STEEL TUBE SUPPORTS REF: ffe \--NOTE: VIGNETTE WALL 6" MIL. STUDS EXCEPT WHERE EXIST'G COLUMNS ARE ENCASED IN WALL. PURR AROUND COL'S ENCAPSULATE COL'S TYP. OD CORNICE MP BOX TO BE i"Wx2 )LLOW CAVITY TO N POWER TYP. Ch END TRUE NORTH FLAN NORTH wassimmimEmmonmem ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 A1.5 architects & urbanists 8275 T M. ALDERMAN STATE OF WASHINGTON „FEB 2 2010 REGISTERED ARCHITECT ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. t 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 INEMIEMMEWNIMMIN ASHLEY F NITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2-1-10 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: I FLOOR PLAN DETAILS RECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: 111111111111111111•1111•11111111111111111111111111111111 1 Tbr Of NUMBER FINISH I PAINT COLOR. "A" 2 PAINT COLOR "B" 3 PAINT COLOR' 'C" 4 PAINT COLOR "D" 5 HC 108 - SANDY HOOK GRAY 6 PAINT COLOR "E" 7 PAINT COLOR. "f" 8 990 - HAMPSHIRE TAUPE 9 PAINT COLOR "G" I 0 PAINT COLOR. "I I I PAINT COLOR "I" 1 PAINT COLOR "J" 13 PAINT COLOR "K" I 4 , PAINT COLOR "L" 15 PAINT COLOR "M" I G PAINT COLOR "N" 17 PAINT COLOR "0" 18 PAINT COLOR "P" 19 PAINT COLOR "Q" 20 PAINT COLOR "R" 2 I PAINT COLOR "5" 22 PAINT COLOR "T" 23 HC 38 24 HC 28 - SHELBURNE BUFF 25 WALLPAPER "A" 26 WALLPAPER "3" 27 WALLPAPER "C" 28 PAINT COLOR "U" 29 PAINT COLOR "V" 30 2061-10 DEEP ROYAL 31 2 129 -50 WINTER LAKE 32 PAINT COLOR "W' 33 PAINT COLOR "X" 34 PAINT COLOR "Y' 35 PAINT COLOR "Z" 3 6 PAINT COLOR "AA" 37 PAINT COLOR "815" GENERAL NOTES: 1, ALL PAINTS MO ORE. i TS TO BE BENJAMI N M OR E. NO SUBSTITUTIONS. 2. ALL PAINT COLOR SELECTIONS TO BE MADE BY OWNER AND PROVIDED AT A LATER DATE. ENTRY SALES SALES SALES I REFER TO -- ± - - ± - -1 1/A I . I OR -, -4-- I' 1\IT COLORS - -a \ i , \ T 111111111111111111111011111111111 ilisu11lu11ls■m11111i 1..■11.u..R.R1 1.11�1's� - tH♦♦]] '''ulr�lai h'I 41�.li " icy r.rmn u ;►•11� —'"=' �iw i lk a 1111111111111111111111111111 ■ ■ •11uum1111111uuur1 BEDDING 124 Iii 1 1■ I 30 ■ ■ , � iii . •1 U ELECTRONICS APPLIANCES C6 1119 KIDS AREA ii/i t///// ////////iii///// /// CLEARANCE r ,, -..ui. OFFICE EXI T. ELE . WALL FINISH PLAN SCALE: %6' =1' -0" poq- 2S' OFFICE 123 LJ City o uk I 1/A2.1 TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 R ISTERED ARCHITECT STUART M. ALDERMAN STATE OF WASHINGTON B275 - - DEC 03 2009 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. REVISIONS: 0812 A2.O 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 ! >; ASHLEY FURNITU.'E TUKWILA WASHINGTO\ SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: 12/03/2009 12/03/2009 1 DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: WALL KIWIS PLAN SHEET NUMBER: art DEC 0 it 2009 NUMBER PINISH I PAINT COLOR "A" 2 PAINT COLOR, "D" 3 PAINT COLOR "C" 4 PAINT COLOR "D" 5 HC I 05 - SANDY HOOK GRAY G PAINT COLOR "F" 7 PAINT COLOR "P" 8 590 - HAMPSHIRE TAUPE 9 PAINT COLOR "G" I 0 PAINT COLOR "H" I I PAINT COLOR "I" I 2 PAINT COLOR "J" I 3 PAINT COLOR "K" I 4 PAINT COLOR "L" I 5 PAINT COLOR "M" I 6 PAINT COLOR "N" I 7 PAINT COLOR "0" I 8 PAINT COLOR "P" I 9 PAINT COLOR "Q" 20 PAINT COLOR "R" 2 I PAINT COLOR "5" 22 PAINT COLOR "T" 23 I 35 24 I 25 - SHELBURNE BUFF 25 WALLPAPER "A" 26 WALLPAPER "13" 27 WALLPAPER "C" 25 PAINT COLOR "U" 29 PAINT COLOR "V" 30 206 I - I 0 DEEP ROYAL 3 I 2 I 29-50 WINTER LAKE 32 PAINT COLOR "W' 33 PAINT COLOR "X" 34 PAINT COLOR "Yu 35 PAINT COLOR "Z" 36 PAINT COLOR "AA" . 37 PAINT COLOR "DB" GENERAL NOTES: 1. ALL PAINTS TO BE BENJAMIN MOORE. NO SUBSTITUTIONS. 2. ALL PAINT COLOR SELECTIONS TO BE MADE BY OWNER AND PROVIDED AT A LATER DATE. .././M401 1. impumumui 1111 P II 1 1 1 1 1 1 1 1 Magi WAREHOUSE MEN'S 4 111 0011K11 ANIVAVAIIMPIPAWAVAPICIANINFAKVAIII AffirmirmourardrArAgraimm RETAIL WOMEN'S CUSTOMER PICK-UP OFFICE RETAIL MEN'S WAREHOUSE BREAK NM r 1111: or rawAsurerAwarAmmumemarmarmagrArAprwragrArdrArArAre 4rarArAvArrAnrAmmilwA9 la 5 5 5 5 5 0 CAFE I 1 5 5 5 5 r AINVAIMAP4 1:410 1rAIMIVAPTAMPIPIPPANIIIIIMIMIIAVAIPArAINIMICAPArAlIAIAMPAPAPIIAMIAMIVIIMIAPPAII r — — LI ri\ 0 PurararAraurawrArAndr.dormdrArAm7 A rr.. Awry Ai w.drar4PrdVA1r4/AVAP:WAIPr ArAVAIVAIN Am tLOOR PLAN DETAIL SCALE: 1 /4"=1'-0" g rAWAV PAPArAIMPIrAranirAisiginialMIPMFAIrArAIMIPAPAPArAlIAVAr4/411021PArduirAIIPAMIPSWAFIVAPAPAPAPIWArdrierAiramrAVAIrArAMPIMIKIVAVIPM rAiir4rAmirdraurrAmmerillrAVAIMPUreir4011211r.ar/VAVArAralarAirdrAIMIVAYAIPIIIIPAPAKIPINIVAIONICAVArAlgardrar Amp AmiardrArAirAnrArArAgagrArAvAmordprarawrariarAwirAwarAprarirsur %Pr AVA/ZAIZ Aregf .401" Ater,e7Xe 4/027' 4/27:97 ZA/AI / 1 INING RD OFFICE FLOOR PLAN DETAIL SCALE: 1 /4"=1'-O" bo% 2g nElnavEirj opEcokDLIAANcE Ai)P1-7-10 MAR i 0 200 City of wrl LUNG *PAWN TRU NORTH FLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 13 3 ' :„ ' , 1 REGIST ED A 1TECT STUART M. ALDERMAN STATE OF WASHINGTON 8275 DEC 0 3 2009 ; ' 3 • 1 'i.„;;;;;;;,. ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FE NITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: 12/03/2009 12/03/2009 • ;.1 REVISIONS: DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: n ; ; I" 0812 DRAWING NAME: ; 1 ; ' fl WALL FINISH PLAN DETAIL 't 9 • • 1 SHEET NUMBER: A2.1 .. .; 1 ", CITY DEC 0 4. 20(19 IT t I GENERAL NOTES: 1. GROUT COLORS TO BE DETERMINED. CONTRACTOR TO GET APPROVAL FROM OWNER BEFORE ORDERING. 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WOO — ..,_.IMO CLEARANCE CLEAR SEALER 1 1,541 5F OFFICE OFFICE STONE SOLUTIONS "FARNESS NOCHE" I 8"x 18" TILE 557 5F \ 1- t EXI T. ELEC Em �� A2.3 A C FLOO FINISH PLAN SCALE: 1 A6 " = 1' -0" bog-- 23 b 4 alt a 2 1fl City o l bk to DING I /A2.3 TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916-0051 DATE ISSUED: PRINT DATE: REVISIONS: DRAFTED: MDL 0'' 12 SHEET NUMBER: A2.2 8275_ STUART M. ALDERMAN STATE OF WASHINGTON 3 2009 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B - AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 12/03/2009 PROJECT NUMBER: I .1 IT DRAWING NAME: REVIEWED: DB FLOOR FINISH PLAN CITY DEC 0 4'2009 GENERAL NOTES: 1. GROUT COLORS TO BE DETERMINED. CONTRACTOR TO GET APPROVAL FROM OWNER BEFORE ORDERING. AM / I °I L i►rrri el im III: 1 11:12 III wIr rrriri.rrr, Vi,orArrr. ,i, IAr, MEW •__. MOW owe ._wow • Waft veal WAREHOUSE WOMEN S .__. saw was ..w._. was haw . Wow _. Wes taws •_ Weft" was saw .Wes WAREHOUSE MEN'S UNITED STA ES CERAMIC, TI ._E "TIBURON -MO -" 16 "x16" L - woe =we • Iq2 5F rrrrrrr c 1 .E pI 11 ��. rrrirrrirrrwwrrwwrw .rwwiirsriiirwwriirrrrwiwr� t ssii 'srsirsrsrssis Anramsi • �rrrrrrirwrrr.�rrwrrsrJ %r is rriwrirrrat AI • I A r�.riisrr►.isrArd rsrrsr CASH WRAP 109 MARMOLEUM "CHARCOAL MGT -6I4" 505 SF I I I IF LI IL I r _ .__.__._ — . _ ,. __. __.__.__.-- .-- . __.�_.__•__•�_ • _ . 1 Ir././r./r./rr�/I / i . .W� / • Air Amyl '�WAIP Sas _ • _ _ • � _ • ® _ • _ _ � _ • _ _ • _ _ • _ _ • _ W • � _ .... ••......• .wee _— . __.__.__ 1 __4_40— _.__. —.'Wi_ • __.__.__.__._ —. _ _ • WW owe . ass _. 0400 wets .__• . __.__ yi_ •W._ _ _ _ . • aM_.__.__.__._'_._ WNW . ..W _ _ _ .. _ _ _ — _ _ _,� _ _ _ _ • _ _ • _ . ... ._ r- RETAIL WOMENS 05 UNITED STATES CERA I 'IC TILE "TI ON -MOSS" 16 "xI6 115 SF 41 41 _.__._— .__ 4 -- •__.__.__• —_ Owe RETAIL MEN'S 110 UNITED STATES CERA►IIC TILE 'TI --- RON -MOSS" 16 "x16" 15/ SF CUSTOMER PICK -UP OFFICE 102 MARMOLEUM "CHARCOAL MGT -6I4" 555 SF • 1= i 4114 _. Wes MARMOLEUM "CHARCOAL MGT -614" 155 SF 106 WAREHOUSE LOCKERS MARMOLEUM "CHARCOAL MGT -6I4" 224 SF r , W _ . — _._�.._�.__•w_.__.__. assWeel .__. _�._ INVOICE MANAGER/ D.C. MANAGER 103 MARMOLEUM "CHARCOAL MGT -6I4" 200 SF i/ i I UNITED STATES CERAMIC TILE ! "TI BURON -MOSS 16 "x16" j 55 SF • Woe awe ir J I r ises • was Saw • ass I lmosse ._ ._•__ : . W� • _ web I. _ _ • _ _ • _ _ • _ ® • _ _ efts Wes • _ ® — _ _ _ • _ _ • _ .•..•..... _ ■ 105 L _._...._ . _• _ _.o_._ _4— _•__...m._ ■ 01 .— • _—• ._ ._ •_YN. .—_. WAREHOUSE BREAK 104 ARMOLE HARGO MGT -614 806 5 'I STONE SOLUTIONS CAPE "FARNESE NOCHE" I5 "xI8" TILE 225 SF j' �, ir rAr�rw4 4 ._ _ •__.__4 IAt .■4 rI\ 0 0 . rsriirwrrwrrr./rrirrwwArrrr. / ` A P- //,/./.r/./ / /r /.i/'//� $ L. ,�ww,iririrrs�i ,►norm LOOR PLAN DETAIL SCALE: 3 " =1' -0" F AVAIYAI 0 , 0 , �� `rrJ MARMOLEUM "CHARCOAL MGT -6I4" 42 ' i rte/, 4 . 1W 4 WAPAVIIS L 0 • i■riiwssssrrisrrrsri • F .....__ _— ._.w.sew way ._ TRS 120 NO FINISH 264 SF L _ we* .__. . sees =so . ass _. mow Wye . ones ®...J A r i % % r f r A % r • • r ' 0 A ., rrrrrr, �r 'rr.,rr.,.'rrr�rrrrrrra► 7:IX../rrrrr,,rr �rrr. 'rrrr., • iisrssssssssr;r ri•rsssAr. rrwssrrr.rii ssrswrrsrsm rssrrrssrirssssi4.r►rs. s nisi ti. rr.i ssit4 rwrrsirrsrr,itsrrrss..,i, ositrssrr,isr,rs r,i rwwr. — Zo • • _. _ woe . SOW Web • wee Owe . sae SSW . Wee wee .__. Moe Saw .__. caw —• 1 OFFICE 122 MARMOLEUM "CHARCOAL MGT -6I4" 205 SF • *Ms ea. • vans pew emme Owe • woo 0.1m • own ates • was evera • ass saw • aims sew • mos ••■• • Wee WOW • ass. • r rw i t rr r w rr r r rw r i r wsi, i rw w iww wr w. i w rr m 4 __.__.__. ._- 4_— .__.__ — a_ � OFFICE 123 MARMOLEUM "CHARCOAL MGT -6I4" 155 SF awes _ _._ new ._ wee . pew wow . woo mew . sow wpm . was sew . saws mew . mew Owl . Maw saw • A d • I • 4 _ _ • _ _ •— _ • owe _. saw _._ was • ewe pop . sow - A. Wars mew .__ . ems soft . saw saw .-- . SSW aW.• WSW *NW ._ Wes ._ Wow .__.Was _ • _ .r-. _ _. as _ • _ ...w • woo _. Sew woo . ems ..I TRA G H MARMOLEU ARCOA CT -614" 545 SF [OW 4_ —._ ® . INING RO 121 OM L r • WOW . WW1 woo • . was .A. • sew ems f Mae sale .— _. Saw Wow . was Wee ._ woo .Wow/ FLOOR PLAN DETAIL SCALE: %a " =1' -0 GSM • Seal asps bo95 0 f City of Td m a BUILDING D 13IC ! TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: REVISIONS: 0812 FLOOR PLAN A2.3 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 STUART M. ALDERMAN STATE OF WASHINGTON DEC 0 3 2009 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327 -6030 AS: !LEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DA'Z'E: PROJECT NUMBER: DRAWING NAME: SHEET NUMBER: 12/03/2009 12/03/2009 DRAFTED: MDL REVIEWED: DB FINISH ETAILS DEC 0 4 ?nna PERMIT CENTER < p INDICATES EXTENTS OF MOULDING NOTES: I . MOULDING TO DE 6" WOOD CROWN MOULDING AS SELECTED BY OWNER. PAINT AS DIRECTED BY OWNER. MOUNT AT 9'-0" A.F.F. TYPICAL U.N.O. 2. ALL VINYL BASE TO BE ROLL MATERIAL TO MINIMIZE SEAIV15. 3. ALL AREAS WITH MARMOLEUM "CHARCOAL MCT-6 I 4" FLOORING TO HAVE ROPPE 4" P-100 BLACK VINYL BASE. 4. BEDDING AREA AND IID5 AREA TO HAVE ROPPE 4" P- I 00 BLACK VINYL BASE. 5, ALL OTHER AREAS TO HAVE ROPPE 4" P-171 SANDSTONE VINYL BASE. 1/////////////////////////////, 1.4teze////// ■ 11101111111110111110111111 1111111•11•11111110111111111 1111111111111111101111•111111 14 qu'llICt imumaumuimi --.-A11111011 inumihmommu 1111111111111111111111111111 ///,/, •.//////// we/ ENTRY SALES SALES SALES NO MOULDING THIS AREA *//// ////////////////////////////////////// • W////////// /////////////// /////////////// • a •////////////////////////////////,////////// V/ ////////////////////////////////////////4.1 / I I I I I --+--+----1 1 1 1 KIDS AREA CTRONICS //////////// • i/ . XIT. ELEC. I MOULDING PLAN • SCALE: 1 /16"=1'0" • CLEARANCE 1 1 7 NO MOULDING THIS AREA 122 123 ® bog-- s r 4 - '1::t• . MPLIAN'L 'PPAOVElj 1 i 0 nig City ukuila BUIL IMO DIVISION DEC 0 42009 MIT TRUE NORTH PLAN NORTH ARCHITECT OF RECORD; architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 4 ArcH T IT -ER STUART M. ALDERMAN STATE OF WASHINGTON 827 te 0 3 2009 ' I " AS SOCIA ARCHITECT: AVID it ESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWI. WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: ' ' , REVISIONS: DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: 1VIOULDIN SHEET NUMBER: A2.4 12/03/2009 12/03/2009 G PLA\ AP " TRUE PLAN NORTH NORTH LEGEND SUSP.CLG. SEISMIC NOTES REFER TO SHEET A 3.2 FOR SIESMIC INSTALLATION REQUIREMENTS AND DETAILS. W A C D P O -X PI O P2 O Fa 0 NEN iii 0 NL TYPE B, BLACK PAR38 GIMBAL RING TRACK HEAD, SPECIALTY LIGHTING SSLP38 -WH, LAMP WITH I GOPAR38 /IRC /FL25, 130V (8400 HOUR LAMP) TYPE A. UTTERMOST #2I835 ALITA PENDANT MT. LAMP I -6OW INCAND.VERIFY MOUNTING HEIGHT WITH OWNER. TYPE C. PENUMBRA DESIGN, #PD30I 395N. PENDANT MOUNT. LAMP I -GOW INCAND. VERIFY MOUNTING HEIGHT WITH OWNER. TYPE J8W, 8' -0" BLACK, SINGLE CIRCUIT SURFACE TRACK. SPECIALTY LIGHTING SL -8 -WH TYPE J4W, 4' -0" BLACK, SINGLE CIRCUIT SURFACE TRACK. SPECIALTY LIGHTING SL -4 -WH CHANDELIER PROVIDED BY OWNER 120 V. (8) 75W INCAND. LAMPS PER FIXTURE, TYPE Y A E SLLNURWSP SINGLE EX EXIT SIGN, CARBON T R N POL I G OR DOUBLE FACE. TYPE D. HALOGEN PIN LIGHTS. AS SELECTED BY OWNER. RECESSED MOUNT IN FURR DOWN TYPE EM, DUAL HEAD EMERGENCY LIGHT WITH BATTERY PACK, SEG 18W, LAMPS INCLUDED. TO BE MOUNTED AT 8' -9" O.C. A.F.F. TYPE L I'x4' PENDANT MOUNTED 3 LAMP, PARAMAX PARABOLIC, FLUORESCENT, LITHONIA PMX3X -3 -32- 1 2LD 120/277V GED FTC, TO STAY ON 241 PROVIDE "NIGHT LIGHTING" CIRCUITING AS REQUIRED. PROVIDE EMERGENCY BALLAST AS REQUIRED. TYPE LI 2'x4' R ECESS MOUNTED 3 LAMP, 18 CELL PARABOLIC, FLUORESCENT, SSL2G 18AB3FTUNVSB, 120/277V. TO STAY ON 241 NOTE: PROVIDE EMERGENCY BALLAST AS REQUIRED. VERIFY FIXTURE CATALOG # WITH LIGHTING DESIGNER. TYPE L2 2'x4' RECESSED MOUNTED 3 LAMP, 18 CELL E 2 I8AB3FTUNVSB PARABOLIC, FLUORESCENT, SSL G , I 20/277V, LAMP WITH 3 F32T8/835 TYPE P, PAR 35 6" DOWNLIGHT, CLEAR ALZAK REFLECTOR, LAMP WITH 60PAR38 /IRC /FL25, 130V.(8400 HOUR LAMP) PART #SLGPAR38DOWNCL TYPE W, 8' -0" PENDANT, CHAIN, OR SURFACE MOUNT, 2 LAMP, FLUORESCENT CHANNEL, SL4S2321 LAMP WITH 2 F32T8/835 PROVIDE COLD START BALLAST AT EXTERIOR LOCATIONS. WALL MT, 2 LAMP VANITY LIGHT. UTTERMOST #22800 VETRIO OIL RUBBED BRONZE FINISH. MAX 100 WATT PER FIXTURE TYPE P I .PAR 38 6" DOWNLIGHT CLEAR ALZAK F I A 3 I L. LAMP WITH OOP R 8 REFLECTOR, / R/ TYPE P2. PAR 38 6" DOWNLIGHT CLEAR ALZAK REFLECTOR, LAMP WITH I OOPAR38 /IR/FL. FIXTURE TRIM TO INCLUDE LENS. TYPE L3 I'x4' PENDANT MOUNTED 3 LAMP, PARAMAX PARABOLIC, FLUORESCENT, LITHONIA PMX3X -3 -32- 1 2LD I 20/277V GEB EL FTC. PROVIDE EMERGENCY BALLAST AS REQUIRED. MOUNT BOTTOM OF FIXTURE AT I I '6" AFF TYPE L4 I'x4' PENDANT MOUNTED 3 LAMP, PARAMAX PARABOLIC, FLUORESCENT, LITHONIA PMX3X -3 -32- 1 2LD 120/277V GEB FTC. MOUNT BOTTOM OF FIXTURE AT I I'6 " A.F.F TYPE L5 25x2' RECESSED MOUNTED 3 LAMP, 18 CELL PARABOLIC, FLUORESCENT, I 20/277V, LAMP WITH (2) 32 U LAMPS TYPE D. 150 W INCAND. WALL MOUNT DECORATIVE FIXTURE AS SELECTED BY OWNER. VERIFY MOUNTING HEIGHT WITH HANDICAP CODE. TYPE E. LITHONIA # TV 1500M- GP- 3- TB -TYP MB 1 500 WATT METAL HALIDE FIXTURE TYPE E. FLUOR. STRIP FIXTURES. 2 LAMP F32T8/835. MOUNT 4' FIXTURE AT TOP OF WALL AND ( I ) 8' EACH SIDE OF BED DISPLAY WALLS. "AIRLINE CABLE IS RECOMMENDED FOR SUSPENDING TRACK $ TREADED ROD IS AN OPTION UNLESS REQUIRED BY CODE. NOTE: PROVIDE NEW 30' LIGHT POLE TO MATCH EXIST AT NEW PARKING ISLAND. INSTALL 2 TYPE E FIXTURES DIRECTED TO LIGHT ENTRY SIGNAGE. REF SITE PLAN. SIX CHANDELIERS VERIFY LOCATIONS WITH OWNER PRIOR TO INSTALLATION REFLECTED CEILING /LIGHTING PLAN II SCALE: 1 /16 " =1' -0" CEILING NOTES: LI L.71 I I I IN V F LHIN IN L) I L. ) I . THIS DRAWING IS FOR DESIGN INTENT ONLY S SHALL NOT BE USED AS A CONSTRUCTION DOCUMENT. ALL DIMENSIONS $ DETAIL INFORMATION SHOWN SHALL BE VERIFIED AGAINST EXISTING SITE CONDITIONS TO DETERMINE CONFLICTS OR APPRECIABLE DIFFERENCES. 2. TRACK LIGHTING SYSTEM. a) TRACK SHALL BE MOUNTED AT I I' -0" A.F.F. U.N.O. 12) ELECTRICAL CONTRACTOR TO INSTALL 3 TRACK HEADS PER 8ft LENGTH OR 2 PER Oft LENGTH. c) ALL CONDUIT * FIXTURE SUPPORT SYSTEMS SHOULD BE PAINTED TO MATCH THE CEILING, EXCEPT FOR HANGING CHAIN, AIRCRAFT CABLE, $ FLEX CONDUIT. MI illIM _ �'i■�■1■�� SI il I EXITSUSP. ��1■I■M■■I■■■■MIUM■IPI��■ ■ . 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EIMMu ■■■ ■■ ■■■■■■■■■■■u ■v ■11'■■ MBIUMMI ■NDAMllENNIIIMENNIIilENN3mn: n■:1 ■■■■■■■■I ■■■■■■■■■rim I■■■■■■■■■■■11■■■■■■mailll• III■ ° ■■■■ ■■■■I■■■■■■■■■MEMM■■m■■ ■■■■■■ ■■ ■■■■■■■219 G' i■■■■■■■ UM MEO 7■ ■MMOIMEMMMENmz] ■17]■ ■77 ■ ■ ■■ ■ ■■ ■■■ ■ ■ ■ ■ ■■ ° rl■■Gi ■■mC7 EWEDMISIIMOi ■mDi ■mCi ■ ■ ■ ■ ■ ■■ n■ lii! i■■■■■■ ■uu■■■■■■rm■I■■\ \■ ■■■ ■■mm■■■■ mmn I am■■■ r■ ummeamrrmZ7l1■ummommummmomulrmu mum mlI 1'i ■ ■ ■ ■ ■ ■ ■L MMIIGr ■ ■mC MEMDMuI\\mai ■mGi ■mOi ■ ■ ■ ■ ■EU ■■■■■■■■■■■ I■■■ ■■ ■ ■ ■ ■MUMM■■MEMMME■■■■■■■■■■■■■ r1■ z]■■■■■■■ u■■■ ■u■■■ri■i ■uiu■u ■mu■ ■■■■■ ■■■■mn, IIImlda ■ ■ ■■ ■■■u■■■■ ■■■■ III.' ■■ IMPA ■ ■ ■ ■■■■u■■ ■ ■■■uailll: • ■ ■ ■■■■■■■ ■■l1/■■■ ■u ■■■rim I■ ■■11/■ ■ ■ ■ ■ ■■■■ ■ ■■■■ ■■■■ ■■■UMEMOM ■ ■I■ ■ ■ ■ ■UMNI !7,,NOBIA■■■■■■OMMIIMMEKNOIMP ■■■ ° Ir■mar■■I mumadr■u[l /I I■ai\■ ■ ■■■maimmCii■■[6i ■i' ■■9■■ ■'i■u■■I'ormu minimum ■ ■■■3mm ■um ■ ■u■ ■■■ ■fir_ -air -n�� Vim ,- �.mmr, ELA55 � mmE —". - --� ■wwl 'I- fwwww� SIX CHANDELIERS VERIFY LOCATIONS WITH OWNER PRIOR TO INSTALLATION I . ALL NEW GYP. BD. CEILINGS TO BE 8" TYP "X" GYP. BD. ATTACHED TO BOTTOM OF EXIST. 2X4 ROOF. TAPE FLOAT TEXTURE AND PAINT. UNLESS OTHERWISE NOTED. GLULAMS - PURLINS TO REMAIN EXPOSED. ?) b b poi- a.s0 2, CEILING IN NEW CLERESTORY TO SE g" TYP "X" GYP. BD. • ATTACHED TO BOTTOM OF NEW TRUSSES. TAPE FLOAT TEXTURE AND PAINT. UNLESS OTHERWISE NOTED. 3. CONTRACTOR TO OBTAIN PRICING FOR LIGHTING FIXTURES FROM THE SPECIALTY LIGHTING GROUP (800- 254 -4482, MITCH DENNIS OR PHIL O'DONNELL), VILLA LIGHTING SUPPLY (800- 325 -0963 PHIL BARKER OR 3 14 -53 I -2600 KEVIN DOSStI I), AND THE LOCAL PREFERRED SUPPLIER. ALL SUPPLIERS ARE ENCOURAGED TO OFFER ANY VALUE ENGINEERING OPTIONS IN ADDITION TO THE FIXTURES AS DETAILED. R.,A CODE . w.FOp t.' . F't' . E MAR i 0 2010 0 I /A3: I REC IVED FEB 0 st 2010 PERMIT TER ARCHITECT OF RECORD: 8275 REGISTERED ARCHITECT TUAR M. ALDERMAN STATE OF WASHINGTON FEB 2 2018 ASHLEY FURNITURE architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 0812 2- I - I O PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: REFLECTED CEILING/ LIGHTI\ G PLAN SHEET NUMBER: A3.0 41/41114/21121/41.21/412/411/41/21' b. ®r v s e s. s ►. r i a s, s AVA . r s r. r ww� � iiriritrirrr►rwrrr,�rrtrirrr.4 l . J �/ // /// / /// /// / / // s //o It a rrr.►rrrrrrri ir►rrr. ■ alma �rrrrrw,rrrrorrrwrAi a►ir NUM irrr rrrrrJrr►rrrrrir►rrrrriErJ MOM IC CEILING @ I I '_0" OUSTIC CEILIN TILE @ 9' -0" OUSTIC TILE @ rwrrirw.� mamma ■„a i 2 P® rnrwrrarrrrrrrrrrrrrrrrririrrrririirrrror -.-" - Ir�rwrwrirroi►erAr 0 d►r. su ritrrrrritrrrrr•r.rr rrrrrr,rrrrrrrA r. ►rrr4 ....... 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PAINT..:. .................. . ■ 0 REFLECT SCALE: %6 " =1' -0" d I murtrc ` % r l 1 ol 4 MN Ei ■mmm■ / ■mmii/"' is NMI r r to 0 to S t s o 0 Pco 0 0 /' , f :. ■��r�■ $ ° A OUSTIC CEILING 0 0 01 TILE @ I0 -G" 0 01 mamma 0 11111111111111 i o OM= 0 ■ma111m■ mamma 0 11111111111111 0 i 0 e� 0 i:iii iiimmuml ■��1i■■ H /, arc - -=ir .���� �tAr aric ... ................................. D mimam■ 1 ■mamma 111111111111.111 ■a�e ■ mmu ■ ■ /'" 1111111111111111111 I�.... '.;,, 11111111111111111 0 3 OUSTIC CEILI G 0 TILE @ 10' G" i maaaaa mamma / 1111111111111111111 ■amama i all 0: 0 11111111101111111111 101111111111111 $ � r� �i rr r r r rr r rr s i r rrr r r, r i r r it r rr i� i OI ■mmam■ ■aaaa■ 0 ammra■ 1111111111111 11.11111111 ■aaaea a ■mamma aaa ■a SOFFIT @ I I' -9" D CEILING PLAN DETAIL EFLECTED CEILING PLAN DETAIL SCALE: %6 " =1' -0" ra Al i 0 2619 TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects& urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 REVISIONS: 0812 A3.1 RE ISTERED ARCHITEC SHEET NUMBER. STUART M. ALDERMAN STATE OF WASHINGTON DEC 0 3 2009 i ASSOCIATE ARCHITECT: DAVID 1fESSENT ARCHITECTS, INC, 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY: TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 DRAFTED: MDL REVIEWED: bB PROJECT NUMBER: DRAWING NAME: REFLECTED CEILING PLAN DETAILS V CITY DEC 0 ¥, ?009 LA SUSPENDE CEILING SEISMIC INSTALLATION NOTES Lateral Force Bracing (figures 2 and 3) Ceilings constructed of lath and plaster or gypsum board, screw or nail at- tached to suspended members that support a ceiling on one level extending from wall to wall shall be exempt from the lateral force bracing requirements. Source MCA zones 3-4 • Lateral force bracing is the use of vertical struts (compression posts) and splay wires (see figure 2). Lateral force bracing is required for ceilings over 1,000 square feet and not required for ceilings less than 1,000 square feet provided they are surrounded by four walls and braced to structure. Source ASCE 7-02 section 9, az 6: 2,2 item c • Lateral Force Bracing shall be 12 feet on center (maximum) and begin no farther than 6 feet from walls. Source COCA Seismic zones 3-4 • Splay wires are to be four 12 gage wires attached to the main beam. Wires are arrayed 90° from each other and at an angle not exceeding 45° from the plane of the ceiling. Source C1SCA Seismic zones 3-4 • Splay wires are to be within 2 inches of the connection of the vertical strut to suspended ceiling. source °SCA Seismic zones 3-4 O Rigid bracing may be used in lieu of splay vvires. Source ASCE section 9,62,6 22 Ceilings with plenums less than 12 inches to structure are not required to have lateral force bracing. Source Portland Building Department • Vertical struts must be positively attached to the suspension systems and the structure above, Source CISCA 3-4 The vertical strut may be EMT conduit, metal studs or a proprietary compres- sion post (see figure 3). Wall Moldings (figure 4) • Wall moldings (perimeter closure angles) are required to have a horizontal flange 2 inches wide, unless alternate methods are approved prior to instal- lation by the local building department and the designer of record. One end of the ceiling grid shall be attached to the wall molding, the other end shall have a 8 /4 inch clearance from the wall and free to slide. Source ASCE 7-02 section 9,6,2,62,2 item b • The grid shall be attached at two adjacent walls (pop rivets or approved method). &ire& CISCA Seismic zones 3-4 There shall be a minimum 3 /4. inch clearance from the end of the grid system at un-attached walls. Source ASCE 7- 02 section 9,6.2622 item b Spreader Bars (figure 4) • Spreader (spacer) bars or other means approved by local building depart- ment shall be used to prevent the ends of the main beams at perimeter walls from spreading open during a seismic event. Perimeter wires shall not be in lieu of spreader bars. Source CISCA Seismic zones 3-4 • Wire tying is an acceptable alternative to spreader bars. Spreader bars are not required if a 90 degree intersecting cross or main is within 8 inches of the perimeter wall. Hanger (Suspension) it (figures 5a and 5b) • Hanger and perimeter wires must be plumb within 1 in 6 unless (figure 5a) counter sloping wires are provided (figure 5b). Source ASTM 0 636 section 2,1,4 • Hanger wires shall be 12 gage and spaced 4 feet on center or 10 gage spaced 5 feet on center, Source ASTM C 636 Any connection device at the supporting construction shall be capable of car- rying not less than 100 pounds. Source CISCA zones 3-4 For essential facilities, hanger wire connections must be capable of carrying 200 pounds and bracing (splay) wires shall be capable of carrying 440 pounds, Bracing wires shall be attached to the grid and to the structure in such a man- ner that they can support a design load of not less than 200 pounds or the actual design load, with a safety factor of 2, whichever is greater Terminal ends of each main beam and cross tee must be supported within 8 inches of each wall with a perimeter wire (see figure 4 & 5 b). Source C1SCA zones 3-4 Electrical fixtures • Light fixtures weighing less than 10 pounds shall have one 12 gage hanger wire connected from the fixture to the structure above. This wire may be slack. Source COCA Seismic zones 3-4 Light fixtures weighing more than 10 pounds and less than 56 lbs. shall have two 12 gage wires attached at opposing corners of the light fixture to the structure above. These wires may be slack. Source CISCA Seismic zones 3-4. O Light Fixtures weighing more than 56 lbs shall be supported by directly from the structure above. These wires must be taut. Source COCA Seismic zones 3-4 • Pendant mounted fixtures shall be directly supported from the structure above using a 9 gage wire or an approved alternate support without using the ceiling suspension system for direct support. Source CfSCA Seismic zones 3-4 O Tandem fixtures may utilize common wires. Mechanical Services O Terminals or services weighing 20 lbs. but not more than 56 lbs. must have two 12 gage wires connecting them to the ceiling system hangers or the structure above. These wires may be slack. Source cocA Seismic zones 3-4 • Terminals or services weighing more than 56 lbs. must be independently supported directly from the structure above. These wires must be taut. Source CISCA Seismic zones 3-4 Seismic Separation Joints (figure 7) For ceiling areas exceeding 2500 square feet, a seismic separation joint or full height wall partition that breaks the ceiling shall be provided unless analyses are performed of the ceilings bracing system, closure angles and penetrations to pro- vide sufficient clearance. Source ASCE 7-02 item 9,62 6,2,2 d The layout and location of the seismic separation joint shall be per the designer of record and noted on the plans, If a seismic separation joint is required by the designer, the designer may use the generic joint detailed in this document or a pro- prietary joint. The amount of free movement (gap design) shall be per the designer of record. Sprinklers For ceilings without rigid bracing, sprinkler head penetrations shall have a 2 inch oversize ring, sleeve or adapter through the ceiling tile to allow free movement of at least 1 inch in all horizontal directions. Flexible head design that can accommodate 1 inch free movement shall be permitted as an alternate Source ASCE 7-02 9.6,2622 item e minimum 2" (50 mm) figure 7 figure 5a WALL 1 " Gap Design SEISMIC SEPARATION JOINT DETAIL NOT TO SCALE figure 2 Lateral force Bracing figure 4 Wall Molding Requirements minimum 3/4• (1 9 mm) at unattached walls NOT TO SCALE figure 5b • Countersloping NOT TO SCALE , Pop Rivet Flange 0 11111011 " .111P'ill gage siolayeci brace 45° or less wires LATERAL FORCE B NOT TO SCALE Spreader bar or other suitable system required to keep perimiter components from spreading apart HANGER WIRE DETAILS figure 3 Maximum Recommended Lengths for Vertical Struts - T4C,OND ,64,a,414,00110,115 up to 6'0" up to 8' 6" up to 10' 0" up to 6' 2" 5f:Yo up to 1O'6" lh" EMT conduit 3 4" EMT conduit 1" EMT conduit 1 6 /8" metal stud (25 gage) 2 1 ,2" meta stud (25 gage) Source Portland Building Department CING DETAIL WALL MOLDING SUPPORT DETAIL D09--2S Ffl? VOn DE OrIMPLAMOIE a[ Par:Ala)) iilAR 0 2010 City ST 8UThNG iVSON ECEIVED FEB 08 2010 PERMIT CENTER rip TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 REGISTERED ARCH ECT ART M. ALDERMAN TATE OF WASHINGTON SUITE 100 FEB 2 2010 1111011M11111111MINEIMIEMm1 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING 13, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 MINNEMMEMMEMOMIN ASHLEY FURNI IL TUKWILA WASHINGTON 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE U T T E I S 12/03/2009 IMMINSIESIMIMMININIMENE REVISIONS: N 2- I -10 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: BUISIMIMINIMNIMIMMBNI 0812 DRAWING NAME: SUSPEN I ED CEILING SEISMIC NOTES SHEET NUMBER: • G' -0" SCALE: %4 " =1' -0" 14 -0" 4 EQUAL WINDOWS 2' -0" 14 -0 4 EQUAL WINDOWS CLERESTORY PLAN / 2'- 11 2 -0" 2' -0" TRUSS BELOW REF: STRUCTURAL EXISTING ROOF BELOW 14 -0" 14 -0" 64' -4" 4 EQUAL WINDOWS 4 EQUAL WINDOWS EXISTING ROOF BELOW 2 11 2'- 11 tr II II 2' -0" 2 -0" NOTE: REFER TO SECTIONS 1/A6.1 AND A16.2 AND STRUCTURAL DRAWINGS FOR CLERESTORY FRAMING AND DETAILS. 14 -0" 4 EQUAL WINDOWS _TRUSS BELOW TRUSS BELOW REF: STRUCTURAL REF: STRUCTURAL 14 -0" 4 EQUAL WINDOWS Ui -O" 8' -0" r C> LOUVER REF: SECTION I /AG. I q-P 42. s EXISTING ROOF BELOW City o t.hLOI riZk TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: REVISIONS: 0812 A4.O architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 tE IG STERED ARCHITECT 827 DATE ISSUED: PRINT DATE: STUART M. ALDERMAN STATE OF WASHINGTON On 03 zoo9 ASHLEY FURNITURE TUKWILA WASHING 0 PROJECT NUMBER: DRAWING NAME: CLERESTORY SHEET NUMBER: i ASSOCIATE ARCHhECT: DAVI ESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B - 17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 12/03/2009 '1 DRAFTED: MDL REVIEWED: DB DEC 0 4 2009 PERMIT EXIST. 5UILT-UP ROOF SYSTEM AND TYPICAL EDGE Of ROOF CONDITION. FLASH NEW GUTTER UNDER, EXIST. EDGE OF ROOF FLASHING TYP. TOR ELEV.AS SHOWN 6 1 4 ON ROOF PLAN TYP.Y NEW G"x5" PREFINISHED ALUM. GUTTER GUTTER SUPPORT A5 REQUIRED TYP. 3"x8" DOWN SPOUT EXIST CONC. TILT WALL PANEL GUTTER, STRAPS AS REQUIRED TYP. EXIST PAVING. Tr'. GENERAL NOTES: 1. EXISTING BUILT-UP ROOF TO REMAIN. THOROUGHLY INSPECT ALL EXISTING ROOF SYSTEM COMPONENTS INCLUDING ROOF MEMBRANES, FLASHINGS, EQUIPMENT SUPPORTS, PENETRATIONS, EXISTING ROOF DECK ETC. REMOVE AND REPLACE/REPAIR ALL COMPONENTS AS REQUIRED FOR A COMPLETE WATERTIGHT AND STRUCTURALLY SOUND ROOF SYSTEM. 2. FLASH AND PATCH EXISTING ROOF SYSTEM AT AREAS OF NEW WORK FOR A WATER TIGHT ASSEMBLY TYP. SCALE: 112"=V-0" 3. PROVIDE GUTTER SUPPORTS AS REQUIRED AT ALL NEW GUTTER LOCATIONS. FLASH NEW GUTTERS AT EXISTING EDGE OF ROOF GRAVEL STOP TYP. TYP SECTI N T EXIST ROOF E GE AND NEW GUTTE • DETAIL NEW RIDGE 50 NEW METAL ROOF AT NEW FACADE ELEMENT. EXIST, TOR 1 5 EXIST. TOR 14 EXIST. RTU EXIST. TOR 1 G EXIST. TOR 18 EXIST. TOR 1 9 NEW TPO ROOF AT NEW FACADE ELEMENT TYP. NEW ROOF SLOPE 1 /4"/FT. NEW TPO ROOF AT NEW FACADE ELEMENT TYP. SLOPE I /4"/FT. NEW GUTTER AND DNSPTS. r L r TYP AT NEW GUTTER, NEW GUTTER AND DNSPTS. NEW TPO ROOF AT NEW CUSTOMER PICK-UP CANOPY TYF. NEW GUTTER AND DNSPTS, DS. DS. DS. EXIST. TOR 14 DS. DS XIS . 6" R.E. EXIST. EXIST. TOR J4-d 1 TOR 14-0" NE GUTTER AND DN5PTS, D5. EXIST. TOR 14 EXIST. TOR 14 TYP AT ( j NEW GUTT R. EXIST. G" R.D. EXIST. D5. TOR I 4 NEW GUTTER AND DNSPTS. -e9 EXIST, TOR 14 EXIST. TOR 14 NEW GUTTER AND DNSPTS. EXIS W EHOU : ROO ABOV T R T IN FAEMZIvr PER) WO EXIST. TOR 1 9 TOR. 14 5, EXIST, TOR IST. OR 20-3" L1J 9 EXIST. TOR 14 EXIST. TOR 20 Er EX151 TOR 1 XIS G" R.D. OR AT DRAIN 13 EXIST. DS. TOR 14 NEW GUTTER AND DNSPTS. EXIST. TOR 20 EXIST. TOR 1 EXIST, TOR 14 EXIST. TOR 2o 5C EXIST. BT. TOR 1 9 TOR 1 9 EXIST. SCALE: 1/16"=V-0" EXIST. TOR 20'- �Io SCHEMATIC ROOF. EXIST. TOR I 4 1)0 • "I' EXIST. TOR 2a-3" EXIST, TOR 1 TOR AT DRAIN 13 G" R. EXIST. TOR 1 4 EW GUTTER AND DNSPTS. 1 (1 1 D W11 Pl,r 1 1 9 SLOPE I T. L._ City ov iuMa BJP. D1:;\k- DIVISrN D5. EXIST. TOR 20-7 1/2" EXIST. TOR I /2" EXIST. 7C51717-0 1/2" EXIST. •UK 1 / 1/2" 1 1 /2" EXIST. TUK lb'-3 I /2" EXIST. TOR 14 MI' AT NEW GUTTER, NEW GUTTER EXIST. TO COL. LINE 2 TOR 14 ECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: 0812 8275 DRAWING NAME: SHEET NUMBER: REGISTERED ARCHITECT FEB 2 2010 STJ ITE 100 PROJECT NUMBER: ROOF PLAN architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 STUART M. ALDERMAN TATE OF WASHINGTON I '1 I I 11 i■ ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING 13, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 sommammimmi ASHLEY FURNITURE TUKWILA WASHINGTON 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 2/01/2010 PRINT DATE: 2/01/2010 REVISIONS: 2- I - I 0 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB ; I ' 1 I ' 1 I ' 1 , I 1 I =1N N N EXIST. ELEC. 101 REF: STRUCTURAL (TYP) Alre.INALEOr 0 r 0 B p rlroar/ rr /ArimS%iii 0%/r/r _____ ►ii.�.i. iiiii�i�ii.iiii ii�e ri A f /.i/i.1ii//i" � yr // . 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CLEAR TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: DATE ISSUED: PRINT DATE: REVISIONS: DRAFTED: MDL 0812 CAN DRAWING NAME: A5.0 DEC 0 3 200 • SHEET NUMBER: ASHLEY FUR \ITLRE PROJECT NUMBER: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916-0051 ASSOCIATE ARCHITECT: DAVI ESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 TUKWILA WASHI\ GTO) SL ITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 12/03/2009 12/03/2009 REVIEWED: bB ti Y PLAIN CITY �' G ��. IA DEC 0 4 2009 PERMIT C •• .... , •I • „ , I - . ,, ! '. • , ''•:-- - ••••• .. • •• • • . *, ':. :,... :.,, „ ...„ !•!. '.'• , ,,, ;',... , . .•!•;•.:', , . •:•■••,,, . „__.____,• . • . -.1-----', .., ; . .... . . :•• ... ./..e. . f:... !■ , __,....,_:, ., J1 .r. ....;23 kJ: ...„,,,,,,....• v . .... •,' ..,':. , , , . •... ! •: ..;,.:.• ; , ....,.,, ::, • •': . • . . ' . , •,... • ,.• .! {. , .. ,.. 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REF: PLAN k_US I OIVILK FICKU NOTE: REFER TO SECTIONS FOR MATERIALS AND DIMENSIONS UT OOF ,`,.<•!" Aftk 4•!' 1. SIGN NOTES: I. ALL PAINT TO BE BENJAMIN MOORE TO MATCH PANTONE COLORS LISTED. 2. ALL EIFS FOAM Lt1IERS AND ENTRY SIGN TEXT AND LOGO WILL EXTEND I " FROM THE FACE OF THE BUILDING FACADE WALL PLANE. SIGN AREA CALCULATION EXISTING FACADE AREA: 15,532 S.F. MAX. ALLOWED AREA: 500 S.F. OVERALL SIGN WALL AREA: 304 S.F. LtI1ERING AREA: 25 S.F. LtlIERING AR.EA: 40 S.F. Lt 11ERING AREA: 62 S.F. " !, • : rt.^ SIGN DETAIL SCALE: Y.4"=V-0" -LINE Of EXISTING TILT WALL PANEL NEW GUTTER AND . REF: ROOF PLAN EIFS - COLOR. BLUE (PANTONE 252) DOWNSPOUT NEW GUTTER, AND DOWNSPOUT TYP.THIS ELEVATION. REF: ROOF PLAN EIFS - COLOR WHITE EIFS - COLOR WHITE EIFS - COLOR ORANGE (PANTONE 15) D F? EV Ekh 0 FO th 7. COM LAN MAR i 0 2019 ia ;77)77)n, •.7./rgITJ) Ysivvi • Cibi NVISENI EIFS - COLOR YELLOW (PANTONE PROCESS YELLOW) TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 1EGISTER ED ARCHITECT M. ALDERMAN TATE OF WASHINGTON 2 rE13 2 2010 11 ' ! I ; 1 1 I ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. MEI 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, '1EXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/01/2010 REVISIONS: 2- 1 - 10 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: I I I ;■ I I I 0812 DRAWING NAME: I II I ,1 ELEVATIONS RECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: ' ' I A6.0 awn 16= ..s.s.4 .4....vor4,40.; wni;o; ,sionitoe Irv; Tviclr.;sti, ,c041,42:44+45.74piitin 1111 !I I Ai": Aik I III I r-" CASING BEAD AND SEALANT TYP, a TYP "X" GYP. D. TYP. TAPE FLOAT TEXTURE AND PAINT, SET SUI3-SILL I MASTIC TY. NEW TRUSS ELEMENT. REF: STRUCT. p ro 410 0(4 I C cc( es 4■11 *tot.* P•41.11 t, a.** • *** •••■ ER TO NOTES OTHER. SIDE. ION IS SYMMERTICAL 15/32" APA RATED SHEATHING TYP.REF STRUCT. 20 P1k NEW GLULAM BEAM. REF: STRUCT. NEW 45 MIL MECHANICALLY ATTACHED TPO ROOF MEMBRANE. WHITE COLOR. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. TREATED WOOD BLOCKING AS REQUIRED. G"x8" PREFINISHED ALUM, GUTTER CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING "SToQU1K 5ILVERNExT"-VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. DRIP AT PLASTER *" SHIM, ROD AND SEALANT TYP. AT NEW STOREFRONT GLAZING NEW STOREFRONT GLAZING SYSTEM. KAWNEER TRI-FAB VG 451T, WITH I INSUL.GLAZING. CLEAR INSIDE, PPG "SOLAR GREY" OUTSIDE TYP. UNO, 3"x8" PREFINISHED ALUM. DOWNSPOUT. REF A/4. I ROOF PLAN VENTED DRIP SCREED FLASHING INTO EXIST. ROOF SYSTEM g" TYP "X" GYP. BD. TYP. ATTACH TO BOTTOM OF 2x4--Reer WHERE SHOWN, REF REFLECTED CLG. PLAN. TAPE FLOAT TEXTURE AND PAINT. TYP "X" GYP. BD. P. TAPE FLOAT TEXTURE AND PAINT. LINE OF EXIST. BEAM BEYOND. CUT OFF END OF BEAM AT NEW COL/CELESTORY AREA, TYP. REFER TO STRUCTURAL. I CLERESTORY SECTION I SCALE: 112"=1'-0" STUD FRAMING AS REQUIRED TYP. NEW SOLID WOOD BEAM AT LINE OF EXIST. ROOF DECK. REF: STRUCT. NEW FURRED COL. BEYOND INSTALL PLYWOOD VISUAL BAFFLE AT NEW VENTS, MAINTAIN AIR FLOW. PAINT FLAT BLACK VENTILATION GRILLE. PROVIDE BLOCKING AS REQUIRED. NOTE MIN. I 0 S.F. FREE AREA REQUIRED. COORDINATE PLACEMENT WITH WOOD TRUSSES AND NEW LIGHTING TYP. ROOF TRUSSES AND SHEATHING. REF: STRUCT. NEW MIN. R-21 POLY1SOCYANURATE (ISO BOARD) RIGID INSULATION. SLOPE I/4"/FT. TYP SLOPE I /4"/FT. TYP bog- 23 b O 1J '711 7791. isliM i 0 2019 city al iukvitha DINO TRUE NORTH PLAN NORTH ARCHil ECT OF RECORD: 111 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 STUART M. ALDERMAN S TATE OF WASHINGTON 8275 \ REGISTERED ARC TECT FEB 2 2010 1111111M1111111111111111111111111111•111111111111111111 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. S 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 amommesulimmalimi ASHLEY FL RNITU E :1 TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/1/2010 REVISIONS: 2- I - I 0 PERMIT COMMENT5 DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: ommummurnmamm 0812 DRAWING NAME: CLERESTORY SECTION ECEIVED A6.1 SHEET NUMBER: FEB 08 2010 PERMIT CENTER . / \ \ / / . ,/ / t: //.‘ — 1 ' 1 E ., awn 16= ..s.s.4 .4....vor4,40.; wni;o; ,sionitoe Irv; Tviclr.;sti, ,c041,42:44+45.74piitin 1111 !I I Ai": Aik I III I r-" CASING BEAD AND SEALANT TYP, a TYP "X" GYP. D. TYP. TAPE FLOAT TEXTURE AND PAINT, SET SUI3-SILL I MASTIC TY. NEW TRUSS ELEMENT. REF: STRUCT. p ro 410 0(4 I C cc( es 4■11 *tot.* P•41.11 t, a.** • *** •••■ ER TO NOTES OTHER. SIDE. ION IS SYMMERTICAL 15/32" APA RATED SHEATHING TYP.REF STRUCT. 20 P1k NEW GLULAM BEAM. REF: STRUCT. NEW 45 MIL MECHANICALLY ATTACHED TPO ROOF MEMBRANE. WHITE COLOR. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. TREATED WOOD BLOCKING AS REQUIRED. G"x8" PREFINISHED ALUM, GUTTER CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING "SToQU1K 5ILVERNExT"-VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. DRIP AT PLASTER *" SHIM, ROD AND SEALANT TYP. AT NEW STOREFRONT GLAZING NEW STOREFRONT GLAZING SYSTEM. KAWNEER TRI-FAB VG 451T, WITH I INSUL.GLAZING. CLEAR INSIDE, PPG "SOLAR GREY" OUTSIDE TYP. UNO, 3"x8" PREFINISHED ALUM. DOWNSPOUT. REF A/4. I ROOF PLAN VENTED DRIP SCREED FLASHING INTO EXIST. ROOF SYSTEM g" TYP "X" GYP. BD. TYP. ATTACH TO BOTTOM OF 2x4--Reer WHERE SHOWN, REF REFLECTED CLG. PLAN. TAPE FLOAT TEXTURE AND PAINT. TYP "X" GYP. BD. P. TAPE FLOAT TEXTURE AND PAINT. LINE OF EXIST. BEAM BEYOND. CUT OFF END OF BEAM AT NEW COL/CELESTORY AREA, TYP. REFER TO STRUCTURAL. I CLERESTORY SECTION I SCALE: 112"=1'-0" STUD FRAMING AS REQUIRED TYP. NEW SOLID WOOD BEAM AT LINE OF EXIST. ROOF DECK. REF: STRUCT. NEW FURRED COL. BEYOND INSTALL PLYWOOD VISUAL BAFFLE AT NEW VENTS, MAINTAIN AIR FLOW. PAINT FLAT BLACK VENTILATION GRILLE. PROVIDE BLOCKING AS REQUIRED. NOTE MIN. I 0 S.F. FREE AREA REQUIRED. COORDINATE PLACEMENT WITH WOOD TRUSSES AND NEW LIGHTING TYP. ROOF TRUSSES AND SHEATHING. REF: STRUCT. NEW MIN. R-21 POLY1SOCYANURATE (ISO BOARD) RIGID INSULATION. SLOPE I/4"/FT. TYP SLOPE I /4"/FT. TYP bog- 23 b O 1J '711 7791. isliM i 0 2019 city al iukvitha DINO TRUE NORTH PLAN NORTH ARCHil ECT OF RECORD: 111 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 STUART M. ALDERMAN S TATE OF WASHINGTON 8275 \ REGISTERED ARC TECT FEB 2 2010 1111111M1111111111111111111111111111•111111111111111111 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. S 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 amommesulimmalimi ASHLEY FL RNITU E :1 TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/1/2010 REVISIONS: 2- I - I 0 PERMIT COMMENT5 DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: ommummurnmamm 0812 DRAWING NAME: CLERESTORY SECTION ECEIVED A6.1 SHEET NUMBER: FEB 08 2010 PERMIT CENTER INSUL. GLAZED STOREFRONT SYSTEM TYP. — NEW 6X I 2 AT ROOF DECK. REF. STRUCT LINE OF EXISTING ROOF BEYOND NEW GXG STL. COL. REF. STRUCT INSUL. GLAZED STOREFRONT SYSTEM TYP. NEW MIN. R-2 I POLYISOCYANURATE (ISO BOARD) RIGID INSULATION. NEW SOLID WOOD BEAM AT LINE OF EXIST. ROOF DECK. REF: STRUCT. INSUL. GLAZED STOREFRONT SYSTEM TYP. NEW 45 MIL MECHANICALLY ATTACHED ITO ROOF MEMBRANE. WHITE COLOR. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. --- NEW WOO REF: STR TRUSS, T.TYP. X 3 EXISTING GLU LAM BEAMS 2X2 TEGULAR FISSURED SUSP.CLG SYSTEM, PROVIDE SIESMIC BRACING AS REQUIRED CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING "SToQUIK SILVERN Exr-VENTILATED CEMENT BOARD STUCCO SYSTEM TYP. INSTALL PER MANUFACTURER'S WARRANTED DETAILS. 6" MTL STUD FRAMING REF: STRUCTURAL " APA RATED SHEATHING TYP.REF STRUCT. 1ST. STRUCTURE AND ROOF FRAMING TO REMAIN. NEW DRYWALL FURR DO N TYP. I CLERESTORY SECTION 11 SCALE: 1/2"=V-0" b09-0-25(00 555)5;5\ ',("5 -5 w oe ...„ 55'5 VAR i 0 201 City d Tiget BUONO DM SC TRUE NOTh F'LAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 manommasmismamommons 8275 SUITE 100 DRAFTED: MDL PROJECT NUMBER: 0812 DRAWING NAME: A6.2 \– REGISTERED ARCHITECT UART . ALDERMAN STATE OF WASHINGTON FEB 2 20ID 10M1111111111111111MMIIIIIIIIEIMIN ASSOCIATE ARCHIT ECT: DAVID ESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 iimommilmom•mi ASHLEY FURNITURE TUKWILA WASHINGTON 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 2/01/2010 REVISIONS: 2- I - I 0 PERMIT COMMENTS REVIEWED: DB !! ',' I I II i CLERESTORY SECTION ECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: I i i ' 1 II EIFS FINISH OVER "TYVEr VAPOR BARRIER.TYP. 23/32" APA RATED SHEATHING TYP.REP STRUCT. ENTRANCE DETAIL DRIP EDGE AT EIFS DECORATIVE TRUSS REP: STRUCT, I 111 I I I I I I I I I I III I I I I I I I I I I I I I I I 11 I I I I I I I I I • 7, -14 4io - . 04 go. 0 ; ,40 1.1•1 111.11. P111111111111111111; 7 AG.3 G/AG.3 ENTRANCE S CTIO SCALE: 1 /4"=1'-0" STEEL FRAMING REF: STRUCT. riat I 24 A. P.F. SHT, MTL. PARAPET FLASHING OVER 2x TRAETED WD. NAILER 2" EIFS FINISH OVER, "TYVEK" VAPOR BARRIER. APA RATED SHEATHING TYP.REF STRUCT. G" MTL FRAMING: REP: STRUCTURAL TYP. I" En FINISH OVER "TYVEK" VAPOR BARRIER. I " El F5 FINISH OVER "TYVEK" VAPOR, BARRIER. APA RATED SHEATHING TYP.REP STRUCT. MANUFACTURED STONE AS SELECTED BY OWNER ON 2 %2" TRATED PLYWOOD SHEATHING MTL FRAMING: REP: STRUCTURAL TYP. -1 ><D >E) PLASHING „ , 4° . ".. .. • ' ! • ' 4 4. 4 • .. • . . '4 " 4 • ACADE SECTION SCALE: Y2"=1'-0" NEW TPO Roar MEMBRANE OVER 2 %2" PLYWOOD TYP, CLOSURE PLASHING ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING °." EIFS FINISH OVER 4 'TYVEK" VAPOR BARRIER, 23/32" APA RATED SHEATHING1YP.REP STRUCT. FLASHING EXISTING ROOF TYP. EXISTING TILT WALL 1 X6 CLEAR HEART REDWOOD SOFFIT TYP, FLASHING 4"X I 2" FASCIA STAIN 4"X I 2" "BEAM" STAIN COPPER FLASHING PROTECTION AT BEAM. TYP 4X4 WOOD BRACKET. STAIN 4"X I 2" WOOD BRACKET SOPPORT STAIN. G" MTL FRAMING. REP: STRUCTURAL TYP. ENTRANCE DETAIL SCALE: /2"=1'-0" 24'-4" A.F.F. SHT. MTL. PARAPET FLASHING OVER 2x TRAETED WD. NAILER 2" EIFS FINISH OVER '''TYVEK" VAPOR BARRIER. APA RATED SHEATHING TYP.REF' STRUCT. G" MTL FRAMING: REP: STRUCTURAL TYP. I" EIFS FINISH OVER "TYVEK" VAPOR BARRIER. 4 • .4 oti• FAC DE SECTIO SCALE: 1 /2"=1'-0" NEW METAL ROOF. OVER W.R.GRACE "ICE AND WATERSI UNDERLAYMENT TYP. ROOFING PANELS TO BE 24 GA. .INTERLOCKING STANDING SEAM SMOOTH FINISH. PANEL HEIGHT I -3/4", PANEL WIDTH 18". PANEL FINISH TO BE "KYNAR" COATED. COLOR, AS SELECTED BY THE OWNER FROM MPG'S. STANDARD COLORS. 2X TREATED WOOD BLOCKING AND NAILERS NEW TPO ROOF MEMBRANE OVER 2 %2" PLYWOOD TYP. CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING lI EIFS FINISH OVER 4 "TYVEK" VAPOR BARRIER. 23/32" APA RATED SHEATHING TYP.REF STRUCT, FLASHING I9'-2" do k A.F.F. CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING FLASHING 511T. MTL. PARAPET FLASHING OVER 2x TRAETED WD. NAILER 1" EIFS FINISH OVER "TYVEK" VAPOR BARRIER, APA RATED SHEATHING TYP.REF STRUCT. 6" MTL FRAMING: REF: STRUCTURAL TYP. 4" EIFS FINISH OVER "TYVEK" VAPOR BARRIER.TYP. 23/32" APA RATED SHEATHING TYP.REP STRUCT. A FACADE SECTION um- SCALE: 34"=V-0" I XG CLEAR HEART REDWOOD SOFFIT 23/32" APA RATED 511EATHI TYP.REF STR GLULAM I 24. 24 EIFS FINISH OVER 4 "TYVEK" VAPOR BARRIER.TYP. FLASHING 4"XI2" FASCIA STAIN 4"X12" "BEAM" STAIN COPPER FLASHING PROTECTION AT BEAM, TYP 4X4 WOOD BRACKET STAIN 4"X12" WOOD BRACKET SOPPORT STAIN, EIFS FINISH OVER "TYVEK" VAPOR f3ARRIER.1YP. 23/32" APA RATED SHEATHING TYP.REF STRUCT. zsco I 4. FACADE SECTION SCALE: 1 /2"=1"-0" NEW METAL ROOF. OVER W.R.GRACE "ICE AND WATER—SHIELD UNDERLAYMENT TYP. ROOFING PANELS TO BE 24 GA. INTERLOCKING STANDING SEAM SMOOTH FINISH. PANEL HEIGHT 1-3/4", PANEL WIDTH I 8". PANEL FINISH TO BE "KYNAR" COATED. COLOR AS SELECTED BY THE OWNER FROM — MPG'S. STANDARD COLORS. — 2X TREATED WOOD BLOCKING AND NAILERS • 4 " . 4 , K:0R CODE APPrlegYiTiP MAR, i 0 2010 - • City at Tuda B CLOSURE FLASHING. ATTACH WITH CLEAT TO NEW TREATED WOOD BLOCKING LASHING ■ 1 ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 I;; 1' STUART M. ALDERMAN STATE OF WASHINGTON DEC 0 3 2009 ASSOCIATE ARCHITECT: DAVID liESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. 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'/ ,,/ / / /„/ , / \ x‘" ,'' / / a / . / / / / / / ' / /I \ / /I • I ,.. / , ' ,/ , ,X / /4 ,' ' / , // / . , / // I , .,, f' \ 4 / , /.,//` 6-1_... / r / / ..- ,/ / p ./ • i4;;, , / / , / / ;,./ -v /,,,,, , /./ , / / / .., 7 / / , , ,/ / / \ I '' / / \/ Li / i 'h'' 1 / / -- - e i‘i- EQUAL ,, EQUAL EQUAL / EQUAL / , „ ..yo , , i , , , — .). /, DOO SCHEDULE NO. 100A MIME Mill 11111111111 11111111 EMI= 1111111111 1111111111111111111111 11111111111111111111111111111111111111111111111111111111111111111 1111111111111111111■111111111111111111111111111111111111111111111 11111111111111111111 IN • MEI III • Ill III • NMI • MI 11111111111EM 11111111111111111123 111111111111111116231 III NM BS "MINI MI GB 100B 100C 100D 100E 100F 100G 100H 100J 100K 101 102 103 104A 104B 105 106 107 108 1 09 110 117 119 120 121A 121B 124A 124B 124C FRAME MATERIAL tr,1 *t.'t41 011■11■11 2H /111.1110 MI S. ION .11.11.1 DOOR SIZE • 1111 1111111311111111111111111111111211111111 1.111111111111 II 11111111111111111111111111111111 EISE1101111111111111111111111111201111 1111111111111111111111111111111111111 6°x8° 6°x8° 6°x8° 6°x8° 3°x7° 3°x7° 3°x7° TYPE 4 4 4 6 6 4 4 4 MATERIAL 0 111111111111111111121 0 1111111111111111111111111111111111111 U. 11110 II 0 111111111111111111111 11131111mmum • •EI GS 4 1110111111111 11111 1111111 EMI 4 IIIII 0 II 1111111111111111111 ESIUMIIIII o III 0 111111111E111111111 UUo FINISH w ;7( 0 w t- z Lii 40 MO 11OW I 0110A.9 S co LU 0 2 Cl, S L o c S 0 0 0. 3113 0 i 112 III ii 111111111113:61 , MIN OM ..... 6°x7° 7 MI 0 OEM 0 --- RIM 116 v II l ' 11111 ' EMI 8 III 0111111111111111311111 --- NM MIMI IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII II NM NSI--- 6°x7° 7 NM 0 MEM 0 - MIMI ,,, 1111111111 3° x 7° 11.1•111111111111111111111111111111111 • 1111111011312 4 11119 III 0 IIIIIIINEIIIIIIII 11111111111 11111111111111111111111111111111111 IMMO 122 1111111.11111111 30 x 70 1111111111111111111111.1111111111111111111 1Ilill11111111111111111 • 11111111111311 8 III 01111111111011111 --- Nil OEM. 1111111111111111111111111111111111111111111111 MEM IIIIIIIIIIIIIIIIIIIIIIIIIIIII MIN U. 0 0 REMARKS ST STORAGE LOCK SET C- COORDINATOR P/P - PUSH PULL PS - PASSAGE SET PRS - PRIVACY SET LS - LOCKSET DB - DEADBOLT PH - PANIC HARDWARE HB/FB - HEAD BOLT AND FOOT BOLT INACTIVE LEAF EXISTING DOOR PIP, LS, DB PIP, LS PIP, LS, DB PIP, LS PIP, LS, DB EXISTING DOOR PS, DB EXISTING DOOR EXISTING DOOR EXISTING DOOR PS, BRUSHED NICKEL HARDWARE AND HINGES PS, BRUSHED N!CKEL HARDWARE AND HINGES PS PH, NO ACCESS HDW. FROM ROOM 113 SIDE PIP, OIL RUBBED BRONZE HARDWARE AND HINGES P/P, BRUSHED NICKEL HARDWARE AND HINGES • III 0 PRS, BRUSHED NICKEL HARDWARE AND HINGES 1111111111111111111111111111111111111111111111 MIEN • INN 01 11111111111111111111111111111111111111111111111111111111111111 UU� SeN 111111 MEM • 11111111111111111 • III • MIN ME PIP, OIL RUBBED BRONZE HARDWARE AND HINGES PIP, BRUSHED NICKEL HARDWARE AND HINGES PS PUSH BOTH WAYS PUSH BOTH WAYS EXISTING DOOR PUSH BOTH WAYS RE-LOCATE EXISTING DOOR PUSH BOTH WAYS EXISTING DOOR, ADD PH RE-LOCATE EXISTING DOOR RE-LOCATE EXISTING DOOR PH EXISTING DOOR, ADD PH EXISTING DOOR EXISTING DOOR, ADD PH F 4 F. IL NOTE: VERIFY ALL HARDWARE FUNCTIONS WITH THE OWNER PRIOR TO BIDDING OR CONSTRUCTION CASH WRAP MATERIAL MANUFACTURER LAMINATE LAMINATE CAFE LAMINATE LAMINATE LAMINATE WILSONART WILSONART WILSONART WILSONART WILSONART RETAIL BATHROOMS GRANITE LAMINATE LAMINATE WAREHOUSE BATHROOMS LAMINATE LAMINATE LAMINATE LAMIN-ART LAMIN-ART FORMICA PIONITE TRAINING ROOM / WAREHOUSE BREAK LAMINATE FORMICA LAMINATE PIONITE KIDS GAMING LAMINATE PIONITE FINISH SCHEDULE COLOR MEDALLION IN HD TUSCAN WALNUT MEDALLION IN HD TUSCAN WALNUT TUSCAN WALNUT CONTRACTOR TO PROVIDE SAMPLE FOR APPROVAL BY ASHLEY DESIGNER EURO GOLDSILVER AUTUMN ODYSSEY MINERAL SEPIA RADIANCE SUEDE ANIGRE TO BE STANDARD LAMINATE COLOR SUCH AS TAN OR BEIGE. CONTRACTOR TO PROVIDE SAMPLE FOR APPROVAL BY ASHLEY DESIGNER PRIOR TO ORDERING. MINERAL SEPIA RADIANCE SUEDE ANIGRE SUEDE ANIGRE NUMBER 1846K-35 7921-38 1846K-35 7921-38 7921-38 5030-P 5048-T 3446-RD WX041 3446-RD WX041 WX041 LOCATION COUNTERTOP BASE AND CABINETS COUNTERTOP BASE AND CABINETS WALL SURFACE BEHIND SINK COUNTERTOP PARTITIONS BASE AND CABINETS COUNTERTOP BASE AND CABINETS PARTITIONS COUNTERTOP BASE AND CABINETS / ALL DESK SURFACES CfliBINETS & COUNTERTOP TYPE ALUMINUM DOOR IN ALUMINUM FRAME NOTE: SIGN "DOOR MUST REMAIN UNLOCKED DURING BUSINESS HOURS" TYPE TYPE DOO TYPES SCALE: /"=I'-0" WOOD DOOR IN HOLLOW METAL FRAME TYPE KAWNEER TRI-FAE3 VG 45 I . FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ I " INSUL. GLAZING.CLEAR IN5IE, VISTEON VERSALUX BLUE 2000 OUTSIDE, THICKNESS S TEMPERING AS REQUIRED E5Y CCD. TYPE TYPE ALUMINUM DOOR IN ALUMINUM FRAME TYPE WOOD LOUVER DOUBLE HINGED DOORS STAIN — SHER.WIN WILLIAMS CLASSIC CHERRY KAWNEER TRI-FAB VG 45 1 FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ 1" INSUL. GLAZING.CLEAR. INSIDE, Val VERSALUX BLUE 2000 OUTSIDE. THICKNESS S TEMPERING AS REQUIRED DY CODE. KAWNEER TRI-fAB VG 45 I T. FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ " INSUL. GLAZING.CLEAR INSIDE, PPG "SOLAR GREY" OUTSIDE. THICKNESS TEMPERING AS REQUIRED BY CODE. tossoomessmemt. SCALE: 1 /4"=1 1 -0" WINDOW TYPES TYPE WOOD DOOR IN HOLLOW METAL FRAME DOOR. TO NAVE LOUVERS BUILT IN TYPE WOOD DOOR IN HOLLOW METAL FRAME MANUFACTURER: CARLSON PRODUCTS I 2"x20" DOUBLE PANE WINDOW 3/4" EXTERIOR GRADE PLYWOOD HIGH PRESSURE DECORATIVE LAMINATE BOTH SIDES, PIONITE WX041' I SUEDE ANIGRE I 8" HIGH STAILESS STEEL KICKPLATE ON BOTH SIDES TYPE 5 STANDARD GRAVITY HINGE TYPE 9 I'— • k 3 WOOD DOOR IN HOLLOW METAL FRAME HOLLOW METAL DOOR IN HOLLOW METAL FRAME KAWNEER I 600 WALL SYSTEM I . FRONT GLAZED, CLEAR ANOD, ALUIV. FRAME (1 62-004) w/ 1" INSUL. GLAZING.CLEAR INSIDE, VISTEON VERSALUX BLUE 2000 OU,T51DE. THICKNESS $ TEMPERING AS REQUIRED BY CODE. b049‘or 2 5 TRUE NORTH ; PLAN NORTH 's 3 v ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 REGIS • ED ARCHITECT STUART M. ALDERMAN STATE OF WASHINGTON 82 DEC 0 3 2009 11 ' I ' ,, ASSOCIATE ARCHITECT: AVID I ESSENT ASHLEY FURNITURE ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ;1, TUKWILA WASHINGTON :\ SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DAIE: '1h , REVISIONS: DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: I -1 ' 0812 DRAWING NAME: ; SCHEDULES SHEET NUMBER: A7.0 12/03/2009 12/03/2009 DEC 0 4 2009 PERMIT C SEE ELEVATIONS FIRE RATING REQUIRED FIRE RATING ALUMINUM/GLASS HOLLOW METAL HOLLOW METAL DOO SCHEDULE NO. 100A MIME Mill 11111111111 11111111 EMI= 1111111111 1111111111111111111111 11111111111111111111111111111111111111111111111111111111111111111 1111111111111111111■111111111111111111111111111111111111111111111 11111111111111111111 IN • MEI III • Ill III • NMI • MI 11111111111EM 11111111111111111123 111111111111111116231 III NM BS "MINI MI GB 100B 100C 100D 100E 100F 100G 100H 100J 100K 101 102 103 104A 104B 105 106 107 108 1 09 110 117 119 120 121A 121B 124A 124B 124C FRAME MATERIAL tr,1 *t.'t41 011■11■11 2H /111.1110 MI S. ION .11.11.1 DOOR SIZE • 1111 1111111311111111111111111111111211111111 1.111111111111 II 11111111111111111111111111111111 EISE1101111111111111111111111111201111 1111111111111111111111111111111111111 6°x8° 6°x8° 6°x8° 6°x8° 3°x7° 3°x7° 3°x7° TYPE 4 4 4 6 6 4 4 4 MATERIAL 0 111111111111111111121 0 1111111111111111111111111111111111111 U. 11110 II 0 111111111111111111111 11131111mmum • •EI GS 4 1110111111111 11111 1111111 EMI 4 IIIII 0 II 1111111111111111111 ESIUMIIIII o III 0 111111111E111111111 UUo FINISH w ;7( 0 0 w t- z Lii 40 MO 11OW I 0110A.9 S co LU 0 2 Cl, S L o c S 0 0 0. 3113 0 i 112 III ii 111111111113:61 , MIN OM ..... 6°x7° 7 MI 0 OEM 0 --- RIM 116 v II l ' 11111 ' EMI 8 III 0111111111111111311111 --- NM MIMI IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII II NM NSI--- 6°x7° 7 NM 0 MEM 0 - MIMI ,,, 1111111111 3° x 7° 11.1•111111111111111111111111111111111 • 1111111011312 4 11119 III 0 IIIIIIINEIIIIIIII 11111111111 11111111111111111111111111111111111 IMMO 122 1111111.11111111 30 x 70 1111111111111111111111.1111111111111111111 1Ilill11111111111111111 • 11111111111311 8 III 01111111111011111 --- Nil OEM. 1111111111111111111111111111111111111111111111 MEM IIIIIIIIIIIIIIIIIIIIIIIIIIIII MIN U. 0 0 REMARKS ST STORAGE LOCK SET C- COORDINATOR P/P - PUSH PULL PS - PASSAGE SET PRS - PRIVACY SET LS - LOCKSET DB - DEADBOLT PH - PANIC HARDWARE HB/FB - HEAD BOLT AND FOOT BOLT INACTIVE LEAF EXISTING DOOR PIP, LS, DB PIP, LS PIP, LS, DB PIP, LS PIP, LS, DB EXISTING DOOR PS, DB EXISTING DOOR EXISTING DOOR EXISTING DOOR PS, BRUSHED NICKEL HARDWARE AND HINGES PS, BRUSHED N!CKEL HARDWARE AND HINGES PS PH, NO ACCESS HDW. FROM ROOM 113 SIDE PIP, OIL RUBBED BRONZE HARDWARE AND HINGES P/P, BRUSHED NICKEL HARDWARE AND HINGES PRS, BRUSHED NICKEL HARDWARE AND HINGES • III PIP, OIL RUBBED BRONZE HARDWARE AND HINGES PIP, BRUSHED NICKEL HARDWARE AND HINGES PS PUSH BOTH WAYS PUSH BOTH WAYS EXISTING DOOR PUSH BOTH WAYS RE-LOCATE EXISTING DOOR PUSH BOTH WAYS EXISTING DOOR, ADD PH RE-LOCATE EXISTING DOOR RE-LOCATE EXISTING DOOR PH EXISTING DOOR, ADD PH EXISTING DOOR EXISTING DOOR, ADD PH F 4 F. IL NOTE: VERIFY ALL HARDWARE FUNCTIONS WITH THE OWNER PRIOR TO BIDDING OR CONSTRUCTION CASH WRAP MATERIAL MANUFACTURER LAMINATE LAMINATE CAFE LAMINATE LAMINATE LAMINATE WILSONART WILSONART WILSONART WILSONART WILSONART RETAIL BATHROOMS GRANITE LAMINATE LAMINATE WAREHOUSE BATHROOMS LAMINATE LAMINATE LAMINATE LAMIN-ART LAMIN-ART FORMICA PIONITE TRAINING ROOM / WAREHOUSE BREAK LAMINATE FORMICA LAMINATE PIONITE KIDS GAMING LAMINATE PIONITE FINISH SCHEDULE COLOR MEDALLION IN HD TUSCAN WALNUT MEDALLION IN HD TUSCAN WALNUT TUSCAN WALNUT CONTRACTOR TO PROVIDE SAMPLE FOR APPROVAL BY ASHLEY DESIGNER EURO GOLDSILVER AUTUMN ODYSSEY MINERAL SEPIA RADIANCE SUEDE ANIGRE TO BE STANDARD LAMINATE COLOR SUCH AS TAN OR BEIGE. CONTRACTOR TO PROVIDE SAMPLE FOR APPROVAL BY ASHLEY DESIGNER PRIOR TO ORDERING. MINERAL SEPIA RADIANCE SUEDE ANIGRE SUEDE ANIGRE NUMBER 1846K-35 7921-38 1846K-35 7921-38 7921-38 5030-P 5048-T 3446-RD WX041 3446-RD WX041 WX041 LOCATION COUNTERTOP BASE AND CABINETS COUNTERTOP BASE AND CABINETS WALL SURFACE BEHIND SINK COUNTERTOP PARTITIONS BASE AND CABINETS COUNTERTOP BASE AND CABINETS PARTITIONS COUNTERTOP BASE AND CABINETS / ALL DESK SURFACES CfliBINETS & COUNTERTOP TYPE ALUMINUM DOOR IN ALUMINUM FRAME NOTE: SIGN "DOOR MUST REMAIN UNLOCKED DURING BUSINESS HOURS" TYPE TYPE DOO TYPES SCALE: /"=I'-0" WOOD DOOR IN HOLLOW METAL FRAME TYPE KAWNEER TRI-FAE3 VG 45 I . FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ I " INSUL. GLAZING.CLEAR IN5IE, VISTEON VERSALUX BLUE 2000 OUTSIDE, THICKNESS S TEMPERING AS REQUIRED E5Y CCD. TYPE TYPE ALUMINUM DOOR IN ALUMINUM FRAME TYPE WOOD LOUVER DOUBLE HINGED DOORS STAIN — SHER.WIN WILLIAMS CLASSIC CHERRY KAWNEER TRI-FAB VG 45 1 FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ 1" INSUL. GLAZING.CLEAR. INSIDE, Val VERSALUX BLUE 2000 OUTSIDE. THICKNESS S TEMPERING AS REQUIRED DY CODE. KAWNEER TRI-fAB VG 45 I T. FRONT GLAZED, CLEAR ANOD. ALUM. FRAME w/ " INSUL. GLAZING.CLEAR INSIDE, PPG "SOLAR GREY" OUTSIDE. THICKNESS TEMPERING AS REQUIRED BY CODE. tossoomessmemt. SCALE: 1 /4"=1 1 -0" WINDOW TYPES TYPE WOOD DOOR IN HOLLOW METAL FRAME DOOR. TO NAVE LOUVERS BUILT IN TYPE WOOD DOOR IN HOLLOW METAL FRAME MANUFACTURER: CARLSON PRODUCTS I 2"x20" DOUBLE PANE WINDOW 3/4" EXTERIOR GRADE PLYWOOD HIGH PRESSURE DECORATIVE LAMINATE BOTH SIDES, PIONITE WX041' I SUEDE ANIGRE I 8" HIGH STAILESS STEEL KICKPLATE ON BOTH SIDES TYPE 5 STANDARD GRAVITY HINGE TYPE 9 I'— • k 3 WOOD DOOR IN HOLLOW METAL FRAME HOLLOW METAL DOOR IN HOLLOW METAL FRAME KAWNEER I 600 WALL SYSTEM I . FRONT GLAZED, CLEAR ANOD, ALUIV. FRAME (1 62-004) w/ 1" INSUL. GLAZING.CLEAR INSIDE, VISTEON VERSALUX BLUE 2000 OU,T51DE. THICKNESS $ TEMPERING AS REQUIRED BY CODE. b049‘or 2 5 TRUE NORTH ; PLAN NORTH 's 3 v ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 REGIS • ED ARCHITECT STUART M. ALDERMAN STATE OF WASHINGTON 82 DEC 0 3 2009 11 ' I ' ,, ASSOCIATE ARCHITECT: AVID I ESSENT ASHLEY FURNITURE ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ;1, TUKWILA WASHINGTON :\ SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DAIE: '1h , REVISIONS: DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: I -1 ' 0812 DRAWING NAME: ; SCHEDULES SHEET NUMBER: A7.0 12/03/2009 12/03/2009 DEC 0 4 2009 PERMIT C SEE ELEVATIONS FIRE RATING REQUIRED FIRE RATING ALUMINUM/GLASS HOLLOW METAL HOLLOW METAL 'sa• ;;;;;z-- al ////.1014I/AVAOW/oW/#.0724WWWW.Ite 11, :0 1111•11111111111■111 INNININIIM I MI 1 /..,, YI/ZA.W.Ate/oW/2# WAV.IAWA OW,WAVAIJAVIII .4.6%.../.0/% CLEARANCE TRAINING ROOM SALES REFER C 0 SHEET A8.2 --- LUMN DETAILS SALES SALES BEDDING KIDS AREA ELECTRONICS APPLIANCES EXIST. ELEC. 1 KEY PLAN SCALE: Y16"=1%0" EAST. WOOD STUD WALL TO DECK TO REMAIN I HR. FIRE RATED UL#U-305 A?.? EXIST. I 0 WOOD STUD WALL AND BRACING TO REMAIN 0 0"" • V m y - 7P ....... ar. Art CA5h WRAF' .11 RETAIL C STOMER PIC UP OffICE 5IM RETAIL MEN'S SCALE: KEY PLAN DETAIL boci%-tzse? ) r R OW LDO INVOICE MANAGER/ D.C. MANAGER RECEIVE FEB 08 2010 PERMIT CENTER 11) TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: FEB 2 201D ASHLEY FURNITURE architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 827 REGISTERED ARCHITECT ART M. ALDERMAN STATE OF WASHINGTON 1111M1111111111=111111111111111111111111=11 ASSOCIATE ARCHITECT: DAVI 1 BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 REVISIONS: 2-1 —1 0 PERMIT COMMENTS DRAI I ED: MDL REVIEWED: D13 PROJECT NUMBER: MINIIIMMEMEMEIMBE 0812 DRAWING NAME: INTERIOR WALL TYPES, ELEVATIONS, & ETAILS SHEET NUMBER: INIMINIMEEMMINEMMIENN 111111111111111111111112111811MME B B-5 12 A-28 A-1 A-19 1 WALL ELEVATIONS II SCALE: t rr-1'-e" A-2 A-35 A-4 A-5 B-1 B-2 A-6 A-7 A-18 A-37 A-27 0 2 A-9 B-11 R ICH 11 11 11 11 11 11 11 11 11 11 11 11 11 ..mmuinDOgyksiw Vio B-4 RECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 FAX: 512/916-0051 REGISTERED - -Aptc : ,1411 STUART M. ALDERMAN STATE OF WASHINGTON 8275 SHEET NUMBER: FEB 2 nin MIUMINILVEMINIIMMEIM1012 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 IMMINIMMEINEMMEME ASHLEY FURMTI: E TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 REVISIONS: A2- I — 1 0 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: INTERIOR WALL TYPES, ELEVATIONS, & DETAILS MI b olloo I 111111111111111111111112111811MME B B-5 12 A-28 A-1 A-19 1 WALL ELEVATIONS II SCALE: t rr-1'-e" A-2 A-35 A-4 A-5 B-1 B-2 A-6 A-7 A-18 A-37 A-27 0 2 A-9 B-11 R ICH 11 11 11 11 11 11 11 11 11 11 11 11 11 ..mmuinDOgyksiw Vio B-4 RECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 FAX: 512/916-0051 REGISTERED - -Aptc : ,1411 STUART M. ALDERMAN STATE OF WASHINGTON 8275 SHEET NUMBER: FEB 2 nin MIUMINILVEMINIIMMEIM1012 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 IMMINIMMEINEMMEME ASHLEY FURMTI: E TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 REVISIONS: A2- I — 1 0 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: INTERIOR WALL TYPES, ELEVATIONS, & DETAILS Eo n I ' -0" TOP TRACK 6 OOT 150 -43 BROKEN AT COLUMN HILTI X -U @ IG "O.G. (2) '( BOLTS — @ 3 " CTC SCALE: 1 " =1' -0" A -48 NOTE: FOR INTERMEDIATE COLUMNS A -38 A -42 10' -0" WALL ELEVATIONS SCALE: 8" =1' - 0" TOP PLATE "x52 12i" MTL. STUD EACH SIDE OF COLUMN H 554x4xi TOP PLATE DETi41l. A -56 A -4 TOP TRACK 600T 150 -43 CONTINUOUS OVER COLUMN HILTI X -U @ I G" O.C. 0 )i (2) 0 BOLTS @ 3" CTC NOTE: FOR END COLUMNS SCALE: 1 " =1' -0" SCALE: 1 " =1' -0" U — IT J I '- A -39 3 TOP PLATE DETAIL A -43 0 —TOP PLATE i" 1 2 111 MTL. STUD EACH SIDE OF COLUMN A -50 A -57 PLATE" x 5" x I I -6 " I ' -0" I' -6" NOTE: FOR STRAIGHT 9' -0" TALL VIGNETTE WALLS A BASE PLATE fai DETAIL SCALE: 1"=V-0" II II II 11 11 II 11 11 11 A -40 10' -0" A -51 (8)'O A36 THREADED \\ ROD W/ 3" EMBED HILTI \ HIT -HYI 50 ADHESIVE — 7 SCALE: 1"=1'-.0" A -52 NOTE: FOR "T" INTERSECTION IN 9' -0" TALL VIGNETTE WALLS —(8) 2 2) A36 THREADED ROD W/ 3" EMBED * HILTI HIT -HYI 50 ADHESIVE BASE PLATE DETAIL Inspection for verification of drilled holes and hole preparation for epoxy shall be required prior to installation of epoxy and re -bar (or bolts if applicable). Inspection shall be included with the foundation inspection. A -53 4 11 PLATE—/ x 5i" x 21- 1 011 NOTE: FOR STRAIGHT 14' -0" TALL VIGNETTE WALL BASE PLATE DETAIL SCALE: 1 " =1' -Q" 0 cf1 2'- 10" A -41 in ( 16) "O A36 THREADED ROD W/ 3" EMBEDS HILTI HIT -HYI 50 ADHESIVE A -54 b09 2av sco ■■ ■ • ■ ■■1 ■ ■ ■ ■■ ■ ■■■ �■ 1: m :■ ii� HH ■ I ■ICii�i■mii ii■ � 1t■■ ■ ■ ■I ■■ ■ ■■NIE •••11 � o du �1II Iliiitlii�l•NilII H A -47 NOTE: FOR "T" INTERSECTION IN IN I4' -0" TALL VIGNtI ►E WALL BASE PLATE T DETAIL SCALE: 1"=V-0" A -55 ( 1 i "0 A36 THREADED ROD W/ 3" EMBED $ HILTI HIT -HYI 50 ADHESIVE RECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTh PLAN NORTh ARCHI'rECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916-0051 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWILA WASHINGTO1\ SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS DRAI MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: IN TERIOR WALL TYPES, ELEVATIONS, & DETAILS SHEET NUMBER: 8275 REGISTERED ARCHITECT STUART ALDERA?IF -1 TATE OF WASHINGTON 2 201D 12/03/2009 12/03/2009 ! s > S i ¶I ii II II p fl fl tl II il r — I I R -- TT Eo n I ' -0" TOP TRACK 6 OOT 150 -43 BROKEN AT COLUMN HILTI X -U @ IG "O.G. (2) '( BOLTS — @ 3 " CTC SCALE: 1 " =1' -0" A -48 NOTE: FOR INTERMEDIATE COLUMNS A -38 A -42 10' -0" WALL ELEVATIONS SCALE: 8" =1' - 0" TOP PLATE "x52 12i" MTL. STUD EACH SIDE OF COLUMN H 554x4xi TOP PLATE DETi41l. A -56 A -4 TOP TRACK 600T 150 -43 CONTINUOUS OVER COLUMN HILTI X -U @ I G" O.C. 0 )i (2) 0 BOLTS @ 3" CTC NOTE: FOR END COLUMNS SCALE: 1 " =1' -0" SCALE: 1 " =1' -0" U — IT J I '- A -39 3 TOP PLATE DETAIL A -43 0 —TOP PLATE i" 1 2 111 MTL. STUD EACH SIDE OF COLUMN A -50 A -57 PLATE" x 5" x I I -6 " I ' -0" I' -6" NOTE: FOR STRAIGHT 9' -0" TALL VIGNETTE WALLS A BASE PLATE fai DETAIL SCALE: 1"=V-0" II II II 11 11 II 11 11 11 A -40 10' -0" A -51 (8)'O A36 THREADED \\ ROD W/ 3" EMBED HILTI \ HIT -HYI 50 ADHESIVE — 7 SCALE: 1"=1'-.0" A -52 NOTE: FOR "T" INTERSECTION IN 9' -0" TALL VIGNETTE WALLS —(8) 2 2) A36 THREADED ROD W/ 3" EMBED * HILTI HIT -HYI 50 ADHESIVE BASE PLATE DETAIL Inspection for verification of drilled holes and hole preparation for epoxy shall be required prior to installation of epoxy and re -bar (or bolts if applicable). Inspection shall be included with the foundation inspection. A -53 4 11 PLATE—/ x 5i" x 21- 1 011 NOTE: FOR STRAIGHT 14' -0" TALL VIGNETTE WALL BASE PLATE DETAIL SCALE: 1 " =1' -Q" 0 cf1 2'- 10" A -41 in ( 16) "O A36 THREADED ROD W/ 3" EMBEDS HILTI HIT -HYI 50 ADHESIVE A -54 b09 2av sco ■■ ■ • ■ ■■1 ■ ■ ■ ■■ ■ ■■■ �■ 1: m :■ ii� HH ■ I ■ICii�i■mii ii■ � 1t■■ ■ ■ ■I ■■ ■ ■■NIE •••11 � o du �1II Iliiitlii�l•NilII H A -47 NOTE: FOR "T" INTERSECTION IN IN I4' -0" TALL VIGNtI ►E WALL BASE PLATE T DETAIL SCALE: 1"=V-0" A -55 ( 1 i "0 A36 THREADED ROD W/ 3" EMBED $ HILTI HIT -HYI 50 ADHESIVE RECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTh PLAN NORTh ARCHI'rECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916-0051 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWILA WASHINGTO1\ SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: REVISIONS: 2- I - I 0 PERMIT COMMENTS DRAI MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: IN TERIOR WALL TYPES, ELEVATIONS, & DETAILS SHEET NUMBER: 8275 REGISTERED ARCHITECT STUART ALDERA?IF -1 TATE OF WASHINGTON 2 201D 12/03/2009 12/03/2009 COL. LINE DESIGNATION DECK HEIGHT LENGTH OF FURR DOWN FRAMING F-7 1 6 I I " G'-2" -- 5-2' 1 9'-2" f-G I GLG" 1 8'- J 4" 4 ± 7-G f-5 1 5'-9" 5-J 4 ± 41-4" + E-7 1 G'- 1 0" I 4 :I: 5-I ± 1 7'-0" E-G I 5 I G'-G" 3'- I 1" ± 7-8 C E-5 1 51-21' 2 3 1_ 5 1 ± ± C-7 1 4 2'- 10" ± ± C-7 TO 8) 1 3'- 1 I I /2" 2J-2 1/2" ± COL. UNE DESIGNATION DECK HEIGHT LENGTH or FURR DOWN FRAMING 7-J 1 9'-2" G'-2" -- 7-I 1 9'-2" G'-2" ±, 7-H 1 8'- J 4" 5 ± 7-G I 7-9" 4 ± 5-J 1 7 41-4" + 5-I 1 7'-4" I 4 :I: 5-h 1 7'-0" 4 ± 5-G I G'-G" 3 1 -0 1 ± COL. LINE DESIGNATION DECK HEIGHT LENGTH OF FURR DOWN FRAMING 5-G -.- 1 G'G" 0-0" + 4 ± 5 ± 5-F I 5 5`- 1" ± 4'-0" ± 3 . -5 n ± 5-E 1 5 3'-5" + 5-D 14'-1 I" 3'-2" + 7-8 C 1 3'- 1 I 1/2" 2 1 /2" ± 7-8 C-D 1 4'-4" 2'-7" ± COL. LINE DESIGNATION DECK HEIGHT LENGTH OF PURR DOWN FRAMING 7-G 1 7-9" 0-0" + 7-F II I" 5 ± 7-E 1 G'- I 0" 5`- 1" ± 7-D 1 51-2" 3 . -5 n ± COL. LINE DESIGNATION DECK HEIGHT LENGTH OF FURR DOWN FRAMING G-7 1 7'-9" 6 ± G-G I 741 ± G-5 1 G'-G' 4 ± EXIST. DECK HT. 411/ REF. SCHED. WALL HEIGHT SCHEDULE WALL SECTION .1 SCALE: P=1'-0" , .]EXIST. DECK HT. TREF. SCHED. SEE G/A8.6 MR WALL FRAMING DETAILS. SCALE: P=1'-0" NOTE: SEE DETAILS 4/A 5,G 5/A5,G fOR fRAMING INFORMATION OR NEW ffURR DOWNS. WALL HEIGHT SCHEDULE WALL SECTION id l imk EX15T. DECK HT. SCHED, II , SCALE: 1"=•1 WALL HEIGHT SCHEDULE WALL SECTION NOTE. SUSP ACOUST. CLG. AT 7-H TO 7-G 401 LEXIST. DECK HT. TREF. SCHED. SCALE: 4"=1'-0" WALL HEIGHT SCHEDULE WALL SECTION ( 4. \ EXIST DECK HT. \-.1} REF. SCND. SCALE: .P=1'-0" t _L 1 WALL HEIGHT SCHEDULE WALL SECTION b0 s• - P 4.7;?;! 1 iI4AR 1 0 2010 UKY Og n 1(6 8. !ea 11[MON P1 RECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: • architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 RumsrkmagmgnmmMnannm REGISTERED ARCHITECT M. AL STATE OF WASHINGTON 8275 ttri 2 2010 IIM111•111111111MINMIUMNIMII ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 BOUNONMEIMINIMIERNME ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98 1 88 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 REVISIONS: 2- 1 - I 0 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 0812 DRAWING NAME: I I IN TERIOR WALL TYPES, ELEVATIONS, & DETAILS SHEET NUMBER: 1 ' 1 I 1 1 ' ' 1 ' COL. LINE DESIGNATION DECK HEIGHT LENGTH OF FURR DOWN FRAMING 5-D 14 I " 3'-2" 5-C 14'-4" 2'-7" ± 5-5 13'- I 0" 2'-1" ± 5-A 13'-1 I " 2'-2" ± 7-D I 5'-2" 3 ± 7-C 14'-7" 2'- I 0" ± 7-B I 3 1 - I 0" 2 1 -1 11 ± 7-A I 4 2 ± COL. LINE DESIGNATION DECK HEIGHT LENGTH OF FURR DOWN FRAMING 1-7 I 9 G-2" ± 1-G I 8'-G" 5 -- -5 I 7-4" 4 ± H-7 I 8 6 ± 1 1 8 1 - I Gi- I " ± 11-5 I 7'-0" 4 ± COL. LINE DESIGNATION BOTTOM OF EXIST, BEAM HEIGHT OF WALL FRAMING M-9 I 7- I" I 7-1" ± M-7 i -cy' 5 1 -7" ± M-G I 5-4• I 5-4 ± M-5 15-11' M-4 14-9" 4-9" ± M-3 I 3-7" I 5-7" M-2 J3- 15-10± M- I I 2-4" I 2..4" ± K-9 17-1" 17-1" ± J-7 I G'-CY' I G-0" ± H-7 15-I" I 5-1" ± M-7 i -cy I G-CP ± M-G I 5-4" COL. LINE DESIGNATION DECK HEIGHT LENGTH OF PURR. DOWN FRAMING J-7 I 9'-2" G'-2" ± J-G I 6-7" 5 1 -7" ± J-5 I 7-4" 4 1 -4" ± COL. LINE DESIGNATION DECK HEIGHT LENGTH OF PURR DOWN FRAMING 3-H 14 I " 5'-11" ± 3-G 14 4 ± 4 DECK HT. SCHED. WALL HEIGHT SCHEDULE 1 WALL SECTION SCALE: -P=1'-0" AXIST. DECK HT. YREF. SCHED. 2 SCALE: -P=1'-0" NOTE: SEE DETAILS 4/A8, 6 $ 5/A8.6 FOR, FRAMING INFORMATION FOR NEW FURR DOWNS. SEE 6/1\8.G. FOR WALL f?,AMING DETAILS. WALL HEIGHT SCHEDULE WALL SECTION 20'-G" NEW GLULAM BEAM. REF: STRUCT. fr TYP "X" GYP. BD, TYP. — ATTACH TO BOTTOM OF EXIST, 2X4 ROOF JOISTS WHERE SHOWN, REF REFLECTED CLG, PLAN. TAPE FLOAT TEXTURE AND PAINT. 5 ." TYP "X" GYP. BD. TYP. TAPE FLOAT TEXTURE AND PAINT. SCALE: 1"=1'-0" WALL HEIGHT SCHEDULE WALL SECTION 0 -ROOF TRUSSES AND SHEATHING. REF: STRUCT. II TYP "X" GYP. 5D. TYP. TAPE FLOAT TEXTURE AND PAINT. RACE NEW MIL. STUD FRAMING AS REQUIRED TYP. NEW SOLID WOOD BEAM AT LINE OF EXIST, ROOF DECK. REF: STRUCT. NEW FURRED COL. BEYOND AEXIST. DECK HT. 1 -) REF. SCHED. SCALE: 1"=1'-0" WALL HEIGHT SCHEDULE 7 WALL SECTION bog-- 2S NOTE, 5U5P ACOUST. CLG, AT G AND Do OF FY.1.5T REAM HT. YREF, SCHEE), WALL HEIGHT SCHEDULE SCALE: 1"=1'-0" r V7 fitiV. ti L.. v f r.1"4,. ?4T 4tol CKy of Tuk1 - 311Lbh`' , 10 DVRiON = r i\ 11 i/ 11 1PREY11E-E 11 1,1)' MAR 1 0 2810 = NEW METAL FRAMING 111" "X' GYP, BD. VP. TAPE FLOAT 'TEXTURE AND PAINT, WALL SECTION NOTE. SUSP ACOUST. CLG. ATM 1-2 RECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 IMIMIIIIIMIMII11111111111•11 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. REGISTERED ARCHITECT STUART M. ALDERMAN STATE OF WASHINGTON 0812 architects & urbanists 827 FEB 2 NM 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 momanneimmimml ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 REVISIONS: 2 - I - I 0 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 1111111111111111111111•1111111111111111111111011111111111 DRAWING NAME: IIIMMINIIIIIIIIII•11111111111•1111111111111 INTERIOR WALL TYPES, EL VATIONS, & IETAILS SHEET NUMBER: MEREEDIMMINUMOR COL. LINE DESIGNATION BOTTOM OF EXIST. DECK HEIGHT OF WALL FRAMING 2-P 13 13-1 I " ± 2-0 13 I3'-5" ± 2-N 13 1/2" 13 1/2" ± 2-M 13 I 3'-10" -±, 3-K 14 4-9" ± 3-J 14 14 I " ± 3-1 15 15 ± 3-11 14 14 ± G-K 18 18 ± G-M 18 16-7" ± 7-K 19 I 9 ± COL. LINE DESIGNATION BOTTOM OF EXIST, DECK HEIGHT OF WALL FRAMING (VARIES) 7 TO 5-J 19 + 19-5" ± MAX 7 TO 8-Ic 19 ± 19-5" ± MAX 7 TO 8-F 17 ± 17-0" ± MAX 7 TO 8-H I 8-4 1/2" ± 18-4 1/2" ± MAX 8 TO 9-A 13-10" ± 13-10" ± MAX 8 TO 9-C 13 -- 13-9" ± MAX 8 TO 9-C 13 ± 13-9" ± MAX COL. LINE DESIGNATION BOTTOM OF EXIST. DECK HEIGHT OF WALL FRAMING (VARIES) 9- F TO G 17 17-5" ±: MAX COL, LINE DESIGNATION BOTTOM OF EXIST. DECK LENGTH OF FURR DOWN FRAMING E TO r I G-1 I" ± MAX 1G-11" ± MAX EXIST DECK HT. REF. SCHED. ( 1 ) WALL HEIGHT SCHEDULE 1 WALL SECTION II SCALE: 4"=1 NOTE. SUSP ACOUST. CLG. AT 3-G TO K NEW G" METAL FRAMING g" TYP "X" GYP. BD. TYP. TAPE FLOAT TEXTURE AND PAINT. EXIST DECK HT. 1 4 ) REF. SCHED. WALL HEIGHT SCHEDULE WALL SECTION NOTE: SEE DETAILS 4/A8. G. 5/AS. G FOR FRAMING INFORMATION FOR \1EW FURR. DOWNS. SEE G/A8.G. FOR WALL FRAMING DETAILS. SCALE: 1"=1'-0" NEW G" METAL FRAMING II TYP "r GYP. D. 11/P. TAPE FLOAT TEXTURE AND PAINT. EXIST DECK 1 " REF. SCHED, WALL HEIGHT SCHEDULE (4) #8 x WOOD SCREWS (4) #8 SCREWS NEW G" METAL FRAMING a TYP "X" GYP. BD. TYP. TAPE FLOAT TEXTURE AND PAINT. WALL SECTION SCALE: P=1'-0" 3585137-33 KICKOUT @ 24" 0.0. EXIST DECK HT. 14 ) REF. 5CHED. AND/OR WALL ELEVATIONS WALL HEIGHT SCHEDULE WALL SECTION SCALE: 1"=1LO" NOTE. SUSP ACOUST. CLG. AT 7 TO 8 -F AND 7 TO 8-G NOTE. SUSP ACOUST. CLG. AT 8 TO 9 - A THRU C NEW 6" METAL FRAMING go WI' "r GYP. BD. TYP. TAPE FLOAT TEXTURE AND PAINT. EXIST DECK HT. VARIES 13 I 0" TO 13'-G" g WALL SECTION 160 SCALE: P=1'-0" b0 9 2 G NEW G" METAL FRAMING 5 -" TYF' "r GYP. BD. 5 WI', TAPE FLOAT TEXTURE AND PAINT. ■,„ 12 F tr1VY17).11 \,,P ' 0 201 City o Ti DRIIViON ECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH REGISTERED ARCHITECT 1111) STUART M. ALDERMAN STATE OF WASHINGTON ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 unesmawasimmarnimmomm 8275 LED 2 2010 _ _ -- ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING 13, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 NOMENOMMINNEWMERNIEM ASHLEY FURXITTJ E TUKWILA WASHI\ GTO\ SUITE 100 17601 SOUTH CENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 111111111MMENERISIMEREN REVISIONS: 2 - 1 - I 0 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: 11•111=1111111•11111111111111M1 0812 DRAWING NAME: INTERIOR WALL TYPES, ELEVATIONS, & DETAILS SHEET NUMBER: COL. LINE DESIGNATION DECK HEIGHT LENGTH OF PURR DOWN FRAMING D-7 15 3'-5" ± D-5 14L11" 3'-2" ± EXIST DECK HT. ( I ) VAR.IES REFER TO WALL ELEVATIONS 2X4 WOOD CEILING JOISTS I G" O.C. '-0" A.F.F dm: mir 5/5" M.R. GYP. BD, \ 1 WALL SECTION I SCALE: .1"=1'-0" NEW G" METAL FRAMING "TYP "X" GYP. BD. 111". TAF'E FLOAT TEXTURE AND PAINT. (1» EXIST DECK HT. VARIES REFER TO WALL ELEVATIONS NOTE. 5U5P ACOU5T, CLG, AT I I'-0" A.F.F. @ 51M COND. RM 104 H3 I I E C X Y-0 8 A.f.f. 1ST WALLI1T. 1 1 ) 5 I -0" A,P.F 9 WALL SECTION Au SCALE: 1-"=1'-0" NEW 2X4 WOOD STUDS 1G" 0.C. EXIST. 2X WOOD CEILING JOISTS @I G" O.C. EXIST. Gyr BD. EXISTING 2X4 / WOOD STUDS 1G" O.C. ROOF TRUSSES AND SHEATHING, REF: STRUCT. II TYP "X' GYF. BD. TYP. TAPE FLOAT TEXTURE AND PAINT. dii WALL HEIGHT SCHEDULE WALL SECTION SCALE: 1"=1'-0" R- I S FIBERGLASS INSUL. TYP UNO G" MTL STUD FRAMING REF: STRUCTURAL 1-5- APA RATED SHEATHING 3 2 TYP.REF STRUCT. V EXISTING GLU LAM BEAMS 2X2 TEGULAR FISSURED SU5P.CLG SYSTEM. PROVIDE SIESMIC BRACING AS REQUIRED TYP, NEW DRYWALL PURR DOWN TYP. (3) #8 2? WOOD SCREWS @ EACH 2x4 (4) #8 SCREWS (TYP.) (3) #5 2? WOOD SCREWS @ EACH 2x4 ADD 2x4 @ 24" O.C. WI-- LU524 HANGER (4) #8 SCREWS— (TYP.) SCALE: 1"=V-0" FRAMING DETAIL 4"x4" 20 GA. ANGLES ++ / NA /„.. / N-36253137-33 -r / @ 24" 0.C. + / 1 N FRAMING DETAIL SCALE: 1"=1'-0" G005137-33 @ 24" O.C. (3) #8 I WOOD SCREWS 3G255137-33 @ 24" O.C. G0051 37-33 @ 24" O.C. 3G255137-33 @ 24" O.C. 4"x4" 20 GA. ANGLES -EXISTING OR NEW 2x4 7 FRAMING @ 24" O.C. SLOTTED TOP TRACK G" WIDE x2? DEEP x 14 GA. W/ 1? LONG SLOTTED HOLES —MTL. STUD WALL 6005137-33 @ 24" O.C. TRACK GOOT I 50-43 W/ HILT1X-U @ 12" O.C. W/ I EMBED. WALLFRAIVIING DETAIL SCALE: 1"=1'-0" o4iv. City of Ti iVISi RECEIVED FEB 08 2010 PERMIT CENTER TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: 0812 FEB 2 glitl architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 immiimmimmummiemmamin STUART M. ALDERMAN STATE OF WASHINGTON 11111111111.11111111111111101111111111111111•11 ASSOCIATE ARCHITECT: DAVID BESSENT ARCHITECTS, INC. S I 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 nommamismosummE ASHL Y FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 REVISIONS: 2- I - I 0 PERMIT COMMENTS DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: INTERIOR WALL TYPES, ELEVATIONS, & DETAILS SHEET NUMBER: t I GENERAL NOTES: I . ELECTRICIAN TO PROVIDE ALL CONDUIT AND BOXES FOR DATA LOCATIONS. 2. CONDUIT MUST BE 3" IN DIAMETER TO BOTH FRONT REAR SECTIONS Of SERVICE DESK. 3. PROVIDE QUAD Gfl OUTLET IN BASE Of WATER FEATURE (SEE DETAILS 6/A1.2 $ I /A1.3). 4. PROVIDE COAXIAL CABLE CONNECTIONS AS SPECIFIED ON THE PLAN. 5. ALL VENDING MACHINES REQUIRE DEDICATED OUTLETS. 5. CENTER OF ALL 15—, 20—, 30—AMP RECEPTACLE OUTLETS TO BE INSTALLED I 5" MIN. A.F.F. UNLESS NOTED OTHERWISE. G. ALL DUPLEX OUTLETS IN SALES AREA ARE TO BE CIRCUITED TO ALLOW 1 20WATTS PER OUTLET. 7. ALL OUTLETS FOR KIOSKS TO BE WIRED HOT AND REMAIN ON 24 HOURS, LEGEND: G. DUPLEX OUTLET 11 HOURS. moo 1Q11111 AEI CA TV (CAT5 CONNECTION) I SINGLE t3OX AT I 5" A.F,F. U.N.O. + I DUPLEX OUTLET, VERIFY MOUNTING HT. W/ OWNER PRIOR TO INSTALLATION. r1.1 DUPLEX OUTLE T WIRED HOT TO REMAIN ON 24 NEW FLOOR OUTLET— BRONZE W/ COVER TO ACCOMMODATE PLUG CORD 220V OUTLET DATA OUTLET FLOOR. TELEPHONE/ DATA RECEPTACLE QUAD OUTLET COMPUTER KIOSK W/ 4PLEX ISOLATED GROUND. CIRCUIT KIOSK OUTLETS TO INDEPENDENT "KIOSK' BREAKER CIRCUITS. SET I 2GANG BOX FOR 3 DATA LINES — RUN CONDUIT WHERE EXPOSED. TYPICAL WHERE SHOWN ON PLAN. ALL KIOSKS TO BE WIRED HOT AND REMAIN ON 24 HOURS. NOTES: I EXISTING FLOOR $ WALL OUTLETS NOT SHOWN, COORDINATE EXISTING FLOOR* WALL OUTLET LOCATIONS TO REMAIN WITH OWNER. 2. NOTE: THIS DRAWING 15 FOR GENERAL LOCATION AND IDENTIFICATION OF DATA AND ELECTRICAL OUTLETS ONLY AND SHOULD NOT BE CONSTRUCTED AS AN ENGINEERED DESIGN. ALL DEVICE SPECIFICATIONS, CIRCUITING ETC. SHALL BE THE RESPONSIBILITY Of OTHERS. 3. SEE SHEET AEI.1 FOR ADDITIONAL INfORMATION. VII1.111 V.4 . 4 , 4 4 V/ VA W./ 74 V. 7,///... WAWA .40 //eVe IVAigli 141 4,4 WA V/ VW/WAWA WO W Wh W.V. WO Vj 01111111111111 '"*.c '"11' 111,4 (t) .4 NI '////////////////////////////////////////////4 • • 5///////////////////////////////////////////// 1.6 /////////////////////// m PROVIDE ( OUTLETS, E THEIR. OWN ISOLATED GROI. REMAIN ON 24 QUAD CH ON I RCU IT. ND. TO OURS. ENTRY SALES PROVIDE GM Q1J40 OUTLET FOR OWNER SUM:Ur FOUNTAIN SALES SALES 1111111111111111111111111111111111 iuuiuuuaui WNW — 1111,1 440 121C111=1:: 1111111111111111111■111111111111 111111111111111111E1100 1' remema • wrm■ moron wror rool LET FOR 0 NER SUPPLIED FOUNTAIN 3/AE I . I 11.11.11 Illmr1111 I I 1 1 I 1 1 I 1 1 1 1 1 KIDS AREA ELECT ONICS APPLI A NCES 0 1 m or, va iarrossow. ///// ///////////////, CLEARANCE // • ////.4 r/////e.,/,/,///. •//////////e//) OFFICE OFFICE SCALE: 346"=1 ARCHITECTURAL id4 OWER FLOOR PLAN 0 009--- 2 5 b rE'VOLD CODE CDVA:11MJ eSd PYA0„i'E46 iviAR 0 2010 city TRUE NORTH PLAN NORTH ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 STUART M. ALDERMAN STATE OF WASHINGTON 4 ASSOCIATE ARCHITECT: DAVID ITSSENT ARCHITECTS, INC. REVISIONS: 812 AE1.0 DEC 03 2009 SHEET NUMBER: 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: ARCHITECTURAL POWER FLOOR PLAN crry nEc 0 4 2009 PERMIT C KI S GAMING DETAIL SCALE: / " =1' -0" O// 0 1 1 I 1111111111t• 4 r\ 0 %"'rq wirri. nrrwrw. a►rrrwrIriwrrwr� Irrrrwrrirrrr rrr L L LtW ��N■■ rrrrrrArimrAtamcrrr Ar WAREHOUSE WOMEN'S WAREHOUSE MEN'S I imp ►rirrirram rrimrrritrrr.Prrr. ►rrrM►J ►r,iirr.i.rrri.J CASH WRAP 109 ta RETAIL WOMEN'S 105 RETAIL MEN'S 110 CUSTOMER PICK -UP OFFICE COORDINATE DATA CONNECTIONS AND RECEPTACLES WITH ASHLEY PROJECT MANAGER 1 I i 102 INVOICE MANAGER/ D.C. MANAGER 103 COORDINATE DATA CONNECTIONS AND RECEPTACLES WITH ASHLEY PROJECT MANAGER rrri rr�l RaRaNRaRuRN m m m 0 0 0 0 0 REF. REF. W El WGFI 0 m wwriri►irrrurriw.rrr •.m 111% i►rni, 0 e 4S CAFE 108 VENDING t wommeramr..0 W W II .rrrrwririrrrrrw . wrrrrw 5 rrrrrrwrrwAoAr�r %d ared— .... °uwrazrr� �irrir� Aly a a a % ii rrrwiiiirrirrrrr�►rrJ 0 rt► GFII , m GFI ooa 0 BEV. CASE NEW HOT WATER HEATER, VERIFY ELECTRICAL REQUIREMENTS _ .i RECESSED OUTLET TO BE CENTERED IN WALL AND LOCATED AT 7' -0" A.F.F. LOOR PLAN DETAIL AM SCALE: / " =1' -0" // FLOOR PLAN DETAIL SCALE: %4 " =1'-0" WAREHOUSE LOCKERS 106 , D 0 ' .r4v r -NEW ICEMAKER C OFFEE MACHINE WAREHOUSE BREAK 104 ICROWAVES bo9 • z“› rrrr,rr.itrrri irrrrrit rr, itrrrirrrrrirrrrrrririrrr rrrrrrrwrr rraN■rs r.rrrriirrrrrir.�,rwwir rir TEL. $ FLOOR / OUTLETS TYP. 15 LOCATIONS AT TRAINING TABLES INING RO4PM iii/ /i OFFICE OFFICE TRUE NORTH FLAN NORTH ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 STUART M. ALDERMAN TATE OF WASHINGTON ASSOCIATE ARCHITECT: DA.VI x! M ESSENT ARCHITECTS, INC. DATE ISSUED: PRINT DATE: REVISIONS: 0812 AE1.1 architects & urbanists DEC 0 3 2009 3939 BEE CAVE ROAD BUILDING B, SUITE B -17 AUSTIN, TEXAS 78746 512/327 -6868 FAX: 512/327 -6030 1 ASHLEY FURNITURE TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DRAFTED: MDL REVIEWED: DB PROJECT NUMBER: DRAWING NAME: 12/03/2009 12/03/2009 ARCHITECTURAL POWER FLOOR PLAN DETAILS DEC 04 2009 SHEET NUMBER: PERMIT CE LEGEND: C c) O ° 3C SECURITY CAMERA - NO POWER REQUIRED. PROVIDE BLOCKING AS REQUIRED. VERIFY ELECTRICAL OR J-BOX CONDUIT REQUIREMENTS WITH SECURITY SYSTEM SUPPLIER/ INSTALLER. MOTION DETECTOR SECURITY CONTACT HEAD MOUNTS GLASS BREAK SENSOR GENERAL NOTES: I . EXISTING DOOR TO HAVE ALARM $ INTERIOR PANIC DEVICE WITH NO EXTERIOR HARDWARE. COORDINATE ELECTRICAL REQUIREMENTS $ WIRING WITH OWNER'S SECURITY COMPANY AS REQUIRED. 2. SECURITY DEVICES BY OWNER. GENERAL CONTRACTOR. TO COORDINATE. 3. CONTRACTOR TO PROVIDE ALL REQUIRED CONDUIT AND E3OXES. SALES BEDDING iiuiuuiaiaui 1111111111111•111111111111111 LANNICII Egmmi linm. — 11111111..a.-- ...111111101111 1111111111111111111111111NI •0111111111111111111•01 11110111111111111111011111 5C KIDS AREA ..,,./././..////, //////////, ////././////a/./.11,/,',./.1.1 41.11,/,/ ////, • '/////////,,,Z,././////////,././/////////,////// • • • mow //////// ././.,,,V./// •7/.1/// ././/////././.4,,,/////, • • 5C (1 ELE. 0 50 GENE NOTE 1 ENTRY 100 SALES 125 50 ......{.••■•■•••■■•• ARCHITECTURAL SCHEMATIC SECURITY PLAN SCALE: Y16"=1 SALES I 2G GENE NOTE 1 c\ ELECTRONICS APPL1 NOES Or••••■•••■•■■.• CLEARANCE 117 L FOF fP,P2M.37;;FO 'VZ i 0 2010 City fel rtgea BULDNG ORTON OFFICE 122 OffICE 123 1) ci'ves 2.5 (e CITY DEC 0 4 2009 PERMIT C TRUE NORTH PLAN NORTH j I I ■ I j i.1 ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 71- ' '' DEC 0 3 2009 , ' ' ASSOCIATE ARCHITECT: 111 AVI I: ESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING B, SUITE 13-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 ASHLEY FT:RN REVISIONS: 0812 DRAWING NAME: SHEET NUMBER: AE1.2 TUKWILA WASHINGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: 12/03/2009 PRINT DATE: 12/03/2009 1";" ' DRAFTED: MDL • REVIEWED: DB PROJECT NUMBER: E ; , ARCHITECTURAL SCHEMATIC SECURITY PLAN EXIS STRI ( ZIP NEW STRIPIN ( E' . • T ) NEW STRIPI REF. NOTE E ' TRIP! (R .'0 3 EXIST. FIRE — HYDRANT - EXIST. GAS SERVICE NEW 20' -0" CANOPY COVER - EXIST. ELECTRICAL TRANSFORMER NEW SIDEWALK NEW STRIPING (REF. NOTE. 3) EXIST. WAREHOUSE (NO WORK IN THIS AREA) EXISTING 3 HR OCCUPANCY SEPARATION WALL EXIST. EMI L. 65,495 S.F. SUITE 150 EXIST. F HYDRA N I PROPOSED SITE PLAN SCALE: 1"=40' //, N42 ° 3O'21 "E T.JGIG dU E-- 5 1 T A G A 4') EAS I I I I "II I I I I I I I L .. J PICK-UP ;PARKING % STRIPIN ( REF. NOTE 3) N42 °30'27 "E NT - EXIST. FIRE HYDRANT N N42 °50 '27 "E N47 ° 30'33" W 45.50' 23.25'- - 280:11' N EW STRIP NG (REF. NOTE 3) RE NT N41 ° 30'33 "1 i / N42 °50'27"E 1 152,5' NOTE: 1. TOTAL NUMBER OF PARKING SPACES PROPOSED IS 362. OF THOSE 10 ARE HANDICAP. 2. ALL NEW CONC. WALKS TO BE MIN 4" 3000 PSI CONC. REINF W 4X4X12GA WWF. DOWEL NEW WALKS TO EXIST. BLDG. PROVIDE EXP. JT AT EXIST TILTWALL. 3. ALL NEW SITE PARKING STRIPING AND ASPHALT REPAIR BY OTHERS. NOT IN CONTRACT. s 4. ALL EXISTING PARKING TO REMAIN TO BE RESTRIPED BY OTHERS. NOT IN CONTRACT. 127.05' N ° i?J SENSITIVE AREA BUFFER I I I CORR OTION LTR# TRUE NORTH t PLAN NORTH ARCHI'I'I CT OF RECORD: 0812 C1.0. architects & urbanists 207 SAN JACINTO BLVD: SUITE 301 AUSTIN, TEXAS 78701 512/91 -0041. FAX: 512 /916 -0051 Emsemmusangsanamm ASSOCIATE ARCHITECT: DAVID IBESSENT ARCHITECTS, INC. 3939 BEE CAVE ROAD BUILDING 13, SUITE B -17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327 -6030 ASHLEY FURNITURE TUKWILA WASHIN GTON SUITE 100 17801 SOUTHCENTER PKWY, TUKWILA, WA 98188 DATE ISSUED: PRINT DA'IS: REVISIONS: DRAFTED: MDL PROJECT NUMBER: PROPOSED SITE PLAN RECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: 12/03/2009 2/01/2010 \2 -1- I 0 PERMIT COMMENTS REVIEWED: DB DRAWING NAME: ENTRANCE DETAIL SCALE: 1"=10' NOTE: 1. ALL NEW SITE PARKING STRIPING AND ASPHALT REPAIR BY OTHERS. NOT IN CONTRACT. •sj NOTE MAX 2 c/ LOPE 0 TYP \ S VERIF EXis PAVI 0 ORAI,E NEVI IAIALK TO FLUSH WITH EXIST TY'F. ■••■■IO. T.O.WALK 99.52 , 01\10. WHEEL STOP TYP. H. SION TYP. T.O. AL loo.d NOTE MAX SLOPE 2% TYP 0 0 • NOTE MAX SLOPE 2% rrIP f1N. ffLR. 100.0 VERIFY' EXIST F'AVIN0 ORAI,E NEW WALK TO FLUSH WITH EXIST.TYP, Lii trzziAirrr c\I SIGN NO. INCLUDES TOP SIGN ONLY 2" GALV. STEEL POST COLORS: SYMBOL * BORDER: GREEN 13ACKGROUND: WHITE GALV. STEEL OR ALUM. POST CAP $ 50-200 FINE wimour VEHICLE PERMIT R HANDICAP PARKING SIGNS SINGLE AND/OR DOUBLE HEADED ARROWS MAY BE USED ON SIGNS TO MARK, MULTIPLE RESERVED PARKING SPACES. ARROW SHOULD BE OMITTED WHEN SIGN 15 TO BE USED TO A SINGLE SPACE. COLORS SHALL BE AS FOLLOWS: SYMBOL AND BORDER: GREEN BACKGROUND: WHITE HANDICAP SIGN DETAILS SCALE: 1"=1' 011 12' SIGN NO. I VAN ACCESSIBLE SIGN NO.2 (INCLUDES BOTH SIGNS) GALV. STEEL OR ALUM POST CAP SIGN NO.2 INCLUDES BOTH SIGNS 2" GALV. STEEL POST bocf. 2s(0 Firi107,V/1i;710°00 DF(a 7:1g MAR 0 2010 _ZT.2 LA, . TRUE NORTH A PLAN NORTH . . . , ' 1 . . I . , . ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 immommiamimminunin REGISTERED ARCHITECT to, STUART M. ALDERMAN STATE OF WASHINGTON 8275 TB 4201g ASSOCIATE ARCHITECT: DAVID BES SENT ARCHITECTS, INC. L 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 MEMINEEMMEMMENIER ASHLEY FUR ITURJ .41 TUKWILA WASHIXGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: I 1 1 REVISIONS: 12/03/2009 2/01/2010 2— I — I 0 PERMIT COMMENTS DRAN ED: MDL REVIEWED: D13 PROJECT NUMBER: 0812 DRAWING NAME: 11•01111111111111111111011•1111111111111 ENTRANCE DETAIL RECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: 1 i 1 cij 1 . SERVED RE z\i, PARKING - ?\i , o- zi) _=. N J ENTRANCE DETAIL SCALE: 1"=10' NOTE: 1. ALL NEW SITE PARKING STRIPING AND ASPHALT REPAIR BY OTHERS. NOT IN CONTRACT. •sj NOTE MAX 2 c/ LOPE 0 TYP \ S VERIF EXis PAVI 0 ORAI,E NEVI IAIALK TO FLUSH WITH EXIST TY'F. ■••■■IO. T.O.WALK 99.52 , 01\10. WHEEL STOP TYP. H. SION TYP. T.O. AL loo.d NOTE MAX SLOPE 2% TYP 0 0 • NOTE MAX SLOPE 2% rrIP f1N. ffLR. 100.0 VERIFY' EXIST F'AVIN0 ORAI,E NEW WALK TO FLUSH WITH EXIST.TYP, Lii trzziAirrr c\I SIGN NO. INCLUDES TOP SIGN ONLY 2" GALV. STEEL POST COLORS: SYMBOL * BORDER: GREEN 13ACKGROUND: WHITE GALV. STEEL OR ALUM. POST CAP $ 50-200 FINE wimour VEHICLE PERMIT R HANDICAP PARKING SIGNS SINGLE AND/OR DOUBLE HEADED ARROWS MAY BE USED ON SIGNS TO MARK, MULTIPLE RESERVED PARKING SPACES. ARROW SHOULD BE OMITTED WHEN SIGN 15 TO BE USED TO A SINGLE SPACE. COLORS SHALL BE AS FOLLOWS: SYMBOL AND BORDER: GREEN BACKGROUND: WHITE HANDICAP SIGN DETAILS SCALE: 1"=1' 011 12' SIGN NO. I VAN ACCESSIBLE SIGN NO.2 (INCLUDES BOTH SIGNS) GALV. STEEL OR ALUM POST CAP SIGN NO.2 INCLUDES BOTH SIGNS 2" GALV. STEEL POST bocf. 2s(0 Firi107,V/1i;710°00 DF(a 7:1g MAR 0 2010 _ZT.2 LA, . TRUE NORTH A PLAN NORTH . . . , ' 1 . . I . , . ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 immommiamimminunin REGISTERED ARCHITECT to, STUART M. ALDERMAN STATE OF WASHINGTON 8275 TB 4201g ASSOCIATE ARCHITECT: DAVID BES SENT ARCHITECTS, INC. L 3939 BEE CAVE ROAD BUILDING B, SUITE B-17 AUSTIN, TEXAS 78746 512/327-6868 FAX: 512/327-6030 MEMINEEMMEMMENIER ASHLEY FUR ITURJ .41 TUKWILA WASHIXGTON SUITE 100 17601 SOUTHCENTER PKWY. TUKWILA, WA 98188 DATE ISSUED: PRINT DATE: I 1 1 REVISIONS: 12/03/2009 2/01/2010 2— I — I 0 PERMIT COMMENTS DRAN ED: MDL REVIEWED: D13 PROJECT NUMBER: 0812 DRAWING NAME: 11•01111111111111111111011•1111111111111 ENTRANCE DETAIL RECEIVED FEB 08 2010 PERMIT CENTER SHEET NUMBER: 1 i 1 SEISMIC Seismic Design Category: SDC = D DESIGN: LIMITS: Snow Drift Load included as required by Authority Having Jurisdiction Basic Structural System Bearing Wall (Existing) & Building Frame (Entry Element) 85 Seismic Force Resisting System Special Reinf Conc, OCBF L / 360 Response Modification Factor: R = 5 (Concrete) 3.25 (OCBF) Wind Importance System Over strength Factor Omega = 2.5 (Concrete) 2 (OCBF) Members Supporting Brittle Finishes Deflection Amplification Factor Cd = 5 (Concrete) 3.25 (OCBF) +I 0.18 Site Classification per IBC Table 1613.5.2 Site Class = D Kzt = Seismic Importance Factor per ASCE 7 -05 Table 11.5 -1 l = 1.0 Wind Analysis procedure used: Spectral Response Acceleration (Short Period) S 1.406 Spectral Response Acceleration (1- Second Period) S = 0.481 5 Spectral Design Response Coefficient (Short Period) Sos = 0.937 g Spectral Design Response Coefficient (1- Second Period) SDI = 0.487 g Seismic response coefficient(s) Cs = 0.187 (Concrete) 0.288 (OCBF) Redundancy Factor (North/South Direction) NIS rho= 1.0 Redundancy Factor (East / West Direction) E/W rho= 1.0 Base shear governed by: wind Seismic Analysis procedure used: Equivalent Lateral Force (ELF) WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM DEAD LOADS LIMIT LIMITS: Snow Drift Load included as required by Authority Having Jurisdiction Basic Wind Speed MPH 85 Exposure Category L / 360 B 10 PSF 5 PSF Wind Importance l 1.0 Members Supporting Brittle Finishes Internal Pressure Coefficient Cpi = +I 0.18 Members Supporting Flexible Finishes Topographic Factor Kzt = 1.0 Members Supporting Masonry Wind Analysis procedure used: Method 2 - Analytical Uplift Load Net 5 DEFLECTION VERTICAL DEAD LOADS LIMIT LIMITS: Snow Drift Load included as required by Authority Having Jurisdiction (PSF) UNO Roof M embers, Dead + Live or Snow or Wind, Total Load (TL) Deflection L / 2 4 0, where (L is span length,inches) Roof, Live or Snow or Wind Load (RLL) L / 360 For Pre - Fabricated Wood Truss design, 10 PSF 5 PSF HORIZONTAL LIMIT and FOOTNOTE Members Supporting Brittle Finishes L / 240 (1) Members Supporting Flexible Finishes L / 180 (1) Members Supporting Masonry L / 600 DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES LOADS Snow Drift Load included as required by Authority Having Jurisdiction (PSF) UNO Roof Dead Load, Total Top Chord Bottom Chord 15 PSF For Pre - Fabricated Wood Truss design, 10 PSF 5 PSF SNOW LOAD: Flat Roof Snow Load, (PSF) pr = 25 (1) Snow Drift Load included as required by Authority Having Jurisdiction No STRUCTURAL GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is go'erned by the "International Build- ing Code (IBC) ", 2006 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Tukwila, WA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2006 IBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in anode does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineer" -The Architect of Record and the Structural Engineer of Record. • "Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Struc- tural System. • "Submit for review" - Submit to the Architect /Engineer for review prior to fabrication or construction. • "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER), who performs specialty structural engineering services for selected specialty- engineered elements identified in the Contract Documents, and who has experience and training in the Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • "Bidder- designed" - Components of the structure that require the general contractor, subcontrac- tor, or supplier who is responsible for the design, fabrication and installation of specialty - engineered elements identified in the Contract Documents to retain the services of an SSE. Submittals of "Bidder- designed" elements shall be stamped and signed by the SSE. SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for informa- tion supplemental to these drawings. OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for addi- tional information including but not limited to: dimensions, elevations, slopes, door and window openings, non - bearing walls, stairs, finishes, drains, waterproofing, railings, curtain walls, elevators, curbs, depres- sions, mechanical unit locations, and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and sta- bility of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for con- firming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Department of Oc- cupational Safety and Health). Contractor is responsible to adhere to OSHA regulations regarding steel erection items specifically addressed in the latest OSHA regulations. Bolting and field welding at all member connections is to be completed prior to the release of the member from the hoisting mechanism unless re- viewed and approved by the General Contractors temporary bracing and shoring design engineer. BRACING /SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a regis- tered professional engineer for the design of any temporary bracing and shoring. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the struc- ture during construction and shall provide temporary shoring, bracing and other elements required to main- tain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work re- quired in the construction documents and the requirements for executing it properly. CONSTRUCTION LOADS' Loads on the structure during construction shall not exceed the design loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as deter- mined by the Contractor's SSE for Bracing /Shoring. CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, me- chanical, electrical, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Documents (architectural / structural / mechanical / electrical or plumbing drawings). Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked -up structural plan indicating locations of any new equipment or loads. Submit plans to the Architect /Engineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Specifications Plan /details or Ref- erence Standards, the Architect /Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect /Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architect /Engineer before pro- ceeding with the work. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earthwork, foundations, shoring, and excavation. Any utility information shown on the drawings and details is approximate and not necessarily complete. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with adequate technical documentation to the Architect /Engineer for review. Alternate materials that are submitted without adequate technical documentation or that significantly deviate from the design intent of materials specified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless authorized by the Owner. DESIGN CRITERIA AND LOADS OCCUPANCY: Occupancy Category of Building per 2006 IBC Table 1604.5 = 1) Roof Snow Load in Low -Lying Puget Sound Basin based on WABO /SEAW White Paper.. SUBMITTALS SUBMIT FOR REVIEW: SUBM ITTALS of shop drawings, and product data are required for items noted in the individual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS for review by the Architect /Engineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect /Engineer, the Contractor shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect /Engineer. SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submitta for general conformance with the design concept and the contract documents of the building and will stamp the submittal accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BIDDER - DESIGNED ELEMENTS Submit "Bidder- Designed" deferred submittals to the Architect and SER for review prior to submission to the city for approval. Design of prefabricated, "bidder designed ", manufactured, pre - engineered, or other fabricated products shall be comply with the following requirements: 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC 2) Design within the Deflection Limits noted herein and as specified or referenced in 2006 IBC. 3) Design shall conform to the specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code confor- mance. b. Engineered component design drawings are prepared, stamped and signed by the SSE. c. Product data, technical information and manufacturer's written requirements and Agency approvals as applicable. d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Authority Having Jurisdiction. Submit adequate documentation of de- sign. (1) Wind Load is reducible to 0.7 times the Component and Cladding Loads per Table 1604.3 footnote f. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the build- ing and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop drawings (component design drawings) is for compliance with design criteria and comsatibilit with the d sign of the primary structure and does not relieve the SSE of responsikilit r " a •esig bracing, ties, anchorage, proprietary products shall be furnished and installed per manufactu s MED or the SSE's design drawings and calculations. These elements include but,arktn rnitilmirtetfor general canton/met with f Ito tided by the jurisdiction: • Exterior Cladding Systems: Curtain Wall Systems l ,' Structural Provisions of the bole el t • Prefabricated Wood Roof Trusses ® Non - structural Provisions of the k n. ' • Engineered Wood Products, (PSL, LSL, LVL) ❑ Other. • Cold- formed Metal Studs - Exterior Wall Assemblies • Cold- formed Metal Studs & Joists Framing Overhead Soffits • Cold -Form Steel Hold -down Systems royal and per RIND NtIDDL r INC* •„ TESTS AND INSPECTIONS INSPECTIONS: Special Inspections shall be done in accordance the STATEMENT OF SPECIAL INSPEC- TIONS per 1704 and 1705. Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with IBC 109.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTORS: Special Inspectors shall be employed by the Owner, Architect to provide Special Inspections for the project. Special Inspectors shall be qualified persons who are registered with WABO or an Approved Agency STATEMENT OF SPECIAL INSPECTIONS per 1704 and 1705. Special Inspections and Testing are re- quired by 1704, 1707 and 1708 for the following: FABRICATION SHOP INSPECTION: Where off -site Fabrication of gravity LOAD BEARING MEMBERS & ASSEMBLIES is performed, Special Inspector shall verify that the fabricator complies with IBC 1704.2 which includes the following: O Fabricator shall have available for Inspector's review, detailed procedures for material control that demonstrates the fabricator's ability to maintain suitable records and procedures such that, at anytime during the fabrication process, the material specification, grade and applicable test reports for primary load- carrying members, are capable of being determined. SOILS & FOUNDATION CONSTRUCTION per IBC Section 1704.7: • Periodic inspection required for: O Footing soil bearing surfaces prior to placing any reinforcing steel O Excavation depth and bearing layer prior to placing any reinforcing steel • Continuous inspection required during: o Earthwork: excavation, grading, and filling operations to satisfy requirements of IBC Table 1704.7. CONCRETE CONSTRUCTION per IBC Section 1704.4 and Table 1704.4 including: • Periodic inspection required for: O Size & placement of all reinforcing steel prior to the pour O Placement clearances around reinforcing steel at embedded conduit O Shape, location & dimensions of members formed O Use of the required design concrete mix O Maintenance of specified curing temperature and techniques • Continuous inspection required during the: O Placing of reinforced concrete, for proper application techniques O Placing & size of cast -in -place bolts and embedded fabrications prior to the pour O Placing of concrete around cast -in -place bolts and embeds O Sampling of fresh concrete O Determinations of slump, air content and temperature O Grouting operation of post - installed bolts or rebar dowels STRUCTURAL STEEL per IBC Section 1704.2: Special Inspector shall review the Fabrication shop's Quality Control procedures for completeness and adequacy relative to AISC 360 -05 Chapter M, the AISC Code of Standard Practice, AWS D1.1 -2004 Structural Welding Code and 2006 IBC code require- ments for the fabricator's scope of work: STRUCTURAL STEEL per IBC Section 1704.3 and Table 1704.3 at the site and the fabrication Shop, shall be done in accordance with the following requirements • Periodic inspection required: O Prior to the start of Fabrication for: • Verification of Shop compliance with IBC Section 1704.2.1 for completeness and adequacy of Fabrication and Quality Control procedures. ■ Verification of Shop compliance with AWS D1.1 -2004 Structural Welding Code • Verification of Shop compliance with AISC 360 -05 Chapter M & Code of Stan- dard Practice. O During welding of Single -pass Fillet Welds NOT exceeding 5/16" size as noted in IBC Table 1704.3. O During Field welding of all Metal Floor and Metal Roof Deck per AWS D1.3 as noted in IBC Table 1704.3. During the welding operations - Verification of welder qualifications During the welding operations - Verification of valid weld procedure specifications per AWS D1.1. O Prior to painting, shipping to site and erection - Verification of all welded joints per AWS D1.1 Table 6.1. © Prior to the start of Erection - Verification of framing requirements and bolting procedures per A ISC O During High Strength Bolting per IBC Section 1704.3.2 and 1704.3.3 • Continuous inspection required during: O Welding of Complete- or Partial Joint Penetration (CJP or PJP) Groove Welds per IBC Table 1704.3 & 1707. a Welding of Multi -pass Fillet Welds and Fillet Welds exceeding 5/16" size per IBC Table 1704.3 & 1707 O Inspection is required for all elements of the Seismic Load (Force) Resisting System (SLRS/ SFRS) per AISC 341 -05 Appendix Q and IBC 1707.2. o Inspection points, frequencies and in accordance with AISC 341 -05 Appendix Q5. O Nondestructive testing (NDT) of elements of the SLRS shall comply with AISC 341 -05 Ap- pendix Q5.2 for: • Complete- Joint Penetration (CJP) Groove Welds, • K -area near doubler and continuity plates, ■ Lamellar Tearing of Base Metal • Beam Copes and Access Holes • Reduced Beam Section Repairs • Weld Tab Removal Sites. COLD- FORMED STEEL per IBC Section 1707.4 shall be done in accordance with the following re- quirements: • Periodic inspection required for Verification during /of: © Welding of all elements of the seismic -force resisting system in accordance with IBC Section 1704.3.2. i m r: project applicant is responsihte for coulbranee with all applicable codas. ooeditiooe ' a p twit requirements subject to the requirements laid intarpret$tioni _ of the ,Veining authority. This review ,does not relieve tht Architect awl Engineers of Record of ,e responsibility for complete design in accordance with the craws of the governing jurisdiction and the state of Washin urisdictiuo ♦ '' Prior to the start of fabrication, Special Inspector(s), representing the Owner, shall visit the Fabricator's shop(s) where the work is to be performed, and verifies that the Fabricator maintains detailed Fabrication and Quality Control procedures that provide a basis for in- spection, control of workmanship, material control and fabricator's ability to conform to ap- proved Construction Documents and referenced Standards. O Screw attachment, bolting, anchoring, and other fastening of components within the seismic force resisting system, including struts, braces, hold - downs, diaphragms and shear walls. O Periodic spot check inspections (minimum of 30 percent) for the following: • Verify that screw attachment, bolting, anchoring and other fastening of components within the gravity load system are per structural specifications. • Verify that stud and track size, yield strength and galvanized coating weight are per structural specifications. ■ Verify that no members are bent, damaged, notched or cut. Coring of holes in studs or joists is not acceptable without prior approval from SER. • Verify that all load bearing studs are seated with a maximum space of 1/16 inch be- tween stud and track. • Verify that spacing between bottom track and support is less than 1/8 inch. ■ Verify that all pre - punched web holes are a minimum of ten inches from bearing ends and a minimum of 24 inches on center. • Verify that all load bearing and/or exterior studs, joists and tracks are plumb (within 1:1000). D CAST -IN -PLACE CONCRETE q ■ Verify that all wall stud bridging straps are correctly installed. Straps shall be taut (no sag) and shall remain taut after the dead loads are added to the structure. All load bearing and exterior studs must be attached to straps and straps correctly at- tached to strongbacks (bridging anchorage studs). Blocking shall be installed per plans. • Verify that all load bearing studs align from level to level and that all joists, metal deck flutes align with studs. ■ Verify that all joists, headers, studs and tracks are continuous (no splices, unless otherwise indicated on plan). • Verify that all bundled studs and bundled joists are connected together per plans. ■ Verify that screw heads are flush with the steel surface and penetrate into the steel studs by a minimum of three exposed threads. Verify that connections are not stripped. • Verify that seismic straps are connected with the minimum required screws or bolts into each member. Verify that screws are installed a minimum of 3/8 inches from steel edges with no less than 3/4" on center spacing. • Verify that all welding is done in accordance with the approved design or recognized design standard. ■ Verify that screws or pins in wood shear walls or horizontal diaphragms are driven so that the head is no more than 1/16" below the surface of the sheathing. Ensure that blocking or straps are provided at all panel edges if required on plans. Where off -site prefabrication of assemblies occurs, Special Inspector shall review the Fabrication shop's Quality Control procedures for completeness and adequacy relative to AISI Code of Standard Practice, AWS D1.3 Structural Welding Code - Sheet Steel and 2006 IBC 1704.2 code requirements for the fabri- cator's scope of work. WOOD CONSTRUCTION per IBC Section 1704.6 &1707.3: • Periodic inspection required for verification of o Shear Walls: Anchor Bolts, Hold -downs (HD) and Continuous Rod Tie -Down Systems (TDS) including squash blocks, LPT shear connectors, strap connectors, boundary edge nailing, plate nailing and panel edge shear nailing for size & spacing. o Diaphragms: blocking, strap connections, boundary edge and panel shear nailing size & spacing. o Moisture content of wood studs, plates, beams and joists: o Proper bottom plates sizes (2x and 3x) and plate washers. 0 Roof truss `hurricane' clips. POST - INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703.4. Inspections shall be in accordance with the requirements set forth in the approved ICC Evalua- tion Report and as indicated by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes for anchors that are the basis of the design. Special in- spector shall verify anchors are as specified in the POST INSTALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approval by the SER and require sub- stantiating calculations and current 2006 IBC recognized ICC Evaluation Services (ES) Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements re- quired within the applicable ICC Evaluation Services (ES) Report. INSPECTION SUBM ITTALS: Special inspection reports shall be provided on a weekly basis. Final special inspection reports will be required by each special inspection firm per IBC 1704.1.2. Submit copies of all inspection reports to the Architect/Engineer and the Authority Having Jurisdiction for review. STRUCTURAL OBSERVATION: Structural Observation shall be provided for structures classified as Seis- mic Design Category D, E and F in accordance with IBC Section 1709 and Section 106.3.4.1. Structural observation site visits will be as follows: during OCBF construction and at time of substantial completion. Contractor shall notify the SER in a timely manner to allow scheduled Observations to occur. Field (Observation) Reports will be distributed to the Architect, the Contractor, Special Inspector and the Authority Having Jurisdiction. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibili- ties associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1706. Contractor is referred to IBC Chapter 1707.7 and 1707.8 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous materials, piping systems and mechanical units containing flammable, combustible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall panels and suspended ceiling systems. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations. CONTRACTOR'S RESPONSIBILITIES: Contractor shall follow any recommendations by the building official for subgrade preparations, ground water management, and steep slope best management practices. GEOTECHNICAL SUBGRADE INSPECTION: The Building Official or special inspector shall inspect all sub- grades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Preparation shall have soils that are adequate to support the "Allowable Foundation Bearing Pressure(s)" shown below. DESIGN SOIL VALUES: Allowable Foundation Bearing Pressure (Assumed) 2000 PSF FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil or compacted structural fill. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless other- wise specified by the the building official. FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the footings; locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the exterior perimeter footings bear no less than 18 inches below finish grade, or as oth- erwise indicated by the building official. SLABS -ON- GRADE: All slabs -on -grade shall bear on compacted structural fill or competent native soil. All moisture sensitive slabs -on- grade or those subject to receive moisture sensitive coatings /covering shall be provided with an appropriate capillary break and vapor barrier /retardant over the subgrade prepared, barrier manufacturer's written recommendations and coordinated with the finishes specified by the Architect. REFERENCE STANDARDS: Conform to: (1) ACI 301 -99 "Standard Specifications for Structural Concrete ", (2) IBC Chapter 19- Concrete, (3) ACI 318- 05/318R -05 FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP -15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures." MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, ag- gregates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below: . with cat conform:wee with the fl'`; /ming, :1,w international Ifuitdirog Code ur the International Building Co/le + sr costrorTjatve with 111 nrlpl;r.,bl cramp, cn00 .tyUj�)G4 1,"llOtte cluir%mews a. +tr) i,.,,r P � •*��ut+6)t ct�'r1 Ur Arw and a� •te;,;:wer t ' St1')giktJ aticeAvi t laws of t:;e p;, ry f ! ` � " 4d. 'r• t , ukaa ARCHITECT OF RECORD: X architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, 'TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 l fill GIBE C RSo 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com CIVIL / STRUCTU © Copyright 01 /2010 D'Amoto Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for Its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COKVIENTS DRAFTED: LM PROJECT NUMBER: 09 -21 -052 DRAWING NAME: Si.' DCI 10/28/2009 10/28/2009 REVIEWED: TB, AM STRUCTURAL GENERAL NOTES RECEIVED JAN 2 1 201 REID MIDDLETON SHEET NUMBER: STRUCTURAL GENERAL NOTES CONTINUED Member Type /Location Foundations • Foundations- spread footings 3000 Slabs -on -Grade and Sidewalks e Exterior 3000 O Interior 3000 Columns • Short Columns 3000 Mix Design Notes: TABLE OF MIX DESIGN REQUIREMENTS Strength Test Age Maximum Maximum (psi) (days) Aggregate WIG Ratio 28 1" 28 1" 28 1" 28 1" 0.45 0.50 0.45 5% (1) W/C Ratio: Water- cementitious material ratios shall be based on the total weight of cementitious materi- als. Ratios not shown in the table above are controlled by strength requirements. (2) Cementitious Content: a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 Section 4.2.2.8. b. Maximum amount of fly ash shall be 20% of total cementitious content unless reviewed and ap- proved otherwise by SER. b. For concrete used in elevated floors, portland cement content shall conform to ACI 301 Section 4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER for review and acceptance. Air Content: Conform to ACI 301 Section 4.2.2.4. Concrete surfaces in contact with the soil require en- trained air. Horizontal exterior surfaces require "moderate exposure ". Vertical exterior surfaces require "moderate exposure ". Tolerance is ±1 -1/4%. Air content shall be measured at point of placement. (4) Slump: Conform to ACI 301 Section 4.2.2,2. Slump shall be determined at point of placement. (3) (5) Chloride Content: Conform to ACI 301 Section 4.2.2.6 and Table 4.2.2.6 for (6) Non - chloride accelerator: Non - chloride accelerating admixture may be used in concrete slabs placed at ambient temperatures below 50 °F at the contractor's option. FORMWORK: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall con- form to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f' MEASURING, MIXING. AND DELIVERY: Conform to ACI 301 Section 4.3. HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. CONCRETE CURING: Provide curing compounds for concrete as follows: (2) (3) (5) GROUT: Use 7000 psi non - shrink grout under column base plates TESTING AND ACCEPTANCE: CONCRETE REINFORCEMENT Air Content 5% (1) Apply specified curing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous operation by power spray or roller in accordance with manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period. Use membrane curing compounds that will not affect surfaces to be covered with finish materials applied directly to concrete. Apply curing compound at rate equivalent to rate of application at which curing compound was originally tested for conformance to requirements of ASTM C 309. (4) Use curing compound compatible with and applied under direction of system manufacturer of protective sealer. All concrete must achieve 1000 psi compressive strength before being subjected to freezing and thawing cycles. (6) Apply two separate coats with first allowed to become tacky before applying second. Direction of second application shall be at right angles to direction of first. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.1.2.3a, 5.2.2.1 and 5.3.2.6. Construction joints shall be located and detailed as on the construction drawings. Use of an acceptable adhesive, surface retardant, portland cement grout or roughening the surface is not required unless specifically noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non - structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumb- ing and architectural drawings and coordinate other embedded items. POST - INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post- Installed An- chor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC - Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. SHRINKAGE: Conventional and post- tensioned concrete slabs will continue to shrink after initial placement and stressing of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate tolerance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dryvit, storefront, skylight and ceiling suppliers. Contact Engineer for expected range of shrinkage. Testing: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.4.2. Additional samples may be required to obtain concrete strengths at alternate intervals than shown below. 0 Cure 4 cylinders for 28 -day test age test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 28- day strength requirements. Acceptance. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. (2) No individual test falls below the specified strength by more than 500 psi. A "test" for acceptance is the average strength of the two cylinders tested at the specified test age. REFERENCE STANDARDS: Conform to: (1) ACI 301 -99 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforce- ment Supports." (2) ACI SP -66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement." (3) CRSI MSP -2 -98 "Manual of Standard Practice." (4) ANSI /AWS D1.4 "Structural Welding Code - Reinforcing Steel." (5) IBC Chapter 19- Concrete. (6) ACI 318 -05. SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals, data and drawings." Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars Bar Supports Tie Wire ASTM A615, Grade 60, deformed bars. CRS I MSP -2 -98, Chapter 3 "Bar Supports." 16 gage or heavier, black annealed. FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication ", and ACI SP -66 "ACI Detailing Manual." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2,2.2. "Welding" and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placement." Placing tolerances shall conform to Section 3.3.2.1 "Tolerances. " CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3: Concrete cast against earth 3" Concrete exposed to earth or weather 2" Ties in columns and beams 1 - %a" Bars in slabs '/4" or 1" per plan SPLICES: Conform to ACI 301, Section 3.3.2.7. Refer to "Typical Lap Splice and Development Length Schedule" for typical reinforcement splices. Use Class B splices unless noted otherwise. Mechanical con- nections may be used when approved by the SER. The splices indicated on individual sheets shall control over the schedule. FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Other bars require preheating. Do not twist bars. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the follow - ing minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to re- bar fabrication: Wall Thickness 6" 8" BRICK VENEER Horizontal Bars #4 @12 "CC #5 @12 " OC REFERENCE STANDARDS: Conform to: Vertical Bars Location #4 @12 "OC @CL of Wall #5 @12 "OC @CL of Wall 1) IBC Chapter 14 "Exterior Walls." 2) ACI 530 -05 /ASCE 5- 05 /TMS 402 -05 "Building Code Requirements for Masonry Structures. ", Chap- ter 6 "Veneer" Herein referenced as MSJC. 3) ACI 530.1 -05 /ASCE 6- 05 /TMS 602 -05 "Specification for Masonry Structures." Herein referenced as MSJC.1. ANCHORS: Anchor ties shall be the DUR -O -WAL seismic anchors. Anchor ties shall be made of 14 gage or 12 gage galvanized metal that shall be engineered to attach: • to the face of Masonry or concrete (D /A 5213 5) with a special W expansion bolt for concrete or ma- sonry retrofit applications (D /A 995). • to steel stud (D /A 807), wood stud (D /A 808), or steel frames (D /A 807) with 2 screws per anchor. • or to channel slot anchor assemblies with D/A 931 or D/A 131 anchors. Anchors in Seismic Design Category D, E or F shall have 12 gage or 11 gage pintle with shear lugs to hold pencil rod or #9 wire veneer reinforcement. Pintles shall extend minimuml -%Z" into the veneer. Anchors shall adjust 1 - up or down to allow for different course heights and shall allow at least %" horizontal in -plane movement to accommodate expansion & contraction. Provide either a standard hot - dipped galvanized finish (1.5 oz zinc PSF) or 304 stainless steel finish, whichever is required for the project. Provide screws at each anchor for the stud applications: use D/A 807 for steel, D/A 808 for wood, D/A 995 or special '/" expansion bolt (Hilti or equal) for concrete or masonry retrofit applications. ANCHOR SPACING & WIRE REINFORCEMENT: Anchor ties shall be spaced so as to support not more than 2.0 square feet of wall area (Seismic Design Category D per MSJC, Section 6.2.2.10.2.2) but not more than 32 inches on center horizontally and not more than 18 inches on center vertically. Anchor ties shall be connected to horizontal joint reinforcement wire of No. 9 gage or equivalent. The joint reinforcement shall be continuous with 10" lap splices permitted. SUBMITTALS: Submit product specific information on anchor size, type and capacities with corresponding ICC -ESR reports to the Architect /Engineer for review. CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a maximum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs except as otherwise provided in IBC Section 1402 -1405. An air space of at least 1-2 inch should be maintained between the backing and the veneer in which case temporary spot bedding may be used away from the ties to align the veneer. Spot bedding at the ties shall be of cement mortar entirely surrounding the ties. The air space must be kept free and clear of debris and mortar droppings. BRICK PANELS: The panel manufacturer is responsible for the design of the panels and their connection to the primary structure, Edge beams have been designed for vertical load only. The panel manufacturer shall provide braces and ties to account for load eccentricities and lateral forces. The maximum vertical load and location of the bearing points is noted on the drawings. Brick panel shop drawings shall indicate the magni- tude and location of all loads imposed onto the primary structure. The panel manufacturer engineer shall be responsible for verifying that panel bracing or ties are attached to the primary structure in such a manner that their forces do not cause any distress to the primary structure. Where necessary, additional structural ele- ments shall be provided by the panel manufacturer to safely distribute the loads to the anchors. POST - INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) DESIGN STANDARDS: Post- Installed Anchors into concrete for this project are designed in accordance with American Concrete In- stitute, ACI 318 -05, Appendix D Specifications. POST- INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post- Installed anchors types and locations shall be approved by the SER and shall have a current ICC - Evaluation Service Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Submit current manufacturer's data and ICC ESR report to SER of for alter - nates and all non pre- approved anchors to SER for approval. Anchors shall be installed in strict accordance to ICC -ESR and manufacturers instructions. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, diameter and embedment shall be as indicated on drawings. 1. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE, as applicable and in accordance with corresponding current ICC ESR report. Drilled -in anchor embedment lengths shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (7D). a. SIMPSON "SET -XP" — ICC ESR 2508 for anchorage to CONCRETE 2 SCREW ANCHORS: The following Screw type anchor is pre - approved for anchorage to Con- crete in accordance with corresponding current ICC ESR report: b. SIMPSON "TITEN HD" — ICC ES R -2322 for CONCRETE Only c. SIMPSON "TITEN HD MIN I" — Appropriate ICC Report Per MFR STRUCTURAL STEEL DESIGN STANDARDS: Structural Steel for this project is designed in accordance with American Institute of Steel Construction (AISC) Specifications. Structural Steel for this project is designed per: • AISC - "Manual of Steel Construction, Thirteenth Edition (2005). SEISMIC LOAD RESISTING SYSTEM (SLRS): The Seismic Load Resisting System" (SLRS) is defined as the assembly of structural elements in the building that resists seismic loads, including steel braced frame elements of the OCBF, collectors, and diaphragms. Refer to DRAWING LEGEND for symbols used to des - ignate SLRS elements on the plans and STRUCTURAL STEEL SEISMIC PROVISIONS Section of General Notes for requirements. REFERENCE STANDARDS: 1) IBC 2006, Chapter 22 - Steel, hereafter referenced as IBC. 2) ANSI /AISC 303 -05 - Code of Standard Practice for Steel Buildings & Bridges, hereafter referenced as AISC 303. 3) ANSVAISC 360 -05 - Specification for Structural Steel Buildings, hereafter referenced as AISC 360. 4) AISC348 -04 /RCSC - Specification for Structural Joints using ASTM A325 or A490 Bolts, prepared by "Research Council on Structural Connections (RCSC), hereafter referenced as RCSC. 5) AWS DI.1 -04 Structural Welding Code - Steel, hereafter referenced as AWS D1.1. SUBM ITTALS: (1) Shop drawings shall be prepared in accordance with AISC 360 Section M.1 and AISC 303 Section 4. (2) Submit welder's certificates verifying qualification within past 12 months. (3) Affidavit stating the steel provided meets the requirements of the grade(s) specified. (4) Weld Procedure Specifications ( WPS's). MATERIALS: Wide Flange (VV), Tee (WT) Shapes ASTM A992 Fy = 50 ksi Channel (C) & Angle (L) Shapes ASTM A36, Fy = 36 ksi Structural Bars & Plates (PL) ASTM A36, Fy = 36 ksi Hollow Structural Section Square /Rect (HSS) ASTM A500, Grade B Fy = 46 ksi High - Strength Bolts ASTM A325/F1852, Type 1, Plain Nuts ASTM A563 Washers (flat or beveled) ASTM F436— required @ slotted & oversize holes Anchor Rods (Anchor Bolts) ASTM F1554, Gr. 36 Mild Threaded Rods ASTM A36, Fy = 36 ksi Threaded Rods (Anchor Bolts) ASTM A307, Fy = 35 ksi Dowel Bar Anchors ASTM A496 — Nelson /TRW D2L or equal Welding Electrodes E70Xx E71TXX unless noted otherwise with a mini - mum toughness of 20 ft -lbs at 40 degrees Fahrenheit. WELDING: 1) Welding shall conform to AWS 01.1 and visually conform to AWS Section 6 and Table 6.1. Fabrica- tion /erection inspections by the Contractor per AWS D1.1 Section 6, shall be by associate /certified inspectors (AWVCWI) per AWS QC1 or AWS B5.1. Special Inspections (verification inspections) shall be by a certified Welding Inspector (WI) or Senior Welding Inspector (SWI) per AWS B5.1. 2) Welders shall be qualified for the specific prequalified joints required by the design and certified in accordance with WABO requirements. 3) Welding shall be done in accordance with appropriate Weld Procedure Specifications (WPS's). Welders shall be familiar with the applicable WPS's. 4) Welding shall be done with AWS Prequalified Welding Processes unless otherwise approved. 5) Welder qualifications and WPS's shall be maintained at the site of the work and shall be readily available for inspection upon request, both in the shop and in the field. 6) Use E70 or E71T, 70 ksi strength electrodes appropriate for the process selected. 7) Prior to the start of work, Special Inspectior or, if "AISC Certified" or otherwise "Approved" Shop, a shop Certified Weld Inspector (CWI) certified in accordance with provisions of AWS QC1, shall in- spect and document compliance with the following: • Confirm welder qualifications prior to the start of work. • Review all WPS prior to the start of work. • Confirm materials in fabrications conform to the specifications. • Periodically observe joint preparation, fit -up and welder techniques. • Identify on plans all multi -pass fillet welds, single pass fillet welds greater than 5/16 ", and Complete- and Partial- Joint Penetration (CJP or PJP) groove welded butt joints that require Continuous (Special) Inspection. • Visually inspect all welds per Special Inspection Requirements for Steel and AWS Section 6.5 and Table 6.1. 8) Welding of high strength anchor rods is prohibited unless approved by Engineer. 9) Welding of Headed Studs on EMBEDDED STEEL PLATES for Anchorage to Concrete: Headed studs welded to steel embedment plates cast monolithic with concrete and shall be welded in accor- dance with AWS D1.1 Chapter 7 "Stud Welding ", unless noted otherwise on plans. HIGH - STRENGTH BOLTING: 1) High Strength bolts shall be of the ASTM Grade and Type specified in the Materials section. Unless noted otherwise, install bolts in joints in accordance with the RCSC Specification as Joint Type ST, "Snug Tight" - per RCSC Specification Table 4.1 and Section 8.1. Inspection is per RCSC Section 9.1. Bolts have been designed as ASTM A325 -N bolts — "threads included in the shear plane ". ANCHORAGE to CONCRETE: 1) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete shall be as indicated on the plans with minimum 1/2" dia. WHS x 6" long but provide not less than 3/4" inte- rior cover or 1 %" exterior cover to the opposite face of concrete, unless noted otherwise. 2) COLUMN ANCHOR RODS and BASE PLATES:. All columns (vertical member assemblies weigh- ing over 300 pounds) shall be provided with a minimum of four 3 /4 diameter anchor rods. Column base plates shall be at least '/" thick, unless noted otherwise. Cast -in -place anchor rods shall be provided unless otherwise approved by the Engineer. Unless noted otherwise, embedment of cast - in -place anchor rods shall be 12 times the anchor diameter (12D). FABRICATION: • Conform to AISC 303, Section 8 and AISC 360 Section M2 and M5. • Structural Welding and qualifications shall conform to the AWS D1.1. • The fabricator shall maintain detailed fabrication &erection quality control procedures per IBC Sec- tion 1704.2.1 that provides the basis for inspection control of the workmanship and ensures that the work is performed in accordance with Code of Standard Practice, the AISC Specification, and the Contract Documents. Fabricators certified by the AISC Quality Certification Program with the follow- ing level of certification: Sbd — Conventional Steel Building Structures are deemed to comply with this provision. VERIFICATION INSPECTION: • Structural Welding inspections and qualifications shall conform to the AWS D1.1. See WELDING notes and SPECIAL INSPECTIONS for Structural Steel. • Special Inspector shall review the procedures for completeness and adequacy relative the Code and the Work. Further shop Special Inspections may be waived if the Fabricator is "AISC Certified" or otherwise "Approved" by the Authority Having Jurisdiction per IBC Section 1704.2.2. See SPECIAL INSPECTIONS for Structural Steel. • Periodic Inspections shall include the initial quality verification inspection, an inspection during the fabrication of the first 20 tons of steel and one shop visit for every one hundred tons or fraction there- after and a final inspection at the completion of framing. • ERECTION: 1) Conform to AISC 303, Section 7 "Erection", Section 8 "Quality Assurance." and AISC 360, Section M4. 2) The Erector shall maintain detailed fabrication & erection quality control procedures that ensure that the work is performed in accordance with AISC 360 Section M, AISC 303, and the Contract Docu- ments. 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.11. 4) Structural Welding to conform to the AWS D1.1 and applicable WELDING notes above. 5) Special Inspector shall inspect the steel framing to verify compliance with the details shown on the Contract Documents including member size, location, bracing and the application of proper joint de- tails at each connection. 6) High strength bolting shall be periodically inspected by the Special Inspector per IBC Section 1704.3.3. BRACING and SAFETY PROTECTION: The contractor shall provide temporary bracing and safety protec- tion required by AISC 360 Section M4.2 and AISC 303 Section 7.10 and 7.11. PROTECTIVE COATING REQUIREMENTS: 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifications. 2) INTERIOR STEEL: a. Unless noted otherwise, do not paint steel surfaces to be, • Concealed by the interior building finishes, • Fireproofed, • Embedded in concrete, • Specially prepared as a "faying surface" for Type -SC "slip - critical" bolted connections, unless the coating conforms to requirements of the RCSC Bolt Specification and is ap- proved by the Engineer. • Welded; if area requires painting, do not paint until after weld inspections and Non- destructive testing requirement, if any, are satisfied. b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicated in the project specifications. Field touch -ups to match the finish coat or as otherwise indicated in the project specifications STRUCTURAL STEEL SEISMIC PROVISIONS SCOPE: In addition to the standards specified in the STRUCTURAL STEEL Section, all Structural Steel that is part of the Seismic Load Resisting System (SLRS) shall comply with the following STRUCTURAL STEEL SEISMIC PROVIS IONS. SEISMIC LOAD RESISTING SYSTEM (SLRS): The Seismic Load Resisting System (SLRS) is defined as the assembly of structural elements in the building that resists seismic loads, including horizontal elements that "collect" seismic loads, collectors (a.k.a. "drag struts "), horizontal floors and roof decks (a.k.a. "diaphragms ") and their edge framing elements (a.k.a. "diaphragm chords ". The seismic steel resisting system (SLRS) for this project is classified as: 1) Ordinary Concentrically Braced Frames (OCBF) REFERENCE STANDARDS: In addition to the REFERENCE STANDARDS of the STRUCTURAL STEEL SECTION, the following documents are referenced it these provisions. 1) ANSVAISC 341 -05 "Seismic Provisions for Structural Steel Buildings." Herein referenced as AISC 341. 2) AWS 01.8 - 05 —"Structural Welding Code — Seismic Supplement." Herein referenced as AWS 01.8 QUALITY ASSURANCE PLAN: Quality control "QC" and quality assurance "QA" for members of the SLRS shall be provided in accordance with AISC 341, Appendix Q. Visual welding inspection points and frequen- cies shall per tables listed in Sections Q5. SUBMITTALS (1) Shop drawings of the SLRS shall be prepared in accordance with AISC 303 Section 4 and AISC 341 Section 5.2 and shall include the following. • Designation of the members and connections part of the SLRS • Connection material specifications • Locations of "Demand Critical" welds (DCW): • Locations and dimensions of "Protected Zones" (PZ). • Gusset plates drawn to scale when they are detailed to accommodate inelastic rotation (2) Weld Procedure Specifications ( WPS's). (3) Charpy V -notch Conformance Certification for Welding Electrodes. SLRS MATERIALS: Structural steel part of the SLRS shall meet the requirements of AISC 341, Section 6.1. Reference MATERIALS section of the STRUCTURAL STEEL for specific ASTM specifications. SLRS HIGH - STRENGTH BOLTING REQUIREMENTS: Bolted members of the SLRS to be prepared with Class A faying surfaces per RCSC Specification Section 3.2 and shall have faying surfaces prepared and bolts installed in accordance with the Joint Type SC Class A (uncoated) - "Slip- Critical" per RCSC Specifi- cation Table 4.1 and Section 8.3. Inspections shall be per RCSC Section 9.3. SLRS WELDING REQUIREMENTS: In addition to the WELDING REQUIREMENTS specified in the STRUC- TURAL STEEL section, all welding applied to the SLRS shall conform to the additional provisions of AISC 341, Appendix W "Welding Provisions ", and AWS D1.8 and the following: 1) Welding shall be done in accordance with appropriate Weld Procedures. Welding Procedures shall be in accordance with AISC 341, Appendix W, Section 7.3 and AWS D1.8 Section 6.1. 2) Welds of all members defined part of the SLRS shall be made with filler metal conforming to the re- quirements of AISC 341, Section 7.3a, AWS D1.8 Section 6.3 which can produce welds that have a minimum Charpy V -Notch toughness of 20 foot - pounds at minus 0 degrees Fahrenheit. Submit evi- dence of compliance. 3) Complete (joint) Penetration (CP or CJP) groove welded butt joints of members defined as part of the SLRS shall have Continuous Inspection and shall be subject to Nondestructive Testing per Spe- cial Inspection Requirements for Steel and AWS Section 6. Provide NDT Tests where indicated on the drawings. TACK WELDS: All Tack Welds to part of the SLRS, shall comply with the requirements of AWS 01.8 Section 6.16. METAL ROOF AND FLOOR DECK REFERENCE STANDARDS: Conform to (1) ICBO Report ER -2078P reissued December 2, 2002: (2) AISI NAS or ASCE 8 (3) North American Specification for the Design of Cold- Formed Steel Structural Members NASPEC 2001. (3) AISI "Specification for the Design of Cold- Formed Steel Structural Members ", (4) AWS D1.3 "Structural Welding Code - Sheet Steel." SUBMITTALS: Submit shop drawings to the Architect /Engineer for review. Shop drawings shall include ma- terial type, design loads, diaphragm capacities, span layout by SSE, deck attachments, metal deck edge form design & calculations, and shoring requirements. All openings shall be indicated. Any alternate deck types and gages shall be submitted to the Architect /Engineer for review prior to fabrication and shall include a valid ICC evaluation report, calculations &shop drawings (component design drawings) stamped by the SSE. MATERIAL: ASTM A653 — SS Designation, Grade 33. Zinc coated per A653, G60. Minimum yield strength shall be 38 ksi. TYPE: Deck shall be "Verco" type as shown on the structural drawings based on 3 -span, unshored condition. Shoring is required for conditions other than 3 -span. To eliminate shoring, the contractor may choose to use a heavier gage deck with approval by the SER. DIAPHRAGM CAPACITY: Deck and attachments shall be capable of resisting the diaphragm shears where indicated on the drawings. Submit ICC Evaluation Report as proof of compliance. INSTALLATION: Install deck in accordance with supplier's instructions and shop drawings. Attachments shall resist the uplift forces and the diaphragm shear forces shown on the drawings. Welding shall conform to AWS 01.3. Welders shall have current WABO Light Gage Certification. Minimum end lap shall be 2" cen- tered over supports. Minimum bearing shall be 2." OPENINGS' Deck openings less than 6" do not require reinforcement. For larger openings, refer to typical details. ACCESSORIES: Deck manufacturer shall furnish shoring plans, closure plates, ridge and valley plates, cant strips, sump pans, flashing and all other light gage steel material required to complete the work. DECK FASTENING: Minimum deck fastening shall be as follows, unless noted otherwise on the drawings: • 1/2" diameter puddle welds each rib at transverse and perimeter supports, • 1/2" diameter puddle welds at 6" OC at longitudinal supports, • Side lap connections necessary to develop the shear loading indicated on the diaphragm schedule, but not less than 300 PLF COLD - FORMED STEEL FRAMING REFERENCE STANDARDS: Conform to: (1) AISI "North American Specification for the Design of Cold- Formed Steel StructuraluMembers- including w *w 2004 Supplement." RENEWED El ODECOMPL1 l (2) AISI "Standard for Cold Formed Steel Framing — General Provisions" (3) AISI ""Standard for Cold Formed Steel Framing — Header Design" (4) AISI "Standard for Cold Formed Steel Framing —Wall Stud Design" (5) AISI "Standard for Cold Formed Steel Framing — Lateral Design" (6) AISI "Standard for Cold Formed Steel Framing — Truss Design" (7) AWWC "Wall and Ceiling Standards" Sec. 9.8 "Exterior Steel Studs Wall Systems.' (8) AWS D1.3 "Structural Welding Code - Sheet Steel." SUBMITTALS: Submit panelized wall shop drawings and floor / roof framing shop drawinig SER, GC and Architect. Shop drawings shall indicate member sizes, spacings, and mater assembly details and connections; type and location of welds and other fasteners; bridging and bridging an- chorage. Submit product data and proof of ICC approval for framing members and fasteners. MATERIALS: Structural Sections Roof Joists Sheet Metal Screws 54, 68 and 97 -mil; ASTM A653 Grade D or ASTM A1011 Grade 50, Min Fy =50 KSI, 33 and 43 -mil; ASTM A653 Grade A, or ASTM A1011 Grade 33, Min Fy =33 KSI Dietrich cold- formed steel framing Grabber Self - Drilling, #10 screws unless noted otherwise on drawings; ASTM C1513 or SER approved alternate bo'2S (c, 1R •i021 City of Tukwila sj ht i1Ntfiile l� ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 EllIGIJMEERSe 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com CIVIL / STF2LJ CT" LJF2AL © Copyright 01 /2010 D'Amoto Conversano Inc. M Rights Reserved This document, and the ideas and designs may not be reused, In whole or in part, without written permission from D'Amato Convey ano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET , N 01 -19 -10 BD COMMENTS DRAFTED: LM REVIEWED: TB, AM PROJECT NUMBER: 09 -21 -052 DRAWING NAME: STRUCTURAL GENERAL NOTES CONTINWEa JAN 2 1 20 i0 REID MIDDLETON SHEET NUMBER: S1.2 X16 architects & urbanists DCI 10/28/2009 10/28/2009 DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD FOOTING SCHEDULE) I INDICATES WIDE FLANGE COLUMN (P1) PILE CAP SYMBOL (REFER TO SPREAD PILE CAP SCHEDULE) INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR TUBE STEEL (TS) COLUMN TILT –UP /PRECAST CONCRETE WALL CONNECTION SYMBOL (REFER TO CONNECTION DETAIL) o INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR STEEL PIPE COLUMN SHEAR WALL SYMBOL (REFER TO SHEAR WALL SCHEDULE) ® INDICATES WOOD POST I W6 > 0 REVISION TRIANGLE ■ INDICATES BUNDLED STUDS 1 TILT –UP /PRECAST CONCRETE WALL PANEL NUMBER (REFER TO TILT –UP/ PRECAST CONCRETE WALL ELEVATIONS) INDICATES CONCRETE COLUMN a' 11 CMU WALL REINFORCING SYMBOL (REFER TO CMU WALL REINFORCING SCHEDULE) INDICATES PRECAST CONCRETE COLUMN I y ! ,, 8 CONTINUITY PLATE LENGTH (REFER TO TYPICAL DETAIL) � INDICATES MOMENT FRAME CONNECTION <DS> INDICATES DOUBLE SHEAR CONNECTION (REFER TO THE DOUBLE SHEAR PLATE CONNECTIONS DETAIL) INDICATES DRAG CONNECTION •— INDICATES NUMBER OF STUD RAIL REQUIRED AT COLUMN (REFER TO STUD RAIL DETAILS) INDICATES WOOD OR STEEL STUD WALL ( SR ) 1' ? 1 0 ROOF /FLOOR DIAPHRAGM NAILING SYMBOL (REFER TO DIAPHRAGM NAILING SCHEDULE) INDICATES MASONRY /CMU WALL STEEL COLUMN SYMBOL (REFER TO STEEL COLUMN SCHEDULE) INDICATES CONCRETE /TILT –UP CONCRE WALL C1 4 f h ' r ` ' T /SLAB ELEVATION SYMBOL (T/ REFERS MH E ELEVATION TO COPONENT REFERENC THAT ES ) INDICATES WOOD OR STEEL STUD SHEAR WALL > rr X -X ■ 3 Q � STUD BUBBLE (INDICATES NUMBER OF STUDS REQUIRED IF EXCEEDS NUMBER SPECIFIED IN PLAN NOTE) INDICATES BEARING WALL BELOW --� INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN FOOTING DETAIL) INDICATES EXISTING WALL DETAILS OR SECTION CUT (DETAIL NUMBER /SHEET NUMBER) POST– TENSION DEAD END (PLAN) X / SX.X © DETAILS OR SECTION CUT IN PLAN VIEW (DETAIL NUMBER /SHEET NUMBER) ?—�- POST– TENSION STRESSING END (PLAN) 41517 -' INDICATES LOCATION OF CONCRETE WALLS, SHEAR WALLS OR BRACED FRAME ELEVATIONS 3 POST– TENSION PROFILE PLAN PROFILE ( PLAN) ( IN INCHES) X /SX.X I r SPAN INDICATOR (INDICATES EXTENTS OF FRAMING MEMBERS OR OTHER STRUCTURAL COMPONENTS) ' INTERMEDIATE STRESSING (PLAN) t —� INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS c Angle FIN Finish PSI Pounds Per Square AB Anchor Bolt FLR Floor Inch ADDL Additional FRP Fiberglass PSL Parallel Strand ALT Alternate Reinforced Plastic Lumber ARCH Architectural FTG Footing P –T Post– Tensioned B or BOT Bottom F/ Face of PT Pressure Treated B/ Bottom Of GA Gage R Radius BLDG Building GALV Galvanized RD Roof Drain BLKG Blocking GEOTECH Geotechnical REF Refer /Reference BMU Brick Masonry Unit GL Glue Laminated REINF Reinforcing BP Baseplate Timber REQD Required BRB Buckling Resisting GWB Gypsum Wall Board RET Retaining Braced HDR Header SCB Special Concentric BRG Bearing HF Hem –Fir Braced BTWN Between HGR Hanger SCHED Schedule C Centerline HD Hold –down SHTHG Sheathing C Camber: HORIZ Horizontal SIM Similar CB Castellated Beam HP High Point SMF Special Moment CIP Cast in Place HSS = TS (Hollow Frame CJ Construction or Structural Section) SOG Slab on Grade Control Joint IBC International Building SPEC Specification CJP Complete Joint Code SQ Square Penetration ID Inside Diameter SR Studrail CLR Clear IE Invert Elevation SF Square Foot CMU Concrete Masonry IF Inside Face SST Stainless Steel Unit INT Interior STAGG Stagger /Staggered COL Column k Kips STD Standard CONC Concrete KSF Kips Per Square Foot STIFF Stiffener CONN Connection LF Lineal Foot STL Steel CONST Construction LL Live Load STRUCT Structural CONT Continuous LLH Long Leg Horizontal SWWJ Solid Web Wood C'SINK Countersink LLV Long Leg Vertical Joist CTRD Centered LP Low Point SYM Symmetrical 0 Diameter LONGIT Longitudinal T Top DB Drop Beam LSL Laminated Strand Lumber T/ Top Of DBA Deformed Bar Anchor LVL Laminated Veneer Lumber T &B Top & Bottom DBL Double MAS Masonry TC AX LD Top Chord DEMO Demolish MAX Maximum Axial Load DEV Development MECH Mechanical TCX Top Chord Extension DF Douglas Fir MEZZ Mezzanine TDS Tie Down System DIAG Diagonal MFR Manufacturer T &G Tongue & Groove DIST Distributed MIN Minimum THKND Thickened DL Dead Load MISC Miscellaneous THRD Threaded DN Down NIC Not In Contract THRU Through DO Ditto NTS Not To Scale TRANSV Transverse DP Depth /Deep OC On Center TYP Typical DWG Drawing OCB Ordinary Concentric UBC Uniform Building (E) Existing Braced Code EA Each OD Outside Diameter UNO Unless Noted EF Each Face OF Outside Face Otherwise EL Elevation OPNG Opening URM Unreinforced Ii ELEC Electrical OPP Opposite Masonry Unit ELEV Elevator OWSJ Open Web Steel Joist VERT Vertical ii.i EMBED Embedment OWWJ Open Web Wood Joist W Wide EQ Equal E Plate W/ With EQUIP Equipment PAF Powder Actuated Fastener W/O Without EW Each Way PC Precast WHS ' Welded Headed Stud EXP Expansion PERP Perpendicular WP Working Point EXP JT Expansion Joint PLWD Plywood WiNF Welded Wire F b i c EXT Exterior PP Partial Penetration ± Plus or Minus �_1 FD Floor Drain PREFAB Prefabricated FDN Foundation PSF Pounds per Square Foot STRUCTURAL GENERAL NOTES CONTINUED Fasteners to Steel Fasteners to Concrete Weld Material Shearwall Track to Conc. Shear wall Fasteners Shear Wall Sheathing Steel Deck Hold -Downs Hilti X U Powder Actuated Fasteners, UNO Hilti X U Powder Actuated Fasteners with' /" embedment, UNO E60XX electrodes conforming to AWS D1.3 Embeds per Shearwall Schedule As indicated on the shearwall schedule 15/32 APA Rated Sheathing 1 1/2 Verco Type PLB Deck; ASTM A653 Grade 50, Fy =50 ksi Simpson or SE R approved alternate Studs and Track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pressure treated wood. If in contact with pressure treated wood, use G90 or greater coatings. Fastenings not shown on the drawings shall be as recommended by the manufacturer. SIZE AND PROFILE: Cold- formed steel framing members shall be as specified in the Steel Stud Manufac- turer's Association ICC Evaluation Report ER -4943P and of the size and profile as shown on the drawings. Alternate members equivalent in shape, size, and strength by manufacturers not members of the Steel Stud Manufacturer's Association shall be subject to review and approval by the Architect / Engineer. DIETRICH JOISTS: Provide Dietrich TradeReady® Floor joists. Spans are assumed to be continuously sheathed at the top flange. All joists must be braced laterally at each end by track or blocking. Joist bridging shall be a maximum 8' -0" o.c. Web punch -outs shall be located a minimum of 10" away from bearing points. If a punch -out falls within 10" of a bearing point, reinforcement is required. CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturer's instructions. All screws shall be snug with steel surface and screws shall penetrate into steel studs by a minimum of three ex- posed threads. Connections shall not be stripped. Screws shall be installed minimum of 3/8" from steel edges and no less than'/" o.c. spacing. Screws or pins in wood shear walls or horizontal diaphragms shall be driven so that the head is no more than 1/16" below the surface of the sheathing. Where connector straps connect two members, place one -half of the screws in each member. BUNDLED STUDS and JOISTS: Stud or joist groups of two or more members shall be shop welded together with double flare bevel welds by 1 inch long at 12" o.c., both sides. Stud or joist groups of two do not require welding if they are screwed together with (2) #10 at 12" o.c. Bundled joists that are framed in a box beam header style with atop and bottom track do not require welding. Box beam framing shall have #10 screws at 24" on center along each of the four track flanges. Box beam joist and track members shall be continuous. Box beams or headers shall be framed with unpunched joists. MEMBER CONDITION: All structural cold- formed framing members must be in good condition. Damaged 9 g g members, members with cracking in the steel at the bend radius locations, and members with significant red rusting or scaling of the protective coating are unacceptable and must be replaced, unless approved by the SER. Handling and lifting of prefabricated panels shall not cause permanent distortion to any member or col- lateral material. Members not meeting tolerances listed below shall be replaced prior to loading. ERECTION and TOLERANCES: Axial load bearing cold - formed steel framing shall be erected true and plumb per the requirements and within the specified tolerances listed below. For purposes of this section, camber is defined as the deviation from straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the deviation from straightness of a member or any portion of a member with respect to its minor axis. • For axial load bearing studs, out of plumbness and out of straightness (camber and sweep) shall not exceed 1 /1000 of the member length. ■ For joists, out of straightness (camber and sweep) shall not exceed 1 /1000 of the member length. • For track, camber shall not exceed 1 /1000 of the member length. • Erect framing in accordance with manufacturer's instruction and shop drawings. ■ Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the track shall not exceed 1/16" for axial load bearing studs. ■ Joists and end stiffeners shall be located directly over axial load bearing studs. The use of track as a load distribution member is not permitted. ■ All axially loaded members shall be aligned vertically to allow for full transfer of the loads down to the foundation. FIELD CUTS AND NOTCHES: Field cuts and notches of any kind are NOT allowed in any structural cold - formed steel member without prior approval from SER. PERMANENT WALL BRACING AND BRIDGING: Double flat strap or channel bridging as specified on the structural drawings shall be installed at 4' -6" oc maximum unless noted otherwise, and adequately braced prior to loading studs. Bridging anchorage design to be based on "All Steel Design" (mechanically braced) or "Sheathing Braced Design" per AISUCOFS/WSD -2004 "Standard for Cold- Formed Steel Framing, Wall Stud Design 2004 ". Reference the floor framing plan notes for type of design used on that floor. TEMPORARY BRACING: Reference "Temporary Shoring and Bracing" section above. PRE - CONSTRUCTION MEETING: The contractor shall arrange a pre- construction meeting. The contractor, SER, subcontractors involved with the cold- formed steel work, mechanical, electrical and plumbing subcon- tractors Authority having Jurisdiction and representatives of the special inspection agency shall attend this meeting. WOOD FRAMING REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23 "WOOD" (2) NDS - "2005 National Design Specification (NDS) for Wood Construction" (3) APA PDS -97 Plywood Design Specification (revised 1998) (4) ANSI /TPI 1 "National Design Standard for Metal - Plate- Connected Wood Truss Construction" (5) TPI HIB "Commentary and recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses" (6) TPI DSB "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses" (7) APA Report T98 -22 – "Nail Penetration and Framing Specific Gravity Factors for Shear Walls and Dia- phragms" SUBMITTALS: Submit shop drawings to the Architect /Engineer for review. Shop drawings shall include mem- ber size, spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and other fasteners. Supply shop drawings for the following: (1) Glued laminated members (2) PSL members (3) LVL members (4) LSL members DEFERRED SUBM ITTALS: Submit product data and proof of ICBO approval for framing members and fasten- ers that have been designed by others. Submit calculations prepared by the SSE in the state of Washington for all members and connections designed by others along with shop drawings. All necessary bridging, blocking, blocking panels and web stiffeners shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits shall be as noted under DESIGN LOADS section. Products included are: Metal plate connected roof trusses (prefabricated roof trusses) shop drawings shall provide for shapes, bearing points, intersections, hips, and valleys shown on the drawings. The manufac- turer shall provide special hip, valley and intersection areas (step down trusses, jack trusses and girder trusses) unless specifically indicated on the plans. Provide all truss-to-truss and truss -to- support connection details and required connection materials. Specify temporary and permanent bracing and connections on the shop drawings. Provide all truss reactions on shop drawings. IDENTIFICATION: All sawn lumber and pre- manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the certifying agency. MATERIALS: • Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA. Finger jointed studs acceptable at interior walls only. Member Use Size Studs Sill Plate Posts Joists Beams Beams Posts & Timbers 2x4, 3x4, 2x6, 3x6 Doug Fir Larch 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch 4x4, 4x6, 4x8 Doug Fir Larch 2x6 — 2x12 4x8 —4x12 6x8 — 6x12 6x6, 8x8 Species Doug Fir Larch Doug Fir Larch Doug Fir Larch Doug -Fir Larch Grade No.2 No. 2 No.2 No. 2 No. 2 No. 1 No. 1 • Glued Laminated Timber: Conform to AITC 117 -2004 "Standard Specifications for Structural Glue - laminated Timber of Softwood Species, Manufacturing and Design" and ANSI /AITC A190.1 "Structural Glued Laminated Timber." Camber all glued laminated members beams to 2000' radius, unless shown otherwise on the plans. Member Use Sizes Species Comb. Symbol Uses Beams Columns • Metal Plate Connected Wood Roof Trusses: Conform to IBC Section 2303.4. HUD Truss Connector Bul- letin for Metal Plate Connected Wood Trusses is required. Truss Supplier to provide design and mate- rials for all permanent truss bracing. • Wood Structural Sheathing (Plywood): Wood APA -rated structural sheathing includes: all veneer ply - wood, oriented strand board, waferboard, particleboard, T1 -11 siding, and composites of veneer and wood based material with T &G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Plywood" based on Product Standard PS 1 -95 by the U.S. Dept. of Commerce, and "Performance Standard for Wood -Based Structural -Use Panels" based on Product Standard PS 2 -92 by the U.S. Dept. of Commerce and "Plywood Design Specification (revised 1998)" based on APA PDS -97 by the American Plywood Association. Minimum APA Rating Location Roof Walls All All All Thickness 15/32" 15/32" DF /DF DF /DF DF Span Rating 32/16 32/16 24F–V4 24F–V8 L2 Plywood Grade Exposure C-D 1 C-D Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports and with panel continuous over two or more spans. End joints shall occur over supports. HUD UM406 grade marking of sheathing certification is required. • Timber Connectors: Shall be "Strong Tie" by Simpson Company as specified in their latest catalog. Alternate connectors by other manufacturers may be substituted provided they have current ICBO ap- proval for equivalent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps connect two members, place one -half of the nails or bolts in each member. Where straps are used as hold-downs, nail straps to wood framing just prior to drywall application, as late as possible in the fram- ing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) other than CCA, connectors shall be either batch hot - dipped galvanized (HDG), mechanically galva- nized (ASTM B695, Class 40 or greater) stainless steel, or provided with 1.85 oz /sf of zinc galvanizing equal to or better than Simpson ZMAXfinish. • Fasteners (nails, bolts, screws, etc) attaching timber connectors (foist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood be corrosion resistant; nails and lag bolts shall be either HDG (ASTM A153) or stainless steel. Verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer /supplier. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. All nails 12d and smaller shall be full length common unless noted otherwise. 16d nails may be 16d sinkers unless noted otherwise. Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. • Fasteners: Conform to IBC Section 2304.9 "Connections and fasteners." Unless noted on plans, nail per Table 2304.9.1. Unless noted otherwise all nails shall be common. Alternate nails may be used but are subject to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to review by the structural engineer prior to construction. • Lag Bolts /Bolts: Conform to ASTM A307 and IBC Section 2304.9. • Engineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by TrusJoist and were used for the design as shown on the plans. Alternate products by other manufac- turers may be substituted provided they have current ICC approval for equivalent or greater load and stiffness properties and are reviewed and approved by the Structural Engineer. A HUD Material Re- lease form is required for all manufactured wood products listed below Type Laminated Veneer Lumber (LVL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 08675- R. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 11161- R. Laminated Strand Lumber (LSL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 12627- R. Use Fc // Width(s) E(10s) Fb PSI Simple Spans Cantilever Spans Post -Truss Member LSL Rimboard Rimboard/Stringer 1'A" 1.3E 1,700 400 1,400 NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.9.1. "Fastening Schedule" except as noted on the drawings. Nailing for roof /floor diaphragms /shear walls shall be per draw- ings. Nails shall be driven flush and shall not fracture the surface of sheathing. STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section 2308 "Conventional Light -Frame Construction." NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns and steel beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diame- ter bolts or welded studs at 16" on centers. Wood nailers on beams supporting joist hangers shall not over- hang the beam flange by more than V4 MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure- treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum moisture content required may be less than 19% when based on a particular cladding /insulation system. Refer to the Architect's drawings, and project specifications, or with cladding in- staller for maximum recommended moisture content. CLADDING COMPATIBILTY: The Architect /Owner shall review the cladding and insulation systems pro- posed for the project with respect to their performance over wood studs with moisture contents greater than 19 %. EIFS systems should be avoided on wood - framed projects due to problems with moisture proofing. PRESERVATIVE TREATMENT (PT): Wood materials are required to be "treated wood" in accordance with IBC Section 2304.11. "Decay and Termite Protection" shall conform to the appropriate standards of the American Wood - Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance pro- cedures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot - dipped galvanized or as per BC 2304.9.5. HUD UM48a Pressure- Treated Lumber and Plywood Certification is required. Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Oc- taborate Tetrahydrate) as recent studies have noted less connector corrosion potential than other available wood treatments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, storage and installation to minimize leaching of the water - soluble preservative from the lumber. Sodium borate pressure treated plates do not require hot - dipped galvanized connectors. If using sill plates other than CCA or sodium borate, fasteners must be hot dipped galvanized or stainless steel. Fasteners (nails, bolts, screws, washers & lag screws) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector; that is, use hot dipped galvanized or stainless steel fasteners. Fas- teners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to Pressure Treated wood be corrosion resistant (hot dipped galvanized or stainless steel. Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufac- turer /supplier. Dog- 2S ARCHITECT OF RECORD: 111111111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 _DCI c fl I i f E E F S® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci- engineers.com C IVIL / STRUCTU © Copyright 01/2010 [Amato Conversono Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written pem,ieslon from [Amato Conversano Ina D'Amato Conversano Inc, disclaims any responsibility for Its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON V E �� 7 JAN 2.f 2010 REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS DRAFTED: LM REVIEWED: TB, AM PROJECT NUMBER: 09 -21 -052 DRAWING NAME: STRUCTURAL GENERAL NOTES CONTINUED , LEGEND & ABBREVIATION S SHEET NUMB 10/28/2009 10/28/2009 S 1 .3 REID MIDDLETON NOTE: AT SIM, MIRROR PLAN. BRACE FRAME EL PER 10/S6.1 TYP (4) PLACES BRACE FRAME SCALE: 3 /8"=1'-0" 12'-0"x9'-0"x36"DP FTG W/ #5 © 12"0C T&B EW TYP (2) PLACES 8"Wx12 THKND W/ (2) DP FIG #4 CONT 4' SLAB ON GRADE W/ #4 © 18"0C EW CTRD PER PLAN NOTES T/SLAB = 4'-6"x4'-0"x16"DP FIG WI #5B 12"0C EW TYP (2) PLACES 3'--3"SQx16"DP FIG W/ (3) #5B EW TYP (6) PLACES N) 21'- NEW OPNG PER 4/S3.1 1)- 49,004, CL C Lai CC ZUJ 3- s x s`D` b 4 <8 4 D • t" 6' (E) 6" CONC TILT-UP PANEL 11 (1, rej Z CL 0 CN IX Z CL (E) PANEL JT, TYP 41/ ir co 9 4 18'-0" 4 -0"SQx12"DP FTG W/ (4) #5B EW TYP (7) PLACES — — 24'-0" 3"-O"SQx12"DP FTG W/ (3) #5B EW SAWCUT SLAB PER 1/S3.1 & REPAIR PER 4/S4.1 sZ At. 12/S4A TYP (9) PLACES FOUNDATION PLAN NOTES: 8/S3.1 1 /OP 4D ENLARGED SOUTH PANEL OPENING PLAN SCALE: 1 /4"=1'- " 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER 51.1, 51.2 AND 51.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED C-0". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE-DRAINING GRANULAR FILL. 5. TYPICAL TOP OF INTERIOR (T/INTERIOR) FOOTING ELEVATION = -0 -6", UNO. TYPICAL TOP OF EXTERIOR (T/EXTERIOR) FOOTING ELEVATIONS = C-0", UNO. 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND/OR STRUCTURAL FILL. 7. CJ INDICATES CONTROL JOINT PER 2/S4.1. 8. TYPICAL DETAILS PER: 8/S4.1 TYPICAL BASE PLATE CONFIGURATION 4/S7.2 STEEL STUD BEARING WALL SCHEDULE 3/S7.2 SHEAR WALL SCHEDULE S REAHENFO POr-1 ODE COMPUANCE APPP'VED. . . • HAI 0 2010.• • City itTu.i t ..BULDING. IV,S10111 FOUNDATION PLAN ( 5 SCALE: 3 /32".= 1 — " ARCHITECT OF RECORD: I I I I 1 I 16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 DCI enGilneemso 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252-0454 • FAX: (425) 252-1699 WEBSITE: www.dci-engineers.com I\fI / ST F2.4.1L_ © Copyright 01/2010 D'Amoto Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amoto Conversano Inc. Amato Conversano Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON DATE ISSUED: PRINT DATE: 10/28/2009 10/28/2009 REVISIONS: 12-01-09 PERMIT SET A 01-19-10 BD COMMENTS DRAFTED: LM PROJECT NUMBER: 09-21-052 DRAWING NAME: REVIEWED: TB, AM STRUCTURAL FOUNDATION PLAN RECEIVED JAN 2 1 20:1 REID MIDDLETON SHEET NUMBER: S2.1 BRACE FRAME EL PER 10/S6.1 TYP (4) PLACES J ENLARGED BRACE FRAME PLAN SCALE: 3 /8 " =1'— 1" SEISMIC v ' SEPARATION JOINT c° PER 2/S5.3 & 4/S5.3 TRUSS PER 10/S5.2 TRUSS / PER 10/S5.2 N � o 21' -8" 6x12 18' -0" 6x12 24' —O" 6x12 1.1 MISES 6x12 N. -J w m x J W CLERESTORY FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER D W GS. STAIR DETAILS AND GUARDRAILS P A; • T TURAL DRAWINGS. 4. ROOF SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE NAILED TO WOOD ROOF FRAMING WITH 0.131 "0x2 NAILS (4 6 "OC AT PANEL EDGES AND © 12 "OC FIELD, UNO, OR SCREWED TO COLD FORMED STEEL FRAMING WITH #6 SCREWS © 6 "OC AT PANEL EDGES AND 12 "OC FIELD. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGL1V HANGERS, UNO. 6. ALL RIM JOISTS TO BE 1 LSL MINIMUM UNO. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING CRITERIA: • ROOF SYSTEM TO BE BIDDER DESIGNED. ROOF PLAN SHOWN IS A SUGGESTED LAYOUT. CHANGES MUST BE SUBMITTED TO THE ENGINEER -OF— RECORD THRU THE ARCHITECT WITH BEARING POINTS AND REACTIONS TO STRUCTURE. • TRUSS LAYOUT SHOWN IS APPROXIMATE. TRUSS SUPPLIER IS RESPONSIBLE FOR FINAL TRUSS LAYOUT AND CONFIGURATION. NOTIFY ENGINEER OF REVISIONS TO PLAN. • STANDARD DEAD AND LIVE LOADS AND SUBMITTAL INFORMATION PER STRUCTURAL GENERAL NOTES. • [2000LBS] INDICATES SHEAR TRANSFER LOAD IN ROOF TRUSS TO BE LOCATED ABOVE SHEAR WALLS TRUSS MANUFACTURER SHALL DESIGN THESE TRUSSES FOR THE BRACKETED LATERAL LOAD SPECIFIED ON PLAN, IN ADDITION TO THE DESIGN DEAD AND LIVE LOADS. SHADED REGION INDICATES APPROXIMATE AREA OF OVER- FRAMING. TRUSS MANUFACTURER IS RESPONSIBLE FOR DESIGNING THE OVER — FRAMING REQUIRED. TRUSSES SHALL BE DESIGNED TO SUPPORT OVER— FRAMING IN ADDITION TO THE SPECIFIED DESIGN LOADS. • ALL GIRDER TRUSSES SHALL BE SUPPORTED BY A MINIMUM OF TWO STUDS. TRUSS MANUFACTURER TO SUBMIT TO ENGINEER GIRDER TRUSSES REACTIONS. • ALL MULTIPLE STUDS SUPPORTING HIP MASTER AND GIRDER TRUSSES TO CONTINUE TO FOUNDATION. • ROOF TRUSSES SHALL BE DESIGNED FOR ADDITIONAL LOADS FROM [MECHANICAL UNITS, ROOF PATIO AREAS, LANDSCAPING AND PIPING]. CONTRACTOR TO PROVIDE THE TRUSS SUPPLIER WITH LOCATIONS AND SUPPORT CONDITIONS OF ALL MECHANICAL, ELECTRICAL, PLUMBING, AND SPRINKLER LOADS. SPECIAL TRUSS SHAPES AND OPENING REQUIREMENTS ARE AS DESIGNATED ON PLANS. • PROVIDE SIMPSON H1 OR H2.5 HURRICANE TIES AT ALL ROOF TRUSSES AND ROOF JOISTS, TYPICAL. • TRUSS HANGERS SHALL. BE SUPPLIED AND DESIGNED BY THE TRUSS SUPPLIER. 8. BEARING STUD, SHEAR WALL, HOLD -DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER STUD AN I S R WALL PLAN. STUDS PER 4/S7.2 AND DETAILS. bo9 LOW ROOF FRAMING PLAN SCALE: 3 /32 " = -0" ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 110111116 architects & urbanists DATE ISSUED: PRINT DATE: DRAFTED: LM PROJECT NUMBER: 09-21-052 DRAWING NAME: S2.2 DCI 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com CIVIL / STRUCTU F2AL ©Copyright 01/2010 D'Amoto Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, In whole or In part, without written permission from D'Amato Conversano Inc. !Amato Conversono Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON 10/28/2009 10/28/2009 REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS REVIEWED: TB, AM STRUCTURAL LOW ROOF FRAMIN G PLAN RECEIVED JAN 2 1 20 REID MIDDLETON SHEET NUMBER: COLD FORMED STEEL ROOF FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. 4. METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. DECK ATTACHMENT REQUIREMENTS PER STRUCTURAL GENERAL NOTES. ALL HANGERS SHALL BE TOP FLANGE BEARING SIMPSON S /HJTC TYPE UNO. 7. RIM TRACK SHALL BE PER PLAN. ATTACH W/ (3) #12 SCREWS AT EACH STUD. 8. ATTACH EACH JOIST TO RIM TRACK TAB WITH (3) #12 SCREWS. 9. ALIGN ROOF JOISTS DIRECTION OVER WALL STUDS. 10. BEARING STUD, SHEAR WALL, HOLD -DOWN, AND POST BELOW PER STUD AND SHEAR WALL PLAN FOR FLOOR BELOW. ROOF SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE ATTACHED TO ROOF FRAMING WITH #8 SCREWS @ 6 "OC AT PANEL EDGES AND @ 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. PROVIDE 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. 11. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING /STABILITY OF SYSTEM DUE TO CONSTRUCTION LOADS. 12. TYPICAL DETAILS PER: 1/57.2 TYPICAL METAL DECK ATTACHMENT 4/S7.2 STEEL STUD BEARING WALL SCHEDULE 3/S7.2 SHEAR WALL SCHEDULE 6005 162 -43 OUTRIGGER @ 16 "OC 9/S7.2 6005162 -43 @ 16 "OC N t\ FRAMING PLAN 600S162 -43 OUTRIGGER @ 16 "OC ENTRY ELEMENT HIGH FRAMING PLAN 1" SEISMIC SEPARATIO JOINT PER 3/S5.3 RIDGE GL51 /8x21 AIL 5/55.1 co V STUD & SHEARWALL PLAN SCALE: 1 /8 " =1' -0 U i N to 0 N 15/32" SHTHG PER WOOD ROOF PLAN NOTES T /SHTHG = PER ARCH r I N BEAM PER EL TYP (8) PLACES - - i BRACE FRAME EL PER 10/S6.1 TYP (4) PLACES 21' -8" 18' -0" 24' -0" 15/32" SHTHG PER WOOD ROOF PLAN NOTE 4 T /SHTHG = PER ARCH WOOD ROOF FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. A 4. ROOF SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE NAILED TO ROOF FRAMING WITH 0.131 "0x2 NAILS @ 6 AT PANEL EDGES AND @ 12 FIELD, UNO OR SCREWED TO COLD FORMED STEEL FRAMING WfTH #6 SCREWS @ 6 "OC AT PANEL EDGES AND 12 "OC FIELD. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1/8" SPACE BETWEEN PANEL ENDS AND EDGES. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. 6. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2) 2x10 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. PROVIDE SOLID BLOCKING OVER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN JOIST OR TRUSS OVER SHEAR WALL (ADDITIONAL JOISTS OR TRUSSES MAY BE REQUIRED). ALL RIM JOISTS TO BE 1 LSL MINIMUM UNO. 9. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING CRITERIA: • ROOF SYSTEM TO BE BIDDER DESIGNED. ROOF PLAN SHOWN IS A SUGGESTED LAYOUT. CHANGES MUST BE SUBMITTED TO THE ENGINEER -OF- RECORD THRU THE ARCHITECT WITH BEARING POINTS AND REACTIONS TO STRUCTURE. • TRUSS LAYOUT SHOWN IS APPROXIMATE. TRUSS SUPPLIER IS RESPONSIBLE FOR FINAL TRUSS LAYOUT AND CONFIGURATION. NOTIFY ENGINEER OF REVISIONS TO PLAN. • STANDARD DEAD AND LIVE LOADS AND SUBMITTAL INFORMATION PER STRUCTURAL GENERAL NOTES. • [2000LBS] INDICATES SHEAR TRANSFER LOAD IN ROOF TRUSS TO BE LOCATED ABOVE SHEAR WALLS TRUSS MANUFACTURER SHALL DESIGN THESE TRUSSES FOR THE BRACKETED LATERAL LOAD SPECIFIED ON PLAN, IN ADDITION TO THE DESIGN DEAD AND LIVE LOADS. O SHADED RE:GION INDICATES APPROXIMATE AREA OF OVER-FRAMING. TRUSS MANUFACTURER IS RESPONSIBLE FOR DESIGNING THE OVER- FRAMING REQUIRED. TRUSSES SHALL BE DESIGNED TO SUPPORT OVER- FRAMING IN ADDITION TO THE SPECIFIED DESIGN LOADS. ALL GIRDER TRUSSES SHALL BE SUPPORTED BY A MINIMUM OF TWO STUDS. TRUSS MANUFACTURER TO SUBMIT TO ENGINEER GIRDER TRUSSES REACTIONS. • ALL MULTIPLE STUDS SUPPORTING HIP MASTER AND GIRDER TRUSSES TO CONTINUE TO FOUNDATION. • ROOF TRUSSES SHALL BE DESIGNED FOR ADDITIONAL LOADS FROM [MECHANICAL UNITS, ROOF PATIO AREAS, LANDSCAPING AND PIPING]. CONTRACTOR TO PROVIDE THE TRUSS SUPPLIER WITH LOCATIONS AND SUPPORT CONDITIONS OF ALL MECHANICAL, ELECTRICAL, PLUMBING, AND SPRINKLER LOADS. SPECIAL TRUSS SHAPES AND OPENING REQUIREMENTS ARE AS DESIGNATED ON PLANS. • PROVIDE SIMPSON H1 OR H2.5 HURRICANE TIES AT ALL ROOF TRUSSES AND ROOF JOISTS, TYPICAL. TRUSS HANGERS SHALL BE SUPPLIED AND DESIGNED BY THE TRUSS SUPPLIER. 10. BEARING STUD, SHEAR WALL, HOLD -DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER STUD AND SHEAR WALL PLAN. sb HIGH ROOF FRAMING PLAN SCALE: 3 /32 " = -0 " ARCHITECT OF RECORD: X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 DCI enGons Hs® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com C IVIL / STRUCTURAL © Copyright 01/2010 D'Amoto Conversono Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or In part, without written permission from D'Amato Conversono Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON A E J t \1 2010 REID MIDDLETON, INC DATE ISSUED: PRINT DATE: 09 -21 -052 DRAWING NAME: S2.3 10/28/2009 10/28/2009 REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS DRAFTED: LM REVIEWED: TB, AM PROJECT NUMBER: STRUCTURAL HIGH ROOF FRAMING PLAN RECEIVED JAN 21 REID MIDDLETON SHEET NUMBER: T/FTG PER PLAN LU CL U- T 4 • • 4 ' I I 1 :—.1 I 1 I I - ro ROOF DEK PER PLAN CANOPY JOIST TO STEEL BEAM HGR PER PLAN TIE PER PLAN BEAM PER PLAN JOIST PER PLAN 4. * PER PLAN SPREAD FOOTING AT CONCRETE PLINTH 03001M DOWELS TO MATCH VERT REINF COL & REINF PER PLAN /8 REINF PER PLAN SCALE: 3 /4"=1'-0" (3) SIDES EA FLANGE OF HGR DECK ATTACHMENT PER MFR 05031 "F" PER TABLE 1 T/CONC PER PLAN SCALE: 1"=1'-0" z CY) _J 0 C.) PLAN COL 1)2" TYP PLAN C. COL — BASEIE PER PLAN TYP UNO 1"0 GROUT HOLE (OPTIONAL) -COL PER PLAN " NON—SHRINK GROUT, MIN - (4) WO THREADED RODS W/ HEX NUTS & WASHERS UNO COL, PEDESTAL OR PILASTER DOWELS PER PLAN TIES PER PLAN / TACK WELD TYPICAL BASEPLATE V \ NUT TO AB TO PLINTH CONNECTION - HSS COLUMN SCALE: 1"=1'-0" ROOF FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. 4. METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. DECK ATTACHMENT REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 5. ALL HANGERS SHALL BE TOP FLANGE BEARING SIMPSON S/HJTC TYPE UNO. 6. ATTACH EACH JOIST TO RIM TRACK TAB WITH (3) #12 SCREWS. WHERE DOUBLE JOIST OCCURS, ATTACH TO RIM TRACK TAB WITH (5) #12 SCREWS. 7. PROVIDE SIMPSON S/H2.5 HURRICANE TIES AT ALL ROOF JOISTS. 8. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF SYSTEM DUE TO CONSTRUCTION LOADS. 9. TYPICAL DETAILS PER 1/SS7.2 TYPICAL METAL DECK ATTACHMENT T/STL PER PLAN (2) 3 /4"0 BOLTS AT BEAM GAGE 1 1 WHERE BEAM ENDS C COL & STIFF IE "F" PER TABLE 1 3 / 6 3 i / 16 NOTES: 1. CHAMFER CORNERS AS REQUIRED AT BEAM "K" REGION. 2. BEARING PLATE WIDTH = BEAM WIDTH OR IF COLUMN IS WIDER THAN BEAM, COLUMN WIDTH +1" MINIMUM. BEAM TO HSS COLUMN CONNECTIONS 05050M 0 1 1 /2" 11/ TYP TYP BEAM OVER COLUMN COL 8c STIFF IE WHERE BEAM CONTINUOUS W12x26 STIFF 1E EA SIDE PER NOTES 1 & 2, TYP - (4) 3 /4"0 BOLTS AT BEAM GAGE BEAM PER PLAN, TYP BRG IE MIN OR MATCH FLANGE NOMINAL THICKNESS LESS 1 /8", BRG IE WIDTH PER NOTE 3, TYP COL PER PLAN, TYP SCALE: 1"=1'-0" T/STL PER PLAN 3'-0"SQx12"DP FTG W/ (3) #5 T&B EW TYP (3) PLACES C.) 0 C■1 61'-9)/2" 61'-9Y2" 2/S2.4 TYP 2'70"0 CONC PLINTH W/ (6) #5 VERT W/ #3 TIES © 12"0C TYP (3) PLACES \-1 Agl■ 3/S2.4 TYP T CONC PLINTH 3 —0" I TYP (3) PLACES W12x26 EMBED CONC TILT PANEL. bOctitor,25(0 • 4 4 CANOPY JOIST TO TILT PANEL I (9) EDGE CONN PER DECK MFR SCAFCO WT400 CLIP W/ (4) #10 SCREWS INTO JOIST W/ 3 /8"v ) TITEN HD ANCHOR W/ WASHER EMBED 4" MIN ROOF DECK PER PLAN JOIST PER PLAN 1200 T200-54 CONT W/ BENT LEGS W/ 3 /8"0 TITEN HD MINI 48"0C INTO TILT PANEL EMBED 1 MIN (ALT FASTENERS) 5 ENLARGED CANOPY FOUNDATION PLAN ft PER ARCH 1 SCALE: 1"=1'-0" SCALE: 1 /8"=1'-0" 1 (B) METAL DECK PER PLAN NOTES NEVIEV,P9 C DP CM,qPIJAVE 6U 14.4 1 o 21 CitydiTulaa LEOr 3DROON ENLARGED CANOPY PLAN SCALE: 1 /8"=1'70" ARCHITECT OF RECORD: 111111111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 DCI EnGoneems® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252-0454 • FAX: (425) 252-1699 WEBSITE: www.dci-engineers.com IN/1 / STRUCTURAL _ © Copyright 01 /201 0 D'Arnato Conversano Inc. M Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from [Amato Conversano Inc. Omsk. Conversano Inc. disclaims any responsibility for its unauthorized use, ASHLEY FURNITURE TUKWILA WASHINGTON k V E '3 2010 REID MIDDLETON NC. DATE ISSUED: PRINT DATE: 10/28/2009 10/28/2009 REVISIONS: 12-01-09 PERMIT SET A 01-19-10 BD COMMENTS DRAFTED: LM REVIEWED: TB, AM PROJECT NUMBER: 09-21-052 DRAWING NAME: STRUCTURAL CANOPY PLAN & CANOPY DETAILS RECEIVED JAN 2 I 2E3 REID SHEET NUMBER: MIDDLETON 52.4 TABLE 1 BASEPLATE THICKNESS n r FSILIZLETE 3 /8 " , 1 / " 2 3 /16 " 5/8", 3/4" 1/4" > = 7 /8 " V16 T/FTG PER PLAN LU CL U- T 4 • • 4 ' I I 1 :—.1 I 1 I I - ro ROOF DEK PER PLAN CANOPY JOIST TO STEEL BEAM HGR PER PLAN TIE PER PLAN BEAM PER PLAN JOIST PER PLAN 4. * PER PLAN SPREAD FOOTING AT CONCRETE PLINTH 03001M DOWELS TO MATCH VERT REINF COL & REINF PER PLAN /8 REINF PER PLAN SCALE: 3 /4"=1'-0" (3) SIDES EA FLANGE OF HGR DECK ATTACHMENT PER MFR 05031 "F" PER TABLE 1 T/CONC PER PLAN SCALE: 1"=1'-0" z CY) _J 0 C.) PLAN COL 1)2" TYP PLAN C. COL — BASEIE PER PLAN TYP UNO 1"0 GROUT HOLE (OPTIONAL) -COL PER PLAN " NON—SHRINK GROUT, MIN - (4) WO THREADED RODS W/ HEX NUTS & WASHERS UNO COL, PEDESTAL OR PILASTER DOWELS PER PLAN TIES PER PLAN / TACK WELD TYPICAL BASEPLATE V \ NUT TO AB TO PLINTH CONNECTION - HSS COLUMN SCALE: 1"=1'-0" ROOF FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. 4. METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. DECK ATTACHMENT REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 5. ALL HANGERS SHALL BE TOP FLANGE BEARING SIMPSON S/HJTC TYPE UNO. 6. ATTACH EACH JOIST TO RIM TRACK TAB WITH (3) #12 SCREWS. WHERE DOUBLE JOIST OCCURS, ATTACH TO RIM TRACK TAB WITH (5) #12 SCREWS. 7. PROVIDE SIMPSON S/H2.5 HURRICANE TIES AT ALL ROOF JOISTS. 8. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF SYSTEM DUE TO CONSTRUCTION LOADS. 9. TYPICAL DETAILS PER 1/SS7.2 TYPICAL METAL DECK ATTACHMENT T/STL PER PLAN (2) 3 /4"0 BOLTS AT BEAM GAGE 1 1 WHERE BEAM ENDS C COL & STIFF IE "F" PER TABLE 1 3 / 6 3 i / 16 NOTES: 1. CHAMFER CORNERS AS REQUIRED AT BEAM "K" REGION. 2. BEARING PLATE WIDTH = BEAM WIDTH OR IF COLUMN IS WIDER THAN BEAM, COLUMN WIDTH +1" MINIMUM. BEAM TO HSS COLUMN CONNECTIONS 05050M 0 1 1 /2" 11/ TYP TYP BEAM OVER COLUMN COL 8c STIFF IE WHERE BEAM CONTINUOUS W12x26 STIFF 1E EA SIDE PER NOTES 1 & 2, TYP - (4) 3 /4"0 BOLTS AT BEAM GAGE BEAM PER PLAN, TYP BRG IE MIN OR MATCH FLANGE NOMINAL THICKNESS LESS 1 /8", BRG IE WIDTH PER NOTE 3, TYP COL PER PLAN, TYP SCALE: 1"=1'-0" T/STL PER PLAN 3'-0"SQx12"DP FTG W/ (3) #5 T&B EW TYP (3) PLACES C.) 0 C■1 61'-9)/2" 61'-9Y2" 2/S2.4 TYP 2'70"0 CONC PLINTH W/ (6) #5 VERT W/ #3 TIES © 12"0C TYP (3) PLACES \-1 Agl■ 3/S2.4 TYP T CONC PLINTH 3 —0" I TYP (3) PLACES W12x26 EMBED CONC TILT PANEL. bOctitor,25(0 • 4 4 CANOPY JOIST TO TILT PANEL I (9) EDGE CONN PER DECK MFR SCAFCO WT400 CLIP W/ (4) #10 SCREWS INTO JOIST W/ 3 /8"v ) TITEN HD ANCHOR W/ WASHER EMBED 4" MIN ROOF DECK PER PLAN JOIST PER PLAN 1200 T200-54 CONT W/ BENT LEGS W/ 3 /8"0 TITEN HD MINI 48"0C INTO TILT PANEL EMBED 1 MIN (ALT FASTENERS) 5 ENLARGED CANOPY FOUNDATION PLAN ft PER ARCH 1 SCALE: 1"=1'-0" SCALE: 1 /8"=1'-0" 1 (B) METAL DECK PER PLAN NOTES NEVIEV,P9 C DP CM,qPIJAVE 6U 14.4 1 o 21 CitydiTulaa LEOr 3DROON ENLARGED CANOPY PLAN SCALE: 1 /8"=1'70" ARCHITECT OF RECORD: 111111111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 DCI EnGoneems® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252-0454 • FAX: (425) 252-1699 WEBSITE: www.dci-engineers.com IN/1 / STRUCTURAL _ © Copyright 01 /201 0 D'Arnato Conversano Inc. M Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from [Amato Conversano Inc. Omsk. Conversano Inc. disclaims any responsibility for its unauthorized use, ASHLEY FURNITURE TUKWILA WASHINGTON k V E '3 2010 REID MIDDLETON NC. DATE ISSUED: PRINT DATE: 10/28/2009 10/28/2009 REVISIONS: 12-01-09 PERMIT SET A 01-19-10 BD COMMENTS DRAFTED: LM REVIEWED: TB, AM PROJECT NUMBER: 09-21-052 DRAWING NAME: STRUCTURAL CANOPY PLAN & CANOPY DETAILS RECEIVED JAN 2 I 2E3 REID SHEET NUMBER: MIDDLETON 52.4 TABLE 1 "F" BASEPLATE FILLET THICKNESS SIZE 3 /8", 1 / " 2 3 /16" 5 /8 " , 3 /4 " 1 /4" > = 7 /8 " V16 T/FTG PER PLAN LU CL U- T 4 • • 4 ' I I 1 :—.1 I 1 I I - ro ROOF DEK PER PLAN CANOPY JOIST TO STEEL BEAM HGR PER PLAN TIE PER PLAN BEAM PER PLAN JOIST PER PLAN 4. * PER PLAN SPREAD FOOTING AT CONCRETE PLINTH 03001M DOWELS TO MATCH VERT REINF COL & REINF PER PLAN /8 REINF PER PLAN SCALE: 3 /4"=1'-0" (3) SIDES EA FLANGE OF HGR DECK ATTACHMENT PER MFR 05031 "F" PER TABLE 1 T/CONC PER PLAN SCALE: 1"=1'-0" z CY) _J 0 C.) PLAN COL 1)2" TYP PLAN C. COL — BASEIE PER PLAN TYP UNO 1"0 GROUT HOLE (OPTIONAL) -COL PER PLAN " NON—SHRINK GROUT, MIN - (4) WO THREADED RODS W/ HEX NUTS & WASHERS UNO COL, PEDESTAL OR PILASTER DOWELS PER PLAN TIES PER PLAN / TACK WELD TYPICAL BASEPLATE V \ NUT TO AB TO PLINTH CONNECTION - HSS COLUMN SCALE: 1"=1'-0" ROOF FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. 4. METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. DECK ATTACHMENT REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 5. ALL HANGERS SHALL BE TOP FLANGE BEARING SIMPSON S/HJTC TYPE UNO. 6. ATTACH EACH JOIST TO RIM TRACK TAB WITH (3) #12 SCREWS. WHERE DOUBLE JOIST OCCURS, ATTACH TO RIM TRACK TAB WITH (5) #12 SCREWS. 7. PROVIDE SIMPSON S/H2.5 HURRICANE TIES AT ALL ROOF JOISTS. 8. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF SYSTEM DUE TO CONSTRUCTION LOADS. 9. TYPICAL DETAILS PER 1/SS7.2 TYPICAL METAL DECK ATTACHMENT T/STL PER PLAN (2) 3 /4"0 BOLTS AT BEAM GAGE 1 1 WHERE BEAM ENDS C COL & STIFF IE "F" PER TABLE 1 3 / 6 3 i / 16 NOTES: 1. CHAMFER CORNERS AS REQUIRED AT BEAM "K" REGION. 2. BEARING PLATE WIDTH = BEAM WIDTH OR IF COLUMN IS WIDER THAN BEAM, COLUMN WIDTH +1" MINIMUM. BEAM TO HSS COLUMN CONNECTIONS 05050M 0 1 1 /2" 11/ TYP TYP BEAM OVER COLUMN COL 8c STIFF IE WHERE BEAM CONTINUOUS W12x26 STIFF 1E EA SIDE PER NOTES 1 & 2, TYP - (4) 3 /4"0 BOLTS AT BEAM GAGE BEAM PER PLAN, TYP BRG IE MIN OR MATCH FLANGE NOMINAL THICKNESS LESS 1 /8", BRG IE WIDTH PER NOTE 3, TYP COL PER PLAN, TYP SCALE: 1"=1'-0" T/STL PER PLAN 3'-0"SQx12"DP FTG W/ (3) #5 T&B EW TYP (3) PLACES C.) 0 C■1 61'-9)/2" 61'-9Y2" 2/S2.4 TYP 2'70"0 CONC PLINTH W/ (6) #5 VERT W/ #3 TIES © 12"0C TYP (3) PLACES \-1 Agl■ 3/S2.4 TYP T CONC PLINTH 3 —0" I TYP (3) PLACES W12x26 EMBED CONC TILT PANEL. bOctitor,25(0 • 4 4 CANOPY JOIST TO TILT PANEL I (9) EDGE CONN PER DECK MFR SCAFCO WT400 CLIP W/ (4) #10 SCREWS INTO JOIST W/ 3 /8"v ) TITEN HD ANCHOR W/ WASHER EMBED 4" MIN ROOF DECK PER PLAN JOIST PER PLAN 1200 T200-54 CONT W/ BENT LEGS W/ 3 /8"0 TITEN HD MINI 48"0C INTO TILT PANEL EMBED 1 MIN (ALT FASTENERS) 5 ENLARGED CANOPY FOUNDATION PLAN ft PER ARCH 1 SCALE: 1"=1'-0" SCALE: 1 /8"=1'-0" 1 (B) METAL DECK PER PLAN NOTES NEVIEV,P9 C DP CM,qPIJAVE 6U 14.4 1 o 21 CitydiTulaa LEOr 3DROON ENLARGED CANOPY PLAN SCALE: 1 /8"=1'70" ARCHITECT OF RECORD: 111111111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916-0041 FAX: 512/916-0051 DCI EnGoneems® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252-0454 • FAX: (425) 252-1699 WEBSITE: www.dci-engineers.com IN/1 / STRUCTURAL _ © Copyright 01 /201 0 D'Arnato Conversano Inc. M Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from [Amato Conversano Inc. Omsk. Conversano Inc. disclaims any responsibility for its unauthorized use, ASHLEY FURNITURE TUKWILA WASHINGTON k V E '3 2010 REID MIDDLETON NC. DATE ISSUED: PRINT DATE: 10/28/2009 10/28/2009 REVISIONS: 12-01-09 PERMIT SET A 01-19-10 BD COMMENTS DRAFTED: LM REVIEWED: TB, AM PROJECT NUMBER: 09-21-052 DRAWING NAME: STRUCTURAL CANOPY PLAN & CANOPY DETAILS RECEIVED JAN 2 I 2E3 REID SHEET NUMBER: MIDDLETON 52.4 NEW OPNG T /SLAB PER PLAN LIMIT OF DEMO TO SOG COL PER PLAN CONC INFILL (E) SOG TYPICAL SAWCUT IN EXISTING CONCRETE WALL OR SLAB 03405 CONTRACTOR TO LIMIT UNDERMINING OF SOG DURING CONSTRUCTION REMOVE & REPLACE SLAB AS REQD DO NOT OVERCUT CORE DRILL 2' HOLE AT EA CORNER PRIOR TO SAWCUT SAWCUT (E) CONC WALL EQ 23' -9Y" EQ PLAN III TILT -UP WALL ELEVATION LOOKING WEST - (E) FTG WALL PANEL BP - 2" W/ W% ADH VB EMBED 8" (E) TILT -UP (E) TILT -UP WALL PANEL 1" GROUT AS REQD T /(E) FTG (E) WALL FTG CTRD UNDER PANEL CONT SECTION EXTERIOR TILT -UP WALL PANEL WITH STRONGBACK COLUMN SCALE: 3/4"= 1 ' -0" 23' -4" 13x3x x 3" LONG ON EA SIDE OF HDR W/ 1 /2 "0 THRD ROD EMBED 3 MIN W/ ADHESIVE HDR PER PLAN J 0 EDGE OF NEW OPNG PER 1/S3.1 S 23' -5%4 1 /4 1 /4 ' -0" TYP C i STRONGBACK HEADER CONNECTION (E) TILT -UP WALL PANEL BP /4 W/ (2) 3 /4 "0 AB EMBED 5" W/ ADHESIVE STRONGBACK PER PLAN (E) SLAB / ANGLE TO HSS, TYP 1 /4 V EXISTING TILT -UP WALL PANEL SECTION WITH STRONGBACK COLUMN AT FOUNDATION 23' -5 %" C COL (E) TILT -UP WALL PANEL PER PLAN SCALE: 1"=1'-0" T /(E) PANEL STRONGBACK COL PER 3/S3.1 T /OPNG PI AN 1 /4 V/ -(E) TILT -UP WALL PANEL 1" GROUT AS REQD T /(E) FTG (E) WALL FTG CTRD UNDER PANEL CONT SCALE: 3 / 4 " =1'— 23' -5%4" L3x3x 116 x 3" LONG S W/ 1 2 "0 THRD ROD EMBED 3 MIN W/ ADHESIVE (ALT SIDE OF COL © 2' -0 "OC) EDGE OF NEW OPNG PER 1/531 9" CLR VERIFY W/ ENGR IF GREATER THAN 9" IS REQD C i STRONGBACK COLUMN CONNECTION TO WALL 23' -5%4" C. COL TILT -UP WALL ELEVATION LOOKING SOUTH 6 , -2 ," 4 / / C -43% 6" 8 1 -6 " T /(E) PANEL /t TO HSS COL, TYP L3x3x x 3" LONG ON EA SIDE OF COL W/ 1 /2"0 THRD ROD EMBED 3 MIN W/ ADHESIVE (AT TOP OF COL) STRONGBACK PER PLAN SCALE: 1"=1 24' -0" 12' -8 26' -4" 5' -1" TILT -UP WALL ELEVATION LOOKING NORTH (E) OPNG HSS HDR PER PLAN 6' -3%" 8 BEAM PER PLAN HSS HDR PER PLAN 3 . N S3.1 TYP UNO TYP AT HDR 30'- 11 \\_— NEW OPNG PER ARCH NEW OPNG PER ARCH TYP SCALE: 1 " =1' -0" TYP UNO T/ (E) PANELS EL =14'- 4 T/ NEW OPNGS EL= 12' -0" SCALE: 1 /8 "= T/ (E) PANELS EL= 14' -0" T/ NEW OPNGS EL= 10' -0" T/ NEW OPNGS EL =7' -0" T/ (E) SLAB EL =O' -0" T/ (E) FTG T/ (E) SLAB / EL =O' -0" T/ (E) FTG T/ (E) SLAB / EL =O' -0" T/ (E) FTG tio ARCHITECT OF RECORD: architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916-0051 ErIGMEERSo 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com CIVIL / STRUCTU ©Copyright 01/2010 !Amato Conversano Inc. M Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, w written permission from D'Amato Conversano Inc. !Amato Conversano Inc. disclaims any responsibility for its unauthorized use. .1.16 DCI ASHLEY FURNITURE TUKWILA WASHINGTON Vikg REID MIDDLE ON INC. DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET /1\ 01 -19 -10 BD COMMENTS DRAFTED: LM PROJECT NUMBER: 10/28/2009 10/28/2009 REVIEWED: TB, AM 09 -21 -052 DRAWING NAME: STRUCTURAL ELEVATION S AND DI;T� JAN 7 i cri1 REID MIDDLETON SHEET NUMBER: TYPICAL ANCHOR BOLT SCHEDULE INSTALLATION TYPE CAST —IN —PLACE (PRE — AUTHORIZED) [2] DRILL —IN— OPTIONS (SUBMITTAL REQUIRED) [3] BOLT TYPE STANDARD J —BOLT HEADED ANCHOR THREADED ROD ANCHOR Ldh SIMPSON "SSTB" ANCHOR BOLT ADHESIVE ANCHOR EXPANSION ANCHOR #3 17 23 22 29 9 #4 x 29 c;;1 -E / <TACK 1 _ _ PER MFR # 28 1 I I I 1 I n I V I 47 14 L NOT ALLOWED ATPTSLAB EMBEDMENT REQUIREMENTS 43 ° � LIMITS 5 /8"0 MAX 5 /8"0 THRU 21/2" FOR WOOD FRAME ONLY 5/8 "0 THRU 1"95 DIA = ANCHOR BOLT DIAMETER (NOMINAL) BAR SIZE MISC BARS TOP BARS (see note #3) HOOKED BARS Ld Splice Ld Splice Ldh f c = 3000psi 5 /16" #3 17 23 22 29 9 #4 22 29 29 38 11 # 28 37 36 47 14 # 33 43 43 56 17 # 48 63 63 82 20 # 55 72 72 94 22 # 62 81 81 106 25 #10 70 91 91 119 28 #11 78 102 101 132 31 TABLE 1 BASEPLATE FILLET THICKNESS SIZE 3 /8 ", 1 /2" 3 /16 „ 5/8'x, 3/4 1/4„ > = 78" 5 /16" 03201 03030M T /SLAB PER PLAN 5 /8"0 x 24" SMOOTH BAR ® 24 "OC, GREASE ONE SIDE T /SLAB IN DOWEL INSERT PER PLAN T /SLAB PER PLAN #4 x 24" © 18 "OC SOG & REINF PER PLAN B /FTG PER PLAN ^ 1E5 0 0 SUBGRADE PREPARATION PER GEOTECH REPORT REINF PER PLAN SUBGRADE PREPARATION PER GEOTECH REPORT TYPICAL SLAB ON GRADE JOINT DETAILS WITH REINFORCING THICKENED SLAB EDGE -I I PER PLAN REINF PER PLAN ADDL #4 REINF PER PLAN PER PLAN VAPOR BARRIER WHERE REQD - COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL PER GEOTECH REPORT CONSTRUCTION JOINT t/4 SAWCUT DEPTH OR t/4 PREMOLDED JOINT (1 MIN) PER I PLAN VAPOR BARRIER WHERE REQD COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL CONTROL JOINT PER GEOTECH REPORT NOTES: 1. CONSTRUCTION OR CONTROL JOINT LOCATIONS PER FOUNDATION /SLAB PLAN. 2. USE "EARLY ENTRY DRY -CUT SAW" AS SOON AS POSSIBLE WITHOUT CAUSING RAVELING OF CONCRETE EDGES. SAWCUT ALONG SHORT DIRECTION OF POUR FIRST. 3. PROVIDE CONSTRUCTION /CONTROL JOINT TO ENCLOSE APPROXIMATE SQUARE AREAS OF 225 SF MAX, WITH A MAXIMUM PANEL ASPECT RATIO OF 1.3 TO I.0. SCALE: 3 /4 " =1' -0" SCALE: 3/4"=1'— " 01400 01400 0 I- rJ w 0 tx 0 C w w 0 z z a�. w 0 0 z ZD PER PLAN VENEER PER ARCH 400S162 -43 © 12 "OC CC w 0 POST BASE PER PLAN EXTERIOR TRUSS FOOTING 4. ALL TABULATED VALUES ARE IN INCHES. TYPICAL LAP SPLICE AND 0 6 1 DEVELOPMENT LENGTH SCHEDULE POST PER PLAN (4) #10 SCREWS TYP UNO 400S162 -43 ©12 "0C PAVEMENT PER OTHERS 400T162 CONT W/ 3 /8" o TITAN MINI W/ WASHER @ 16 "OC EMBED 1 MIN FTG & REINF PER PLAN SCALE: 3 /4 " =1' -0" NOTES: 1. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. 2. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. 3. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW (EXCLUDING WALL HORIZONTAL REINFORCING) OR AS NOTED ON DOCUMENTS AS "TOP BAR ". SCALE: NONE NOTES: [1] CONTRACTOR SHALL DETERMINE THE REQUIRED THREAD PROJECTION SUITABLE FOR THE THICKNESS OF MATERIAL BEING FASTENED PLUS GROUT ALLOWANCE, IF ANY, AND CONSTRUCTION TOLERANCES, UNO. [2] CONTRACTOR MAY SELECT APPROPRIATE CAST -IN —PLACE ANCHOR BOLT OPTION WITHOUT SUBMITTAL. [3] DRILL —IN OPTIONS ARE NOT APPROPRIATE AT ALL CONDITIONS. IF DRILL —IN METHOD IS PREFERRED, SUBMIT MANUFACTURER'S INFORMATION, ALLOWABLE LOAD VS. EMBEDMENT DATA AND LOCATIONS OF WHERE SUBSTITUTIONS ARE REQUESTED. ENGINEER WILL DETERMINE IF SUBSTITUTION IS APPROPRIATE FOR LOCATION AND LOADING. [4] EMBEDMENT OF DRILL —IN ANCHORS SHALL BE PER ENGINEER'S SUBMITTAL REVIEW COMMENTS. EMBEDMENT SHALL BE (9) NINE TIMES THE NOMINAL ANCHOR DIAMETER, UNO. [5] AT PRESSURE TREATED SILLS, PROVIDE HOT DIPPED GALVANIZED OR STAINLESS STEEL ANCHORS. TYPICAL ANCHOR BOLT SCHEDULE 01901 SCALE: NONE 05030 #4x24" © 18 "OC EMBED 4" MIN W/ ADHESIVE SUBGRADE PREPARATION ' PER GENERAL NOTES —� ( 3 ) EXISTING SLAB ON GRADE INTERFACE 03201M SIZE PER TABLE 1 TYP AB LOCATION WHERE ADJACENT WALL OCCURS CONC FTG PER PLAN- T /FTG PER PLAN m I III_I � III - III,;.11 - IIII�I�LI 1� ELEVATION TYPICAL BASEPLATE TO FOUNDATION HSS COLUMN SCALE: 1 " =1' -0" — J rJ —J 0 U BASED. & AB'S PER PLAN 1" NON— SHRINK GROUT- PLAN 1 y„ TYP PLAN - INTERIOR COLUMN E COL • 4 n ° 4 . D ag- 2S(O COL NEW SOG & REINF PER PLAN VAPOR BARRIER WHERE REQD COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL PER GENERAL NOTES a COL & FTG . 1 PER P PLAN 1 "0 GROUT HOLE (OPTIONAL) COL PER PLAN (4) 3/4"� AB'S W/ WASHERS & HEX NUTS TIP UNO 1 "± NON— SHRINK GROUT, MIN / TACK WELD \ NUT TO AB T /SLAB PER PLAN T /FTG —1 I -III -1 COL PER PLAN - INFILL CONC PER TYP CONTROL JOINT DETAILS SOG & REINF PER PLAN (E) SOG SAWCUT LOCATION, INTERFACE PER 4/S4.1 ALLOW ROOM TO EXCAVATE FOR FTG REINF PER PLAN 021 INTERIOR SPREAD FOOTING AT STEEL COLUI 03005 _SCALE: —3 /4 " =1'— ARCHITECT OF RECORD: • architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 DCI en on CRs® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com CIVIL /STRUCTURAL © Copyright 01/2010 D'Amato Conversano Inc. NI Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Convereono Inc. !Amato Conversano Inc. disclaims any responsibility for its unoutorized use. ASHLEY FURNITURE TUKWILA WASHINGTON DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS DRAFTED: LM PROJECT NUMBER: 09 -21 -052 DRAWING NAME: 10/28/2009 10/28/2009 REVIEWED: TB, AM STRUCTURAL FOUNDATION DETAIL JAN '1 i H REID MIDDLETON SHEET NUMBER: S4.1 NOTE: WALL AND ROOF SHEATHING NOT SHOWN FOR CLARITY. BEAM PER PLAN CAP R ---- L6x6x x 6" LONG, TYP CAP R TO HSS 1 /4 V 2x BLKG AS REQD FOR DIAPHRAGM NAILING ROOF TRUSS PER PLAN POP -UP END ELEVATION CL w a 0 \ n I CHORD TIE CONNECTION AT BEAM CLERESTORY TRUSS PARALLEL TO WALL / 1 /4 1 /4 1 /4 <TYP <TYP SCALE: 1 " =1'— /1 ROOF SHTHG PER PLAN STUD WALL & SHTHG PER SCHED SCALE: 1 " =1 ' -0" s NOTE: t . IF DISCREPENCY IN MEMBER WIDTHS, INFILL SPACE WITH WOOD. POST ON EXISTING BEAM BEAM PER PLAN BEAM PER PLAN 3" 1 't/" /y2 EXISTING BEAM OVERHANG TIE TOP TRACK PER SCHED <W61 TYPE SHEAR WALL PER SCHED 1y" 2 TYP (8) 3 /4 "0 THRU BOLTS POST PER PLAN 1E - 3" EA SIDE OF MEMBER BEAM PER PLAN (2) I -1 1 /2 INFILL W/ BLKG M SCALE: 1"= 1 '-0" SCALE: 1"=1 '-0" SCALE: 1 /4 " =1' -0" T /BEAM PER PLAN 7)/4" FIELD VERIFY SECTION T /ROOF EL =X' —X" T /BEAM EL =X' —X" oct-- EXISTING ROOF TO HIGH ROOF WALL TRANSITION B /BEAM PER ARCH SECTION (10) 1 /2"O THRD ROD EMBED 3 MIN W/ ADHESIVE ROOF TRUSS PER PLAN DIAPHRAGM EDGE NAILING BEAM PER PLAN (3) SIDES OF ANGLE PER ARCH 1 /4 1 /4 [6x6x x 5' LONG 10/8x15x2' -3" CHORD TIE CONNECTION AT PANEL <W6I TYPE PER SHEAR WALL SCHED PANEL EDGE SCREWS PER SCHED STUD WALL PER SCHED TRUSS HGR PER MFR (720; DL, 1200# LL ---J EXISTING ROOF AT CLERESTORY NEW STUD WALL & SHTHG PER EL A35 © 18 "OC 2x4 BLKG (E) JOIST & SHTHG (E) HGR (E) BEAM PER PLAN 0 I- U w L 6" TYP T >I ROOF SHTHG PER PLAN DIAPHRAGM EDGE NAILING RIM JOIST PER PLAN LTP5 © 1 6"OC BEAM PER PLAN LTP5 © 16 "OC 2x BLKG (E) ROOF SHTHG TYP SCALE: 1"= 1 0" T/PAN EL PER PLAN ANCHORS TO MATCH STRONGBACK ANCHORS ON 3/S3.1 STRONGBACK COL PER PLAN PANEL EDGE (E) CONC TILT PANEL PER PLAN STRONGBACK ANCHORS PER 3/S3.1 T /SHTHG VARIES (E) JOIST 11 4 PER ARCH 1" GAP BTWN BLKG AT BOT EDGE OF TOP CHORD — ' VENTED ROOF RIDGE CONNECTION 06907 PLAN SECTION TO CAP I, TYP NAILER PER STRUCT GENERAL NOTES AT HIGH STUD WALL ROOF TRUSS & SHTHG PER PLAN it e V /4 WT6x11x0' -6" LONG TYP TYP DIAPHRAGM EDGE NAILING BACK 1E 6x0' -8" TYP BOT IEL /8x5x0' -6 ", TYP BEAM PER PLAN BOT R TO BACK 1E, TYP / 1/4 V Y /1 HSS COL PER PLAN TRUSS TO STEEL COLUMN RIDGE VENT PER ARCH 7 .--- DIAPHRAGM EDGE NAILING PER SCHED ROOF SHTHG PER PLAN 2x BLKG W/ 2"0 MAX VENT HOLES PER ARCH PER ARCH r a� , . 4,`\R 1 0 2018 �� " = h� ROOF TRUSS PER PLAN RBC © [XX "OC] ((1) PER TRUSS SPACE MIN) / SCALE: 1"= 1 '-0" DIAPHRAGM EDGE NAILING RIM JOIST PER PLAN BEAM PER PLAN 1' -8" (2) 3/4"� THRU BOLT CTD IN PLATE, C'SINK 1 /2" B /BEAM 1 /4 R -7" SCALE: 1 " =1' -0" PER ARCH CAP I TO HSS CAP Q TRUSS HGR PER MFR (770# DL, 1200# LL) I' /8x5x0' -9" EA SIDE OF MEMBER (3) 3/4"� THRU BOLT HEAVY TIMBER TRUSS PER PLAN A35 © 1 6"OC 2x BLKG CUT (E) SHTHG AROUND HSS COL (E) BEAM PER PLAN T /SHTHG VARIES SIDE R -8 ", TYP (2) 3 /4 "0 THRU BOLT, TYP BOT R TO COL, TYP 4 4 ARCHITECT OF RECORD: • • 1111111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 E nGon C Rs® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com CIVIL /STR UCTURAL © Copyright 01/2010 D'Amato Conversano Inc. M Rights Reserved This document, and the Ideas and designs may not be reused, in whole or in part, without written permission from D'Aeoto Conversano he. Amato Conversano Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WAS HI REVHWE REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: DRAFTED: LM PROJECT NUMBER: 09 -21 -052 DRAWING NAME: SHEET NUMBER: S5.1 DCI 10/28/2009 10/28/2009 REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS REVIEWED: TB, AM STRUCTURAL FRAMING DETAILS CIS &) JAN 2 ? Ell REID MIDDLETON 1 l� 1 ( ) V V ( 'i i VNI/I\VIW,t\ T /PARAPET / PER ARCH W6> TYP WHERE SHOWN, UNO (3) #10 SCREWS (2) #12 WOOD SCREWS INTO TRUSS TRUSS PER PLAN FRONT ELEMENT FRONT TRUSS ELEVATION 600T162 -43 CONT 600S200 -43 24 "OC, TYP UNO A35 © 24 "OC DECK PER PLAN r1 EMBED EDGE SCREWS 600T162 -43 BLKG (4) #10 SCREWS AT CONNS TYP (4) PLACES (3) #10 SCREWS 600T162 -43 BLKG -EDGE SCREWS TYP T/ (E) PANEL (3) 3 /8 "0 TITEN MINI W/ WASHER EMBED 1 MIN (E) CONC TILT PANEL 600T200 -43 CONT SCALE: 1 /2 " =1' -0" FURRING PARAPET FRONT SHORT TRUSS ELEVATION <W6 GL5 GL5 /8x6 TYP UNO 600T162 -43 CONT 600S200 -54 © 2' -0 "OC T /(E) PANEL 3 /8"9 5 TITAN MINI W/ WASHER (4 48 "OC EMBED 1 MIN (E) CONC TILT PANEL SCALE: 1 " =1' -0" SCALE: 1 /4 " =1' -0" GL5 /8x6 TYP UNO SCALE: 1 /4 " =1' -0" 0 NOTE: AT SIM, CONNECTION MIRRORED. TOP CORNER CONNECTION NOTE: AT SIM, CONNECTION MIRRORED TO BE BOTTOM CONNECTION. SIMPLE CONNECTION (4) 3 /4 "O THRU BOLTS R EA SIDE OF MEMBER NOTE: AT SIM, MIRROR CONNECTION. V BEARING END CONNECTION E EA SIDE OF MEMBER---' 1). ' 3 " 1 Y 2 " TRUSS MEMBER PER PLAN (6) 3/4"� THRU BOLTS TRUSS MEMBER PER EL E EA SIDE OF MEMBER SCALE: 1"=1 E1/ EA SIDE OF MEMBER (3) 3 /4"� THRU BOLTS TRUSS MEMBER PER PLAN SCALE: 1"=1 MEMBER TRUSS MEMBER PER EL TYP C3) GL5 AT END SCALE: 1"=1 TRUSS MEMBER PER EL TRUSS MEMBER PER EL NOTE: SIM GL5 /8x6 TYP UNO MEMBER MEMBER • AT SIM, CONNECTION MIRRORED TO BE TOP CONNECTION. TRUSS ELEVATION G GL5 PER ARCH 1Y2" PER ARCH 13" 2%" MEMBER ‘___/ --TRUSS MEMBER PER EL MEMBER 1y" 2 BOTTOM CONNECTION AT EXTERIOR TRUSS kAR 1 0 201!) 1y" 3" 3" 1y" SCALE: 1 "= TRUSS MEMBER PER EL CODE I > r ,��., CO O "�e�ie` MQE� ;,' R 9 TRUSS MEMBER PER EL 1" WOOD WRAP POST PER PLAN SCALE: 1"=1 C MEMBER R EA SIDE OF MEMBER (17) 3 /4 "O THRU BOLTS C MEMBER 1E EA SIDE OF MEMBER (17) 3 /4 "O THRU BOLTS TRUSS MEMBER PER EL AT END • . P SIM BOT GL5 SIM rn1 �,, �, '' , *,g r E: 1/8 " =1' -0" ARCHITECT OF RECORD: • • M111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 a n t ii n i C i s® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci- engineers.com CIVIL /STRU CTURAL © Copyright 01/2010 D'Amato Conversono Inc. All Rights Reserved This document, and the Ideas and designs may not be reused, in whole or in part, without written permission from D'Amoto Conversano Inc. Amato Conversion Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON ULEU�OEM]C J t °', I ?_ 2010 REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS DRAFTED: LM PROJECT NUMBER: DCI 10/28/2009 10/28/2009 REVIEWED: TB, AM 09 -21 -052 DRAWING NAME: STRUCTURAL FRAMING DETAIL JAN 2 i 2: REID MIDDLE T C. SHEET NUMBER: S5.2 T /PARAPET / PER ARCH W6> TYP WHERE SHOWN, UNO (3) #10 SCREWS (2) #12 WOOD SCREWS INTO TRUSS TRUSS PER PLAN FRONT ELEMENT FRONT TRUSS ELEVATION 600T162 -43 CONT 600S200 -43 24 "OC, TYP UNO A35 © 24 "OC DECK PER PLAN r1 EMBED EDGE SCREWS 600T162 -43 BLKG (4) #10 SCREWS AT CONNS TYP (4) PLACES (3) #10 SCREWS 600T162 -43 BLKG -EDGE SCREWS TYP T/ (E) PANEL (3) 3 /8 "0 TITEN MINI W/ WASHER EMBED 1 MIN (E) CONC TILT PANEL 600T200 -43 CONT SCALE: 1 /2 " =1' -0" FURRING PARAPET FRONT SHORT TRUSS ELEVATION <W6 GL5 GL5 /8x6 TYP UNO 600T162 -43 CONT 600S200 -54 © 2' -0 "OC T /(E) PANEL 3 /8"9 5 TITAN MINI W/ WASHER (4 48 "OC EMBED 1 MIN (E) CONC TILT PANEL SCALE: 1 " =1' -0" SCALE: 1 /4 " =1' -0" GL5 /8x6 TYP UNO SCALE: 1 /4 " =1' -0" 0 NOTE: AT SIM, CONNECTION MIRRORED. TOP CORNER CONNECTION NOTE: AT SIM, CONNECTION MIRRORED TO BE BOTTOM CONNECTION. SIMPLE CONNECTION (4) 3 /4 "O THRU BOLTS R EA SIDE OF MEMBER NOTE: AT SIM, MIRROR CONNECTION. V BEARING END CONNECTION E EA SIDE OF MEMBER---' 1). ' 3 " 1 Y 2 " TRUSS MEMBER PER PLAN (6) 3/4"� THRU BOLTS TRUSS MEMBER PER EL E EA SIDE OF MEMBER SCALE: 1"=1 E1/ EA SIDE OF MEMBER (3) 3 /4"� THRU BOLTS TRUSS MEMBER PER PLAN SCALE: 1"=1 MEMBER TRUSS MEMBER PER EL TYP C3) GL5 AT END SCALE: 1"=1 TRUSS MEMBER PER EL TRUSS MEMBER PER EL NOTE: SIM GL5 /8x6 TYP UNO MEMBER MEMBER • AT SIM, CONNECTION MIRRORED TO BE TOP CONNECTION. TRUSS ELEVATION G GL5 PER ARCH 1Y2" PER ARCH 13" 2%" MEMBER ‘___/ --TRUSS MEMBER PER EL MEMBER 1y" 2 BOTTOM CONNECTION AT EXTERIOR TRUSS kAR 1 0 201!) 1y" 3" 3" 1y" SCALE: 1 "= TRUSS MEMBER PER EL CODE I > r ,��., CO O "�e�ie` MQE� ;,' R 9 TRUSS MEMBER PER EL 1" WOOD WRAP POST PER PLAN SCALE: 1"=1 C MEMBER R EA SIDE OF MEMBER (17) 3 /4 "O THRU BOLTS C MEMBER 1E EA SIDE OF MEMBER (17) 3 /4 "O THRU BOLTS TRUSS MEMBER PER EL AT END • . P SIM BOT GL5 SIM rn1 �,, �, '' , *,g r E: 1/8 " =1' -0" ARCHITECT OF RECORD: • • M111116 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 a n t ii n i C i s® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci- engineers.com CIVIL /STRU CTURAL © Copyright 01/2010 D'Amato Conversono Inc. All Rights Reserved This document, and the Ideas and designs may not be reused, in whole or in part, without written permission from D'Amoto Conversano Inc. Amato Conversion Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON ULEU�OEM]C J t °', I ?_ 2010 REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS DRAFTED: LM PROJECT NUMBER: DCI 10/28/2009 10/28/2009 REVIEWED: TB, AM 09 -21 -052 DRAWING NAME: STRUCTURAL FRAMING DETAIL JAN 2 i 2: REID MIDDLE T C. SHEET NUMBER: S5.2 BOLTED SINGLE SHEAR PLATE CONNECTION - SCHEDULE "A" 3/4" 0- A325 -N SINGLE ROW BEAM Fy =50KSI - CONNECTION PLATE Fy =36KS1 BEAM SIZE "N" BOLTS REQUIRED (1) MIN SHEAR PLATE OR WT STEM THICKNESS MIN HSS COLUMN WALL THICKNESS (10) WELD SIZE t (7) MAX SINGLE COPE DEPTH (9) MAX DOUBLE COPE DEPTH (9) CONNECTION CAPACITY - ASD (3) (KIPS) UNCOPED C OPED SINGLE C8,C9,C10 2 1 /4" 1 /4" 3 /16" 1 NR (11) 13.2 7.6 NR (11) W8 2 1/4" 1/4" 3 /16" 1 1 /4 " NR (11) 13.2 7.6 NR (11) W10 2 1/4" 1/4" 3 /16" 2 1 13.2 11.0 11.0 C 12,C 15 3 1/4" 1 /4rr 3 /16" 2" 1 25.6 17.5 17.5 W12 3 1/4" 1 /4rr 3 /16" 2" 1 25.6 18.3 18.3 W14 3 5/16" 1/4" 1 /4 " 2 1 27.8 27.8 23.9 W16 4 5/16" 1/4r 1 /4 " 2 1 42.4 42.4 36.6 W18 5 5 /16" 5/16" 1/4" 2 1 53.0 EQUAL TO UNCOPED CAPACITY EQUAL TO UNCOPED CAPACITY W21 6 3 /8" 5 /16 " 5 /16 ' 2 1 63.6 W24 7 3 /8" 5 /16" 5 /16" 2 1 74.2 W27 8 3 /8" 3 /8" 5 /16" 2 1 /2 " NR (11) 84.8 NR (11) W30 8 7 /16" 3 /8 " 5 /16 ' 2 NR (11) 84.8 NI? (11) W33 9 716 3 /8 " 5 /16 ' 2 NR (11) 95.4 NR (11) W36 10 ./16" 3 /8" 5 /16" 2 NR (11) 103.2 NR (11) TABLE 1 MINIMUM WELD SIZE TABLE PLATE OR FLANGE THICKNESS (T) * MINIMUM FILLET SIZE T < 1/2" 3/16" 1 /2" < T < 3/4" 1/4" 3 /4" < T 5 /16" SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS 05201 #10 SCREWS © 3 "OC INTO BLKG - SHTHG PER PLAN T /SHTHG PER PLAN JOIST PER 1/S5.2 L1 x 5" W/ (3) #10 SCREWS EA LEG BLKG © 24 "OC TO MATCH JOIST SIZE & THICKNESS S /H2.5 EA JOIST- SEPARATION JOINT AT FRONT ELEMENT 07211M BOLTED SINGLE ROW SHEAR PLATE CONNECTION NOTES: 1. PROVIDE EITHER STANDARD OR HORIZONTAL SHORT SLOTTED HOLES AS PERMITTED BY AISC J3.2 IN THE BEAM WEB AND /OR THE SHEAR PLATE. 2. WHERE SHORT - SLOTTED HOLES ARE USED, PROVIDE HARDENED WASHERS PER AISC J3.2. 3. CAPACITIES BASED ON AISC 13TH EDITION WITH ASTM A325 -N BOLTS. 4. HORIZONTAL DISTANCE FROM SUPPORT FACE TO CENTERLINE OF BOLT GROUP SHALL BE AS SHOWN IN THE DETAILS, BUT SHALL NOT EXCEED 3 IN THE AS -BUILT CONDITION. SUPPORT FACE FOR TEE IS THE INSIDE FACE OF FLANGE. 5. VERTICAL EDGE DISTANCE FROM BOLT CENTERLINE TO EDGE OF STEEL SHALL BE 1 TYPICALLY, EXCEPT THAT 1 IS PERMITTED PER AISC TABLE J3.4 FOR 3 /4" DIAMETER BOLTS WITHOUT ANY REDUCTION IN THE TABULATED CAPACITIES. 6. GAP BETWEEN BEAM END AND SUPPORT FACE SHALL BE 1 /2" EXCEPT FOR "WT" CONNECTORS USED WITH HSS COLUMNS. WHERE "WT" ARE USED AS SHEAR TAB ELEMENTS, THE GAP BETWEEN FACE OF COLUMN AND END OF BEAM SHALL NOT EXCEED THE LESSER OF 1 OR THE "k" DISTANCE OF THE "WT" PLUS 1 /4 ". 7. WELD SIZES SHALL BE THE LARGER OF THE SIZE (t), TABULATED IN SCHEDULE "A" OR MINIMUM SHOWN IN TABLE 1. 8. FIELD FILLET WELDS SHALL BE SIZED TO BE AT LEAST 1 /8" LARGER THAN THE WELD SIZE SHOWN IN SCHEDULE "A ", UNLESS PROPER FIT -UP IS VERIFIED BY A SPECIAL INSPECTOR PRIOR TO WELDING. 9. COPE DEPTHS (SINGLE AND DOUBLE) SHALL NOT EXCEED THE LESSER OF THOSE SHOWN IN SCHEDULE "A ", NOR AS ALLOWED BY BOLT HOLE SPACING AND MINIMUM EDGE DISTANCE REQUIREMENTS. SINGLE COPE LENGTH SHALL NOT EXCEED 6 ". DOUBLE COPE LENGTHS SHALL NOT EXCEED THAT REQUIRED TO ACCOMMODATE GIRDER FLANGE + 1 /2" MAX GAP BETWEEN FLANGES. 10. UNCOPED CAPACITIES OF WT CONNECTIONS ARE VALID WITH MINIMUM NOMINAL HSS COLUMN WALL TABULATED THICKNESS. THE EFFECTIVE THROAT OF FLARE BEVEL GROOVE WELDS IS BASED ON OUTSIDE RADIUS OF HSS, AND IS TAKEN AS 5 /8 TIMES THE HSS WALL THICKNESS BASED ON AWS D1.1, TABLE 2.1. WHEN 3 /4" A325 -N BOLTS ARE USED, A 3 /16" HSS COLUMN WALL THICKNESS IS PERMITTED WITH A 20% REDUCTION OF THE WT CONNECTION CAPACITY. 11. NR = NOT RECOMMENDED. DOUBLE COPES FOR THESE BEAMS ARE RESTRICTED BY CONNECTION GEOMETRY AND /OR LARGE REDUCTIONS IN SHEAR CAPACITY. DOUBLE COPES ARE POSSIBLE, BUT CAPACITIES MUST BE CALCULATED FOR SPECIFIC BEAM AND GIRDER GEOMETRIES AND MUST BE DETAILED SEPARATELY. T /STL PER PLAN • w 0 TYPICAL SHEAR PLATE CONNECTION MAX COPE LENGTH PER (NOTE 9), TYP 1 " GAP -OCBF BEYOND FIN PER ARCH DIAPHRAGM BOUNDARY SCREWS PER PLAN 2 MIN 3 MAX (NOTE 2x BOLT 0 1 /2" GAP TYP (NOTE 6) BEAM TO BEAM CONNECTION SHEAR PLATE INFORMATION PER TYPICAL SHEAR PLATE CONNECTION. * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF THE THICKER PART. TAB PER RIM TRACK MFR, BLKG TO TAB CONN PER PLAN 54MIL RIM TRACK DIAPHRAGM BOUNDARY SCREWS PER PLAN PANEL EDGE SCREWS PER SCHED (2) #10 SCREWS AT JOIST BRG STL STUD WALL & SHTHG PER SCHED BRACE FRAME STUD & SHTHG PER SCHED F /SUPPORT (EMBED IE, BEAM WEB, COL FLANGE OR RETROFIT R) 4) SHEAR PLATE THICKNESS PER SCHED "A" t SIZE & QUANTITY OF BOLTS PER SCHED "A" WASHERS PER (NOTE 2) BEAM PER PLAN TYP SHEAR IE CONN BEAM PER PLAN, TYP SCHED "A" (NOTE 7) FIELD WELDS (NOTE 8) NOTE: ROOF SHTHG PER PLAN H2.5 TIES EA END OF BLKG FLASHING AND WATERPROOFING PER ARCH. SEPARATION JOINT AT CLERESTORY ROOF BEAM WHERE OCCURS PER PLAN -� T /STL PER PLAN F BEAM WHERE OCCURS PER PLAN -� T /STL PER PLAN BEAM WHERE OCCURS PER PLAN CROP CORNERS 1" MAX, TYP TYP AT STIFF IL TO COL WEB PER> TABLE 1 TYP AT STIFF IE TO COL FLANGE PER TABLE 1 F :D BEAM TO WF COLUMN FLANGE SHEAR PLATE INFORMATION PER TYPICAL SHEAR PLATE CONNECTION. BEAM TO WF COLUMN WEB - OPTION 1 (BEAM FITS INSIDE COLUMN) SHEAR PLATE INFORMATION PER TYPICAL SHEAR PLATE CONNECTION. T /STL PER PLAN t t PANEL EDGE SCREWS PER SCHED DIAPHRAGM BOUNDARY SCREWS PER PLAN 2x BLKG W61 TYPE PER SCHED PREFAB ROOF TRUSS STUD WALL PER SCH 550S162 -43 © 24 "OC l COL C COL COL L11 1 1" GAP v BEAM TO WF COLUMN WEB - OPTION 2 SHEAR PLATE INFORMATION PER TYPICAL SHEAR PLATE CONNECTION. COL PER PLAN -TYP SHEAR IE CONN BEAM PER PLAN, TYP STIFF IE / T &B W/ CROPPED CORNERS TO CLEAR COLUMN "k" > SCHED "A" (NOTE 7) AC550 CLIP W/ (3) #10 SCREWS INTO EA STUD OCBF BEYOND PER PLAN FIN PER ARCH BRACE FRAME STUD WALL & SHTHG PER SCHED SEPARATION JOINT AT CLERESTORY BEAM WHERE OCCURS I PER PLAN -.. SECTION I T /STL PER PLAN KNIFE IE REQD ALONG GIRDER LINE "t" PER t + SCHED "A" TYP NOTE: ADDITIONAL INFORMATION PER TYPICAL SECTION. SCHED "A" NOTE: ADDITIONAL INFORMATION PER TYPICAL SECTION. t+ 1 /16" F W61 TYPE PER SCHED STUD WALL PER SCHED 550S162-43 @1 24 "OC BOT TRACK PER PLAN A L ANGE\ / 2 2 : OE HGR > 3/ > MIN N MI GB5 F HGR BEAM PER PLAN STL BEAM PER PLAN AC950 EA STUD W/ (2) #10 SCREWS INTO STUD W/ (3) PAF TO STL BEAM ALIGN W/ EXT FACE OF CONC TILT PANEL COL C COL & BEAM C. COL & BEAM bo9 .23 (9 • 3 AT WT, TYP (NOTE 4) 2 AT KNIFE F_, TYP -I 1" GAP SCALE: 1 "= COL CONTINUES AT SIM F- CAP IE TO MATCH COL WALL THICKNESS. CAP FLUSH W/ T /STL WT STEM OR KNIFE IE THICKNESS PER SCHED "A" ADDL INFORMATION PER TYP SHEAR IE CONN I BEAM PER PLAN, TYP COL PER PLAN BEAM TO HSS OR PIPE COLUMN SHEAR PLATE INFORMATION PER TYPICAL SHEAR PLATE CONNECTION. WT STEM THICKNESS PER SCHED "A ", TYP USE KNIFE IE ALONG GIRDER LINE SCHED "A" t , iU CUT FLANGE TO PROVIDE EDGE OF FLANGE SHALL 1 /4" MIN FLAT BEYOND BE FLUSH W/ F /COL OR TOE OF WELD OVERRUN AS REQD TYPICAL SECTION AT INTERIOR COLUMN OMIT AT CORNER TYPICAL SECTION AT CORNERS AND 3 -SIDED CONDITIONS TYP (NOTE 10) TYP (NOTE 10) EDGE FLUSH W/ F /COL, MIN SHEAR IE PER SCHED "A ", TYP FLANGE E THICKNESS TO BE TWICE THE SHEAR IE THICKNESS ALTERNATE SECTION WITH TEES BUILT -UP FROM PLATES BRACE FRAME STUD WALL & SHTHG PER SCHED Ro'VliL- ity'i.0J°Oue v ODiY+ `LWI �UPL Au ,r 0 201g gayU v V'7 V9� � JJ�ttw SCALE: 1 " =1' -0" OCBF BEYOND FIN PER ARCH 12 ARCHITECT OF RECORD: DRAFTED: LM S5.3 • • X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512 /916 -0051 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci - engineers.com CIVIL / STRUCTURAL © Copyright 01/2010 D'Amato Conversano Inc. All Rights Reserved This document. and the ideas and designs may not be reused, in whole or In part, without written permission from D'Amato Conversano Inc. Amato Conversono Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON iAN 2 3 2010 REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS PROJECT NUMBER: 09 -21 -052 DRAWING NAME: STRUCTURAL FRAMING DETAILS CE DCI REVIEWED: TB, AM JAN 2 10/28/2009 10/28/2009 REID MIDDLETCi; I SHEET NUMBER: STUD WALL Sc SHTHG PER SCHED- 54 MIL, MC200 CLIP © 24 "OC W/ (2) #10 SCREWS INTO STUD WI (2) PAF INTO STL BEAM- OCBF STL BEAM PER EL 54 MIL, AS1000 CLIP W/ (2) #10 SCREWS INTO STUD W/ (3) PAF INTO STL BEAM STUD WALL & SHTHG PER SCHED NOTE: AT SIM, NO STUD WALL BELOW. OCBF DRAG BEAM CONNECTION 3 / 16 3 / 16 NOTE: MIRROR AT SIM. BENT 8 x 8" 3 "x3" W/ (2) A307 BOLTS TO BEAM FLANGE TYP 3 / 16 3 / 16 COL PER EL C COL 6005162 -43 BLKG BTWN STUDS W/ 54 MIL, MA200 W/ (2) #10 SCREWS EA LEG INTO EA STUD PANEL EDGE SCREWS PER PLAN 54 MIL, AC950 CLIP W/ (4) #10 SCREWS INTO STUD W/ (3) PAF INTO STL BEAM BOT TRACK TOP TRACK (3) #10 SCREWS THRU T &B TRACK © 24 "OC C BRACE BRACE CONNECTION TO BEAM AND COLUMN BEAM PER EL c BRACE <TYP GUSSET 1E /8, TYP BRACE PER EL, TYP SCALE: 1"=1'-0" C BEAM NOTE: MIRROR AT SIM. BEAM AT SIM 3 / 16 3 / 16 COL PER EL rr i BENT R x 8 I3 "x3" W/ (2) A307 BOLTS / TO BEAM FLANGE / WP BRACE TO BEAM AND COLUMN BRACE FRAME ELEVATION E COL BEAM PER EL COL COL GUSSET L 3 /16 \ 3 /16/ ) 3 /16 B 3 / 16 E BRACE BRACE PER EL C BEAM SCALE: 1 " =1' -0" SCALE: 1 /4 " =1' -0" NOTE: MIRROR AT SIM. COL PER EL - FTG PER PLAN BRACE TO COLUMN AND FOOTING N/S BRACE FRAME ELEVATION C COL C BRACE BRACE PER EL BP Sc ABS PER PLAN 1" NON— SHRINK GROUT SCALE: 1"=1'-0" 8 " — 3 �I BRACE CONNECTION BRACE PulEVEYdik--;_D FOR R -CODE i4ARi02010 a C BRACE C COL BRACE PER PLAN SCALE: 1"=1'-0" 2 S6.1 OPP SIM SCALE: 1 /4 " =1' -0" ARCHITECT OF RECORD: • • X16 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 DCI C n Is o n e i ® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci- engineers.com CIVIL / S'TRUC'TU © Copyright 01 /2010 D'Amato Conversano Inc. M Rights Reseyed ml, document, and the Ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. (Amato Conversano Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON JAN 2 2010 c REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: 10/28/2009 10/28/2009 REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS DRAFTED: LM PROJECT NUMBER: REVIEWED: TB, AM 09 -21 -052 DRAWING NAME: STRUCTURAL BRACE FRAME ELEVATI 8c DETATIS JAN .t i REID MIDDLETON SHEET NUMBER: S6.1 ti _ STRONGBACK SCHEDULE BUILT -UP STUD ANCHORA FO STUD WALL TYPE STRONGBACK STUD MAX STRONGBACK SPACING ___S____-__ © __ "OC (2) S_ -r_ -u ___S___-__ (4) __"0C (2) S -r_ - rr __-__ (2) s__ @ "OC (2) S_� —r_ —n __ - - — ( S_ - __ © ( .____s___ — ' - - n - __ 07001 07051 07010 NOTE: TOP AND BOTTOM TRACK SPLICES SHALL BE STAGGERED 48" MINIMUM. TYPICAL TRACK SPLICE TYPICAL STL STUDS PER PLAN BOT TRACK PER PLAN T /SLAB PER PLAN CONC SLAB PER PLAN 2. IN LOCATIONS WHERE THE GAP BETWEEN THE BOTTOM DRY -PACK GROUT SHALL BE PLACED BETWEEN T ALL GROUTING BENEATH STEEL STUD WALLS ENSURE SOLID GROUTING BENEATH TH MACK. 3. WHERE THE GAP BETWEEN STRUCTURAL ENGINEE (3) #10 SCREWS TYP EA SIDE OF SPLICE t1 x 3" W/ (2) #10 SCREWS EA LEG STL STUD PER PLAN & SCHED 1 TAUT HORIZ FLAT STRAP 48 "OC MAX UNO PER PLAN NOTES. SPLICE PER 4/S7.1 S162 -43 BLKG INSTALL AT ENDS OF STRAP & 12' -0 "OC MAX (4) #10 SCREWS MIN EA SIDE OF BLKG MIN #10 SCREW AT EA STRAP TO STUD 0 EMBED IE PER [07050] DOUBLE FLAT STRAP BRIDGING WITH BLOCKING S162 x THICKNESS TO MATCH TRACK, NESTED IN TRACK SHTHG PER PLAN PLASTIC SHIM AT EA STUD PER NOTE 1 TRACK PER PLAN SCALE: NONE GROUT P ' OTE 2 NOTES: 1. SHIMS SHALL BE LOCATED DIRECTLY BENEATH ALL STUDS WITH FULL BEARING. S SHALL BE POSITIVELY ATTACHED TO THE BOTTOM TRACK AND EXTEND A MIN OF 1 /8" ON EACH SIP SF THE TRACK EXCEPT AT EMBED PLATE. SHIM PRODUCT DATA SHALL BE SUBMITTED TO THE STR ' RAL ENGINEER OF RECORD FOR APPROVAL PRIOR TO INSTALLATION. HE TRACK AND THE TOP OF SLAB EXCEEDS 1 /4 ", HIMS. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR /4" DIA HOLE SHALL BE DRILLED AT 10' -0 "OC MAX TO BOTTOM OF THE TRACK AND THE TOP OF SLAB EXCEEDS 1" CONTACT THE RECORD FOR ALTERNATIVE PROCEDURES. L STUD SHEAR WALL BEARING REQUIREMENTS ii. I i; AF R S pkf S 4 Aq ♦ N CF 11141:14Sp I. t1 /2x4x54MIL x 3" �� (LLH) W/ (2) #10 SCREWS EA LEG i i NOTES: 1. PROVIDE BRIDGING THRU OPTIONS A, B, OR C FOR STUD DEPTHS 6" OR LESS. FOR STUD DEPTHS GREATER THAN 6" USE OPTION A. 2. BRIDGING SHALL BE INSTALLED AND ADEQUATELY ANCHORED PER 12/57.1 PRIOR TO APPLYING AXIAL LOADING TO STUDS. TYPICAL STEEL STUD WALL BRIDGING FSEN � RS ROW fASTFN T /SLAB PER PLAN NOT USED STUDS TO BE FULLY SEATED AGAINST TRACK (1/16" MAX GAP) TRACK PER PLAN 3 4 MAN NOTE: THIS DETAIL APPLIES TO TOP AND BOTTOM TRACKS OF ALL STRUCTURAL STEEL STUD WALLS UNO. TYP /8 EMBED Q CONC SLAB PER PLAN PLAN VIEW STD PUNCHOUT Ep p IN UR S 4 1 pER OF ca STL STUD PER PLAN BRIDGING CHANNEL WITH ANGLE P, 0 1 TYPICAL TOP AND BOTTOM TRACK DETAIL 07000 SECTION (2) #10 SCREWS EA LEG STUD = C. EMBED R STL STU 1 /2x1 /2x(STUD DEPTH- 1 /2 ")x54MIL 1 / 16 \ 1 / 11/2" 1 /16 , 1 / 54MIL x 1 /2 ' n 1 /2 " BRIDGING CHANNEL © 48 "OC MAX, UNO PER PLAN NOTES. SPLICE PER 4/57.1 (2) #10 SCREWS © 12 "OC TO COLD- FORMED STL, (2) PAF © 12 "OC W/ 3 /4" EMBED TO CONC, (2) PAF (4) 12' OC TO STL UNO ON SHEAR WALL SCHED SCALE: NONE OND PER PLAN E x AS REQD, TYP Z o- GROUT (PLASTIC SHIM AT STUD BEYOND) SCALE: 1 " =1' -0" NOTE: 43MIL MINIMUM STUD THICKNESS FOR WELDING. SCREW ATTACHED WELD ATTACHED STL STUDS PER PLAN BRIDGING CHANNEL WITH ANGLE SCALE: NONE NO PUNCHOUT SHALL loz.„... OCCUR WITHIN 1.5 x STUD DEPTH OR 10" MIN FROM END OF STUD (1) #10 SCREW EA STUD FLANGE, TYP (2) STL STUD PER PLAN & SCHED HORIZ FLAT STRAP SPLICE S162 -43 BLKG INSTALL AT SPLICE (4) #10 SCREWS MIN EA SIDE OF SPLICE INTO BLKG AT EQUAL SPACES MIN #10 SCREW AT EA STRAP TO STUD NOTE: ATTACH BLOCKING /BRIDGING TO STEEL STUDS PER 10/S7.1. TYPICAL STEEL STUD WALL BRIDGING SPLICE DETAIL 07011 TOP TRACK PER PLAN PROVIDE CONT BLKG PER [07010] FROM LAST STRONGBACK STUD TO END OF WALL PANEL- CD z CD Co C/) 0 z a- w BOT TRACK PER PLAN MAX DISTANCE TO 07020 NOTE: COORDINATE STR I END OF WALL PANEL OR DISCONTINUOUS BRIDGING < 1 /2 OF MAX STRONGBACK SPACING PER SCHED, TYP DOUBLE FLAT STRAP BRIDGING SPLICE WALL STUD PER PLAN // BLKG PER [07010] J r. PLAN AT WALL E (3) #10 SCREWS AT BRIDGING STRAP & T &B TRACK, TYP GBACK LOCATIONS WITH LIGHT SWITCH D ELECTRICAL BOXES. PLAN A CONDITION STRONGBACK STUD SIZE PER SCHED, TYP STUD BRIDGING PER PLAN MAX SPACING BTWN STRONGBACK STUDS PER SCHED C STRONGBACK SCALE: NONE WALL STUD PER PLAN FLAT STRAP BRIDGING, TYP A4 ST FR p�N SpgCF rez STRONGBACK STUDS PER SCHED L1 x WALL W/ (2) #10 SCREWS EA PLAN B MAX SPACING BTWN STRONGBACK STUDS PER SCHED C STRONGBACK WALL PANEL ELEVATION S ST DEPTH WALL STUD PER PLAN (3) #10 SCREWS AT BRIDGING STRAP & T &B TRACK. TYP T r STL STUD PER PLAN & SCHED STRONGBAC 1 54MIL x 1 /2 " n 1 /2" BRIDGING SPLICE CHANNEL (4) #10 SCREWS MIN EA SIDE OF SPLICE STRONGBACK STUDS PER SCHED WALL STUD PER PLAN FLAT STRAP BRIDGING, TYP PLAN C PLAN AT INTERMEDIATE STRONGBACK CONDITION SCALE: NONE TYPICAL STEEL STUD BEARING /SHEAR WALL FLAT STRAP BRIDGING ANCHORAGE BRIDGING CHANNEL SPLICE S NOT USED ALL STUD PLAN STRON PER SC ACK STUDS (3) #10 SCREWS AT BRIDGING STRAP & T &B TRACK, TYP BLKG PER [07010] #10 SCREWS 6 "OC SCALE: NONE PLAN AT WALL END CONDITION SCALE: NON `4aU ViAR1u10.;. WALL STUD PER PLAN - o ! n 44,4,E 'C4L6'• 'R h d t,,,74 .bt � r�GAI,E: 1 /2 " =1' - r�l9E' Its' @\_ri 0 " • FLAT STRAP BRIDGING, TYP ARCHITECT OF RECORD: 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 CnI GonC C iRso 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci- engineers.com CIVIL /ST RUCTURA L © Copyright 01/2010 D'Amato Conversono Inc. NI Rights Reserved Ws document, and the ideas and designs may not be reused. In whole or in part, without written permlesion from D'Amato Conversano Inc. Amato Conversano Inc. disclaims any responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON u JAN 23 2010 REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET A 01 -19 -10 BD COMMENTS DRAFTED: LM X16 architects & urbanists PROJECT NUMBER: 09 -21 -052 DRAWING NAME: DCI 10/28/2009 10/28/2009 REVIEWED: TB, AM STRUCTURAL COL!1 FORMED STEEL DETAILS RECD J4( 2 2, SHEET NUMBE1 E D MIDDLEDT, :. S7.1 HOLD -DOWN SCHEDULE (STEEL STUDS) [1] TYPE STUDS REQUIRED AT HOLD –DOWN [2] SCREWS ANCHOR CAPACITY (LBS) [5] CONCRETE EMBEDMENT [5] DIAMETER SPREAD FOOTING CIP OR ADHESIVE [3, 4] 33MIL 43MIL 54MIL S /HDU4 (2) 600S162 -54 (6) #14 8" 5 /8" 1160 1913 1985 STEEL STUD BEARING WALL SCHEDULE WALL TYPE LEVEL RK EXTERIOR WALL SHEAR WALL STUD T &B TRACK #6 SCREWS © 6 "OC OCBF STUDS 600 162 -54 16 "OC 600T150 -54 <W6I CLERESTORY 6005162 -43 © 24 "OC 600T150 -43 <W6 OTHER 600S162 -43 © 24 "0C 600T150 -43 6 SHEAR WALL SCHEDULE FOR 15 /32" APA –RATED SHEATHING WALL TYPE MINIMUM STUD THICKNESS SCREW SPACING AT PANEL EDGES AND FIELD SHEAR CAPACI j (PLF) S162 -33 #6 SCREWS © 6 "OC 532 I W6> 07180 METAL DECK PER PLAN- ROOF JOIST PER PLAN METAL DECK OVER LAP ONE FLUTE MIN METAL DECK SIDE LAP ATTACHMENT PER PLAN SHTHG PER PLAN JOIST PER PLAN T /SHTHG PER PLAN I1 (3) #10 SCREWS AT JOIST BEARING DIAPHRAGM BOUNDARY SCREWS PER PLAN STUD WALL & SHTHG PER PLAN PER ARCH NOTE: ALIGN STUDS DIRECTLY BELOW JOISTS. METAL DECK SHEET WIDTH, TYP • 1 I ' -0" MIN • J 1• I• •t Z • — a• JOIST PER PLAN- RIM TRACK PER PLAN PLAN - TYPICAL METAL DECK ATTACHMENT t1 x1 MIL x 5" W/ 2 (3) #10 SCREWS EA LEG TYPICAL JOIST PARALLEL TO EXTERIOR WALL WITH OUTRIGGER OUTRIGGER PER PLAN 14 I• • BLKG TO MATCH JOISTS W/ BENT LEGS DIAPHRAGM BOUNDARY SCREWS PER PLAN S /H2.5 SCALE: 1"=1'-0" PANEL EDGE SCREWS ROOF SHTHG PER PLAN SCALE: 1 "= #10 SCREWS © 3 "OC STAGG S /H2.5 EA JOIST- SHTHG PER ARCH SLOPE °PER ARCH TYPICAL JOIST BEARING AT EXTERIOR WALL WITH OVERHANG 07212 362S162 -54 AT EA JOIST AT OVERHANG SCALE: 1"=1'-0" METAL DECK EDGE ATTACHMENT PER PLAN LOW FLUTE MUST LAND ON RIM TRACK TO ACCOMMODATE METAL DECK EDGE ATTACHMENT �- - BOT TRACK PER PLAN -STUD WALL PER PLAN METAL DECK EDGE ATTACHMENT PER PLAN SCREWS ATTACH TO EA JOIST PER PLAN, TYP BOUNDARY EDGE SCREWS PER PLAN 54MIL RIM — — TRACK 54MIL RIM TRACK NOTCH AT OVERHANG PANEL EDGE SCREWS PER PLAN (2) #10 SCREWS AT JOIST BRG STL STUD WALL & SHTHG PER PLAN 54 MIL TRACK PLAN - SHEAR WALL END 07066 STL STUD TRACK PER PLAN- SHEAR WALL PANEL EDGE SCREWS PER SHEAR WALL SCHED TENSION ROD PER HOLD –DOWN SUPPLIER PLAN - INTERSECTING CORNER SHEAR WALLS 7085 • • w • • w 00000 TYPI 07080 FLR /ROOF FRAMING PER PLANS & DETAILS STRAP W/ SHEAR WALL EDGE ATTACHMENT BUNDLED STUDS PER PLAN SHTHG PER PLAN 0 SHEAR WALL PANEL EDGE SCREWS PER SHEAR WALL SCHED SHEAR WALL PANEL EDGE SCREWS PER SHEAR WALL SCHED AT (1) HD COMPRESION STUD & WALL END STUD FIELD SCREWS AT ALL OTHER STUDS SHEAR WALL SHTHG & CONN PER SHEAR WALL SCHED, TYP 6/S7.2 • BUNDLED COMPRESSION STUDS PER HOLD –DOWN SUPPLIER SHEAR WALL SHTHG & CONN PER SHEAR WALL SCHED SHEAR WALL PANEL EDGE SCREWS PER SHEAR WALL SCHED SCALE: 1 " =1' -0" SHEAR WALL PANEL EDGE SCREWS PER SHEAR WALL SCHED -HD OR STRAP HD W/ STUDS PER PLAN, TYP STL STUD TRACK PER PLAN STL STUDS PER PLAN, TYP SCALE: 1"=1'-0" -T WALL STUDS ABOVE PER PLAN SCALE: 1 /2 " =1' -0" SHTHG PER PLAN S WALL STUDS PER PLAN CONC FTG OR BEAM PER PLAN 2 �. SHEAR WALL SCHEDULE 01434A 01421 0 83 BUNDLED ' DS PER PLAN T /SLAB PER PLAN BEAM PER PLAN NOTES: [1] PROVIDE STRAP BLOCKING AT HORIZONTAL PANEL JOINTS AND SOLID BLOCKING BETWEEN THE FIRST (2) END STUDS. [2] ATTACH STUD TO TOP AND BOTTOM TRACK PER 2/S7.1. [3] ATTACH BOTTOM TRACK TO WALL TRACK BELOW W/ #8 SCREWS © 4 "OC AND TO CONCRETE OR STEEL W/ PAF © 4 "OC. [4] 1 /2" GYPSUM BOARD MINIMUM REQUIRED EACH FACE OF STUD. STUDS SPACED © 24 "OC MAXIMUM. [5] ATTACH GYPSUM BOARD TO STEEL STUD FRAMING WITH #6 SCREWS MINIMUM IN ACCORDANCE WITH ASTM C954. SHEAR WALL PAN SCREWS PER SHEAR SCHED AT (1) HD CO STUD & WALL END STUD FIELD SCREWS AT ALL OTHER STUDS TOPPING OVER METAL DECK PER PLAN TYP TYP NOTES: [1] TYPICAL SHEAR WALL ELEVATION PER 10/S7.2. TYPICAL HOLD –DOWN DETAILS PER 6/S7.2. [2] PROVIDE PANEL EDGE SCREWS AT HOLD –DOWN STUDS PER SHEAR WALL SCHEDULE. CONNECT STUDS TOGETHER PER STRUCTURAL GENERAL NOTES. PROVIDE BACK TO BACK STUD FOR HOLD –DOWN TO CONNECT TO AT END OF STUD BUNDLE. [3] HOLD -DOWN SCHEDULE [4] THREADED ROD WITH ADHESIVE PER STRUCTURAL GENERAL NOTES. 1 /4 1 /4 /2 N TYP> V 5 /16 CAST IN PLACE (CIP) TYPE ANCHOR BOLTS AT HOLD –DOWNS SHALL HAVE A HEX HEAD WITH A STANDARD CUT WASHER. I �1 _ • • • • NOT USED • I thb— 4 DETAIL HO i -DOWN TO STEEL BEAM DETAIL B IFF 1 f 1E -5" SCALE: NONE • • LL _ • • • • • • • • • • • IL /8 EA SIDE OF ALIGN W/ HD ROD SIDE SCALE: 1 " =1' -0" WALL STUD PER PLAN SHTHG PER PLAN HOLD –DOWN & BOLT PER PLAN BOT TRACK PER PLAN NOTES: [4] [5] ATTACH TOP AND BOTTOM TRACK PER 2/S7.1. PROVIDE BRIDGING AT ALL BEARING WALLS PER 10/S7.1. PROVIDE SHEATHING ON BOTH FACES OF WALL UNO. MATERIAL PER ARCHITECTURAL DRAWINGS. STUD ATTACHMENT TO TOP AND BOTTOM TRACK PER 2/S7.1. STUD AND TRACK THICKNESS AND ATTACHMENT MAY BE GOVERNED BY SHEAR WALL REQUIREMENTS PER SHEAR WALL SCHEDULE 3/S7.2. STEEL STUD BEARING WALL SCHEDULE 01490M [5] BASED ON MINIMUM f'c = 3000 PSI CONCRETE. [6] STEMWALLS SHALL BE 6" WIDE MINIMUM FOR 5 /8 "0 AND SMALLER ANCHOR BOLTS AND 8" WIDE MINIMUM FOR 7 /8 "o AND LARGER ANCHOR BOLTS. 07081 BUNDLED STUDS PER PLAN SHEAR WALL PANEL EDGE SCREWS PER SHEAR WALL SCHED AT (1) HD COMPRESSION STUD & WALL END STUD FIELD SCREWS AT ALL OTHER STUDS - T /STEMWALL PER PLAN T /FTG PER PLAN CC NOTE: SLAB AND FOOTING REINFORCING NOT SHOWN FOR CLARITY. bo92sb HOLD -DOWN TO FOOTING • • I • • i � - - - -J• I– • • • • • r_ 1 • ' I— I —I I l— I II —III —I 1 ' I I1 U J I I -III - 1 I WAR 1 0 ZJ1 SCALE: NONE SCALE: NONE • • • • • • • • • • • • • t 9 ,: u i li SCALE: 1"=1'-0" City �Q I I p,r � oI^i !7 u!zr, 9lev'b N f3U9kfl Mp rni 5 SHTHG PER PLAN HOLD –DOWN & ROD PER PLAN BOT TRACK PER PLAN \ --SOG BEYOND PER PLAN - -CONC STEMWALL PER PLAN CONC FTG PER PLAN THRD ROD W/ WASHER & NUT PER PLAN ARCHITECT OF RECORD: S7.2 • • 11111111 architects & urbanists 207 SAN JACINTO BLVD. SUITE 301 AUSTIN, TEXAS 78701 512/916 -0041 FAX: 512/916 -0051 DCI cn oneems® 3120 COLBY AVENUE • SUITE 100 EVERETT, WASHINGTON 98201 PHONE: (425) 252 -0454 • FAX: (425) 252 -1699 WEBSITE: www.dci- engineers.com CIVIL / STRUCTURAL ©Copyright 01/2010 D'Arnoto Conversano Inc. M Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims ony responsibility for its unauthorized use. ASHLEY FURNITURE TUKWILA WASHINGTON s JAN 2 2010 RI REID MIDDLETON, INC. DATE ISSUED: PRINT DATE: REVISIONS: 12 -01 -09 PERMIT SET 01 -19 -10 BD COMMENTS DRAFTED: LM PROJECT NUMBER: 09 -21 -052 DRAWING NAME: STRUCTURAL COLD FORMED STEEL DETAILS 84' ..i JAN SHEET NUMBERi.EIP MIDDLE T c ' 10/28/2009 10/28/2009 REVIEWED: TB, AM