Loading...
HomeMy WebLinkAboutPermit D08-002 - MICHAELS - STORAGE RACKSMICHAELS 17400 SOUTHCENTER PY D08.002 Parcel No.: 2623049110 Address: 17400 SOUTHCENTER PY TUKW Suite No: Tenant: Name: MICHAELS Address: 17400 SOUTHCENTER PY , TUKWILA WA Owner: Name: HEITMAN Address: 191 N WACKER DR STE 2500 , CHICAGO IL 60606 Phone: Contact Person: Name: CHERYL NICKELL Address: 161 ATLANTIC ST , POMONA CA 91768 Phone: 909 - 869 -0989 X122 Contractor: Name: BOBBY CASTLE CORPORATION Address: 519 TRADESMEN'S PARK DR , HUTTO TX 78634 Phone: 512 846 -1998 Contractor License No: BOBBYCC088PT doc: IBC -10/06 Cityiif 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 DEVELOPMENT PERMIT DESCRIPTION OF WORK: INSTALLATION OF INTERIOR STORAGE FIXTURES IN AN EXISTING MICHAELS RETAIL STORE Value of Construction: $0.00 Fees Collected: $2,218.80 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: II-B Occupancy per IBC: 0019 * *continued on next page ** Permit Number: D08 -002 Issue Date: 04/24/2008 Permit Expires On: 10/21/2008 Expiration Date: 11/02/2008 D08 -002 Printed: 04 -24 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N The granting of this permit doe not • esume to • construction or the pe rfo •:• , •j.� r. Signature: Print Name: doc: IBC -10/06 City (*Tukwila S 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 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: 4—)--Lk-0 v g � 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. ve authority to violate or cancel the provisions of any other state or local laws regulating orized to sign and obtain this development permit. d Permit Number: D08 -002 Issue Date: 04/24/2008 Permit Expires On: 10/21/2008 Date: 1 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. D08 -002 Printed: 04 -24 -2008 • City of Tukwila Parcel No.: 2623049110 Address: 17400 SOUTHCENTER PY TUKW Suite No: Tenant: MICHAELS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 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 PERMIT CONDITIONS Permit Number: D08 - 002 Status: ISSUED Applied Date: 01/02/2008 Issue Date: 04/24/2008 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 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. 4: 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. 5: 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. 6: Manufacturers installation instructions shall be available on the job site at the time of inspection. 7: 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. 8: ** *FIRE DEPARTMENT CONDITIONS * ** 9: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 10: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 11: 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) 12: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 13: 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) 14: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila doc: Cond -10/06 D08 -002 Printed: 04 -24 -2008 • 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 Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 15: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 16: All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2050) 17: U.L. central station supervision is required. (City Ordinance #2050) 18: 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) 19: Sprinkler density needs to be upgraded to comply with Table 13.2.1, miscellaneous storage 12 ft. or less in height, Commodity- Group A plastic.(NFPA 13,2007) 20: Fire hydrants are required as detailed in City Ordinance #2052. 21: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" diameter) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3 -3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 -foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 22: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 23: Fire hydrants shall be oriented in the direction of fire apparatus access. 24: Fire hydrant installation requires a Public Works permit. 25: 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 and protected from potential vehicular damage. 26: 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) 27: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 28: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 29: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 30: An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110.26(A) thru F(2)) 31: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 32: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) doc: Cond -10 /06 D08 -002 Printed: 04 -24 -2008 • 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 33: An approved manual fire alarm system 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. 34: 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) 35: Local U.L. central station supervision is required. (City Ordinance #2051) 36: The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72- 1.3.3) 37: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #2051) 38: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 39: In areas that are not continuously occupied, automatic smoke detection shall be provided at each fire control unit(s) location to provide notification of fire at that location. (NFPA 72) 40: The reset code for the fire alarm panel or keypad shall be 1- 2- 3 -4 -5. The reset code shall not be changed without approval of the Fire Marshal. The reset code should be permanently posted at the keypad. (City Ordinance #2051) 41: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2051) 42: 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. 43: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 44: Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (IFC 703.1) 45: Fire doors, fire windows and fire dampers shall have a label or other identification showing the fire protection rating. Such label shall be approved and shall be permanently affixed. (IBC 715.3 Table 715.3, 715.4, 716.3.1 Table 716.3.1) 46: In combustible construction, fire blocking and draftstopping shall be installed to cut off all concealed draft openings (both vertical and horizontal). (IBC 717.1) (IBC 717.2.2(a,b) 47: When walls and ceilings are required to be of fire resistive or noncombustible construction, interior finish materials shall meet the requirements of International Building Code 803. 48: 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. 49: Aboveground gas meters, regulators and piping exposed to vehicular damage due to proximity to alleys, driveways or doc: Cond -10/06 D08 -002 Printed: 04 -24 -2008 • 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 parking areas shall be protected in an approved manner. (IFC Ch. 312, sec. 312.1 thru 312.3) 50: 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) 51: 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 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) 52: 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) 53: 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) 54: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table 1015.1 of the International Fire Code and International Building Code. 55: Minimum widths of corridors shall be maintained in accordance with Chapter 10 of the International Building Code and the International Fire Code. 56: In Group B and M occupancies, the minimum clear aisle width shall be determined by the occupant load served, but shall not be less than 36 inches. (IFC 1013.4.1) 57: 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) 58: 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) 59: 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) 60: 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) 61: 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) doc: Cond -10/06 D08 -002 Printed: 04 -24 -2008 • 0 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 62: 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) 63: 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) 64: 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 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) 65: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 66: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 67: To schedule all construction fire - related inspections send an e-mail to fireinsprequest @ci.tukwila.wa.us. Include your name, telephone number, permit number, project name and address and type of inspection requested. 68: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 69: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * *continued on next page ** D08 -002 Printed: 04 -24 -2008 • 0 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: doe: Cond -10/06 D08 -002 Date: y__2.#6E ordinances governing or local laws regulating Printed: 04 -24 -2008 SITE LOCATION goo A QV King Co Assessor's Tax No.: 2-10)- 30-i - 911 V Site Address :I1 S-Kor - eir1" K Suite Number: Floor: Tenant Name: t ��.f,t c-7 ,, I V e) New Tenant: ❑ Yes ❑..No Property Owners Name rr i e !Diet Mailing Address: v CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Mailing Address` (X, E-Mail Addre CITY OF TUKWI Community DevelopiWn Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tulcwila.wa.us 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 ** GENERAL CONTRACTOR INFORMATION - f w` ` in (Contractor Information for Mechanical (pg 4) for Plumbing and Gas ping (pg 5)) Company Name: Mailing Address: city Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: Building Per4o. )0' 'OO) Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No, Project No. PO- PO (For office use only) City state Zip r : Telephone t / 4.12/2"# onetOrl ty C../� g c 1 ER tO Fax Number: q • (er d L P State Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Recordp1 (j%1 Company Name: Mailing Address: Contact Person: E -Mail Address: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name661 f Mailing Address ff,,�� Contact Person:C Revised 9 -2006 bh State Zip City Day Telephone: Fax Number: ..L/ E -Mail Address Oh "'�.�"'ti� Q:wpplieation,\Famie- Application On linen -2006 - Permit Appliwfiem.doc CA ` l City Day Telephone: g Fax Number: CUA UZ p • Oi Ct. Page 1 of 6 BUILDING PERMIT INFORMATION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ f r 0 O • Existing Building Valuation: $ Scope of Work (please provide detailed information): Tr6ita ` �,lN. ,& 0 Will there be new rack storage? 6 ( Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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 i ipal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the ncipal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes FIRE P ; + TECTION/HAZARDpUS MATERIALS: Sprinklers le Automatic Fire Alarm ❑ None ❑ Other (specify) a Will there be storage or use of 11.i mable, combustible or hazardous materials in the building? ❑ Yes ... No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material S •' , : ata Sheets. SEPTIC SYSTEM ❑ .......0n-site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q: WpplicatiaroWam - Applicffiions On r innU -2006 - Permit Application.doc Revised: 9 -2006 bb \S&A. No Compact: Wit e4i CY Handicap: If "yes ", explain: Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 `` Floor QQ�� 2 °a Floor C,Q { (c( '1 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ f r 0 O • Existing Building Valuation: $ Scope of Work (please provide detailed information): Tr6ita ` �,lN. ,& 0 Will there be new rack storage? 6 ( Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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 i ipal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the ncipal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes FIRE P ; + TECTION/HAZARDpUS MATERIALS: Sprinklers le Automatic Fire Alarm ❑ None ❑ Other (specify) a Will there be storage or use of 11.i mable, combustible or hazardous materials in the building? ❑ Yes ... No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material S •' , : ata Sheets. SEPTIC SYSTEM ❑ .......0n-site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q: WpplicatiaroWam - Applicffiions On r innU -2006 - Permit Application.doc Revised: 9 -2006 bb \S&A. No Compact: Wit e4i CY Handicap: If "yes ", explain: Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION — 206 -433 -0179 Scope of Work (please provide detailed information): Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut ❑ ...Total Fill Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public ❑ ... ValVue ❑ .. Renton ❑ ...Sewer Availability Provided 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. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) cubic yards cubic yards ❑ . ❑ . Q: Application,\Fotm - Applicntimi, On line d -2006 - Permit Apphmnon.doc Revised: 9-2006 bh Call before you Dig: 1- 800 -424 -5555 Abandon Septic Tank Curb Cut . Pavement Cut . Looped Fire Line ❑ .. Highline WO # WO # WO # Private Private ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Renton ❑ .. Seattle .. Right-of-way Use - Profit for less than 72 hours .. Right -of -way Use — Potential Disturbance ❑...Deduct Water Meter Size ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding FINANCE INFORMATION Fire Line Size at Property L ine ❑ ...Water . 4 ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip Page 3 of 6 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<100K BTU Air dling U >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace>100K BTU Evapo for Co r " Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventila n Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent Hood and'Duct / Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic � Other Mechanical Equipment Air Handling Unit <10,000 CFM ; / Incinerator — Comm/Ind ' • MECHANICAL PERMIT INFORMATION - 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Mechanical work (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric__ ❑ Gas .... Other Indicate type of mechanical work being instilled Q: Wpphenfians\FoQmwApplic ons On Line 3 -2006 - Permit Applicatian"doe Revised 9 -2006 bh quantity below: City State Zip Day Telephone: Fax Number: Expiration Date: Page 4 of 6 v i Fixture Type: Qty , Fixture Type Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Dri :.0 fountain, a er cooler . '.read) Wash fountain Gas piping outlets Bidet Food- : gnn, - corn I : Pia! ia! Receptor, indirect waste domestic Floor , : - n i Sinks Clothes washer, Dental cuspidor Shower, single head trap Urinals unit, Dishwasher, domestic, independent drain Lavatory / Water Closet with Building sewer or trailer Rain water system — per drain (ip`side building) Water heater and/or vent Additional medical gas inlets/outlets — six or more park sewer Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water pipinj and/or water treating equipment 1 Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PLUMBING AND GAS PIPING PERMIT INFORMATION - 206 -431 -3670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State ZIP Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration, ate: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: fixtures and/or gas Q: Applications \Fon+e- Applicelimu On tine \3 -2006 - Permit Application.doc Revised: 9-2006 bh • ets being installed and the quantity below: Sewer: Page 5 of 6 I PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction 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 permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN R 0 : AUTHORI E AGE Signature:/ �• Print Name: /J ILA _ .1 Mailing Address: I rL/ e- r . •A 1I hI. city I Date Application Accepted: Q: ApplicationsVbrms- Applications On Line 3 -2006 - Pemit Appliwfion.doe Revised: 9 -2006 bh Staff Initials: Date Application Expires: � r s Page 6 of 6 i Parcel No.: 2623049110 Permit Number: D08 -002 Address: 17400 SOUTHCENTER PY TUKW Status: APPROVED Suite No: Applied Date: 01/02/2008 Applicant: MICHAELS Issue Date: Receipt No.: R08 -01297 Payment Amount: $1,346.50 Initials: WER Payment Date: 04/24/2008 08:59 AM User ID: 1655 Balance: $0.00 Payee: MICHAELS STORES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2511 1,346.50 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE 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 000/322.100 000/386.904 RECEIPT Account Code Current Pmts 1,342.00 4.50 Total: $1,346.50 1603 04/24 9711 TOTAL 1346.50 doc: Receiot -06 Printed: 04 -24 -2008 Payee: SEIZMIC INC ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES • 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.: 2623049110 Permit Number: D08 -002 Address: 17400 SOUTHCENTER PY TUKW Status: PENDING Suite No: Applied Date: 01/02/2008 Applicant: MICHAELS Issue Date: Receipt No.: R08 -00007 Payment Amount: $872.30 Initials: WER Payment Date: 01/02/2008 03:07 PM User ID: 1655 Balance: $1,346.50 TRANSACTION LIST: Type Method Description Amount Payment Check 26251 872.30 Account Code Current Pmts 000/345.830 872.30 Total: $872.30 0 6765 01/03 9710 TOTAL 872.30 doe: Receipt -06 Printed: 01 -02 -2008 A- COMMENTS: Type of Inspection: .f C c ) (_,i 1 e) fAik ,g( f 3 ti l (.0 i ( A le" p4c. c ,AA c f". i 1., A E 4, * cs e \ i‘ ' ) E_ 1,- IA I( ei ( ' f .-- d - ____ -__a_ p.m. Requester: Phone No: Project: At ( I A ,' ! . j Type of Inspection: .f C n 1 Address: ,ri40 0 S It ( rrtr& Pi( Date Called: 7 — Special Instructions: ....• Date Wanted: _,..- S ' f .-- d - ____ -__a_ p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 Approved per applicable codes. El Corrections required prior to approval. Th Inspect Date: 0 $58.00 REINAPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300;Southcenter Blvd.. Suite 100. Call the Schedule reinspection. Receipt No.: Date: • Project: r.>!+ .. c xi c c (s Type of, Inspection : � - „nec l ,-, ..71 J , eo A et, to / /.'Ck /..5" J Address: i7ypp Suite #: 5 iic. e-,,a ,�� t , e -L Contact Person: Special Instructions: Permits: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD- Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 i9e7 -IV 3I o8 )4107 - 25 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Corrections required prior to approval. COMMENTS: I'm cr r9 / 5 / 4 I ..7 /a- i C_ �./ �� -F e JV ' 4()c '7ht , �� k A» iLi Inspector: Se S Date: Siiio Hrs.: / 3 A J $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from h e City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 STORAGE RACKS DRIVE -IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACK RACKS RACKBUILDINGS r, FILE COPY STEEL SHELVING MOVABLE SHELVING STORAGE RACKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1 9R5 SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES • C' • Y and . 7r?..1 and SEISMIC ANALYSIS OF STORAGE RACKS FOR MICHAEL'S #8847 ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT FLORIDA GEORGIA IDAHO ILLINOIS INDIANA KANSAS 17400 SOUTHCENTER PKWY TUKWILA, WA, 98188 Job No. 07 -1973 tOSOO2 KENTUCKY MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSOURI MONTANA NEBRASKA NEVADA NEW JERSEY NEW MEXICO NORTH CAROLINA OHIO OKLAHOMA OREGON PENNSYLVANIA TENNESSEE TEXAS UTAH VIRGINIA WASHINGTON WISCONSIN f Tukwila ric,ION J RECEWED JAN 02 2008 PERMIT CENTER 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869 -0989 * FAX: (909) 869 -0981 INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 2 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS _ _ - -- ... 2 SCOPE PARAMETERS - 3 COMPONENTS & SPECIFICATIONS 4 LOADS AND DISTRIBUTION 5 LONGITUDINAL ANALYSIS 6 COLUMN ANALYSIS 7 BEAM ANALYSIS 8 TO 9 BEAM TO COLUMN I 0 TRANSVERSE BRACING ANALYSIS 11 OVERTURNING ANALYSIS 12 BASE PLATE ANALYSIS 13 SLAB & SOIL ANALYSIS 14 STOCKROOM FIXTURE ANALYSIS - 15 TO 26 GONDOLA FIXTURE ANALYSIS 27 TO 38 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING COIFS WPM '� 't TO. STC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO1E FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE MICHAEL'S #8847 MICHAEL'S STORES 3 TL 11/28/2007 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS. WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING * LEGEND 1. COLUMN 2. BEAM 3. BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING 7. BACK TO BACK CONNECTOR TRANSVERSE 1 LONGITUDINAL TRIBUTARY AREA *ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET 161 ATLANTIC S FREE' I . YUMONA, l.H 71 ioa "., - — ... ---. _ ° ° . COMPONENTS & SPECIFICATIONS : TYPE "A" SELECTIVE RACK �` = W3 W l =600 lbs. W2 =600 lbs. W3 =600 lbs. Y l - 5 m Y2 = 55 in LEVELS = 3 H 1 = 8 in. H2 =56 in. PANELS = 2 H3 = 56 in. LIVE LOAD = 600 lbs. FRAME HEIGHT = 120 in. \ \ Y2 H3 W2 W t Fi FRAME DEPTH = 48 in. BEAM LENGTH= 96 in. SEISMIC CATEGORY = E (Fa = 1, Ss = 1.33 TYPE. = SINGLE ROW H2 W H Y1 l \ MANUFACTURER= SYNDICATE \ D L '� COLUMN BEAM @ Level 1 CONNECTOR (a7 Level l OK Syndicatel 5/8 X 1 5/8 X 14GA Steel - 50000 psi Stress =47% OK Syndicate3 1/2 X 1 9/16 X 14GA Steel = 50000 psi Max Static Capacity = 1833 lb. Stress = 33% OK THREE PIN CONNECTOR Stress = 16% COLUMN BACKER BEAM Cad Level 2+ CONNECTOR * Level 2+ None Stress = OK Syndicate3 1/2 X 1 9/16 X 14GA Max Static Capacity = 1833 lb. Stress = 33% OK THREE PIN CONNECTOR Stress = 20% BRACING SLAB & SOIL HORIZONTAL OK 7/8 X 7/8 X 14GA Stress = 18% DIAGONAL OK 7/8 X 7/8 X 14GA Stress = 64% Slab = 4" X 2500 psi OK Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 24% Slab Bending Stress = 15% BASE PLATE ANCHORS OK 2.25 in X 4.25 in X 0.0897 in Steel = 36000 psi MBase = 0 in. lb. Stress = 11% APPROVED ANCHOR 0.375 Dia. X 2.5 Min. Embd. OK Pullout Capacity = 515 lbs. Shear Capacity = 1370 lbs. No. Of Anchors = 1 per Base Plate (or approved equal) Anchor Stress = 2% NOTES: ANALYSIS PER SECTION 2208 OF THE 2006 IBC. MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 4 CALCULATED BY TL h LEVEL WEIGHT HEIGHT IN LB IN W X H LB -1N Fi (LONG) Fi (TRANSL 10 80 149 8 56 56 N to 600 600 600 8 64 120 4,800 38,400 72,000 10 80 149 120 E = 115,200 239 LB 239 LB r s rES 14"1"1 " 41 11C INC. MATERIAL LADLING ENGINEERING )989 • FAX: (909) 869 -0981 1 AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 5 CALCULATED BY TL DATE 11/28/2007 LOAD! UTION: TYPE "A" SELECTIVE RACK LIVE LC (BASED ON CLIENT SUPPLIED DATA) = wLL DEAD L F = wDL SEISMIC BASE SHEAR BASED ON SECTION 2208 OF THE 2006 IBC /2002 RMI /ASCE 7 -05 V = Cs * 1p * Wtotal AND Cs = 2.5 *Ca/R AND Wtotal = (0.667wLL + wDL) SITE CLASS = D Sips = 2 /3 *Fa *Ss AND Fa = 1, Ss = 1.3374 Ca = 0.4 *S <_= PER SECTION 15.5.3 ASCE 7 -05 = 0.357 Ip = 1.00 Rw (LONGITUDINAL) = 4 Rw (TRANSVERSE) = 4 wDL = 100 LB HEIGHT= 120 IN WIDTH= 96 IN DEPTH= 48 IN LONGITUDINAL DIRECTION: Vlong = [2.5 *0.357* 1 *(0.667* 1800 LB +300 LB) /4]/1.4 = 239 LB Fi = V Whi/fWh TRANSVERSE DIRECTION: Vtrans = [2.5 *0.357 *1 *(0.667 *1800 LB +300 LB) /4]/1.4 = 239 LB Fi = V Whi/EWh 1 TOTAL FRAME LOAD = 2100 LB < == NO PUBLIC ACCESS d n LEVELS h, f AXIAL LOAD MOMENT Mconn N M 6 5 1,050 714 2 ,617 56 40 700 3,192 3,296 56 74 350 2,072 1,700 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA. CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE MICHAEL'S #8847 MICHAEL'S STORES 6 TL I 1/28/2007 LONGITUDINAL ANALYSIS: TYPE "A" SELECTIVE RACK THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID- HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). MUpper + M Lower = M ('onn'R' + M Conn'L' M Conn'R' = M Conn' I: MC'onn 2 — M U/pper + M Lower / 1V1 Upper + M Lower M oonn V(b1 V Long; 2 M Base 2 0 in /lb — 119 lbs SAMPLE CALC. M = (Vcar • h,) — MBo. + MFnd, = (119 lbs X6 in) - 0 in/lb =714 in/lb MEnd, - 664 in /lb _OM _Of ,111 F3 j111 FRONT ELEVATION 11 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 7 CALCULATED BY TL DATE 11/28/2007 Axial COLUMN ANALYSIS : TYPE "A" SELECTIVE RACK Flexure P = 700 lbs M = 3192 in /lb K S L — 1.2 X 54in / 0.703in Rx = 92.2 K Ly - 1 X 55in / 0.572in R = 96.2 F = rMax 7 11 31.5 KS! 25 KSI Since : F, > F. /2 KL max = 96.2 R i F \ = 50 KSI X [ 1 - 50 KSI 1 (4 X 31.4911 KSI)] F, =F. 1 ` 4 • F 30.2 KSI Pn = Aeff • F, = 0.34 in ^2 X 302 KSI = 10252 lbs P p = P ° = 10252 lbs / 1.92 = 5340 lbs S2c P = 0.13 P Since :— P < 0.15 Check : + Cmx • M x 5_1.33 P Max •/I, Myield = M, = S F. 0.206 In^3 X 50000 PSI = 10300 in /lb M,. Max = L � X = 1 = 10300 / 1.67 6168 in /lb = (3.14159) ^2 X 29500 KSI X 0.168 / (64.8i = 11649 lbs (1 / (1 - (1.92 X 700 lb / 11649 lb))) ^ -1 = 0.88 (700 lb / 5340 lb) + (3192 in/lb / 6168 in/lb) = 0.63 < 1.33 (47 %) SECTION PROPERTIES A : 1.635 B : 1.635 in t : 0.0747 in Aeff : 0.34 in ^2 Ix : 0.168 in ^4 Sx : 0.206 in ^3 Rx :0.703 in Iy : 0.1115 in^ Sy : 0.1262 in^ Ry : 0.572 in Kx : 1.2 Lx : 54 in Ky :1 Ly :55 in Fy : 50 KSI E : 29500 KSI Qc : 1.92 1.67 Cmx : 0.85 Cb : 1 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE MICHAEL'S #8847 MICHAEL'S STORES 8 TL 11/28/2007 BEAM ANALYSIS : TYPE "A" SELECTIVE RACK BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM For a simply supported beam, the max moment at the center is given by WL ' /8 . An assumption of partial fixity will decrease this maximum moment by the following method. Percentage of End Fixity = 25% MCenter = MCenter(Simple ends) - 0 *MCenter(Fixed ends) W1 2 /8 — ( �i •Wl 7 112)= 0.104• W1 Reduction Coefficient (3 = 0.104/0.125 = 0.833 11/1 enter — Q •W1 /8 =0.833 • W/ 2 /8 M _ M (FixedEnds) = Wl /12. 0.25 = 0.0208 W/ EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection at the center is given by5W7 x /384 El An assumption of partial fixity will decrease this maximum deflection by the following method. LiveLoad /1v1 = 600 lbs M Center = 0.104* W M Ends = 0.0208* W/ F = 0.6 F = 30000 PSI FB = 30000 PSI 5W1 4max fi 384•E DeadLoad / lvl .41b/ft X 2 X (96/12) = 64 lbs = 3320 in/lb = 664 in/lb 0 = 0.25 TYPICAL BEAM FRONT VIEW ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL M Allow,Seismic = S * Fb *1-33 F h M Sammie = M (•onn 2 M Static = l8 M Allow,Smnc = S x * ' impact = MStatic *1.125 Level M scac;e M imPact M niioH•,static M seiSmic M .vioW,seismie Result 1 2 3 3320 3320 3320 3735 3735 3735 11400 11400 11400 2617 3296 1700 15200 15200 15200 GOOD GOOD GOOD MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE MICHAEL'S #8847 MICHAEL'S STORES 9 TL 11/28/2007 BEAM ANALYSIS : TYPE "A" SELECTIVE RACK MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 1. MAXIMUM MOMENT CAPACITY Fb = M /S ,6.(W12 FB = S, FB Max.Weight / lvl = a �3 = ((30000 X 16 X 0.38) / (0.833 X 96)) X 0.875 = 1995 Ibs /Ivl 2. MAXIMUM ALLOWABLE DEFLECTION b = L/1 80 = 0.533 In _ 5W7 4 384 - Max.Weight 11v1= 384 •E•11 AAllow L 3 5 -49 = ((384 X 29000000 X 0.546 X 0.533) / (5 - (4 X 0.25))) X 96 1 '3 = 1833 Ibs /M MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 18331bs /Ivl TopWidth = 0.875 in BeamStress = 33% D I = 0.546 inA4 Sx = 0.38 in ^3 F =50000 PSI a(impactCoefficient) = fl= 0.833 0 = 0.25 L(Length) = 96 in Step = 0.625 in 0.875 L = 96 in BeamThickness = 0.0747 i BeamDepth = 3.5 in BottomWidth = 1.5625 in CAPACITY OF CONNECTOR: r il lE7 1.114411•11 111C INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 BEAM TO COLUMN CONNECTION: 3 TABS - SYNDICATE Mconn= ( Mower + Mupper )/2 + Mend a) SHEAR CAPACITY OF TAB TAB HEIGHT = .5 in TAB THICKNESS = .12 in Area = (0.5 in) *(0.12 in) _ .06 in "2 Fy= 50,000 psi Pmax= A *Fv = 1,200 lb b) BEARING ON COLUMN: Column thickness= .0747 in Bearing length= .5 in Fu= 65,000 psi Abrg.= .0374 in "2 Pmax brg.= Pn /Q= Fp *Abrg /f) = 2.22Fu * Abrg /2.22 = Fu *Abrg = 2,428 lb c) MOMENT CAPACITY OF BRACKET: S bracket = .11 INA3 Mcap= S * Fbending = 0.11 IN "3* .66 * Fy (14 GA.) = 1.667 *P 1 C= Mcap /0.5 P1= 0.8 Mcap = 3,960 lb SINCE TAB GOVERNS P1= 1,200 lb Mconn. cap.= P1 *4.5 + P2 "2.5 + P3 "0.5 = 1200 Ib *4.5 +6671V2.5 + 133 Ib *.5 = 7,133 in -lb Mconn.cap.seis.= Mconn. cap. *1.33 = 9,487 in -lb PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 10 CALCULATED BY TL DATE 11/28/2007 Mconn "L" M Conn c M upper M lower BEAM TO COLUMN CONNECTION —' C = P1 +P2 +P3 = P1 + (2.5/4.5)P1 + (0.514.5)P1 = 1.667 P1 P1= 1,200 lb P2= (2.5/4.5)P1 = 667 lb P3= (0.514.5)P1 = 133 lb 1 •• 1/2" MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE MICHAEL'S #8847 MICHAEL'S STORES 11 TL 11/28/2007 TRANSVERSE ANALYSIS: BRACING: TYPE "A" SELECTIVE RACK IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER Ldiag =.(L – 6) + (D – (2- BCo1)) = 68.4" Vtrans - LDiag Vdiag = d = 365 lbs (1 X 68.3869) / (0.279) = 245.1 In k.1 rMin F = II 'e = 4763.9 PSI ( F 2 F 2ti. F „ = F� P = Area • F S2c = 1.92 P= a Oc Brace Stress = VDiag P a = 25000 = 4763.9 PSI = 829 lbs = 432 lbs = 0.85 < 1.33 (64 %) 0 V� Pmay' [—' SIDE ELEVATION Panel Height (L) = Panel Depth (D) = Column Depth (B) _ Clear Depth (d) = (D - 2 *B) = 55 In 48 In 1.635 In 44.7 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 12 CALCULATED BY TL DATE 11/28/2007 OVERTURNING ANALYSIS : TYPE "A" SELECTIVE RACK FULLY LOADED Total Shear = 239 lbs M0, = VIran) • Ht •1.15 M „ = 239X97X 1.15 M = I (W +.85wDL)• d/2 = (1800+(.85 X 300)) X 48/2 M„ 1(M —M ) _ P Ipl.rli d TOP SHELF LOADED Shear = 111 lbs M _ � ; . Hi 1.15 = Ill X120X1.15 M E(Wp +WDL)•d /2 M 1(A4 M .s� Up /.,p = d = (600 + (.85 X 300)) X 48 /2 = 26660 in/lb = 49320 in/lb (26660 - 49320) / 48 -472 lbs. Puplift <= 0 No Up Lift = 15380 in /lb = 20520 in/lb = (15380 - 20520) / 48 -107 lbs. Pup]ift<=0 No up Lift ANCHORS No. of Anchors : I Pull Out Capacity : 515 Lbs. Shear Capacity : 1370 Lbs. COMBINED STRESS Fully Loaded = (0 / 515 X 1))+ ((239 /2)/(1370 X 1)) = 0.02 Tor Shelf Loaded = (0 / (515 X 1))+ ((111 /2)1(1370 X 1)) = 0 USE 1 APPROVED ANCHOR 0.375 Dia. X 2.5 Min. Embd. Anchors per BasePlate. (or approved equal) w gm F6 11111 •I F 3 Ur �! F1 P uplift CROSS AISLE ELEVATION V MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE MICHAEL'S #8847 MICHAEL'S STORES 13 TL 11/28/2007 BASE PLATE ANALYSIS : TYPE "A" SELECTIVE RACK THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1. MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3. Vcol *h /2 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. PCoi = 1050 lbs MHace = 0 in/lb P I oI = 109.8 PSI A D M fh = D•B` %6 _ 2•b ' Jh2 = B fh Jhl = fb .fh2 wb b, M 2 = 2 M [a Hase =1 t` S 6 FHase = .7�F • 1.33 fb _ M Fh S Base • F Haee ANCHOR TENSION = O PSI = O PSI = O PSI +fbl +.67fb2} = 5.19 in /lb 0 in /cb = 36000 PSI = 0.11 <= 1 OK No. of Anchors Resisting Tension (n) = 0.5 E Mo T • d2 = M Base — ( • (b / 2)) T = M Base P coi • b d n-d Base Plate Width (B) = 2.25 i b = 1.635 in Base Plate Depth (D) = 4.25 i bl = 0.3075 in Base Plate Thickness (t) = 0.0897 in Fir (base) = 36000 PSI =0 NEGATIVE, THEREFORE NO TENSION to b1i ` b B b1 % Mill T , Danchor 4 — 1b2 — Ib1 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 MICHAEL'S #8847 MICHAEL'S STORES 14 PROJECT FOR SHEET NO. CALCULATED BY TL DATE 1 1 /28/2007 SLAB AND SOIL : TYPE "A" SELECTIVE RACK THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE P salm = 1050 lbs P mQZ = (1.2• „a,;c + I d)) f. P mar F,, Apuncl Fpuncf Maf = 26660.45 in -lb * = 1997 lbs = 100 PSI F puna = 2 f C ( Apunci = B + + W + 2 I • 2 • t = 84 sq. in. = 0.24 SLAB TENSION P mas • 144 ,Q �� _ = 216 sq. in. 1.33 • J. L = Asoir = 14.7 in B = -JB•W +t = 7.09 in b— L —B — 3.81 in 2 wh 1.33 • fsn„ • b 2 = 67 in -lb 2 = 144 • 2 1.t = 2.67 cb. in. F conc = 50 IT = 162.5 PSI J n = MConc = 0.15 Fn S Conc F Conc OK 74 P / 1111111111=1■IN\ B B = 2.25 in W = 4.25 in Frame Depth d = 48 in CON CRETE .f 2500 PSI t = 4 in 0.65 SOIL fsoil = 1000 PSF r i lV;1 11%1111118 %VlIC INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 15 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 STOCK ROOM LIGHT DUTY STORAGE FIXTURE ANALYSIS SPECIFICATIONS PRO3ECT MICHAEL'S #8847 INC. FOR MICHAEL'S STORES SHEET NO. 16 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 LIGHT DUTY STORAGE FIXTURES ROJECT SCOPE HE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE FIXTURE SYSTEM OMPLIES WITH SECTION 2208 OF THE 2006 IBC. PARAMETERS TORAGE UNITS WILL BE ANALYZED AS UTILIZING THE FOLLOWING FORMULA: WHERE: V= (2.5 Ca) /Rx IpxWtotal Ss = 1.3374 Fa = 1.00 Ca = 0.4•S <__= PER SECTION 15.5.3 ASCE 7 -05 = 0.3566 Ip = 1.0 Rtrans = 4.0 Rlong = 4.0 Wtotal = (0.67 x wLL + wDL) 1.4 < = == WORKING STRESS REDUCTION STEEL - Fy = 50000 PSI BOLTS - A307 UNLESS OTHERWISE NOTED ANCHORS - 3/8 13 x 2 1/2 "MIN. EMBED. APPROVED ANCHOR SLAB - 4 IN x 2500 PSI SOIL - 1,000 PSF SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR SHEET NO. 17 CALCULATED BY TL DATE 11/28/2007 MICHAEL'S STORES GENERAL CONFIGURATIONS: CDfUJT \ncw 1) POST 2) FOOT PLATE 3) ANCHOR 4) BEAMS 12P CIRC \ncw EXISTING WALL CDf1NT \IICU/ 108' CIn \IICW CDf11JT IfCUI CInr \nMA/ I POST C21132 "x1.5 "x16aa II II LONGITUDINAL BRACE I STRESS = 0.69 OK STRESS = 0.36 OK I OVERTURNING I �- T, � I SLAB & SOIL I STRESS = 0.14 OK STRESS = 0.44 OK STRESS = 0.26 STRESS = 0.11 SEiZMIC INC. MATERIAL HANDLING ENGINEERING TEL; (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 18 CALCULATED BY TL DATE 11/28/2007 SUMMARY & ELEVATION: STOCK ROOM S -R ELEVATION: 1 48" 48 FP( JT1 /IFIN FR nt,IT 1/I FlAI 58" 120" \ 18' CIf1F I/I F1Al EXISTING WALL SUMMARY: MINIMAL ANCHOR REQUIREMENTS SINGLE SIDED UNITS DO NOT REQUIRE FLOOR ANCHORING IF ATTACHED TO WALL FL OO R ANCHORS ARE REQUIRE IF NOT ATTACHED TO WALL Fa = 1.00 Ss = 1.3374 WEIGHT! unit - 9.0 PCF INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 19 CALCULATED BY TL DATE 11/28/2007 LOADS & DISTRIBUTION: STOCK ROOM S -R ANALYSIS WILL BE BASED ON SECTION 2208 OF THE 2006 IBC, WHERE SEISMIC SHEAR IS DERIVED AS: V= (2,5x Ca) /RxlpxWtotal Ss = 1.3374 Fa = 1.00 Ca = 0.3566 <__= 0.4 Sds per section 15.5.3 ASCE 7 -05 Ip = 1.0 Rtrans = 4.0 Rlong = 4.0 Wtotal = (0.67 x wLL + wDL) 1.4 < = == WORKING STRESS REDUCTION TRIB. WIDTH = 18.0 IN TRIB. LENGTH = 48.0 IN TOTAL HEIGHT = 120.0 IN UNIT LL = 522 LB < == ACTUAL UNIT LIVE LOAD UNIT DL = 50 LB < == ACTUAL UNIT DEAD LOAD #of SHELF LVLS = 3 SHELF LL(int.) = 261 LB /LVL SHELF LL(T /B) = 131 LB /LVL DULEVEL(int.) = 25 LB /LVL DULEVEL(T /B) = 13 LB /LVL TOTAL LL = 522 LB TOTAL DL = 50 LB NOTE: SINCE NOT EVERY BEAM LEVEL IS A MOMENT RESISTING ELEMENT THEIR LOADS ARE DISTRIBUTED EVENLY TO EACH OF THE MOMENT RESISTING BRACE. SEISMIC SHEAR LEVEL 1 2 3 Vtrans. = [2.5 x 0.3566 x 1/(4x1.4)] x (0.67x522 LB + 50 LB) = 64 LB wx(DL + LL) 143 LB 286 LB 143 LB <= ADJUSTED SHELF LEVELS (MOMENT RESISTING LEVELS) <= ADJUSTED SHELF LIVE LOAD intermideate < == ADJUSTED SHELF LIVE LOAD top & bottom < == ADJUSTED SHELF DEAD LOAD intermideate < == ADJUSTED SHELF DEAD LOAD top & bottom hx 2.0 IN 60.0 IN 118.0 IN 572 LB TOTAL = wx hx 286 17,160 16,874 34,320 Vlong. = [2.5 x 0.3566 x 1/(4x1.4)] x (0.67x522 LB + 50 LB) = 64 LB Fi 0.5 LB 31.8 LB 31.3 LB 64 LB Movt 1 IN -LB 1,909 IN -LB 3,692 IN -LB 5,602 IN -LB r INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 20 CALCULATED BY TL DATE 11/28/2007 TRANSVERSE ANALYSIS: STOCK ROOM S -R COLUMN FORCES Mbase = 0 1N-LB Pcol(seismic) = Movt/d = 311 LB Vcol = V/2 = 32 LB Mcol(1 -1) = Vcol x hi - Mbase = 32 LB x 2 IN - 0 IN -LB = 64 IN -LB Mcol(2 -2) _ [Vcol - SFI/2] x hi/2 = [32 - 0.3] LB x 58 IN / 2 = 915 IN -LB Mcol(3 -3) = 454 IN -LB BEAM TO COLUMN MOMENTS Mconn(1 -1) = Mcol(1 -1) + Mcol(2 -2) = 979 IN-LB Mconn(2 -2) = 1,369 IN -LB Mconn(3 -3) = 454 IN -LB < = =BASE ASSUMED TO BE PINNED Pcol(1 -1) = 286 LB Pool(2 -2) = 215 LB Pcol(3 -3) = 72 LB NOTE: ALONG THE LONGITUDINAL DIRECTION THE SYSTEM IS X- BRACED. <� COLUMN CHECK <� CONNECTION CHECK TRANSVERSE COLUMN ANALYSIS: STOCK ROOM S -R ANALYZED PER AISI & THE 2006 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Ptotal= 526 LB Mmax= 915 IN -LB AXIAL MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 - 0981 161 ATLANTIC AVENUE • POMONA, CA 91768 KxLx/rx = 1.2*24 I N/0.469 IN = 61.4 KyLy /ry = 1.2 *24IN/0.281 IN = 102.5 < = == (KI /r)max Fe= Tr^2E/(KL/r)max ^2 = 27.7 KSI Fy /2= 25.0 KSI SINCE, Fe > Fy /2 THEN, Fn= Fy(1- Fy /4Fe) = 50 KSI*[1 -50 KSI /(4 *27.7 KSI)] = 27.5 KSI Pn= Aeff Fn = 5,627 LB Dc= 1.92 Pa= Pn /Oc = 5627 LB/1.92 = 2,931 LB INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 21 CALCULATED BY TL DATE 11/28/2007 G SECTION PROPERTIES P /Pa= 0.18 > 0.15 t = 0.060 IN Aeff = 0.205 INA2 FLEXURE Ix = 0.045 IN^4 CHECK: P /Pa + (Cmx *Mx) /(Max *ux) <_ 1.33 Sx = 0.054 INA3 P /Pao + Mx/Max <_ 1.33 rx = 0.469 IN Pno= Ae *Fy ly = 0.016 IN ^4 = 0.205 INA2 *50000 PSI Sy = 0.049 INA3 = 10,250 LB ry = 0.281 IN Pao= Pno /Oc Kx = 1.20 = 10250 LB/1.92 Lx = 24.0 IN = 5,339 LB Ky = 1.20 Myield =My= Sx *Fy Ly = 24.0 IN = 0.054 INA3 * 50000 PSI Fy= 50 KSI = 2,700 IN -LB E= 29,500 KSI Max= My /Of = 2700 IN- LB/1.67 Of= 1.67 = 1,617 IN -LB Cmx= 0.85 Pcr= TT ^2EI /(KL)max ^2 Cb= 1.0 = TT ^2 *29500000 PSI/(1.2 *24 IN) ^2 = 15,796 LB px= {1 /[1- (Oc *P /Pcr)]) ^ -1 = {1/[1- (1.92 *526 LB/15796 LB)]} ^ -1 THUS, = 0.94 (526 LB/2931 LB) + (0.85 *915 IN- LB)/(1617 IN -LB *0.94) = 0.69 < 1.33, OK (526 LB/5339 LB) + (915 IN- LB/1617 IN -LB) = 0.66 < 1.33, OK MEMBER CHECK: AXIAL SEIZMIC PROJECT MICHAEL'S #8847 INC. FOR MICHAEL'S STORES SHEET NO. 22 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 TRANSVERSE BRACE ANALYSIS: STOCK ROOM S -R IN THE TRANSVERSE DIRECTION THE SYSTEM IS ACTING AS A MOMENT RESISTING FRAME. THE MEMBERS WILL THEN BE CHECKED ALONG WITH ITS CONNECTION TO BE ABLE TO TAKE THE APPLIED SEISMIC LOADING. NOTE: THE MEMBER IS ACTING AS A BEAM COLUMN. Ptotal= 32 LB Mmax= 1,369 IN -LB KxLx/rx = 1*21 IN/0.884 IN = 23.8 KyLy /ry = 1*21 IN/0.282 IN = 74.5 Pa= Pn /Qc = 8381 LB /1.92 = 4,365 LB = 5,729 LB Myield =My= Sx *Fy = 0.106 IN^3 * 50000 PSI = 5,280 IN -LB Max= My /Of = 5280 IN -LB /1.67 = 3,162 IN -LB < = == (KI /r )max Fe= n ^2E/(KL/r)max ^2 = 52.5 KSI Fy /2= 25.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1- Fy /4Fe) = 50 KSI 11 -50 KSI /(4 *52.5 KSI)] = 38.1 KSI Pn= Aeff Fn = 8,381 LB 0c= 1.92 SECTION PROPERTIES t= 0.060 IN Aeff = 0.220 I N"2 Ix = 0.172 IN "4 P /Pa= 0.01 < 0.15 Sx = 0.106 IN "3 rx = 0.884 IN FLEXURE ly = 0.018 IN^4 Sy = 0.053 IN ^3 CHECK: P /Pa + Mx/Max <_ 1.33 ry = 0.282 IN Kx = 1.00 Pno= Ae *Fy Lx = 21.0 IN = 0.22 IN "2 *50000 PSI Ky = 1.00 = 11,000 LB Ly = 21.0 IN Pao= Pm/0c Fy= 50 KSI = 11000 LB/1.92 E= 29,500 KSI Of= 1.67 Cmx= 1.00 Cb= 1.0 SEIZMIC PROJECT MICHAEL'S #8847 INC. FOR MICHAEL'S STORES SHEET NO. 23 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 TRANSVERSE BRACE ANALYSIS: CONT.: STOCK ROOM S -R THUS, (32 LB/4365 LB) + (1369 IN- LB/3162 IN -LB) = 0.44 < 1.33, OK Mmax / Mcap = Pcr= Tr^2EI /(KL)max ^ 2 = Tr ^2'29500000 PSI /(1•21 IN) ^2 = 113,319 LB CONNECTION CHECK: Mmax = 1,369 IN -LB CONNECTION CAPACITY OF 1 -1/4" LONG x 1/8" thick WELDS Mcap = 0.3 x Fu x WELD AREA x LEVER ARM = 0.3 x 70000 PSI x 0.11 INA2 x 2 IN = 4,640 IN -LB 0.30 < 1.33, OK lx= {1 /[1 -(Oc *P /Pcr)] } ^ -1 = {1/[1- (1.92'32 LB/113319 LB)] } ^ -1 = 1.00 WELD THICKNESS = 0.125 IN teff = 0.088 IN WELD LENGTH = 1.250 IN WELD AREA = 0.110 INA2 LEVER ARM = 2.000 IN fu = 70 KSI r SEIZMIC PRO3ECT MICHAEL'S #8847 INC. FOR MICHAEL'S STORES SHEET NO. 24 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 LONGITUDINAL BRACE ANALYSIS: STOCK ROOM S -R BRACING CAPACITY IS GOVERNED BY TENSION CAPACITY OF CROSS BRACING, AND SHEAR CAPACITY OF CONNECTION SCREW. Vlong.(eff) = Vlong. = 64 LB Vdiag = Vtot(Ldiag/Lhoriz) = 171 LB < = == SEISMIC LOAD IN TENSION TENSION CAPACITY OF STRAP Tallow = 0.6 x Fy x AREA(gross) = 1,346 LB > Vdiag OK IN TENSION OR Tallow = 0.5 x Fu x AREA(net) = 1,991 LB > Vdiag OK IN TENSION Vdiag/Tallow = CHECK SCREW CAPACITY FOR TENSION LOADS CHECK SHEAR CAPACITY OF SCREW PER CHAPTER E4 OF THE 1996 AISI COLD FORMED MANUAL. Viong.(eff) = 171 lb 0 = 3 SHEAR IS TAKEN AS LEAST OF Pns: 0.13 < 1.33, OK Pns = 4.2 *(t2 "3 *d) ^0.5 *Fu2 = 4.2 * [(0.06 in) ^3 * 0.135 in] ^0.5 * 65000 psi = 1,474 lb Pns = 2.7 *t1 *d *Fu1 = 2.7 *0.125in *0.135in *65000 psi = 2,962 lb Pns = 2.7 *t2 *d *Fu2 = 2.7 *0.06 in *0.135 in *65000 psi = 1,422 lb Pns- eff /0 = 1422 lb/3 = 474 lb Veff /(Pns -eff/ Q) = 0.36 < 1.33, OK "X" BRACE - 3/4" x 16ga. STRAP AREA(gross)= 0.0449 INA2 AREA(net)= 0.0613 INA2 Lhoriz= 48.0 IN Lvert= 120.0 IN Ldiag= 129.2 IN Fy= 50,000 PSI Fu= 65,000 PSI Fv= 10,000 PSI t1 =1 -top plate= 0.125 in t2 =bottom plate= 0.060 in Fu1 =Fu of top plate= 65,000 PSI Fu2 =Fu of bottom plate= 65,000 PSI d =screw diam= 0.135 in INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 25 CALCULATED BY TL DATE 11/28/2007 WALL OVERTURNING /ANCHORAGE ANALYSIS: STOCK ROOM S -R THE UPLIFT FORCE ON THE ANCHOR WILL BE DETERMINED USING THE STABILIZING MOMENT CREATED BY THE WEIGHT OF THE SHELVING (Mst1), AND THE WALL ANCHORAGE(Mst2) . THE UNITS ARE ANCHORED TO THE 2X4 BOARDS WITH �! #8 SCREWS. OVERTURNING ELEVATION 1 Tallow= 55 LB Movt= (E Fp * hn) * 1.15 = 6,443 IN -LB INTERACTION EQN. Mst1= E (WDL + WLL) *d /2 = 572 LB /LVL * 18 IN /2 = 5,148 IN -LB Mst2= Tallow * Ht = 6,600 IN -LB < == PER TABLE 11.2a 1997 NDS (FOR 1" PENETRATION)* Puplift= [Movt - (Mst1 +Mst2)] /d = [6443 IN -LB - (5148 IN -LB + 6600 IN- LB)]/18 IN = -295 LB Peff = Puplift x OCCRENCE OF ANCHORS = -1,768 LB Veff = Vtotal x OCCRENCE OF ANCHORS / 2 = 191 LB [0 LB/ 515 LB] + [191 LB/ 1370 LB] = 58" 120"‘ 58" ,_18 C f1P \/I PIA/ SINGLE SIDED UNITS DO NOT REQUIRE FLOOR ANCHORING IF ATTACHED TO WALL. FLOOR ANCHORS ARE REQUIRED IF NOT ATTACHED TO WALL. EXISTING WALL 1-It1 = 110.0 IN Ht2 = 10.0 IN 0.14 < 1.0 THEREFORE OK ALLOWABLE TENSION = 515 LB ALLOWABLE SHEAR = 1,370 LB # OF ANCHORS/ B.P. = 1 d = 18.0 IN OCCURENCE OF ANCHORS = 6 PROJECT MICHAEL'S #8847 INC. FOR MICHAEL'S STORES SHEET NO. 26 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 SLAB AND SOIL ANALYSIS: STOCK ROOM S -R THE SLAB IS CHECKED FOR PUNCTURE STRESS, IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. IA) PUNCTURE P = (1.4)(Pcol) +(1.7)(Mot/d) _ (1.4) *(526 LB) + (1.7)(5602 IN- LB /18IN) = 1,265 LB Fpunct = (2.66)(F'c"0.5) = (2.66) *(2500 PSI)A0.5 = 133 PSI Apunct = [(Weff. +t/2) +(Dell. +t /2)](2)(t) = [(2 IN + 4/2) + (1 IN + 4 IN/2)] *(2) *(4 IN) = 56.0 INA2 fv /Fv = P /1(Apunct)(Fpunct)] = 1265 LB /[(56 IN "2) *(133 PSI)* 0.65] =0.26 < 1.33 OK JB) SLAB TENSION Asoil = P /[(1.33)(fs)] = 1265.12 LB /[(1.33) *(1000 PSF /144IN "2 /FT "2)] = 137.0 FTA2 L = Asoil"0.5 = (136.98 FT "2) "0.5 = 11.7 IN B = [(Weff.)(Deff.)] "0.5 +t = [(2 IN) *(1 IN)] "0.5 + 4 CONCRETE = 5.4 IN t = 4.0 IN fc = 2,500 PSI b = (L -B) /2 = (11.7 IN -5.41 IN) /2 = 3.1 IN Mconc = (w)(bA2)/2 = [(1.33)(fs)(b "2)]/[(144)(2)] = [(1. 33) *(1000 PSI) *(3.14 IN) "2)/[(144)(2)] = 46 IN -LB Sconc = (1)(t "2)/6 = (1) *(4 IN) "2 /6 = 2.67 INA3 Fconc = (5)(0)(fc ^0.5) = (5) *(0.65) *(2500 PSI) "0.5 = 162.5 PSI fb /Fb = Mconc/[(Sconc)(Fconc)] = 45.67 IN- LB/[(2.67 INA3)(162.5 PSI)] =10.11 < 1.33 OK BASE PLATE \Neff. = 2.0 IN Deff. = 1.0 IN SOIL fs = 1,000 PSF 0= 0.65 DEPTH= 18.0 IN Mot= 5,602 IN -LB Pcol= 526 LB r;=C INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 27 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 GONDOLA ANALYSIS INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 28 CALCULATED BY TL DATE 11/28/2007 GONDOLA ANALYSIS PROJECT SCOPE: PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE FIXTURE "GONDOLA" TO CONFORM TO THE REGULATIONS SET BY THE 2006 IBC. PARAMETERS: THE LIGHT DUTY STORAGE FIXTURE USED IN THIS PROJECT CONSISTS OF GONDOLA TYPE COMPONENTS. THE STABILITY OF THE UNITS DEPENDS ON THE CANTILEVER FRAMES IN THE TRANSVERSE DIRECTION AND ON THE HORIZONTAL BRACES AND PEG BOARD PANELS IN THE LONGITUDINAL DIRECTION. LATERAL FORCE FORMULA: V = 1.2 x (2/3 x Fa x Ss) x IE x W / R SPECIFICATIONS: - MAIN STEEL Fy = 50,000 PSI 3/8 "0x2 -12 "EMBED. APPROVED ANCHOR 4" x 2,500 PSI ANCHOR SLAB - SOIL GENEARAL CONFIGURATION: 1,000 PSF TOP PANEL RETAINER PEG BOARD PANELS LIGHT DUTY FIXTURE COMPONENTS: 1) UPRIGHT 2) BASE TUBE 3) BASE LEG 4) ANCHOR BRACKET 5) ANCHOR 6) ARM 7) BASE DECK 8) SHELF 9) FULL DRESS KIT 10) SIDE KICK PLATE r tr1711 11444141 111C INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 29 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 SUMMARY & ELEVATIONS: SINGLE SIDED GONDOLA CODE = 2006 IBC Fa = 1.00 Ss = 1.3374 PEG PANEL 10 PSF F 35 LB PEG PANEL 10 PSF II 35 LB 35 LB SUMMARY: SINGLE SIDED UNITS DO NOT REQUIRE FLOOR ANCHORING IF ATTACHED TO WALL. FLOOR ANCHORS ARE REQUIRED IF NOT ATTACHED TO WALL. COLUMN II STRESS = 0.30 STRESS = 0.00 OK OVERTURNING OK SHELF ARM STRESS = 0.04 OK II BASE I STRESS = 0.54 OK PANELS STRESS = 0.15 OK SLAB & SOIL I STRESS = 0.06 STRESS = 0.00 SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 30 CALCULATED BY TL DATE 11/28/2007 SUMMARY & ELEVATIONS: DOUBLE SIDED GONDOLA CODE = 2006 IBC Fa = 1.00 Ss = 1.3374 R SUMMARY: ELEVATION: PEG PANEL 15 PSF R MU PEG PANEL 10 PSF COLUMN STRESS = 0.36 OK OVERTURNING I STRESS = 0.15 OK SHELF ARM STRESS = 0.04 OK BASE ({ STRESS = 0.31 OK PANELS STRESS = 0.30 OK SLAB & SOIL I STRESS = 0.13 STRESS = 0.02 INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 31 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 LOADS & SEISMIC DISTRIBUTION - 7 LEVEL ANALYZED PER SECTION 1613 OF THE 2006 IBC. LEVEL 1 2 3 4 5 6 V = [ 1.2 *(2/3)(Sms) *U(R *1.4 ] * [0.67wLL + wDL] Ss = 1.3374 Fa = 1.00 Sms = 1.3374 1= 1.0 Rtrans. = 2.5 Rlong. = 2.5 1.4 < = == WORKING STRESS REDUCTION DL = 5 LB LLtop = 35 LB LLbay = 35 LB # of LVLS = 6 # ot sides = 2 Wtotal = 480 LB Vtrans = [1.2* (2/3)(Sms) *I /R ] * [0.67*wLL + wDL] = [ 1.2 *(2/3)(1.3374) *1/(2.5 *1.4) ] * [ 0.67 *420 LB + 60 LB ] = 104 LB Vlong = [1.2* (2/3)(Sms) *I /R ] * [0.67*wLL + wDL] = [ 1.2 *(2/3)(1.3374) *1/(2.5 *1.4) ] * [ 0.67 *420 LB + 60 LB ] = 104 LB TRANSVERSE ANALYSIS: Ptotal = 480 LB Mseis. Movt = 5,855 IN -LB LONGITUDINAL ANALYSIS: Pcol = 480 LB hx 13.0 IN 26.0 IN 39.0 IN 52.0 IN 65.0 IN 78.0 IN wx 80 LB 80 LB 80 LB 80 LB 80 LB 80 LB Vallow = 50.0 LB /FT > Vtotal, OK hx wx 35 LB 35 LB Fi(trans.) 5 LB 10 LB 15 LB 20 LB 25 LB 30 LB 104 LB Mtotal = 5,855 IN -LB Mst = 8,640 IN -LB V = Vtotal / Ht = 14.8 LB /FT 35 LB r35 LB c r F6 F5 35 LB 35 LB -- c , - - -� F4 +._ C= 35 LB ` ' 35 LB -► - -- - =7 F3 35 LB 35 LB -40 F2 35 LB 35 LB -II- �2 - -- - - --7 - F1 35 LB 35 LB t Fi(Iong.) Movt. 1,040 IN -LB 2,080 IN -LB 3,120 IN -LB 4,160 IN -LB 5,200 IN -LB 6240 IN -LB 21,840 IN -LB 5 LB 10 LB 15 LB 20 LB 25 LB 30 LB 104 LB 64 IN -LB 257 IN -LB 579 IN -LB 1,029 IN -LB 1,609 IN -LB 2,316 IN -LB 5,855 IN -LB d = 36.0 IN h = 78.0 IN INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 32 CALCULATED BY TL DATE 11/28/2007 LOADS & SEISMIC DISTRIBUTION - 0 LEVEL ANALYZED PER SECTION 1613 OF THE 2006 IBC. LEVEL V = [ 1.2 "(2/3)(Sms) "1/(R "1.4 ] " [0.67wLL + wDL] Ss = 1.3374 Fa = 1.00 Sms = 1.3374 1= 1.0 Rtrans. = 2.5 RIong. = 2.5 1.4 < = == WORKING STRESS REDUCTION DL = 5 LB LLtop = 0 LB LLbay = 163 LB # of LVLS = 1 V at sides = 2 Wtotal = 335 LB 1 Vtrans. = 11.2* (2/3)(Sms)"l /R ] ' [0.67'wLL + wDL) = [ 1. 2'(2/3)(1.3374111(2.5'1.4) ] * [ 0.67 "325 LB + 10 LB ] = 69 LB Viong. = [1.2* (2/3)(Sms)'I/R ]' [0.67'wLL + wDL] = [ 1.2'(2/3)(1.3374)'1 /(2.5'1.4) ] [ 0.67'325 LB + 10 LB = 69 LB hx 13,0651N -LB 13,065 IN -LB 39.0 IN TRANSVERSE ANALYSIS: Ptotal = 335 LB Mseis. Movt = 2,702 IN -LB LONGITUDINAL ANALYSIS: Pcol = 335 LB wx 335 LB Vallow = 50.0 LB /FT > Vtotal, OK hx wx F Ora ns.) 69 LB 69 LB Mtotal = 2,702 IN -LB Mstatic = 6,030 IN -LB V = Vtotal / Ht = 9.9 LB /FT r V(total) Fi(Iong.) 69 LB 69 Lb Movt 2,702 IN -LB 2,102 IN -Lb d = 36.0 IN h = 78.0 IN INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 33 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 I LOADS & SEISMIC DISTRIBUTION -1 LEVEL AAA NALYZED PER SECTION 1613 OF THE 2006 IBC. :c. V = [ 1.2 *(2/3)(Sms)'I /(R *1.4 I" [0.67wLL + wDL] Ss = 1.3374 Fa = 1.00 Sms = 1.3374 I = 1.0 Rtrans. = 2.5 Rlong. = 2.5 1.4 < = == WORKING STRESS REDUCTION DL = 5 LB LLtop = 35 LB LLbay = 163 LB # of LVLS 1 # of sloes = 2 Wtotal = 405 LB LEVEL 1 2 Vtrans. _ [1.2' (2/3)(Sms)'I /R ]' [0.67'wLL + wDL] _ [ 1.2'(2/3)(1.3374)'1 /(2.5'1.4) ] ' [ 0.67'395 LB + 10 LB ] = 84 LB Vlong. = [1.2* (2/3)(Sms)'I/R ] ' [0.67'wLL + wDL] = [ 1.2'(2/3)(1.3374)'1 /(2.5'1.4) ] [ 0.67'395 LB + 10 LB ] = 84 LB hx 39.0 IN 78.0 IN wx 335 LB 40 LB Vallow = 50.0 LB /FT > Vtotal, OK hx wx 1• 35 LB Fi(trans.) 67 LB 16 LB 84 Lb TRANSVERSE ANALYSIS: Ptotal = 405 LB Mtotal = 3,887 IN -LB Mseis. Movt = 3.887 IN -LB Mstatic = 6,750 IN -LB LONGITUDINAL ANALYSIS: V = Vtotal/ Ht Pcol = 405 LB = 11.9 LB /FT Fi(Iong.) 67 LB 16 LB 84 LB Movt. 13.065 IN -LB 3.120 IN -LB 16,185 IN-Lb 2,630 IN -LB 1.256 IN -LB 3.88/ IN -LB d = 36.0 IN h = 78.0 IN COLUMN ANALYSIS (TRANSVERSE 7 LEVELSI ANALYZED PER THE AISI & THE 2006 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 480 LB M= 5,855 IN -LB AXIAL THUS, MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 KxLxlrx = 2.1`78 IN/0.85 IN = 192.7 KyLy /ry = 1'48 I N/0.518 IN = 92.7 INC. Fe= Tr"2E/(KUr)max"2 = 7.8 KSI Fy/2= 25.0 KSI SINCE, Fe < Fy/2 IHLN, Fn= I-e = 50 KSI11 -50 KSI /(47.8 KSI)] = 7.8 KSI Pn= Aeff Fn = 8,585 LB Oc= 1.92 Pa= Pn /Oc = 8585 LB /1.92 = 4,471 LB P /Pa= 0.11 < 0.15 <___ (KI/r)max (480 LB/4471 LB) + (5855 IN- LB/17216 IN -LB) = 0.36 PRO3ECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 34 CALCULATED BY TL DATE 11/28/2007 < 1.33, OK SECTION PROPERTIES Aeff = 1.095 I N "2 Ix = 0.791 INM Sx = 0.575 INA3 rx = 0.850 IN FLEXURE ly = 0.294 IN"4 CHECK: P/Pa + Mx/Max s 1.33 Sy = 0.357 INA3 Ty = 0.518 IN Pno= Ae'Fy Kx = 2.1 = 1.095 IN "2'50000 PSI Lx = 78.0 IN = 54,750 LB Ky = 1.0 Pao= Pno /Oc Ly = 48.0 IN = 54750 LB/1.92 Fy= 50 KSI = 28,516 LB Er 29,500 KSI Myield =My= Sx`Fy = 0.575 IN "3 ` 50000 PSI = 28,750 IN -LB Max= My /Of = 28750 IN -LB /1.67 = 17,216 IN -LB Pcr= Tr"2EI /(KL)maxA2 px= {141- (Oc`P /Pcr)])" -1 Tr"2`29500 KSI/(2.178 IN) "2 = {1/11- (1.92`480 LB/8584 LB)11" -1 = 8,584 LB = 0.89 Ut= 1.67 Cmx= 0.85 Cb= 1.0 r IC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 35 CALCULATED BY TL DATE 11/28/2007 BASE AND ARM ANALYSIS ARM CHECK: CHECK BENDING: ARM SPAN = 16.0 IN LOAD = 40 LB /LEVEL BASE BEAM ANALYSIS: CHECK BENDING: Mcol(total)/2 = 2,928LB -IN fb = Mcoi(total) /Sx = 2928LB -IN / 0.286 INA3 = 10,236PSI Fb = 0.6 x 50000 PSI x 1.33 = 40,000PSI fb/Fb = CHECK WELDS: M = LOAD x (ARM SPAN/2) = 40 LB /LEVEL x 16 IN/2 = 320 LB-IN fb = M /Sx = 1.333 PSI I = 0.6 x I - y = 30,000 PSI fb /Fb = 0.04 < 1.0, OK 0.26 < 1.0, OK fb = M /(Weld Area x Lever Arm x 2) = 4,380 PSI Fb = 0.3 x 70000 PSI x 1.33 = 28.000 PSI (fb /Fb) x Wo = 0.31 < 1.0, OK Sx -arm = 0240 IN ^3 Fy = 50.000 PSI Sx -base = 0286 IN "3 Fy = 50,000PSI WELD SPECIFICATIONS t -weld = 0.125 IN teff = 0.088 IN Weld - length = 2.750 IN Weld Area = 0.243 INA2 LEVER ARM = 1/2 Weld - length = 1.375 IN Fu -weld = 70.000PSI Wo = 2 INC. PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 36 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 OVERTURNING ANALYSIS: DOUBLE SIDED GONDOLA FULLY LOADED: INTERACTION EQN. TOP LOADED: LEVEL 1 2 3 4 5 6 ALLOWABLE TENSION = 515 LB ALLOWABLE SHEAR = 1,370 LB # OF ANCHORS/ B.P. = 1 danchor = 36.0 IN # OF OCCURENCE = 4 INTERACTION EQN. Puplift = ((Movt - Mst) / danchor) x # of occurence = ([5855 - 8640] IN-LB / 36 IN) x 4 _ -309 LB Vtop = 23 LB hx 13.0 IN 26.0 IN 39.0 IN 52.0 IN 65.0 IN 78.0 IN USE (1) 3/8 "0x2 -1/2 "EMBED. APPROVED ANCHOR [0 LB! 515 LB] + [208 LB/ 1370 LB] = wx 10 LB 10 LB 10 LB 10 LB 10 LB 80 LB 130 IN -LB 260 IN -LB 390 IN -LB 520 IN -LB 650 IN -LB 6,240 IN -LB 8,190 IN -LB Puplift = ((Movt - Mst) / danchor) x # of occurence = ([1659 IN -LB - 2340 IN -LB) / 36 IN) x 4 = -76 LB hx wx [0 LB/ 515 LB] + [47 LB/ 1370 LB] = 0.15 < 1.0 THEREFORE OK Fi(trans.) 0 LB 1 LB 1 LB 1 LB 2 LB 18 LB 23 LB Fi(Iong.) 0 LB 1 LB 1 LB 1 LB 2 LB 18 LB Z3 LB 0.03 < 1.0 THEREFORE OK Movt. 5 IN -LB 19 IN -LB 44 IN -LB 77 IN -LB 121 IN -LB 1,393 IN -LB 1,659 IN -LB INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT MICHAEL'S #8847 FOR MICHAEL'S STORES SHEET NO. 37 CALCULATED BY TL DATE 11/28/2007 WALL OVERTURNING /ANCHORAGE ANALYSIS: SINGLE SIDED GONDOLA THE UPLIFT FORCE ON THE ANCHOR WILL BE DETERMINED USING THE STABILIZING MOMENT CREATED BY THE WEIGHT OF THE SHELVING (Mst1), AND THE WALL ANCHORAGE(Mst2) . THE UNITS ARE ANCHORED TO THE 2X4 BOARDS WITH #8 SCREWS. OVERTURNING ELEVATION 7 LEVEL Tallow= 55 LB Movt= (1 Fp * hn) = 5,088 IN -LB Mst1= (WDL + WLL) *d /2 = 6 LEVELS * 40 LB /LVL * 18 IN/2 = 2,160 IN -LB Mst2= Tallow • Ht = 7,920 IN -LB Puplift= [Movt - (Mstl +Mst2)] /d = [5088 IN -LB - (2160 IN -LB + 7920 IN- LB)]/18 IN = -277 LB OVERTURNING ELEVATION 1 LEVEL Tallow= 55 LB NO UPLIFT THUS, NO FLOOR ANCHORS REQUIRED Movt= (F Fp • hn) = 2,156 IN -LB Mst1= (WDL + WLL) *d /2 = 1 LEVELS * 40 LB /LVL *9 IN /2 = 360 IN -LB Mst2= Tallow * Ht = 7,920 IN -LB <_= PER TABLE 11.2a 1997 NDS (FOR 1" PENETRATION)* < == PER TABLE 11.2a 1997 NDS (FOR 1" PENETRATION)* Puplift= [Movt - (Mstl +Mst2)] /d _ [2156 IN -LB - (360 IN -LB + 7920 IN- LB)]/18 IN = -340 LB NO UPLIFT THUS, NO FLOOR ANCHORS REQUIRED PROJECT MICHAEL'S #8847 INC. FOR MICHAEL'S STORES SHEET NO. 38 MATERIAL HANDLING ENGINEERING CALCULATED BY TL TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 11/28/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 SLAB AND SOIL ANALYSIS THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A.LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. (Al PUNCTURE P = (1.4)(Pcol) +(1.7)(Mot/d) _ (1.4)'(480 LB) + (1.7)(01N- LB/361N) = 672 LB Fpunct = (2.66)(F'c^0.5) _ (2.66)'(2500 PSI)"0.5 = 133 PSI Apunct = [(Weff. +t2) +(Dell. +U2)1(2)(t) _ ((2.75 IN + 4/2) + (1 IN + 4 INf2)1'(2) *(4 IN) = 62.0 IN ^2 tv /I-v = I / (Apunct)(t- = 672 LB/((62 IN "2)'(133 PSI)' 0.65] =10.13 < 1.33 OK B) SLAB TENSION Asoil = P/[(1.33)(fs)] = 672 LB/[(1.33) *(1000 PSF /1441N "2 /FT ^2)] = 72.8 FTA2 L = Asoil^0.5 = (72.76 FT ^2) ^0.5 = 8.5 IN B = ((Weff.)(Deff.)] ^0.5 +1 = ((2.75 IN)'(1 IN)J ^0.5 + 4 = 5.7 IN b = (L-B)/2 = (8.53 IN - 5.66 IN)/2 = 1.4 IN Mconc = (w)(b ^2)2 = ((1.33)(fs)(b ^2)]1[(144)(2)) = ((1.33)'(1000 PSI) *(1.44 IN) ^2]4(144)(2)] = 10 IN -LB Sconc = (1)(t^2)/6 = (1)'(4 "2/6 = 2.67 1N ^3 Fconc = (5)(0)(fc^0.5) = (5)`(0.65)'(2500 PSI) "0.5 = 162.5 PSI fb/Fb = Mconc/((Sconc)(Fconc)] = 9.52 IN- LB/[(2.67 IN ^3)(162.5 PSI)] 10.02 < 1.33 OK BASE PLATE Weff. = 2.75 IN Deff. = 1.00 IN CONCRETE t= 4.0 IN fc = 2,500 PSI SOIL fs= 1,000 PSF 0= 0.65 Pcol= 480 LB P ERMIT COORD COPY o PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -002 DATE: 01 -02 -08 PROJECT NAME: MICHAELS SITE ADDRESS: 17400 SOUTHCENTER PY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bui . g I Ision Public Works Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Notation: REVIEWER'S INITIALS: Documents /routing slip.doc 2 -28 -02 Incomplete Structural Review Required APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Fire Prevention lit Planning Division n n Permit Coordinator DUE DATE: 01 -03 -08 DATE: Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: n No further Review Required DUE DATE: 01 -24 -08 Not Approved (attach comments) DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License BOBBYCC088PT Licensee Name BOBBY CASTLE CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 601417166 Ind. Ins. Account Id #4 Business Type INDIVIDUAL Address 1 519 TRADESMEN'S PARK DR Address 2 City HUTTO County OUT OF STATE State TX Zip 78634 Phone 5128461998 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 10/30/1992 Expiration Date 11/2/2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date CASTLE, BOBBY OWNER 01/01/1980 Bond Amount Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #4 WESTERN SURETY CO 929157225 11/02/2004 Until Cancelled $12,000.00 10/11/2004 #3 CONTINENTAL CAS CO 929157225 11/02/2001 11/02/2004 $12,000.00 11/02/2001 Look Up a Contractor, Electric or Plumber License Detail Washington State Department of Labor and Industries General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. • Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= BOBBYCC088PT 04/24/2008 GONDOLA, LIGHT CHAE i s 08847 17400 SOUTHCENTER HOW TUKWILA WA. 98188 DUTY STORAGE FIXTURE & SELECTIVE RACK INSTALLATION •a:/2„. Opt i ENGINEER CODE USED IN DESIGN SCOPE OF WORK SCHEDULE OF DOCUMENTS SAL E. FATEEN SEIZMIC MATERIAL HANDLING ENGINEERING, INC. 161 ATLANTIC STREET POMONA, CA. 91768 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DESIGNED PER SECTION 1613 & 2208 INSTALLATION OF MATERIAL HANDLING EQUIPMENT IN AN EXISTING BUILDING. 1. DRAWING No. 07 -1973 TABLE OF CONTENTS 2. DRAWING No 07- 1973 -A GONDOLA DErAILS 3. DRAWING No. 07- 1973 -B LIGHT DUTY FIXTURE DETAILS 4. DRAWING No. 07- 1973 -C STORAGE RACK DETAILS 5. MERCHANDISE PLAN 6. SITE PLAN R � � ® F E N CODE OI�P APPR \1 ,, N ; 5 ' -- �li of - ruk a \ _� JAN 02 200$ PERMIT CENTEF, OF THE 2006 IBC, Fa = 1.00 & Ss = 1.3374 _ FILE COPY e pit No. Plan re of�on� � t mnissicms. the violation of any Approval t oode or ordnance. of approved Field .!_ --.14 - q: - -''' - b By v . a��.. f .Z• -.5 O Date: City of Tukwila ��4 _D, oA w . : .__�w_�...��, . i- VSr`NS PROJECT DATA OCCUPANCY TYPE: M TYPE OF CONSTRUCTION: II - B FULLY SPRINKLERED 1G, FA r c`4 o� ' wa , � r,. ¢ ; y } ,� Y� � ` fi�4 d (3 SEIZMIC EST. 1985 SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, California 91768 Tel(909)869-0989-(909)869-0981 a � � ! scope No thanfrs I ,` 'i :,: �tlarie to the 01 work wit o 't•, . f..,1 ice approval of q.,, Tukwila BUciing Division. NOTE: Revisions will require a new l and may include additional plan bier fees. TYPE DR AWN BY: D K D ATE: 11/28/07 ' + ' I " ' A .r..' CALIFORNIA CON TRA CTORS LICENSE NO.665374 LAST REV. 8Y: DATE: I ECPIRES 4 / 13 mpg I APRYD BY:SAL E. FATEEN SCALE: N.T.S. DESCRIPTION: TABLE OF CONTENTS ADDRESS: M I CHAEL'S #8847 17400 SOUTHCENTER PKWY TUKWILA, WA 98188 DRAWING NUMBER: 07 -1973 tO8OOz 31 / 64 " " X4 " STRIP TOP PANEL RETAINER 1/4' PEG aoARD WALL STUDS P 11 T1 2 FURRING ATTACH FURRING STRIP TO WALL STUDS W / #8 x 2" SCREWS (TYP.) ( T ' P T ; J �`' - •. 1 0 TYP. P �� SHELF • ••. O - . DRESS TRIM r ' ifil . Q ,:: r : © I - - _- r ,.. BACK :;� I TO BASE DECK BACK SHOWN ...f (1) #8 x 2" WOOD / TEK SCREW REO D@ 4 , FURRING STRIPS EVERY POST 1 1 1 '�. ', I I ; .I i ilk . � � . 1/8" r 2 3/4" S bES 1 35/8 " 2 15 /18" 1 " 13 / 8„ c�9 I�� y 1 MY - ~ y 1 1/8 r 3/4' �� A. 12 G FORMED CHANNEL DRILLED -,_,` is ,.. r 0 1/4" W/ BOLT WELDED INSIDE FOR LEVELING i 00 :i 6 : : ARM WALL ATTACHMENT DETAIL v - B UPRIGHT ASSEMBLY DETAILS i GENERAL CONFIGURATION -- -- Cy- 0 NOTES: 1. DESIGNED PER SECTION 1613 OF THE 2008 IBC, Fa = 1.00 & Ss = 1.3374. 2. STORAGE CAPACITY: 35# PER LEVEL 3. ASTM A570 FOR SHAPE Fy = 50,000 PSI GRADE 50. 4. ALL BOLTS A307( UNLESS OTHERWISE NOTED). 5. CONCRETE 4" THICK 2,500 (MIN) PSI. 6. SOIL BEARING PRESSURE 1,000 PSF. v01400...002„... _ A o F � ��t ` c® ® t� C ®1` �Q ' € ;'s. " r WILD '' r� n p JAN � Z ZQ�$ P I �iT CENTER _ r (1) #10 X 4" WOOD/TEK ' SCREW REVD AT 4 FURRING STRIPS EVERY POST (TYP.) COL DISPLAY SECTION SHELVING SECTION 2 1/2" MIN. EMBEDMENT o I BAYONET 51 SPLICE ' I 84" \ (VARIES) ,�, �,,., _� .. _� tom= (VARIES) } 144" 3/6� �� As_ O.AH. DOUBLE SIDED — y 1 RECD PER ANCHOR BRACKET NOTE: SEE ANCHORING PLAN FOR REQUIRED LOCATIONS APPROVED ANCHORS DOUBLE SIDED UNITS ARE ANCHORED AT THE ENDS AND AT ONE INTERMEDIATE LOCATION. 81" 84" (MAX.) c } , \ ANCHOR e" II II Y "--4' . - 31 ,t-17"4 ISLAND GONDOLA WALL GONDOLA 5� ANCHOR ANCHORING PLAN GONDOLA ELEVATIONS 18 GA 1 1 u •� 2 2 7/16 ill 3/4" 12 GA 1" L6GA. 16 GA /�� / ^` '� , 1" 6" •�� 1 `. J. L � •� ` ' - 16 GA 0 ��. 113/16" 0 �I = :. 1 • i.1 I I j/ � [: 0 y 1" TYP. 3/4" TYP. / ' J * 2 3/4" r 0 1 1 E. FA 0 1 WAS* : t. r_ r� �� ... .r SEIZMIC E S T. 1965 .. SEIZMIC MATERIAL N ERING HANDUNG 161 Atlantic Street Pomona, California 91768 ' CBI .(909)869. 0989.(909)869-0961 .. .... .. s 0 '� QCs TYPE SYN .._ DRAWN BY: D. K ...p, DATE 11 /26/07 7/i fi ` 1 1/16" i 3" � ..� . -" CALIFORNIA IJCENSE NOT 685374 LAST REV. BY: DATE: (E7�¢tES a �z zoos APRYD 6Y::AL E. FATEEN SCALE: N.T.S DESCRIFfaN: GONDOLA DETAILS ADDRESS: MICHAEL'S #8847 1 7400 SOUTHCENTER PKWY TUKWILA WA 98188 DRAWING NUMBER: 07- 1973 -A i 1 � '1 UPRIGHT 2 BASE TUBE r ` 3 � BASE LEG � 4 ANCHOR BRACKET 16 GA WALL STUDS ilPIA .� o 0 : : L I I i I . I ., I I , ■ 10 1 . �- r 2" x 4" FURRING STRIP A TTACH FURRING STRIP TO WALL STUDS W/ #8 x 2 SCREWS ATTACH UPRIGHT POST TO FU G S TRIP W/ #8x2' SCREWS - � 4 I It� ` , / ' p �' _..� I/ . ii i a "/ � o` _i I o 48" 47 23/32" A- 3/4 "-1 36" USE (1) SOF CROSS BRACING AT END OF ROWS N BAYS m I= 7 . . . . 1/4 " 13/16° I 19/32" � J SHELF SUPPORT 47 1/8" . 3/4" x 16 GA STRAP ATTACH W/ #10 SH PAN HEAD METAL SCREW (SAE GRADE 5) (1)AT EACH END r 58" 5 SHELF (PARTICLE BOARD) 7 X -BRACE WALL ATTACHMENT DETAIL 8 GENERAL CONFIGURATION 2 1/0 TYP. TYPE "H" STING .1- 70q 0 „,-0C)2 .... WALL TYPE "Cu BASKET FIXTURE t 18 , - ‘:' , 1 /8" .440 ` � I i% i I 1 1/4" 18 GA // '' 3 1 21 /4" 48" ! 48" 48' 48" TYPE "G" ., N 58" MIN. EMBEDMENT 48' flail 18 � /ll / /1�11�1U /l�l A. 120" I 120' ' (VARIES) N,. „' \. / (VARIES) 1 REQ'D PER FOOT PLATE SEE ANCHORING PLAN FOR REQUIRED LOCATIONS USE APPROVED ANCHORS --, 108° 108" 108" \ ``\ /�� - /'�\ , �� � 34" } (VARIES) ' i .`" � �+ ``� / " \ '+ ` ` 72' 58" 72' 48" " F FRONT VIEW SIDE VIEW FRONT VIEW FRONT VIEW SIDE VIEW FRONT VI �� S CODE CO APPROV :r is p5 Y ���� � X� 21g 7 3 7 .../ ANCHOR E4 ) STRETCHER , ) LIGHT DUTY STORAGE FIXTURE ELEVATIONS \ r_ 21/32 " :. Y �. O . v 0 >fP 1 1 /2" 16 GA SEE gi FOR DNSIONS P OST _ - = v� - 41,, � ^ Q) . � C = ATTACH BACK TO BACK POSTS TOGETHER W/ #8 TEK SCREWS EVENLY SPACED @ 12' O.C. �srr, .`�� %i . �U TYPE H & G EXISTING WALL .1 I .1 I NOTES' - OW UT t r�t®� - v ., 1. DESIGNED PER SECTION 2208 OF THE 2006 IBC, 6 .Lpi�� �`91 Fa = 1.00 & Ss = 1.3374. 2. STORAGE CAPACITY: 9.0 PCF BASKET FIXTURE: 4.6 PCF 3. ASTM A570 FOR SHAPE FY = PSI GRADE 50. 4. ALL BOLTS A307( UNLESS OTHERWISE NOTED). 5. CONCRETE 4' THICK 2,500 (MIN) PSI. a 8. SOIL BEARING PRESSURE 1,000 PSF. , SAN 0 2 2000 iIVI6 CENTER 7 I 1 I SINGLE ROW (WALL ATTACHED) ANCHOR RYOTHER POST IN FRONT ONLY TYPE C 1 �������� 1__- - - -- V BACK TO BACK ROW, ANCHOR EVERY P05 BKET FIXTURES E. FAT c�l S ' a F WAS A. % �� to " 1 : � , .. SEIZMIC EST. 1995 SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Stre Pomona, California 91768 Tal.(909)869- 0989(909)et 869 -0951 3C - � ANCHORING PLAN 13 GA fiRl 4' t '�` ` I _ 1 7 r ATTACH FOOT P LATE TO COLUMN W/ (2) 08 TEK SCREWS `' NOTE: FOOT PLATES ARE /" REQUIRED WHERE ANCHORS ARE NEEDED TYPE SYN. DRAWN 9Y; D. K DATE: 11/28/07 CALIFORNIA LAST REV. BY: APRV'D BY SAL E. FATEEN DATE: SCALE: N.T.S. EXPIRES,/ FS 4 112 /2005 1 CONTRACTORS LICENSE N0.8853 DE SCRIP11ON: LIGHT DUTY FIXTURE DETAIL AD MICHAEL'S #8847 17400 SQUrHCENTER PKWY TUKWILA, WA 98188 DRAWING NU JBER: 07- 1973 -B A SINGLE POST B BACK TO BACK POST ` FOOT PLATE 0 � -> kl + i „.., 4- %':'� o _. NOTES: 1. DESIGNED PER SECTION 2208 OF THE 2006 IBC, Fa = 1.00 & Ss = 1.3374. 2. STORAGE CAPACITY: 800,E PER LEVEL 3 . ASTM A570 FOR SHAPE 50, mi 2..... - � O V® � v ��P 1..'�� OOH ®�� r� : - , • i p f\I‘k 'L35l i���d' . CM r JAN 0 2 2008 E nM �r F CENTER 5” APPROX. \ 11 :1 , L 1 I i • 0 IF- O NN - II 1, 1 1K i 00 1/8 i 1 I l TYPICAL BRACING TO COLUMN CONNECTION GENERAL CONFIGURATION 1 9/18 t- 7 /8 "i TYPE "A" SELECTIVE RACK ' 1/8" 3 1/2" T 5/8° . — i 1 1 I 1 lL 96" 48' 58" 55° 7/16 i 14 GA 1 tJ 2 " 1/2" sk 8 " •' 7/16" 15/16" 120 \ 120" )2° - -� 56 55" 1 /4" cJ _. I 5/10" .4 1 3/4° 11 GA 6 CONNECTOR 8° FRONT VIEW 8" SIDE VIEW 5 1 BEAM CI 1 TYPICAL STORAGE RACK ELEVATIONS 1 5/8" - X 14 I /jam 5/18 " ` \� �� 1 5/8" i 1 � ��' � y - �, Q ` rc]` ' � ° GA 3/8° 0 / GA 14 GA. 1. 7/8•—i 2 1 /T MIN. EMBEDMENT 0 A i I i i 1 1 t FAr o 1 11es¢'�1^ �' 4 & 'a . � ` . N ' a . "r ya O x C� F.:. SEIZMIC EST. 1985 SEIZMIC MATERIAL HANDLING ENGINEERING Pomona, 61 Street Ta.(909)869- x(909)869-0981 (7) REQ'D PER BASE PLATE i 13 =........„......,...--' � ! 4 1 /4` TYP. US APPROVED ANCHORS TYPE SYN. DRAWN BY: D K DATE 11/28/07 CONTRACTORS LICENSE NO.665374 LAST REV. BY: APRV'D BY:SAL E. FATEEN DATE SCALE: N.T.S. .. EXPIRES 4/12/X08 2 1 /4° 5/ I ' 1 /8" I 4 DESCRIPTION: STORAGE RACK DETAILS 2 } BASE PLATE ADDRESS: MICHAEL'S #8847 17400 SOUTHCENTER PKWY TUKWILA, WA 98188 DRAWING NUMBER: 05- 1973 -C . 1 COLUMN � 3 ANCHOR 4 N. / HORIZONTAL & DIAGONAL BRACE 1 I 2 I 3 E2 1 I 2 I f-r w • 1 4 1 :iiiiiii �iiiiiiiiiiiiiiii - iii�ii'iiiiiiiiiiiiiiiiiii MEN EM M iiiiil7 ■r minuirm L3 liillr. •iIMM•i = =ii - Isplm EN sr 'mum= LI 7 . n c( M I moimii13 WIMMEIM imi irtiii© N I N M WIN .l!! ' EMMEN =II MI= WirMLI Minn lltl—FM Li MP iliillil -FM I iii =Mt MI= =UM i.ii —Will- Li fi-- ii - ••-- . 11 11 I1 11 of 11. 11 11 11 . �1 iiiME= i = Et MIM =OM =MEM El© ElMIMO .= ME l ti ---- .. —.. ©r __ ... ���r - LI M IM i_t -- • LI NM = MO MI N • • • • I ■■Ill I ®MI% IMIN 0 STAGING A 4 •1••UU 3 A A MEETING 80011 U. RAL R0a1 A ELECTRICAL PANEL NOTE: NO MERCHANDISE STACKED OVER 12 FEET. A C ILII:TIZanTrm11■1 •usauINEuuM &MET wn►+E ( wr rHL ) FIXTURE LEGEND E F .iu ae~ffxA rem ( sue roLL ) G 1w� I �efesv=as AL� PAWL AVM ( r-e• Pi. ) H = =1.1• war - ww XM ) J 1._ IIII 1J K aAOaA eras (f • veL ) ... TXL) so JL F 4 D F it fi umIFMfJ NMI i1.11111111ii111111111iAll :-- -hill— Ii ∎ ••iiim Kam. rirommirrm 4 I 5 - 7 L_ J » � D raiz - - - - • © mmolIMI■IMMII LI MEN — NM= -. . ,tom - - -'mm fl iM.... ∎..M... • � d_M__ri _ IM= =MIN 5 0 • ocl r� D J J J J 6 KEY NOTES 0 COUNTER OR WORK TABLE AT 34' TO 41' TALL ® MERCHANDISE DUMP TABLE AT 3' -6" TALL 0 CHECKOUT COUNTER AT 34' TALL ® N/A ® SPECIALTY DISPLAY FIXTURES 5'--0' TALL OR LESS © N/A 0 STORAGE CABINET AT 67" TALL 10 DENOTES ANCHORAGE TO THE WALL ® DENOTES ANCHORAGE TO THE FLOOR 0 0 6 000 Os= l 000 J J i 7 ■p • i h7 I I I 1d it 11 Ii i 11 11 II 11 II I 11 II II II II 1 H 11 i1 ii I1 11. i1 11 H i 11 1� H II 11 11 II II II II II II II II 11 :.::I II . i 11. 11, II iI 11 0 11 11 11 11 x r ,Fr we w s� w ar a r F '!:i'i :_: W A I'i'!_'Si.i's'i:ii's' E: =is'!'!i WA 1 • 1 IEP APE PIS SAP 0 7 arm O :• i ff VOA' • ea El ci U 8 U SEISMIC G F E D C 8 A CE9,E[ JAN 02 2008 PERMIT CENTER 1)0e- 002 LAYOUT # SCALE 1/8' ■1' SOFT OPENING DATE 3/9/2008 PROJECT COMPLETION DATE: 3/9/2008 FIXTURE %VISION DATE MERCHANDISE VFRS0N DATE: DRAWN 8Y: DEANA SHiFFLETT SEA— TUKWILA #8847 PARKWAY SUPERCENTER 17400 SOUTHCENTER PKWY TUKWILA, WA 98188 DISTRICT: 703 ZONE: 7 WAREHOUSE RELOCATION FLOOR FOOTAGE VESTIBULE 138 SF CLASSROOM 0 SF FRAMEROOM 394 SF BREAKROOM 417 SF OFFICES 23Q. SF RESTROOMS. 357 SF HALLWAY 356 SF ENCLOSED DOCK 0 SF STAGING 6060....SF TOTAL SUPPORT 7952 SF SALES CEILING SUPPORT CEIUNG STAGING CEILING - SALES AREA. 18703 SF SALES AREA %. 67 % GROSS LEASABLE AREA .2787.6. SF MEZZANINE. 0 SF TOTAL AREA. 27876 SF REVISIONS: 10/135/87 MAO .RAZE SO INC 1105® 1RA1E SHIT DOM 1I/01107 01 WU.. ■ .Y41f.t.fm-*mu4 1 I 2 I 3 E2 1 I 2 I f-r w • 1 4 1 :iiiiiii �iiiiiiiiiiiiiiii - iii�ii'iiiiiiiiiiiiiiiiiii MEN EM M iiiiil7 ■r minuirm L3 liillr. •iIMM•i = =ii - Isplm EN sr 'mum= LI 7 . n c( M I moimii13 WIMMEIM imi irtiii© N I N M WIN .l!! ' EMMEN =II MI= WirMLI Minn lltl—FM Li MP iliillil -FM I iii =Mt MI= =UM i.ii —Will- Li fi-- ii - ••-- . 11 11 I1 11 of 11. 11 11 11 . �1 iiiME= i = Et MIM =OM =MEM El© ElMIMO .= ME l ti ---- .. —.. ©r __ ... ���r - LI M IM i_t -- • LI NM = MO MI N • • • • I ■■Ill I ®MI% IMIN 0 STAGING A 4 •1••UU 3 A A MEETING 80011 U. RAL R0a1 A ELECTRICAL PANEL NOTE: NO MERCHANDISE STACKED OVER 12 FEET. A C ILII:TIZanTrm11■1 •usauINEuuM &MET wn►+E ( wr rHL ) FIXTURE LEGEND E F .iu ae~ffxA rem ( sue roLL ) G 1w� I �efesv=as AL� PAWL AVM ( r-e• Pi. ) H = =1.1• war - ww XM ) J 1._ IIII 1J K aAOaA eras (f • veL ) ... TXL) so JL F 4 D F it fi umIFMfJ NMI i1.11111111ii111111111iAll :-- -hill— Ii ∎ ••iiim Kam. rirommirrm 4 I 5 - 7 L_ J » � D raiz - - - - • © mmolIMI■IMMII LI MEN — NM= -. . ,tom - - -'mm fl iM.... ∎..M... • � d_M__ri _ IM= =MIN 5 0 • ocl r� D J J J J 6 KEY NOTES 0 COUNTER OR WORK TABLE AT 34' TO 41' TALL ® MERCHANDISE DUMP TABLE AT 3' -6" TALL 0 CHECKOUT COUNTER AT 34' TALL ® N/A ® SPECIALTY DISPLAY FIXTURES 5'--0' TALL OR LESS © N/A 0 STORAGE CABINET AT 67" TALL 10 DENOTES ANCHORAGE TO THE WALL ® DENOTES ANCHORAGE TO THE FLOOR 0 0 6 000 Os= l 000 J J i 7 ■p • i h7 I I I 1d it 11 Ii i 11 11 II 11 II I 11 II II II II 1 H 11 i1 ii I1 11. i1 11 H i 11 1� H II 11 11 II II II II II II II II 11 :.::I II . i 11. 11, II iI 11 0 11 11 11 11 x r ,Fr we w s� w ar a r F '!:i'i :_: W A I'i'!_'Si.i's'i:ii's' E: =is'!'!i WA 1 • 1 IEP APE PIS SAP 0 7 arm O :• i ff VOA' • ea El ci U 8 U SEISMIC G F E D C 8 A CE9,E[ JAN 02 2008 PERMIT CENTER 1)0e- 002 Crl Nd 0 CD W J Z _ 4IlrLt��L.�fiK�L�'�t�1wsi4'IH7 a I�' ` F MITTIZSA IN or p-is,,, i. o. 1"=3O 0" SOUTHCENTER BUILDING '1' PARTIAL SITE PLAN PARKWAY aORZs, (44ei SITE PLAN NOTE 1)0g A. SEE SHEET AIJ FOR SMERAL NOTES, NOTL°9 ASP L.Ep6END. r— P�p,NCE CODE APPROVED ► CO Of 1-u ,, KEY PLAN PliOPOSED T� MAPdT 28,750 S.F. SEE s+aEET 4115 PARTIAL SITE PLAN BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 E.W. MEADOWS RD. SURE 430 LAKE OSWEGO. OR 97045 (503) 670 -0234 FAX (503) 670 -0235 A1.3 JAN 02 2008 PERM 6 i CENTE