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Home My WebLink AboutPermit D05-038 - CHRISTIE LITES - STORAGE RACKSCHRISTIE LITES 4479 S 134 PL D05 -038 t: Ij Cit y Co. Tukwila Department of Community Development 6300 Soutlicenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: cOulavila.m.us DEVELOPMENT PERMIT Parcel No.: 2613200084 Permit Number: Address: 4479 S 134 PL TUKW Issue Date: Suite No: Permit Expires On: Tenant: Name: CHRISTIE LITES Address: 4479 S 134 PL, TUKWILA WA Owner: Steven-M. Mullet, Mayor Steve Lancaster, Director DOS-038- 02/14/2005 08/13/2005 Name: NORTH STREAM DEVELOPMENT Phone: Address: 720 4TH AV STE 102, KIRKLAND WA SPRINKLERS /AFA Contact Person: International Building Code Edition: 2003 Type of Construction: Name: CRAIG LOMAS Phone: 206 223 -7200 Address: 4479 S 134 PL, TUKWILA WA Contractor: Channelization / Striping: N Name: OWNER AFFIDAVIT - CRAIG LOMAS Phone: 206 223 -7200 Address: 4479 S 134 PL, TUKWILA WA Fire Loop Hydrant: Contractor License No: Expiration Date: DESCRIPTION OF WORK: INSTALLING 9 BAYS OF V AND 12' HIGH STORAGE RACKS INTO EXISTING WAREHOUSE SPACE. Value of Construction: $0.00 Fees Collected: $231.84 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2003 Type of Construction: Occupancy per IBC: 0008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N doc: IBC - Permit D05 -038 Printed: 02 -14 -2005 ZZ .� D J U U U 0 ' W W J � N LL. W O U_ �w Z t`- O' Z tr, w �o w Z LLi O Z City Cox" Tukwila v V 2 Department of Conimuttity Development O 6300 Southcenter Boulevard, Suite #100 N ? Tukwila, Washington 98188 Phone: 206 - 431 -3670 1908 Fax: 206 - 431 -3665 Web site: ci.tulavilama.its Permit Number: Issue Date: Permit Expires On: Steven M. Mallet, Mayor Steve Lancaster, Director D05 -038 02/14/2005 08/13/2005 i i , .Permit Center Authorized Signature: Date: I 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. 1 i f The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction he perfor of work. I am authorized to sign and obtain this development permit. Signatur Date: i Print Name: 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. i i i. Z �QQ UJ' WD J U U O� N 0 w =; N W W O I a. S2 F - w Z F; Z0 LU O N; D F— . =W LL —O ui Z N H� O . . Z r doc: IBC- Permit D05 -038 Printed: 02 -14 -2005 City o f Tukw l l a race Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No,: 2613200084 Address: 4479 S 134 PL TUKW Suite No: Tenant: CHRISTIE LITES 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Permit Number: Status: Applied Date: Issue Date: DOS -038 ISSUED 02/02/2005 02/14/2005 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: 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. 6: ** *FIRE DEPARTMENT CONDITIONS * ** 7: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 8: The total number of fire extinguishers required for a light hazard occupancy with Class A Ore hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 9: Portable Ore 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 Ore 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 Ore 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) 10: 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) 11: 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) 12: Maintain Ore extinguisher coverage throughout. doc: Conditions D05 -038 Printed: 02 -14 -2005 ' �, :. ,..��.: ,�.,._ :.'��..�,.....��:'..,.�.. ;..1 �:. ..i..,.4:...��,::,1 �. i, 3. t�, �, i... f. 7. ��.v azi"+, 1� ,x :,:t�;.i.�varf�'� ir�iikwyF: :.;}�;:'.a�:.�i �.Ri�a,�N:;ysi�5.µt ; ss::. �J. uarri: wsu:.. Fiv': �1Yy3�wWl :is3R'`r::i�.�wlLtd.F.�FY.4: gar. �. �' .iu1u. v�a:_r_:...M:;�.+ Z �z W 00 N W = C~ C0 LL w 0 9:3 LL ¢ Cd =W Z 1_0 Z 1_ W W U ON off Ww -0 Z id U) U =. O Z g City o f Tu i Department of Community Development / 6300 Southcenter BL, Suite 100 I Tukwila, WA 98188 / (206) 431 -3670 i i 13: 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) z I 1 =� 14: All new srpinkler sysetms and all modifications to existing sprinkler systems shall have fire department review and w 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 v. Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to o the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) w =; J � 15: Maintain fire alarm system audible /visual notification. Addition /relocation of walls or partitions may require co L- relocation and /or addition of audible /visual notification devices. (City Ordinance #2051) w O 16: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Q Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC Cl) >. 104.2) = w Z H. 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and - #2051) w � 18: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of v s co uch condition or violation. o 19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at .H c (206)575 -4407. O.. tl! Z z. V co * *continued on next page ** p: Z i i 1 i i I 1 doc: Conditions D05 -038 Printed: 02 -14 -2005 �i INS City of Tukwila i ' Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Date: doc: Conditions D05 -038 Printed: 02 -14 -2005 i t f CITY OF TUKWILA - -- Community Developmen epartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Pen. No.. Mechanical Permit No. Public Works Permit No. •Project No. For office use onl Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** ,SITE LOCATION 1Z Mailing GENERAL CONTRACTOR INFORMATION - '(Mechanical'Contractor information on back page) Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF: RECORD. plans must be wet stamped by Architect of Record Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD All plans.must be wet stamped by Engineer of Record Day Telephone: -2c6 2-2— 3 - 7z6�o City State Zip E -Mail Address: j_/ i✓Z� % Fax Number: ICE - . -V q Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: \permits plus\icc changes \permit application (7 -2004) Page I Z Z � JU UO W = H NW IL 0 9_j LL Q N� 2 W Z H I- O w ~ W U� O N C1 H W W` �- O Z W U= O H Z .v t BUILDING PERMIT INFORMATION -. 206.431- 3670 Valuation of Project (contractor's bid price): $ �t� t y Existing Building Valuation: $ Scope of Work (please provide detailed information): 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 area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ��Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. %permits pluslicc changeskpermit application (7.2004) Page 2 ZZ S Z� M W UO y0 s H N ti W LL. 4 CO d = W Z � Z O. LLI5 U O co; O t— WW LL Z W CO U= O ~. Z Will there be new rack storage? 4. Yes ❑.. No If "yes ", see Handout No. for requirements. Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor D 21d Floor 3r Floor Floors thru Basement Accessory Structure* . Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck... Uncovered Deck PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ��Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. %permits pluslicc changeskpermit application (7.2004) Page 2 ZZ S Z� M W UO y0 s H N ti W LL. 4 CO d = W Z � Z O. LLI5 U O co; O t— WW LL Z W CO U= O ~. Z Will there be new rack storage? 4. Yes ❑.. No If "yes ", see Handout No. for requirements. I PUBLIC WORKSTERMIT, INFORMATION 206- 433 -0179 �. J. Scope of Work (please provide detailed information): Call before you Dig: 1800- 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District # 125 ❑ .. Highline ❑ ...Renton ❑ ... Water Availability Provided Sewer District ❑ ...Tukwila El ... ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval 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 ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easements) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless Proposed Activities (mark box that a [:]...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use - Potential Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ... Permanent Water Meter Size... WO# []...Temporary Water Meter Size.. WO# _ ❑ ...Water Only Meter Size............ WO# _ ❑ ...Sewer Main Extension ............ Public Private ❑ ... Water Main Extension ............. Public Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ... Deduct Water Meter Size........ " FINANCE INFORMATION Fire Line Size at Property Line — ❑ ... Water ❑ ... Sewer Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund /Billine: Name: Day Telephone: Mailing Address: City Stale Zip \permits pluslicc clungeslpermit application (7.2004) Number of Public Fire Hydrant(s) ❑ ... Sewage Treatment Page 3 Z H �W 0 N 0` wz C0 LL �0 �J Z C7. �W Z H 1 Z l'- LLJ LU �0 ,O CO) 0 F-� WW ti O Z. O Z MECHANICAL PERMIT INFORM rION - 206 -431 -3670 ` MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance" Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: Commercial: Fuel Type Electric New ... ❑ New .... ❑ .❑ Gas .. ❑ Replacement..... ❑ Replacement..... ❑ Other: Indicate type of mechanical work being installed and the quantity below: Unit T e: Qty Unit Type: Q Unit T e: Qty Boiler /Com pressor: Q Furnace<I OOK BTU Air Handling Unit >10,000 Fire Damper 0 -3 HP /100,000 BTU CFM F u m aCe> lOOK BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat 15 -30 HP /1,000,000 BTU to Single Duct Suspended/Wall/Floor Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater - Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator — Comm/Ind Other Mechanical <10,000 CFM Equipment .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. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 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 OWNER OR AUTHORIZED,AGENT: Signature: `r�, /- -"'' Date: r Print I`me: i G /��►�tx Mailing Address: yn-1 Day Telephone: 2cj ,12A —�� State Date Application Accepted: Date Application Expires: Staff Initials: \permits plus \icc changes \permit application (7.2004) Page 4 Z Z �W 2 0 JU UO CO) J H N LL WO La to = �. W z H H O Z w U� O N 0 1.- W HF_ �O 111 Z U= OH Z i 1 k�. Q City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Payee: CHRISTIE LITES SEATTLE TRANSACTION LIST: Type Amount - - - - -- method Description - - - - -- Payment Check 405 231.84 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------------ ---------- - - - - -- ------ - - - - -- BUILDING.- NONRES 000/322.100 137.78 PLAN CHECK - NONRES 000/345.830 89.56 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 231.84 r Z �u JU� UO � o! CO) i': S2 t+. U. Q` ca h _ Z� F- O Z LLJ 5: Up C0{ W w . u~. ~O LLI Z ' UN O Z a 9716 TOTAL 231.84 4 doc: Receipt 9W V Printed: 02 -02 -2005 RECEIPT Parcel No 2613200084 Permit Number DOS -038 Address: 4479 S 134 PL TUKW Status: PENDING Suite No: Applied Date: 02/02/2005 Applicant: CHRISTIE LITES Issue Date: Receipt No.: R05 -00127 Payment Amount: 231.84 Initials: SKS Payment Date: 02/02/2005 11:35 AM User ID: 1165 Balance: $0.00 Payee: CHRISTIE LITES SEATTLE TRANSACTION LIST: Type Amount - - - - -- method Description - - - - -- Payment Check 405 231.84 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------------ ---------- - - - - -- ------ - - - - -- BUILDING.- NONRES 000/322.100 137.78 PLAN CHECK - NONRES 000/345.830 89.56 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 231.84 r Z �u JU� UO � o! CO) i': S2 t+. U. Q` ca h _ Z� F- O Z LLJ 5: Up C0{ W w . u~. ~O LLI Z ' UN O Z a 9716 TOTAL 231.84 4 doc: Receipt 9W V Printed: 02 -02 -2005 5�ry r #a tvs rx.3 . INSPECTION RECORD I Retain a copy with permit �� _S f I INSPECTION N0. PER N. CITY OF TUKWILA BUILDING DIVISION j 6300 Southcenter Blvd., # Tukwila, WA 98188 (206)431 -3670 I! P one No: }approved per applicable codes. Corrections required prior to approval. Receipt No.: Date: Z . Z; UO CO o; W = rr CO u- W O u_ Q N CY: W T Z l.. Z h- W �p O C0 of- -W W. H L O LLi z ` U= O F.. Z u paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectio Type of Insp ion: Ad ress: , �, I Speeial Date Called:* //Cl/ � ns ru tions: Date Wanted: L m a,, Requester: Receipt No.: Date: Z . Z; UO CO o; W = rr CO u- W O u_ Q N CY: W T Z l.. Z h- W �p O C0 of- -W W. H L O LLi z ` U= O F.. Z u paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectio INSPECTION RECORD D Retain a copy with permit I - bE �� INSPECTION NO. PER NO. Y CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj t: r L,+eo -- Type of spection: , P ress: � ! n Date C Iled: (� / SpeciallInstructions: Date Wanted: a.m. 2, 19 p.m. Requester: Poe No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ' Inspector: Date: $58.00 REINSPECTION KWREQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 0 Z H Z W Q � W� J U.' U O: Co o w= J H (D W w O �a:3 LL Q co = a LLJ F.- O W ~ LLI 2:5 C3 :O W W: H U ,. ILL F' O: 111 Z U CO)' p 1 . O Z INSPECTION RECORD I Retain a co with ermit� of INSPECTION NO. cop p PPR I O. CITY OF TUKWILA BUILDING DIVISION• ;� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 �1 i� ,h Proj i Type of Inspection: Adcl r Date Called: _ 4 O Special Instructions: Date Wanted:{ Requester: Phone No: Receipt No.: Date: 2 W J U. U O W =: J �.. N LL W O J LL 4' N d F=- _ Z �- O W U C) O— 1—: WW H V ttl Z F- _ O Z !J paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectic INSPECTION RECORD ' Retain a copy with permit INSPECTION No. PER 1 0 i CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670 Proj : i -� Type o Inspection: I ^A( 1Q f tin Ad s :- Date Called: pecial Instructions: Date Wanted: a.m. p.m. A Requester: P o �No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ^A( 1Q f tin C of .23 2,N N to V�e , �v t n A + ct SPC Ot tA U �Ob h - 1 h v �f0 i11 t. C i f f r �S V VeA f) 4-" ) ✓ I lA I / e 1 _ l !U C I" Vvq�4 S t• IOU, AC'_. P P^PIf 4P%C 1c% ✓ C` mot- "l Gvk () CtA A0 ye -k 'c 1 Inspector: Date: - �)_2-d5 Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection, Z W W � . 0 0. W CO LL W O, J LL a H CY W Z E O W Ir-. LIJ O CO j3 W w: LL I]d Z U N H O Z �y. A City of Tukwila Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Final Approval Frm Rev. 5/2/03 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East a Tubvila, Washington 98188 • Phone: 206 - 575 - 4404 • Fai: 206 - 575 - 4439 Z z �w Q 2 JU UO to o W= J Lo LL WO } 9-j LLQ N � 2 F W Z 1- F- O Z I- W Lu U� O C, O F- ww �-` o Z U C0 Off. Z t r' W VICTOR H KIMSEY CONSULTING STRUCTURAL ENGINEERS P.O. BOX 1257 PH: (206) 283 -0357 September 2, 2005 ReCEIM CITY OF TUKWILA SEP - 6 2005 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Attention: Mr. Steve Lancaster, Susan Brock Regarding: Christie Lites Storage Rack Review Kimsey Job No. 24 -YO57 Tukwila Permit Number D -05 -038 PERMIT CENTER Kimsey Engineers prepared structural calculations regarding the storage racks at Christie Lites, located at 4479 South 134 Place in Tukwila. The calculations were presented to City of Tukwila Building Department for their review January 2005. From the calculations it appeared that the baseplate assembly was the weak joint in the rack structure. Kimsey Engineers recommended that a Simpson plate washer be added to the 3/8" diameter expansion bolt to reinforce the bearing plate capability. Kimsey Engineers conducted a subsequent site observation visit September 1, 2005 to review the application of the bolted connection to the floor. All the subject racks had the two bolts plus bearing plate installed at each connection per the approved plans. City of Tukwila Building Department recommended that a load sign be installed on the racks giving the maximum load capacity. Of the two types of racks the following load limits signs need to be installed as follows. Racks A thru D 1,600# per level Racks E 2,400# per level The opinions and recommendations contained in this letter /report are based upon visual field observations performed as part of this investigation and on information provided by the designer and fabricator. No testing of the existing framing system was done. Our conclusions noted in this letter report are professional opinions derived in a manner consistent with the level and care and skill ordinarily exercised by other members of the profession currently practicing in this area. The accuracy of the conclusions is limited by the extent of the SEAHURST, WA 98062 EMAIL: VKIMSEY @AOL.COM z w JU UO C0 J � N O' W �. U - c d = w' z �.. �O z I- w D o. U N, 0 w W . U. Z. LLi N O z a i f investigation and the accuracy and completeness of the information provided by others. Conclusions are subject to modification if additional information is presented. This letter /report does not address any portions of the structure other than those areas mentioned. This report does not provide warranty, expressed or implied, for any portion of the existing structure. This letter /report does not address non - structural systems. Liability for Kimsey Engineers is limited to the amount of our fee. }} Thank you for the opportunity for Kimsey Engineers to be of service to you in this i Christie Lites Storage Rack Review. We hope this letter /report provides information beneficial for your records. Please call me if you have questions regarding the enclosed information or if you need additional structural assistance. a Very truly yours, i KIMSFY FN(7INFFRS VICTOR H KIMSEY CONSULTING STRUCTURAL ENGINEERS PO BOX 1257 SEAHURST• WA 98062 • (206)878 -5586 • VKIMSEY @AOL.COM STRVCTVRAL CALCULATIONS Storage Rack Review for CHRISTIE LITES 'Ilk �Y_._ 4479 South 134 Place Tukwila WA 98168 Kimsey Job #: 24 -YO57 January 28, 2005 Prepared by Victor Kimsey Kj _ s -4067 a NAL 1 EXPIRE& JULY 10, 20" 1 REVIEWED FOR CODE COMPLIANCE FEB - 9 2005 Cit Of Tul(wila BE UI DING DIVISION ,e F'QMhc Z�� Victor Kimsey, CE and SE WA Registration No. 14067 Storage rack review only. Kimsey Engineers liability is limited to the amount of our service fee. AO z �W J U: UO N 0. In LU J � C o LL W O: �Q d. �W z� Z° (O C0 WW F- LL o. W Z. L) CO) �X 0 z f Lme 9A6K Rev I 64)IJ CFA 16 LOM A e-, PLA Cf - T6 160 TU KWI LA- WA- LAvF 47, �Sqq Lo P try U t 5F S -Z�, ?0Z 4 655 Q1 F S z '"'I �wl !;I Np ST S s 1241 1, 0A 124T I S S 125TI S ST FS LIB 55 126111 - 51 126 ff- 8ll s W s Z un 11ITLI Po Me m. 9& ........ 4- S 4�t 128TH 8TH $T S ST 7 _ s 17 1ST P c , % ll, e ST r) 9i p `7s 12 9 S 130TI s p- 1251 S 129TH ST �d � "� g� nn. � e' + '} - •� y �p 'l� •'h J �� v�1ST 13 IN RD 'f Rk, 13 S BLACK R V -Islet H V S 1 3 RD d S r ' S T _— 14 OAQ X 144 j I T FUSTER -3 S to 137TI Sr o ie uvLr 133' -- LINKS S, I V T1 ti * - - - - - - - 1 4 QTII ST :fC 1401" 1 f 440( BLA ., � R I 3 14210 S s ST i42ND -1 N No rR 2 L NO 4up 1 L IB FOSTER MID I 2 Q Ln rN w ST q to . 3RD S . t El GO tn FS C, 144 ST N�t�Rn Lei �! lkl() 41 ppL"",--� r : S 144TH IKL 6TH F -1 ¢ WELNUT i-I-T 4 & PARK LIB ST SW s :a S 147 ST ST S 149TH m FK' N T 0 S 14 N 1 H IT S S 149111 a_L� 150TH ST 1540 S7 S ISOTH 4/1 151ST ST PL S T 24 15 ST 22 T Ln c 15PT r) 152NO ZI ST PL I , L 13 = tA % s 152ND PL 42 cm S ST 153RD SW WIN ST Sw, IUXWJLA o S 1567 i ,Q CH 158TH A, S T _T RYSW m 60TH 12 C t ARX SR .. . , PA M ' ST "I'll. 1 . 1 . 1- , I SOUTHCEN s 161S T jE ST S� MOW ST 1548 "LL PKWY EVANS W OWSSY SUITES :. BAKER 0 RN5 S Lot S . WY i la PC- 14 STA ]ON $Sri= S 163g Po MSIMACE I a 'I -S STRANDER elc BLVD ' \ " i �. ST .7 rl MAI cc I ST %T mvttlgtE SGUTHCENT�R S 167TIl ST P LAZA N R NTON i I N � ef 1168TH CA ST CD 1 i If- I A I I 2 91 01 to c:) Z w 00 co w J �_ Co LL UJ 0 5 Cy W 0 z W W z a 0 W :o W ui C.) u- Z� N P o Z, y t Z -EXH IBIT e LEG_ AL DESCRIPILON AND SITAPL6N Lot 1 of Short Plat No. 79.26 -SS; according to the Short Plat survey recorded under King County Recording No. 6004240503, and as amended by boundary line agreement recorded under King County Recording No. 8210010941; TOGETHER WITH AN easement for ingress, egress and utilities as set forth In Short Plat No. 79.26 -SS; Situate In the County of King, State of Washington. � wqs City of Tukwila O Susan D. Brock cn`•, Administrative Support Assistant rs'oa * Department of Community Development 206 - 431 -36710 630OSouthcenterBlvd., Suite 100— Mkwila, Washington 98188 -2544 Fax, 206.431 -3665 Email. sbrock @c1.tukwi1a.wa.us r z JU U0 U o: CO) =' J H; W 0, cr) H W z� 0 . z 0 Nf O H, = U`• u- — 0 1 111 Z ' iZ ~i . t EXHIBIT B w J I Jr .,. If AL ••! ~ �' j lot 3 1 • 1� _ • � �.� � � � V as NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT._ Y ; Riverton, Washington, United States Lam Li L r i ! Mi , l ( Riyerton j Southgate V Park 4479 - S134th'P1 ; S6W' :.WA 981:1: 4479 S 134th PI Seattle, WA 98168 56 ' t1 0 mi 01 0 -4 n a copyngnt v 79ua -Yuu4 Mlcroson Corp. ana /or its suppliers. All rights reserved. http11WWW.miCrosoftCom 1streets1 m Copyright 2003 by Geographic Data Technology, Inc. All rights reserved. O 2004 NAVTEQ. All rights reserved. This data includes Information taken with permission from Canadian authorities Q Her Majesty the Queen in Right of Canada. .NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN NOTICE IT IS DUE TO THE QUALITY OF , `900 ! r 2 ' t1 0 mi 01 0 -4 n a copyngnt v 79ua -Yuu4 Mlcroson Corp. ana /or its suppliers. All rights reserved. http11WWW.miCrosoftCom 1streets1 m Copyright 2003 by Geographic Data Technology, Inc. All rights reserved. O 2004 NAVTEQ. All rights reserved. This data includes Information taken with permission from Canadian authorities Q Her Majesty the Queen in Right of Canada. .NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN NOTICE IT IS DUE TO THE QUALITY OF , r � ! 4 im 44 ` 1 * � - �JIKvu I lA , WA MI6 47 t -• ' O O SGS 2 � I'E I R Go T EAP-5 Ot25C S,k 1 , 0 56f SA q �� - 04793 SIB CAS p ' i FAr- 0,4 1,31 - 1, Sl 5 M F4r-S 0,4 = 0,73 5 My 40, 47x l ,;q) � 0113 M 1 (0- 6 (0,73);- 0 o {� 17,2' �a x T = G k Zl -CO, O t7, 25J �° 0, 5�, C v = SDI =0,4 ! a ?.,Q ASb ' QE, LP-FP 1,4- M Z Z W J U: U O' N to W =. N LL W O 2 �. 9 U. = d. W Z W LLJ Ucl :O N W W;, H V' 0 w Z U � Z ! 4 im 44 ` 1 * � - �JIKvu I lA , WA MI6 47 t -• ' O O SGS 2 � I'E I R Go T EAP-5 Ot25C S,k 1 , 0 56f SA q �� - 04793 SIB CAS p ' i FAr- 0,4 1,31 - 1, Sl 5 M F4r-S 0,4 = 0,73 5 My 40, 47x l ,;q) � 0113 M 1 (0- 6 (0,73);- 0 o {� 17,2' �a x T = G k Zl -CO, O t7, 25J �° 0, 5�, C v = SDI =0,4 ! a ?.,Q ASb ' QE, LP-FP 1,4- M Z Z W J U: U O' N to W =. N LL W O 2 �. 9 U. = d. W Z W LLJ Ucl :O N W W;, H V' 0 w Z U � Z ti Or z A THAN EDbCUME SCLEAR iNOTICE: IF TH NT IN THIS FRAME IS LES ICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. THIS NOT 1 �x , fY+ .::�iS.� -. �� .....'fie.. �'�n'r:'" 5 1 1 C� _1 RA C< A ul 1 Cq 1 fRA C< 5 1 _1 i RAG< C _1 FA CC ID cq 0 1 S2� SCALE= 1/4" = 1 -0 (RACKTYPES) co 51 - 011 51 -011 n RACK WHIG -I TS U1�4-t-�I O il CO PIA6+-Ha4�; =(3,0 FL�) lit (7. Rf)CI6 (� �5 65a i f, RACK WHIG -I TS U1�4-t-�I O il CO PIA6+-Ha4�; =(3,0 FL�) lit (7. Rf)CI6 (� �5 65a i r w wz,. --�� ff PAC,K- -' 15Ox 2.. = 7 Wl 6 = 22 1,V - -_ r r 1 1 1 1 (o 28jo� r (or 23) Mrs ' l� M� = ( X �a Lase C*,�T1© 5b 4, S- 10 2v) 1 657 r 1 w i Z 0 0 . U 0: LU J � N L w 0. �m LL Q �a = W Z O LLI U 0' ;0�' W UJ 0' U max` Z i I 1 4 � N I i I I box 3 - 1N ► _� (a a x g 2B80 t - E500 W3 1 j60 iv 6V 3� p gr Y Y Fn cr' � w = ?5060x + 5 C 7T-t 1 167' 3 0;13) b5o l -� CI� 5,2� � I o n wool lol I LOAD COO �It4An 56 K Rev u F rT- = z4-/ � 125 z Z W �D U O. to o' w= CO LL w O 2 9 a, N z H O z �-: �f o; U U: O =W H- U LL _ w U =; z 5,0 4 � N I i I I box 3 - 1N ► _� (a a x g 2B80 t - E500 W3 1 j60 iv 6V 3� p gr Y Y Fn cr' � w = ?5060x + 5 C 7T-t 1 167' 3 0;13) b5o l -� CI� 5,2� � I o n wool lol I LOAD COO �It4An 56 K Rev u F rT- = z4-/ � 125 z Z W �D U O. to o' w= CO LL w O 2 9 a, N z H O z �-: �f o; U U: O =W H- U LL _ w U =; z 5,0 s 1n N M wLr- L i PAc r-..- c - 70 0 5; 2 11� e t4T C6 7n X0,23 I40 331i x UAO C5x 0,0 56'xl — Ot - 7 (66 = I t� ► z Z ' w� J U; . 0 0 CO) w J co w:. Au Ei LL �. C = w` z �. Z o. U O, .O N = U. LL o. W 0 Z 7' 0 x: tst � � � N �N� �s QNa \J\ 'rC7 \4\ Zk =V3, 0 N NOTICE: IF THE 'DOCUMENT IN THIS FRAME IS LESS CLEAR-THAN THIS NOTICE IT D TO THE QUALITY OF THE DOCUMENT. 1 J TV T r 0 d � p � s-s .j �► v 1i 1� ►1 1 1 f i T\ QN NOTICE: IF THE 'DOCUMENT IN THIS FRAME IS LESS CLEAR-THAN THIS NOTICE IT D TO THE QUALITY OF THE DOCUMENT. 1 O r- I WN&fr5 z� 65 b+ I 10 x Z= 87o Ill/ l = 400 x 4 x I ((a C6 �ry W L = 40)(4 x z- vv 4Cr- C-6 650A, Iaoo x, t 5.7 E 326o 45cv o e— 4 , v or I rp— 670 F1 0,23 160 Mai �. �� , -}- � ' � M- I �-8�0 ► �7(i I1 1�04- F— 64 OY4 0.. LA 5c)T6 4- lZ so�� 14 z W. =Y U 0 N W L W 5 U. co cl� W T o Z z I-- w! 5 D (3, 0 CO 0 Lij LL C0 •j r ,a i li to mp r� 7� ArAcI H 110 cat�c Po RcF-5 To rm5E. Ft At O BOM, (Mo5j �3-7,V Efj: C49F, - RACK 5--) FAC r- UPU FT 175G t cc � ?AC-r- UPUF SR AW, = 020 304* /I t+ = 9�O cot, 5� r� = 9 50 x © f VT - 233 U M C I II M 25 �1 s64 T A4,.,i,o w = O ns"+ 13 0X, ►) = 1313 i t �T7 3 + CV J� =0,2I+ o, 6,991,33 N6 �, �V P 51 = +x- 04 -K 4-K e M = �� C ►,zti''� -;- 785" # 7 6s ( 0 1 x b D,�4 > t AD D % 1� M tt�.Iv- Z JU 00 CO W= J � N LL, W J LL a =w Z °. moo. o N W w. UL UN O ~ Z �; FfREFA5RICATED 4OLUMN AND 5ASF- PL E ADDED SIMPSON ASHER At 3/5 5OLT '4-- 5ASF. FLATF. ADDED WAS�4 ?� SCALE: 114" = I' -0" (HASEPLATEI) '4-- 4.3.3 Carbon Steel Kwik Bolt II Allowable Loads in Concrete Anchoring Systems Kwik Bolt II Expansion Anchor 1 1. Values shown are for a shear plane acting through the anchor bolt body. When the shear plane is acting through the anchor bolt threads, reduce the shear values by 15 %. 2. Values shown are for a shear plane acting through the anchor bolt body. When the shear plane is acting through the anchor bolt threads, reduce the shear value by 7 %. All other values shown are for shear plane acting through either body or threads. Shear Through The Threads Shear Through The Bolt Body i 2000 psi (13.8 MPa) 3000 psi (20.7 MPa) 4000 psi (27.6 MPa) 6000 psi (41 MPa) Anchor Embedment Tension Shear Tension Shear Tension Shear Tension Shear Diameter Depth In. (mm) in. (mm) Ib (M) lb (M) lb (M) lb (kN) Ib (kN) Ib (M) lb (M) Ib (M) 1' /8 270 430 330 430 380 430 470 430 (29) (1.2) (1.9) (1.5) (1.9) (1.7) (1.9) (2.1) (1.9) '/4 2' 560 590 630 (6.4) (51) (2.5) 530 ( 530 (2:8) 530 670 ! 530 3 670 ( 670 ( 670 (2.4) (3.0) (2.4) (95) (3.0) (3.0) (3.0) 1 530 990 650 1040 750 1100 850 i 1100 (41) (2.4) (4.4) (2.9) (4.6) (3.3) (4.9) (3.8) ; (4.9) 2' /z'. .1200 2 ` "� S 1290. 1370 I '/a (9.5) (64) (5.3) i 1470 ( i d 1470 ( 1470 1550 1 1470 4 ` 1330' 1390. 1440 (6.5) 1 -M - ) ( (6.5) (6.9) (6.5) (108) (5.9) (6.2) (6.4) I 2 1170 1940 1310 1970 1450 1970 1730 1 1970 (57) (5.2) (8.6) (5.8) (8.8) (6.4) (8.8) (7.7) (8.8) '/2 , 3'/z' 1870 2130 2400 (12,7) (89) (8.3) 2450 ( 5 ) 2450 (10.7) 2450 2800 1 2450 (10.9) (10.9) (10.9) (12.5) i (10.9) 6' 2080 2310 2530 (152) (9.3) (10.3) (11.3) 2 1600 3070 1870 3070 2130 3070 2670 ; 3070 (70) (7.1) (13.7) (8.3) (13.7) (9.5) (13.7) (11.9) , (13.7) '7e 4' 2400 2850 3290 1 3840 (15,9) (102) (10.7) 3840 (12.7) 3840 ( 3840 4190 (17.1) (1 (17.1) (18.6) 1(17.1) 7' 3200 3470 3730 (178) (14.2) (15.4) (16.6) 3 1970 4140 2320 4140 2670 4140 3200 14140 (83) (8.8) (18.4) (10.3) (18.4) (11.9) (18.4) (14.2) (18.4) 3 /4 4 2930 4130 4800 5870 (19.1) (121) (13.0) 5120 (18.4) 5120 (21.4) 5120 (26.1) 5120 (22.8) (22.8) (22.8) I (22.8) 8' 4000 4930 5870 6320 (203) (17.8) (21.9) (26.1) (28.1) I 4 3330 7070 4050 7600 4670 8140 5070 (114) (14.8) (31.4) (18.0) (33.8) (20.8) (36.2) (22.6) 1 6 4930 6000 7070 8400 9200 (25.4) (152) (21.9) 9200 (26.7) 9200 (31.4) 9200 (37.4) i (40.9) (40.9) (40.9) (40.9) 1 9 6670 7670 8670 10670 (229) (29.7) ( 34.1) - (38.6) (47.5) 1. Values shown are for a shear plane acting through the anchor bolt body. When the shear plane is acting through the anchor bolt threads, reduce the shear values by 15 %. 2. Values shown are for a shear plane acting through the anchor bolt body. When the shear plane is acting through the anchor bolt threads, reduce the shear value by 7 %. All other values shown are for shear plane acting through either body or threads. Shear Through The Threads Shear Through The Bolt Body i ..p _ 77 71-P O 156 US: 1-800-879-8000 / www.us.hilti.com I HIM Product Technical Guide 2002 1 Canada: 1- 800 - 363 -4458 / www.ca.hilti.com, Z �W UO Cl) - H Cl) LL WO J LL � H =. Z �.. ZO W U� N 0 H W W �U LL O W Z U =. O }" Z Shear Through The Bolt Body i _ 77 71-P . 156 US: 1-800-879-8000 / www.us.hilti.com I HIM Product Technical Guide 2002 1 Canada: 1- 800 - 363 -4458 / www.ca.hilti.com, Z �W UO Cl) - H Cl) LL WO J LL � H =. Z �.. ZO W U� N 0 H W W �U LL O W Z U =. O }" Z 1. The nonbuilding structure is less than 50 ft (15.2 m) in height and 2. R = 3.0 is used for design. The combination of load effects, E, shall be determined in accordance with Section 9.5.2.7. 9.14.6.2 Pipe Racks. 9.14.6.2.1 Design Basis. In addition to the provisions of 9.14.6.1, pipe racks supported at the base of the structure shall be designed to meet the force requirements of Sections 9.5.5 or 9.5.6. Displacements of the pipe rack and potential for interaction effects (pounding of the piping system) shall be considered using the amplified deflections obtained from the following formula: 8, _ CA 1 (Eq. 9.14.6.2.1) where Cd = deflection amplification factor in Table 9.14.5.1.1 S = deflections determined using the prescribed seismic design forces of this Standard 1 = importance factor determined from Table 9.14.5.1.2 Exception: The importance factor, 1, shall be determined from Table 9.14.5.1.2 for the calcula- tion of 3 , See Section 9.6.3.11 for the design of piping systems and their attachments. Friction resulting from gravity loads shall not be considered tor-provide resistance to seismic forces. 9.14.6.3 Steel Storage Racks. In addition to the provi- sions of 9.14.6.1, steel storage racks shall be designed in accordance with the provisions of Sections 9.14.6.3.1 through 9.14.6.3.4. Alternatively, steel storage racks shall be permitted to be designed in accordance with the method defined in Section 2.7 "Earthquake Forces" of Ref. 9.14 -25, where the following changes are incldded: Fa- •F „ r 1. The values of C,, and C„ used shall equal SDS 12.5 and SDI, respectively, where SDS and SDI are determined in accordance with Section 9.4.1.2.5 of this Standard. 2. The value of 1 used shall be determined in accordance with Section 9.6.1.5 of this Standard. P(040 3. For storage racks located at or below grade, the value of CS used shall not be less than 0.14 SDS. For storage racks • lopated above grade, the value Minimum Design Loads for Buildings and Other Structures of CS used shall not be less than the value for F determined in accordance with Section 9.6.2.4.1c of this Standard, where R is taken as equal to R from Ref. 9.14 -25 and a is taken as equal to 2.5. j i 9.14.6.3.1 General Requirements. Steel storage j racks shall satisfy the force requirements of this section. Exception: Steel storage racks supported at the , base are permitted to be designed as structures i with an R of 4, provided that the requirements of Section 9.5 are met. Higher values of R are per- mitted to be used when the detailing requirements j of reference documents of Section 9.8 as modified in Section A9.8 are met. The importance factor 1 ! shall be taken equal to the 1 values in accordance with Section 9.6.1.5. 9.14.6.3.2 Operating Weight. Steel storage racks shall be designed for each of the following conditions of operating weight, W or WP. a. Weight of the rack plus every storage level loaded to 67% of its rated load capacity. b. Weight of the rack plus the highest storage level only loaded to 100% of its rated load capacity. i The design shall consider the actual height of the center of mass of each storage load component. I i 9.14.6.3.3 Vertical Distribution of Seismic Forces. i 1~or all steel storage racks, the vertical distribution of i seismic forces shall be as specified in Section 9.5.5.4 and in accordance with the following: a. The base shear, V, of the typical stricture shall be the base shear of the steel storage rack when loaded in accordance with Section 9.14.6.3.2. I b. The base of the structure shall be the floor ! supporting the steel storage rack. Each steel storage level of the rack shall be treated as a level of the structure with heights h and h measured from the base of the structure. j c. The factor k may be taken as 1.0. d. The factor I shall be in accordance with Section 9.6.1.5. 9.14.6.3.4 Seismic Displacements. Steel storage rack installations shall accommodate the seismic displace- ment of the storage racks and their contents relative to all adjacent or attached components and elements. The assumed total relative displacement for storage racks shall be not less than 5% of the height above 193 1 I M 7�r 1 Z W U U) o C0 W J � C0 LL WO. 2QQ Q LL C �. = W Z i. 1 w ~ W U� OCO) � F- Ww 2 LL 0 — O id U =. O F- Z the base unless a smaller value is justified by test data or analysis in accordance with Section 9.1.2.5. 9.14.6.4 Electrical Power Generating Facilities. 9.14.6.4.1 General. Electrical power generating facil- ities are power plants that generate electricity by steam turbines, combustion turbines, diesel genera- tors, or similar turbo machinery. 9.14.6.4.2 Design Basis. In addition to the provisions of 9.14.6. 1, electrical power generating facilities shall be designed using this Standard and the appropriate factors contained in Section 9.14.5. 9.14.6.5 Structural Towers for Tanks and Vessels. 9.14.6.5.1 General. In addition to the provisions of 9.14.6.1, structural towers which support tanks and vessels shall be designed to meet the provisions of Section 9.14.4 In addition, the following special considerations shall be included: a. The distribution of the lateral base shear from the tank or vessel onto the supporting structure shall consider the relative stiffness of the tank and resisting structural elements. b. The distribution of the vertical reactions from the tank or vessel onto the supporting structure shall consider the relative stiffness of the tank and resisting structural elements. When the tank or vessel is supported on grillage beams, the calculated vertical reaction due to weight and overturning shall be increased at least 20% to account for nonuniform support. The grillage beam and vessel attachment shall be designed for this increased design value. c. Seismic displacements of the tank and ves- sel shall consider the deformation of the sup- port structure when determining P -delta effects or evaluating required clearances to prevent pounding of the tank on the structure. 9.14.6.6 Piers and Wharves. 9.14.6.6.1 General. Piers and wharves are structures located in waterfront areas that project into a body of water or parallel the shoreline. 9.14.6.6.2 Design Basis. In addition to the provisions of 9.14.6.1, piers and wharves shall be designed to comply with this Standard and approved standards. Seismic forces on elements below the water level shall include the inertial force of the mass of the i I displaced water. The additional seismic mass equal to the mass of the displaced water shall be included as a lumped mass on the submerged element, and shall be added to the calculated seismic forces of the pier or wharf structure. Seismic dynamic forces from the soil shall be determined by the registered design professional. The design shall account for the effects of lique- faction on piers and wharves as required. I i 9.14.7 Nonbuilding Structures Not Similar to Buildings. 9.14.7.1 General. Nonbuilding structures that have structural systems that are designed and constr -acted in a manner such that the dynamic response is notl similar to buildings shall be designed in compliance �Iith this Standard with exceptions as contained in this section. This general category of nonbuilding structures shall be designed in accordance with this Standard hnd the specific applicable approved standards. Loads and load distributions shall not be less than those determined in this Standard. The combination of load effects, E, shall be deter- mined in accordance with Section 9.5.2.7. Exception: The redundancy /reliability factor p, per Section. 9.5.2.4 shall be taken as 1. 1 9.14.7.2 Earth - Retaining Structures. 9.14.7.2.1 General. This section applies to all earth - retaining walls. The applied seismic forces shall be determined in accordance with Section 9.7.5.1 with a geotechnical analysis prepared by a registered design professional. The seismic use group shall be determined by the proximity of the retaining wall to buildings and other structures. If failure of the retaining wall would affect an adjacent structure, the Seismic Use Group shall not be less than that of the adjacent structure, as determined in Section 9.1.3. Earth- retaining walls are permitted to be designed for seismic loads as either yielding or nonyielding walls. Cantilevered reinforced concrete retaining walls shall be assumed to be yielding walls and shall be designed as simple flexural wall elements. 9.14.7.3 Tanks and Vessels. 9.14.7.3.1 General. This section applies to ail tanks, vessels, bins and silos, and similar containers! storing liquids, gases, and granular solids supported at the base (hereafter referred to generically as tanks and vessels). Tanks and vessels covered herein linclude 194 A5CE 7 - 02 Z Z '~ W UO CO 0 CO W CO U. W O 5 u_ = Cl. W Z� F— O Z !— 5 U� O CO, OH W W: ~ I - W Z U= O Z } 190 's TABLE 9.14.5.1.1 f f SEISMIC COEFFICIENTS FOR NONBUILDING STRUCTURES � i i Structural System r and Height Limits (ft) Seismic Design Category Nonbuilding Structure Type R S!p Cd A& B C D E& F Nonbuilding frame systems: -See Table 9.5.2.2 '( { Concentric braced frames of steel NL NL NL I NL } Special concentric braced frames of steel NL NL NL NL Moment - resisting frame systems: See Table 9.5.2.2 y } 1 Special moment frames of steel NL NL NL NL Ordinary moment frames of steel NL NL 50 50 Special moment frames of concrete NL NL NL NL Intermediate moment frames of concrete - NL NL 50° 50` Ordinary moment frames of concrete NL 50 NP NP Steel storage racks 4 2 32 NL NL NL NL Elevated tanks, ve bins, or hoppers': On braced legs 3 2 2 2 NL NL NL NL On unbraced legs ^. 3 2 2 NL NL NL NL Irregular braced legs single pedestal or skirt- supported 2 j 2 2 NL NL NL NL Welded steel 2 2 2 NL NL NL NL � Concrete 2 2 2 NL NL NL , NL i Horizontal, saddle supported welded steel vessels 3 2 2 2 NL NL NL NL Tanks or vessels supported on structural towers similar to ' 3 ' 2 2 NL NL NL i NL buildings i Flat bottom, ground supported tanks, or vessels: Anchored (welded or bolted steel) 3 2 22 N L NL NL NL NL Unanchored (welded or bolted steel) 22 2 2 NL NL NL i Reinforced or prestressed concrete: Tanks with reinforced nonsliding base 2 2 2 NL NL NL , NL Tanks with anchored flexible base 3 2 2 NL NL NL NL Tanks with unanchored and unconstrained flexible base: 1 1 1 NL NL NL j NL Other material: 1 2 1 12 NL NL NL NL Cast -in -place concrete silos, stacks, and chimneys having walls 3 l 3 NL NL NL NL continuous to the foundation j All other reinforced masonry structures not similar to buildings 3 2 22 NL NL 50 50 All other nonreinforced masonry structures not similar to l a 2 l 2 NL 50 50 50 bu ' All other steel and reinforced concrete distributed mass 3 2 2; - NL NL NL NL cantilever structures not covered herein including stacks, chimneys, silos, and skirt- supported vertical vessels that are not similar to buildings } 190 TE (continued) ASCE 7 -02 1 Z QQ Q � W W� U O N 13 W =. LL ?. N C! Z �. LL D D O N. 0 ,W W. N U LLI Z . H= Z � V 0 I TABLE 9.14.5.1.1 f f SEISMIC COEFFICIENTS FOR NONBUILDING STRUCTURES � � T (continued) ASCE 7 -02 1 Z QQ Q � W W� U O N 13 W =. LL ?. N C! Z �. LL D D O N. 0 ,W W. N U LLI Z . H= Z 160 ASCE 7 -02 for the Installation of Sprinkler Systems, 1999. 9.6.1.1.2 Accepted Standards. The following refer- ences are standards developed within the industry and represent acceptable procedures for design and con- struction: Reference 9.6 -14 Reference' 9.6 -15 Reference 9.6 -16 Reference 9.6 -17 Reference 9.6 -18 Reference 9.6 -19 Reference '9.6 -20 Reference 9.6 -21 American Society of Heating, Ventilating, and Air Condi- tioning (ASHRAE), "Seismic Restraint Design," 1999. Manufacturer's Standardization Society of the Valve and Fit- ting Industry (MSS). SP -58, "Pipehangers and Supports— Materials, Design, and Manufac- ture," 1988. Ceilings and Interior Systems Construction Association (CISCA), "Recommendations for Direct -Hung Acoustical Tile and Lay -in Panel Ceilings," Seismic Zones 0 -2, 1991. Ceilings and Interior Systems Construction Association (CISCA), "Recommendations for Direct -Hung Acoustical Tile and Lay -in Panel Ceilings," Seismic Zones 3 -4, 1991. Sheet Metal and Air Condition- ing Contractors National Asso- ciation (SMACNA), HVAC Duct Construction Standards, Metal and Flexible, 1995. Sheet Metal and Air.- Condition- ing Contractors National Asso- ciation (SMACNA), Rectangu- lar Industrial Duct Construction Standards, 1980. Sheet Metal and Air Con- ditioning Contractors National Association (SMACNA) I Seis- mic Restraint Manual Guidelines for Mechanical Systems, 1991, including Appendix B, 1998. American Architectural Manu- facturers Association (AAMA), "Recommended Dynamic Test Method for Determining the Seismic Drift Causing Glass Fallout from a Wall System," Publication No. AAMA 501.6- 2001. Minimum Design Loads for Buildings and Other Structures 9.6.1.2 Component Force Transfer. Components shall be attached such that the component forces are trans- ferred to the structure, Component seismic attachments shall be bolted, welded, or otherwise positively fastened without consideration of frictional resistance produced by the effects of gravity. A continuous load path of' sufficient strength and stiffness between the component and the supporting structure shall be provided. Local elements of the supporting structure shall be designed, and constructed for the component forces where they control the design of the elements or their connec- tions. The component forces shall be those determined in Section 9.6.1.3, except that modifications to F and R due to anchorage conditions need not be considered. The design documents shall include sufficient informa- tion relating to the attachments to verify compliance with the requirements of this chapter. 9.6.1.3 Seismic Forces. Seismic forces (F shall be determined in accordance with Eq. 9.6.1.3 -1: Fp _ 0.4a I ( SW h 1 -l- 2 1 (Eq. 9.6.1.3 -1) n/ n F is not required to be taken as greater than P M A _/_ F = 1.6SDS I p W p (Eq. 9.6.1.3 -2) and F shall not be taken as less than FP M Ilj F = 0.3S (Eq. 9.6.1.3 -3) where F = seismic design force centered at the component's center of gravity and distributed relative to component's mass distribution S = spectral acceleration, short period, as determined from Section 9.4.1.2.5 P6 I-) a = component amplification factor that varies from 1.00 to 2.50 (select appropriate value from Table 9.6.2.2 or 9.6.3.2) I = component importance factor that varies from 1.00 to 1.50 (see Section 9.6.1.5) W = component operating weight R = component response modification factor that varies from 1.50 to 5.00 (select appropriate value from Tables 9.6.2.2 or 9.6.3.2) q, (¢,S, z = height in structure of point of attachment of component with respect to the base. For items at or below the base, z shall be taken as 0. The value of z/ h need not exceed 1.0 h = average roof height of structure with respect to the base i The force (F shall be applied independently longi- tudinally, and laterally in combination with service loads 159 VV Z Z to QQ� JU U w= Co U_ W } O J LL U � =d �W Z = H W O W Uj3 o i•- W E- F- u- O W Z CO) ~ O Z P I la 0. The reduction (A Vi) shall be computed in accor- dance with Eq. 9.5.9.2.1 -2 with W taken as equal to the gravity load W, defined by Eq. 9.5.6.5 -2, C computed from Eq. 9.5.6.5 -3 using the fundamen- tal period of the fixed -base structure (TI), and C computed from Eq. 9.5.6.5 -3 using the fundamental period of the elastically supported structure (T The period Ti shall be determined from Eq. 9.5.9.2.1.1-1, or from Eq. 9.5.9.2.1.1 -3 when applicable, taking T = Ti, evaluating k from Eq. 9.5.9.2.1.1 -2 with and computing It as follows: wr�prihr „ (Eq. 9.5.9.3.1 -2) � Wi 0 1 r -� The above designated values of W, h, T, and T also shall be used to evaluate the factor a from Eq. 9.5.9.2.1.1 -4 and factor Po from Figure 9.5.9.2.1.2. No reduction shall be made in the shear components contributed by the higher modes of vibration. The reduced base shear (V t) shall in no case be taken less than 0.7 V . 9.5.9.3.2 Other Modal Effects. The modified modal seismic forces, story shears, and overturning moments shall be determined as for structures without interaction using the modified base shear (V 1) instead of V1. The modified modal deflections (S) shall be determined as follows: V CMK + S 'C .1 , t (Eq. 9.5.9.3.2 -1) and &,,, = 8 Vln (Eq. - for m = 2, 3,... where M = the overturning base moment for the fundamental mode of the fixed -base structure, as determined in Section 9.5.6.7 using the unmodified modal base shear V S = the modal deflections at Level x of the fixed -base structure as determined in Section 9.5.6.6 using the unmodified modal shears, V,,, The modified modal drift in a story ( ,&,,,) shall be computed as the difference of the deflections 0 at the top and bottom of the story under consideration. 9.5.9.3.3 Design Values. The design values of the modified shears, moments, deflections, and story drifts shall be determined as for structures without interaction by taking the square root of the sum of j the squares of the respective modal contributions. In the design of the foundation, it shall be permitted to reduce the overturning moment at the Foundation -soil I interface determined in this manner by 10 %n as for structures without interaction. The effects of torsion about a vertical axis , shall be evaluated in accordance with the provi- sions of Section 9.5.6.5 and the P -delta effects shall 1 be evaluated in accordance with the provisions of Section 9.5.6.7.2 using the story shears and drifts I determined in Section 9.5.9.3.2. SECTION 9.6 ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS AND SYSTEMS 9.6.1 General. Section 9.6 establishes minimum design criteria for architectural, mechanical, electrical, and non- structural systems, components, and elements permanently attached to structures including supporting structures and attachments (hereinafter referred to as "components "). The design criteria establish minimum equivalent static force j levels and relative displacement demands for the design of components and their attachments to the structure, recog- nizing ground motion and structural amplification, compo- nent toughness and weight, and performance expectations. Seismic Design Categories for structures are defined in Section 9.4.2. For the purposes of this Section, components shall be considered to have the same Seismic Design Cat- egory as that of the structure that they occupy or to which they are attached unless otherwise noted. This Section also establishes minimum seismic design force requirements for nonbuilding structures that are sup- 1 ported by other structures where the weight of the nonbuild- ing structure is less than 25 %n of the combined weight of the nonbuilding structure and the supporting structure. Seis- rnic design requirements for nonbuilding structures that are I supported by other structures where the weight of the non - building structure is 25% or more of the combined weight of the nonbuilding structure and supporting structure are i prescribed in Section 9.14. Seismic design requirements for nonbuilding structures that are supported at grade are prescribed in Section 9.14; however, the minimum seismic design forces for nonbuilding structures that are supported by another structure shall be determined in accordance i with the requirements of Section 9.6.1.3 with R equal to the value of R specified in Section 9.14 and a = 2.5 for nonbuilding structures with flexible dynamic characteristics and a = 1.0 for nonbuilding structures with rigid dy namic I characteristics. The distribution of lateral forces for the sup- ,ported nonbuilding structure and all nonforce requirements specified in Section 9.14 shall apply to supported nonbuild- i ing structures. I Zl Minimum Design Loads for Buildings and Other Structures 1 157 1 c " Z Z W. QQ � UO ND W = C0 w W O �QQ U. Z d. �W ZO W W U O Co. 0 W W. t— 5: w Z co O Z 158 ASCE 7 -02 Z �- Z ` �W 7- 5 U CO) Cl J = H NW W } O } �J u_ U) a �W Z H ZO W W'. U� W W HL) LL -0 W CO OH Z � 7 I erences are consensus standards and are to be consid- Generating Stations, 1987. ered part of these provisions to the extent referred to Reference 9.6 -13 National Fire Protection Associa- in this chapter: tion (NFPA), NFPA -13, Standard 158 ASCE 7 -02 Z �- Z ` �W 7- 5 U CO) Cl J = H NW W } O } �J u_ U) a �W Z H ZO W W'. U� W W HL) LL -0 W CO OH Z 6 , , r s,1 is the undrained shear strength in psf (kPa), not to exceed 5000 psf (240 kPa), ASTM D2166 -91 or D2850 -87. y„ is d� Su = k (Eq. 9.4.1.2 -4) di i =t Sid k whereby d = d, i =1 d, is the total thickness (100 - d,.) of cohesive soil layers in the top 100 ft (30 m) PI is the plasticity index, ASTM D4318 -93 w is the moisture content in percent, ASTM D2216 -92 9.4.1.2.4 Site Coefficients and Adjusted Maximum Considered Earthquake Spectral Response Accel- eration Parameters. The maximum considered earth- quake spectral response acceleration for short periods (SM and at 1 -sec (Snf1), adjusted for site class effects, shall be determined by Eqs. 9.4.1.2.4 -1 and 9.4.1.2.4 -2, respectively. SMs = F S,. (Eq. 9.4.1.2.4 -1) SM I = F„ S (Eq. 9.4.1.2.4 -2) where Ss = the mapped maximum considered earthquake spectral response acceleration at short periods as determined in accordance with Section 9.4.1 where site coefficients F and F, are defined in Tables 9.4.1.2.4a and b, respectively, 9.4.1.2.5 Design Spectral Response Acceleration Parameters. Design earthquake spectral response acceleration at short periods, SDs, and at 1 -sec period, SDI, shall be determined from Eqs. 9.4.1.2.5 -1 and 9.4.1.2.5 -2, respectively. r SDS = 3 S MS ! i ' (Eq. 9.4.1.2.5.1) I SD I = 3 S 1 I (Eq. 9.4.1.2.5 -2) 9.4.1.2.6 General Procedure Response Spectrum. Where a design response spectrum is required by these provisions and site - specific procedures are not used, the design response spectrum curve shall be developed as indicated in Figure 9.4.1.2.6 and as follows: 1. For periods less than or equal to To, the design spectral response acceleration, S shall be taken as given by Eq. 9.4.1.2.6 -1: SI = the mapped maximum considered earthquake \ ; spectral response acceleration at a period of S. = SDS C 0.4 + 0.6 f 1 -sec as determined in accordance with o Section 9.4.1 (Eq. 9.4.1.2.6 -1) TABLE 9.4.1.2.4a VALUES OFF, AS A FUNCTIdN OF-SITE CLASS AND MAPPED SHORT PERIOD MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL ACCELERATION Site Class Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods SS <_ 0.25 SS = 0.5 SS = 0.75 SS =1.0 SS >_ 1.25 A 0.8 0.8 ` 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F a a a a a Note: Use straight -line interpolation for intermediate values of SS. ° Site - specific geotechnical Investigation and dynamic site response analyses shall be performed except that for structures with periods of vibration equal to or less than 0.5- seconds, values of F for liquefiable soils may be assumed equal to the values for the site class determined without regard to liquefaction in Step 3 of Section 9.4.1.2.2. Minimum Design Loads for Buildings and Other Structures 129 i 23 I t" , Z S Z '~ W U Uo Cl) Cl) N u- .W O; 2� Ua 52 = �W Z F.. I- O Z F- 5 �a O C6 a Ir- = U, W 0 til Z: U N H � Z I 130 i 2�- TABLE 9.4.1.2.4b F ),.r VALUES OF F„ AS A FUNCTION OF SITE CLASS AND MAPPED 1- SECOND PERIOD MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL ACCELERATION Note: Use straight -line interpolation for intermediate values of Si. a Site - specific geotechnical investigation and dynamic site response analyses shall be performed except that for structures with periods of vibration " equal - to or less than 0.5- seconds, values of F for liquefiable soils may be assumed equal to the values for the site class determined without regard to liquefaction in Step 3 of Section 9.4.1.21 c C 0 SDS a� U U ro a� N a O SD1 FIGURE 9.4.1.2.6 DESIGN RESPONSE SPECTRUM T = the fundamental period of the (sec) To = 0.2SDIISDS and TS = SDI/SDS- 2. For periods greater than or equal to To and less than or equal to TS, the design spectral response acceleration, S shall be taken as equal to SDS. 3. For periods greater than TS, the design spectral response acceleration, S shall be taken as given by Eq. 9.4.1.2.6 -2: S = T 1 (Eq. 9.4.1.2.6 -2) where SDS = the design spectral response accelera- tion at short periods SD = the design spectral response accelera- tion at 1 -sec period, in units of g -sec 9.4.1.3 Site - Specific Procedure for Determining Ground Motion Accelerations. A site - specific study shall account for the regional seismicity and g6ology, the expected recurrence rates and maximum magnitudes of events on known faults and source zones, the location of the site with respect to these near source effects, if any, and the characteristics of subsurface site conditions. 9.4.1.3.1 Probabilistic Maximum Considered Earthquake. When site - specific procedures are uti- lized, the maximum considered earthquake ground motion shall be taken as that motion represented by a 5% damped acceleration 'response spectrum hav- ing a 2 %n probability of exceedance within a 50 -year period. The maximum considered earthquake spectral response acceleration at any period SaM shall be taken from that spectrum. Exception: Where the spectral response ordinates or a 5% damped spectrum having a 2% probability of exceedance within a 50 -year period at periods of 1.0- or 0.2 -sec exceed the corresponding ordinate of the deterministic limit of Section 9.4.1.3.2, the maximum considered earthquake ground motion shall be taken as the lesser of the probabilistic maximum considered earthquake ground motion or the deterministic maximum considered earthquake ground motion of Section 9.4.1.3.3 but shall not ASCE 7 -02 Z i� W OQQC � JU UO N0 CO) =: J N LL WO J U_ N CY. = W O Z 1- W UJ U� ;O N' W W'. Cy LL 1- O 111 Z co O Z T T 1.0 Period T Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Periods Site Class S1 < 0.1 S1 = 0.2 S1 = 0.3 S1 = 0.4 S1 > O's A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F a a a a a Note: Use straight -line interpolation for intermediate values of Si. a Site - specific geotechnical investigation and dynamic site response analyses shall be performed except that for structures with periods of vibration " equal - to or less than 0.5- seconds, values of F for liquefiable soils may be assumed equal to the values for the site class determined without regard to liquefaction in Step 3 of Section 9.4.1.21 c C 0 SDS a� U U ro a� N a O SD1 FIGURE 9.4.1.2.6 DESIGN RESPONSE SPECTRUM T = the fundamental period of the (sec) To = 0.2SDIISDS and TS = SDI/SDS- 2. For periods greater than or equal to To and less than or equal to TS, the design spectral response acceleration, S shall be taken as equal to SDS. 3. For periods greater than TS, the design spectral response acceleration, S shall be taken as given by Eq. 9.4.1.2.6 -2: S = T 1 (Eq. 9.4.1.2.6 -2) where SDS = the design spectral response accelera- tion at short periods SD = the design spectral response accelera- tion at 1 -sec period, in units of g -sec 9.4.1.3 Site - Specific Procedure for Determining Ground Motion Accelerations. A site - specific study shall account for the regional seismicity and g6ology, the expected recurrence rates and maximum magnitudes of events on known faults and source zones, the location of the site with respect to these near source effects, if any, and the characteristics of subsurface site conditions. 9.4.1.3.1 Probabilistic Maximum Considered Earthquake. When site - specific procedures are uti- lized, the maximum considered earthquake ground motion shall be taken as that motion represented by a 5% damped acceleration 'response spectrum hav- ing a 2 %n probability of exceedance within a 50 -year period. The maximum considered earthquake spectral response acceleration at any period SaM shall be taken from that spectrum. Exception: Where the spectral response ordinates or a 5% damped spectrum having a 2% probability of exceedance within a 50 -year period at periods of 1.0- or 0.2 -sec exceed the corresponding ordinate of the deterministic limit of Section 9.4.1.3.2, the maximum considered earthquake ground motion shall be taken as the lesser of the probabilistic maximum considered earthquake ground motion or the deterministic maximum considered earthquake ground motion of Section 9.4.1.3.3 but shall not ASCE 7 -02 Z i� W OQQC � JU UO N0 CO) =: J N LL WO J U_ N CY. = W O Z 1- W UJ U� ;O N' W W'. Cy LL 1- O 111 Z co O Z T T 1.0 Period T a. The design strength of the connected part, b. 1.3 times the force in the connected part due to the prescribed forces, or c. The maximum force that can be transferred to the connected part by the component struc- tutal system. 9.6.1.6.3 Determination of forces in anchors shall ;1 take into account the expected conditions of installa- tion including eccentricities and prying effects. 9.6.1.6.4 Determination of force distribution of mul- tiple anchors at one location shall take into account the stiffness of the connected system and its ability to redistribute loads to other anchors in the group beyond yield. 9.6.1.6.5 Powder driven fasteners shall not be used for tension load applications in Seismic Design Cate- gories D, E, and F unless approved for such loading. 9.6.1.6.6 The design strength of anchors in concrete shall be determined in accordance with the provisions of Section 9.9. 9.6.1.7 Construction Documents. Construction docu- ments shall be prepared to comply with the requirements of this Standard, as indicated in Table 9.6.1.7. 9.6.2 Architectural Component Design. 9.6.2.1 General. Architectural systems, components, oi• elements (hereinafter referred to as "components ") listed in Table 9.6.2.2 and their attachments shall meet th� requirements of Sections 9.6.2.2 through 9.6.2.9. I 9.6.2.2 Architectural Component Forces and Dish placements. Architectural components shall meet the force requirements of Section 9.6.1.3 and Table 9.6.21 . Components supported by chains or otherwise suss pended from the structural system above are not required to meet the lateral seismic force requirements and seis mic relative displacement requirements of this Section provided that they cannot be damaged to become a haz and or cannot damage any other component when subject to seismic motion and they have ductile or articulating connections to the structure at the point of attachment. The gravity design load for these items shall be thre� times their operating load. I i 9.6.2.3 Architectural Component Deformation. ArL chitectural components that could pose a life safety hazard shall be designed for the seismic relative disL placement requirements of Section 9.6.1.4. Architectural components shall be designed for vertical deflection du� to joint rotation of cantilever structural members. TABLE 9.6.1.7 CONSTRUCTION DOCUMENTS Component Description Section Reference Required Seismic Design Categories Quality Assurance Design Exterior wall panels, including anchorage A.9.3.3.9 No. 1 9.6.2.4 D, E, F Suspended ceiling system, including anchorage A.9.3.3.9 No. 2 9.6.2.6 D, E. F Access floors, including anchorage A.9.3.3.9 No. 2 9.6.2.7 D, E, F j Steel storage racks, including anchorage A.9.3.3.9 No, 2 9.6.2.9 D, E, F I Glass in glazed curtain walls, glazed storefronts, and interior glazed partitions, including anchorage A.9.3.3.9 No. 3 9.6.2.10 D, E, F I HVAC ductwork containing hazardous materials, including anchorage A.9.3.3.10 No. 4 9.6.3.10 C, D, E Piping systems and mechanical units containing flammable, combustible, or highly toxic materials A.9.3.3.10 No. 3 9.6.3.11 9.6.3.12 9.6.3.13 C, D, E, F Anchorage of electrical equipment for emergency or standby power systems A.9.3.3.10 No. 1 9.6.3.14 C, D, E, F Anchorage of all other electrical equipment A.9.3.3.10 No. 2 9.6.3.14 E, F Project- specific requirements for mechanical and electrical components and their anchorage A.9.3.4.5 9.6.3 C, D, E, F Minimum Design Loads for Buildings and Other Structures i61 I Z i W . UO No J X CA u - W O U_ 4 N d • F W • Z� Z Off. 5' O N, O F— W O W Z t) N', H H. Z T-639 P.0031004 F=083 j;7,jqqajji=' 4 NORTH AMERICAN STEEL, K1:;b� 51161 GG@•53e: " 1 0-01110 016) 79B�9ir9 ' FAX 1161 suo , , 11 SPECIFICATIONS SAFE UNIFORMLY DISTRIBUTED LOAD ON A PA OF SIM SUPPORTED 6EAMS LENGTH SECTION : 7247 8908 '1.1 12000 12000 12000 6442 7919 91 143 11664 12000 12000 � 5798 7127 81158 10516 11873 12000 • 5271 6479 50 53 9560 10793 12000 4831 5939 7; 182 8763 9894 11395 4162 5482 N 114 8089 9133 10519 3589 5090 15; 127 7511 goo 9 7T7 • + 3126 4552 :551 7010 7915 9116 •. 2747 4001 !Z36 6572 7420, 6546 + 2434 3544 : X113 6186 6984 6043 3161 '11471 5842 6596 7597 1948 2836 403 5394 6249 7197 + 1758 2561 3 22 4868 5936 6837 • 1595 2322 1 112 85 4415 5653 6511 1453 2115 .'!993 4023 5156 1 6 21S 1329 1936 '7 38 3681 ~ 4717 5945 1221 1778 25 15 3380 4332 5513 + 1125 1539 : 1318 3115 3993 5081 1040 1515 " 143 2880 3691 4698 964 1405 1 987 2671 3423 4356 1306 18 46 2483 3183 4051 Note: Loads below the line are govemed by doilection_ TWO PALLET LOAD ON A PAIR OF : 2'1MPLY SUPPORTED BEAMS LENGTH SECTION 5704 8240 1+ 1243 12000 12000 12000 5959 7325 5 10808 12000 12000 + 5363 6592 811 9727 14982 M OD .. 4875 5993 7 4 , 19 8843 9984 12000 4152 6493 6 818 8106 9152 105447 + 3538 5071 6 3 0 3 7482 6448 9730 3050 4442 5 8;53 6948 7B44 9035 • 2657 3870 1 648S 7321 6432 • • 2335 3401 4 8-10 6079 6864 7905 + 2058 3012 4 W:1 5722 5460 7440 18 45 268 3%11 5109 6101 7027 1656 2412 3 . 111 4585 5760 6657 1494 2176 30 i'B 4138 5303 1 6324 1355 1974 27512 9753 4810 6023 1235 . 1799 2 3420 4362 5577 1130 1646 2 B 3129 4010 5103 1038 1511 21;8 2873 3682 4686 956 1393 1 2648 3394 43i9 884 1288 16 21 2448 3138 3993 820 1194 113 2270 2909 3703 7C Rrti .1 --%— ,.. 0 .. - 12000 12000 12000 12000 11991 11135 10393 8660 8205 7794 5435 5055 11092 10300 9613 9017 6462 8011 7589 62 21 I "Wu 1_200 12001D 12000'i 120013 12000 12006 12000 . 12000 12000 . 12000 11745 11186 ' 10678 10213 97BB 9347 6642 80 � . 7451 { 12000 12000 12000 12000 12000 1 0347 3877 9387' B691 7945j 7346 salx z uj D UO CO t] W W _O W� �4 LL _ =W 1- _ ? 1- ZO U� ON 0H WW HL) U- O iii z U= O z _vv I . uuLf uuL1 27 PALLET RACKING SPECIFICATIONS - � BOAC BEAM SAFE UNIFORMLY DISTRIBUTED LOAD ON A PAIR OF SIMPLY SUPPORTED BEAMS �u �— .�.-- -- --r- _._r arrr__ 1 1 V11 r•�•.____ . .. _ _ . _.__, .1•I LENGTH SECTION SECTION IN _ B r5.2.s 81.5 -3.0 F31.6.4. 81.75.5.0 81.75 -6.0 � 4 8 - j 7360 9250 1213013 ' 12 400 1200 54 55 0_0 _8250 12000 121300 12000 .. Q ...r.. r1 56 50 _ ...__ - _ 7 12000 .. '12_000 ,. . 120 0_0 as 2 00 _ -•• 44SO 7700 12000 _ 12000 �9 0 • .. 2 500 3900 72 00 _� Ir• 10750 . • _ r 12 _ -- -• ••Id r_Ir.r /• �•ti.• urrr� .•r _ - _wrr,r ..._� I 96 A 11•I�irrr_ 2200 . _, 3 400 6760 10100 ^ - 12000 r r 1 _ \ _• r•MI •YI r.� 102 _ 1850 _ 3000 _ S oso • 95 00 r 12000, poanr 1 . . �rnirr+_�• i' __ .. ... ,.� 17 2 .� � ... .._ ._ _. �_. v.a rrrw /r .-_• -__.. _.. 5 40fJ, . 8950. 1211130 1 10 . � :.... 0 �...,: 8500 10550, 120 _�___ , •. _ . „ 4400 6050 1 , wr.._wrw_w• r n_�. _.�� ___I• rq r I 1 . u . . w rl Ir �� 1 /_ _�,.• I 125 9900 13 2 7500 ... _.. .._. ...._._._._..._ .. .., _err.•._. r, 11 . _........>.,..... .1. 1• , _._. _. S oso 9354 13H 90D() } _11r1 _r_w_��q.lrr.w r. �._.._ / _.� —_. _...._. ••,__, _•_.— ♦r Iti ._ _r __ ,V 1 r 1 r •. 11I_ • • • - I 14 ..._._ .r_.. it 5760 Note; Loadr, below the ilmo are governed by detlect. on. STRUCTURAL C- CHANNEL BEAM i SAFE UNIFORMLY DISTRIB1,117-11 LOAD ON A PAIR OF SIMPLY SUPPORTED 6EAMy I LENGTH SECTION 1 IN C34 , - ._._ C4-5A _^ C6.8 C 11 :5.... W 48 _ 12000 60 1 0300 ~ 66 9400 72 a�oo 12ooa so 7400 11800 84 - 6400 11 00 0 _90 - 55 - -. 10 -- I^ as - Mot) 9800 102_ 4800 9200 ry._r.nr \.. \1 • wr rrr • . • 1. 1 rlr 08 46013 r 8600 . r . • _.. _ ..:.• .. _.. ...... 114 /ry r ... -.. �(�'T' w rte. •r�..- �.+��_. ! .... ....__ Bo�V r • _ ..-..w . ... . r r. r w'wr1 3800 -. 7200 1 0 ,. • _.,w, Y r Y H w.w ,wr..•, r r 1 r I a.I_.w�- �rw�'r•• . 1 ^ 1 I V 6600 132 3100 600 L __.._ 144 2600 5000 1200 .. .... ^ __ ... ... - -•1 .. _..__ 2400 ' -.. .. _._ _ aeon .. _ 12000 _ 1 2200 _ -- 4300 11200 12000 12000 .•.,�• ••: .: • _ —w__ / 1 • 1 . ___rr_r w. • _r i r I r Wlr-1•rl t 1Y _ __r__rrrr •• r• • _. • •• . • ._.,.. �._r —. rY• -Wow 111 nnsrkaay Nate; Loads below the line are govemed by defledon. , Q ' W 65 U O 0 W q I- NLL �O 9 LL D N Cy F W z O W w D 0. D H_ W uI LL _ w U =. z z �Z "~ W UO N NW NLL WO u? N �W Z� ZO 5. �0 U ON O t— Ww u .. Z W U =. O z r.uu41UU4 r'Utl3 SPECIFICATIONS THREE PALLET LOAD ON A PAIR OF SIMPLY SUPPORTED BEAMS LENGTH SECTION IMKZM . 1 •: 5225 6423 7.184 9477 10700 12000 12000 12000 • S 5709 71197 8424 9511 10954 12000 72000 . + 4180 5138 6:187 7582 8560 9859 11240 12000 .. 3800 4671 51106 6893 7782 8963 10218 12000 3483 4282 :5: 122 6318 7133 8216 9366 12000 :1 3121 3952 • 5832 6585 7584 8646 12000 .• 2691 3670 41562 5415 6114 7042. 8028 12000 1 2344 3414 12SS 5054 5107 6572 7493 11291 '. 2060 3001 :1992 4738 535 6162 7025 10585 1 1825 2658 ;1757 4450 $035 5799 6611 9963 1: 1628 2371 *353 4212 4755 5477 6244 9409 1461 2128 :101 3990 4505 5189 5915 6914 1 1318 1920 2 3651 4280 4929 5620 8468 • 1196 1742 2' 3311 4075 4694 5352 8065 1090 1587 2 3017 3857 4481 5109 7698 997 1452 27: ;4 2761 3538 4286 4886 7364 • 915 1333 13616 2535 3249 4108 4683 7057 + 844 1229 1 2336 2994 3811 4496 6775 • 780. > . 1136 1 ti 7 2160 . - 2768 3523 4323 5481. • 723 1053 1.19 2003 256 3W 4077 6010 } •� 672 979 1 16 1852 2387 3038 379 5588 } Nole: Loads below the line are govemed by c;$Ileciion. CONC ENTRATETO LOAD ON A PAIR OF SIMPLY SUPPORTED BEAMS LENGTH SECTION 3623 4454 55 36 6572 7420 8546 9743 120110 • 3221 3959 49 5842 6595 7597 8660 12000 .1 2899 3553 44 , 2 1 1 5258 5936 $837 94 11745 .. 2639 3239 40. ?E ; 4780 5396 6215 7086 10678 2415 2969 N9 4381 4947 5697 95 9788 :1 2230 2741 340 4044 4566 5259 5995 9035 %• 2070 2545 3103 - 3755 4240 4883 5567 6389 • 1932 2375 29:1 3505 3957 4558 5196 7830 1717 2227 271 :8 3286 3710 4273 4871 7341 1 1521 2096 26C.5 3093 3492 4021 4585 6909 1� 1355 1976 - 24 6 0 2921 3298 3798 4330 6525 1217 1773 23:1 2767 3124 3598 4102 6182 + 1099 1600 2214 2629 2968 3418 3897 5872 • 996 1451 2053 2503 2825 3255 3711 908 '1322 1870 2390 2G98 3107 3543 41 1 13 831 1210 171 1_ 2286 2581 2972 3389 06 • 763 1111 1572 2113 2473 -- 3247 4894 1 703 1024 144 13_ 1947 2374 2734 3117 4698 . 650 947 1331 :1_ 1600 2283 2629 2997 4517 603 878 1242 1569 2139 2532 2866 4350 z �Z "~ W UO N NW NLL WO u? N �W Z� ZO 5. �0 U ON O t— Ww u .. Z W U =. O z � q T -825 P.001 /001 F -058 . 5:11 k'Aj ti u A a n o n a o •• • •• •,�.• Jr �� (G / J C 1 p • NORTH AM STEED.,, wft (905) MA-534 Tomma {416) 798 .4998 Fax (905) Asa -5477 SPECIFICATIONS �pr to T F7 F7 SAFE UNIFORMLY DISTRIBUTED LOAD ON A PAIR OF SIMPLY SUPPORTED BEAMS LENGTH SECTION 7247 8908 11073 12000 12000 12000 12000 12000 61442 7 51843 11664 12000 1200o 12000 1240 .. 5271 6479 11053 9550 10793 •12000 12000 12000 4831 3939 V382 6763 9694 11395 12000 12000 416 5482 1 1814 8089 9133 14519 11991 12000 :• 3589 5090 mom Ii 327 751 8484 9 777 1113 12000 • + 3125 4552 :5905 7010 7915 9115 10393 12000 •. 2747 4001 w5536 6572 7420 8546 9743 12000 I 2434 3544 013 6186 6984 8043 9170 12000 • 2171 3161 x 5842 6595 7597 8680 12000 1948 2835 ,��013 5394 6249 7197 8205 12000 1758 2561 _3622 4868 5936 6837 7794 11745 1595 2322 3285 4415 5653 6511 7423 11186 1453 2116 _2993 4023 5156 6215 7086 10678 1329 1936 2736 3681 4717 5945 6776 10213 1221 1778 _2515 93811 4332 5513 6495 8768 1'125 1639 _2318 3115 3993 S081 6235 9347 • - 1040 1515 _ 2143 2880 3591 4698 5863 8642 964 1405 1987 w 2671 3123 4356 50'36 8014 J 897 1306 _1648 2483 3183 4051 5055 7451 1• Note: Loads below the line are govemet I I ion. TWO PALLET LOAD ON A PAIR OF SIMPLY SUPPORTED BEAMS N z iF- z �W D UO (1) Cl co W J H 52 LL WO I_ NO =W E- ? �_- ZO 25 U ON OH WW LL' O lil z U= O z O ;d14 8- Z4F -0 5 City of Tukwila Steven y M. Mullet , Ma -a Department of Community Development Steve Lancaster, Director isoa August 24, 2005 Mr. Craig Lomas 4479S.134 1h Place Tukwila, WA 98168 Re: Pe ' �05-038, ck storage permit for Christie Lites. Dear Mr. Lomas: I received a request for an extension to the expiration date for the referenced permit. The request was unsigned and it did not give justifiable cause for prior six -month delay. The last inspection was called for on Thursday, 02/22/05. Consequently, I do not think that another 180 days is justified in order to get a declaration of load limits for the racks. I will, however, extend the expiration date to September 5, 2005. On this date we should have received a request for final inspection of the work. If this is not the case, the permit will expire by limitation specified in ordinance. If you have any questions, you may contact me at (206) 431 -3675. Sincerel?, 1 4 Robert Benedicto, Building Official 4 CC: Brenda Holt, Permit Coordinator. N �Z -- Z u� = JU U O N O: w w; J w O J LL 4 C d = w' Z O UJ 5: �0 io co w w' ,� U1 A. ~ O — Z' U.� O �z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 i. Permit No. D05 -038 Christie Lites 4479 S. 130 Place Tukwila, WA. 98168 Request for 180 day extension We are still waiting on our engineer's declaration of load limits for the newly installed pallet racking. Engineering services provided by Victor H Kimsey. Once this is done, we will have met all requirements listen on the attached inspection record. RECEIVED CITt/ OF TUKWIIA AUG 1 9 2005 PERMIT CENTER D045 -038 N 3 i Type Inspecting: r ~^ l i 1 t Date Called INSPECTION RECORD I Retain a copy with permit -S _O INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj i z2z-z Type Inspecting: r ~^ l A s :7f � / Date Called pec al Instructions: Date Wanted: a.m. P. MI. Requester: P o No: C/ D Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 F, h f' N vtG Il t' n Vx C Itu t 1 . C r' r' i I 1 iv f 4 1Y� �` i lJ1 C - 0 - t' Inspector: A�214:1' 2- 2 2 -0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must 1 paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspect Receipt No.: pate: ::1 Z H' '~ w W J o: UO N10. W = J x CO U- 0 9 N d = W I-- _ WW Z F... ° ZO U� �O N, =V O Z U =: O 1•- Z ` 07 -05 -2005 CRAIG LOMAS 4479 S 134 PL TUKWILA WA 98168 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D05 -038 4479 S 134 PL TUKW .Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and /or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206 -431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made,. the Building Code does allow the Building Official to approve a one -tine extension tip to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 08/21/2005, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, m'& Brenda Holt, Permit Coordinator xc: Permit File No. D05 -038 Bob Benedicto, Building Offieial Z W . .J U 0 0 N 0. W =. —J f— . IL: W O �QQ LLQ co d �W Z .:. F- O. Z F— W 5' U N . O 0 F- — V. ~ O 111 Z U =: O Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 PERMIT COOR'D COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -038 DATE: 02 -02 -05 PROJECT NAME: CHRISTIE LITES SITE ADDRESS: 4479 SOUTH 134 PLACE X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: Building ivision Public Works ❑ a/1 v wc 2-4 -o5 Fire Prevention ffil Structural ❑ Planning Division ❑ Permit Coordinator 1W DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE: 02 -03 -05 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS TING: Please Route 7 U Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions �] Notation: REVIEWER'S INITIALS: DUE DATE: 03 -03 -05 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT GOORD COPY z z Z. J U U0 Co W = J Nw w O. LL ($) a _. O . z E- �: U� O CO o F- w W O ul Z. N_ O .z • •i CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO.: Do - D, 3& STATE OF WASHINGTON) ) ss. COUNTY OF KING ) print] states as follows: I have made application for a building permit from the City of Tukwila, Washington. 2. 1 understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. 1 understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, 1 consider the work authorized under this building permit to be exempt under No. , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Notary Put)AC State of Wad*%gton SUZANNE M ANDERSON My Appolntment E)q*es Oct 11. 2008 Permit Center /Building Division: 206 - 431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206-431-3670 \applications \8 -2004 affidavit in lieu of contractor registration Signed and sworn to before me this of BLIC in and for the State of Washington, Residing at County. ��\ Name as commissioned: l G� ,l ��'U , AW V�" My commission expires: 2- Z Z W W I J V UO W= J � N U- 0 LL. ?. N Cl =W Z }- ZO W 5 U� O CO WW H U: LL ~ O W Z. U= Z ''"� 18.27.090 Exemptions. This chapter shall not apply to: contracts of amounts less than $500.00 for the purpose of the evasion of this chapter or 1 • otherwise. The exemption prescribed in this 2. An authorized representative of the United States subsection does not apply to a person who Government, the State of Washington, or any advertises or puts out any sign or card or other incorporated city, town, county, township, device which might indicate to the public that he is irrigation district, reclamation district or other a contractor, or that he is qualified to engage in municipal or political corporation or subdivision of the business of contractor; this state; 11. Any construction or operation incidental to the 3. Officers of the court when they are acting within construction and repair of irrigation and drainage the scope of their office; ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, ' 4. Public utilities operating under the regulations of agriculture, viticulture, horticulture, or stock or the utilities and transportation commission in poultry raising; or to clearing or other work upon construction, maintenance, or development work land in rural districts for fire prevention purposes; incidental to their own business; except then any of the above work is performed by a registered contractor; 5. Any construction, repair or operation incidental to ! the discovering or producing of petroleum or gas, 12. An owner who contracts for a project with a or the drilling, testing, abandoning, or other registered owner; operation of any petroleum or gas well or any ! surface or underground mine or mineral deposit 13. Any person working on his own property, whether when performed by an owner or lessee; occupied by him or not, and any person working on his residence, whether owned by him or not but 6. The sale or installation of any finished products, his exemption shall not apply to any person materials, or articles of merchandise which are not otherwise covered by this chapter who constructs actually fabricated into and do not become a an improvement on his own property with the permanent fixed part of the structure; intention and for the purpose of selling the improved property; i 7. Any construction, alteration, improvement or f repair of personal property, except this chapter ( 14, Owners of commercial properties who use their i .shall apply to all mobile, manufactured housing. A own employees to do maintenance, repair, and i mobile /manufactured home may be installed, set alteration work in or upon their own properties; up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by 15. A licensed architect or civil or professional a mobile /manufactured home retail dealer or engineer acting solely in his professional capacity, manufacturer licensed under chapter 46.70 RCW; an electrician licensed under the laws of the state of Washington, or a plumber licensed under the j 8. Any construction, alteration, improvement, or laws of the state of Washington while operating f repair carried on within the limits and boundaries within the boundaries of such political subdivision. of any site or reservation under the legal The exemption provided in this subsection is jurisdiction of the federal government; applicable only when the licensee is operating within the scope of his license; 9. Any person who only furnished materials, supplies, or equipment without fabricating them 16. Any i ' herein into, or consuming them in the performance of, the regu ted as an employee o a re stered work of the contractor; cont ctor with wagesuaslhi"ole compens ion; 10. Any work or operation on one undertaking or 17. Con ctors 6KDhIbbW4yNPrbJe'd'tWWho ha been project by one or more contractors, the aggregate pre Laws contract price of which for labor and materials and of 1 Z ent of all other items is less than $500.00, such work, or transpo a io a or ig w y o s ction, operations being considered as of a casual, minor, reconstruction, or maintenance work. or inconsequential nature. The exemption prescribed in this subsection does not apply in all instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into \applications\8 -2004 affidavit in lieu of contractor registration Z H '~ w D UO N a co UJI J = H �L W LL co)d =w H O Z E- w w U O� off w w LL z w U =, O Z 1 1� rm IL 1 ac RACK A RACK B 3 r wx We • lr.,w II� IRACK C IL RACK D ISCAJ E.- V8 • P-.10 1 p W RACK Fm a W-- - W—.! � =d _.� ._..� - -- - , ..-- -�+r -- -- �.�... _..._ � . _ __ - - ....._ _..._� .,...__ .�._._ _ ._ . ._._._ – -_ '_ – -- - --�• -- - — -ter �.� ,r _ _ .,+ _ r � PLAN NORTH 2 ----( 3) E01 ADDED WASH reASEKnTEu R E. + E � FO E FAH -o BOG; - - 0 Bu j Lv �`- -- F Eg o 2 2oe� S C D E F b SP • 52' 315' -IV' l 1 f Y ...,._. r. • r. PUB lIt rla r L Pbt re*w app+ovW is subject to errors and APPWW of construction docwip= clues not the vioiatior . node or ordinance, of and tic rj-- i ari . Ir , i I i 1.`tf• EXISTING PREFAIBRICATF.0 STE COLUMN AND BASF. FL. PROVIDE ADDED SIMPSON 8P %2 WASHER AT 3/8 "o BOLT BASE FLA scs4.e: v4d • r -m• 1 z Qn OL aQ r Z O J W Ck V in � L 0 h 3 � W r � W ltl I �! Q ti g E"' � W '1,1'1 .i Z 0 �A 0 �ucnw Fo Z � �- z Qn OL aQ r Z O J W Ck V in � L 0 3 W ltl I t a . e * '1,1'1 • P- Ar Z P Ar Z P PAP Z PEP Z OU'd Z F- AP Z z Qn OL aQ r Z O J W Ck V in � L 0 3 W ltl I t a . e * • • 1 1 4 , 't 4 4 4 4 4 51. 0 51_0. 51. 51.04