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HomeMy WebLinkAboutPermit D04-414 - NORANDEX REYNOLDS - STORAGE RACKSNORANDEX REYNOLDS INC 18240 OLYMPIC AV S EXPIRED D04 -414 Z 1Z. re W 6 U O U U. • w J WO 2Q LL Q. • d. =W Z 1.- W° uj U O - • F- LU Ili u. H O uiZ • U' 0 H z Contact Person: Name: TOM GASTON Address: 8531 S 222, KENT, WA Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Water Meter: doe: IBC - Permit City at Tukwila Parcel No.: 7888900155 Address: 18340 OLYMPIC AV S TUKW Suite No: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Tenant: Name: NORANDEX REYNOLDS INC Address: 18340 OLYMPIC AV, TUKWILA WA DEVELOPMENT PERMIT Owner: Name: GATEWAY OLYMPIA INC Phone: Address: C/O MCELROY GEORGE & ASSOC, 3131 S VAUGHN WAY #301 Contractor: Name: APPLIED HANDLING NW INC Address: 24217 138 AV SE, KENT, WA Contractor License No: APPLIHNO33JT DESCRIPTION OF WORK: INSTALLING CUSTOMER PROVIDE PALLET RACKING - 72 BAYS OF RACKS ALL APPROXIMATELY 16 FEET IN HEIGHT. Value of Construction: $0.00 Fees Collected: $317.77 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: IIB Occupancy per IBC: 0024 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: Storm Drainage: N Street Use: N Profit: N Water Main Extension: N Private: N 004 -414 Permit Number: DO4 -414 Issue Date: 12/13/2004 Permit Expires On: 06/11/2005 Phone: 206 819 -7139 Phone: 253- 395 -8500 Expiration Date:05 /08/2006 Public: Non - Profit: N Public: Steven M. Mullet, Mayor Steve Lancaster, Director Printed: 12 -13 -2004 doc: IBC - Permit City c. Tukwila Print Name: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us D04 -414 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -414 Issue Date: 12/13/2004 Permit Expires On: 06/11/2005 Permit Center Authorized Signature: e eftde71, Date: 4.2 -/-5 dy I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: I (7YY Date: ) Z/ 1 �4- 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. Printed: 12 -13 -2004 /w 13 ; • ;.�,- City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7888900155 Address: 18340 OLYMPIC AV S TUKW Suite No: Tenant: NORANDEX REYNOLDS INC 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All 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 * ** PERMIT CONDITIONS Permit Number: D04 -414 Status: ISSUED Applied Date: 11/18/2004 Issue Date: 12/13/2004 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 fire 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 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) 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: 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 doc: Conditions 004 -414 Printed: 12- 13.2004 z re 6 J U 0 0 0 w F- w 0 u_ Q = F w Z = 1— 0 Z 1— w w ON O 1— w W r -- nc C) ..z w U = O ~ z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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) '~ w J U 00 0 W H- uW gas u_ Q 14: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 N d 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) ? I-0 15: Aisles leading to required exits shall be provided from all portions of the building and the required width of the w w 0 O — O I— w W I 17: All new srpinkler sysetms and all modifications to existing sprinkler systems shall have fire department review and u- 0 approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler Cu z 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 0 the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) z 13: 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) aisles shall be unobstructed. (IFC 1013.4) 16: 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) 18: Maintain minimum 6" longitudinal flue space between back -to -back racks. (NFPA 13- 12.3.1.14.1) 19: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 20: The critical storage height for high -piled combustible stock in closely packed piles is 12 feet. (IFC 2302) Storage above 12 feet may necessitate increasing the sprinkler density to extra hazard and adding smoke removal capabilities. (IFC Chapter 23) (NFPA 13) 21: Depending on the classification of the commodity being stored and the size of the storage area, smoke vents, small hose stations and curtain boards may be required by Table 2306.2 of the International Fire Code. Contact the Tukwila Fire Prevention Bureau for further information. 22: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) doc: Conditions D04 -414 :rfnM1 ':2 'Lr:tt,.�»h.. r;r "v "'r- s...,.,r.,`S.V^.z ,ZZO.,V Printed: 12 -13 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 23: Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row, and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 13- 12.3.1.13) 24: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 25: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Conditions * *continued on next page ** D04 -414 Printed: 12 -13 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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. Signature: doc: Conditions Print Name: 1 D04 -414 Printed: 12 -13 -2004 z til 6 UO 0 CO J u. W 0 } CO J 1w z� , ' 1— 0 z1— 111 uj U O N 0l-- W uJ . .. z w U = 0 z Site Address: 1 CITY OF TUKWILA Community Development Department Public Works Department Permit Center . 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Property Owners Name: R.P..*.1er Mailing Address: 1 Building Permit No. % 14, 1 9 Mechanical Permit No. Public Works Permit No. Project No. (For office use only) 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 7L R1, /4 Tenant Name: IJ �-4-= 0Q1,C7-7 11 7 AR 3? ermi4 King Co Assessor's Tax No.:7 SSeel r:7-016-0( Suite Number: Floor: New Tenant: .... Yes 0 ..No I 0 i or or _ onto/ f City S tate Zip CONTACT. PERSON � Name: i p)✓1 �� D � ay ( Telephone: 22:7G- ' � 1 -- t3" Mailing Address: 84�) zztri° Ki r'i v V'' l -7 i l City Statc Zip � f/ E -Mail Address: I�� e....earri)can �� Cr ' , Fax Number: W(p Y45' GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: APP eD i-lano 1 n be ) W Mailing Address: �+ c- City Contact Person: (Ot. i 7Y' I Day Telephone: E -Mail Address: — +'�-r°� ~-- 15' Contractor Registration NumbeE UH}-i 1J"03 Expiration Date: (75/4 * *An original or notarized copy of current Washington State Contractor License must be presented atime rmit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: 0 NX1=( Mailing Address: 1 1(6 . �►1�• �. Contact Person: E -Mail Address: tpermits pluslicc changes\permit application (7.2004) Page 1 Wry State 10, Fax Number: State Zip City Day Telephone: Fax Number: L-kinwU Y D Y' r1 0 1). _ 3 1, 7 Z, City State Zip Day Telephone: (015 3404 - ) � Fax Number: (C + 9 ;egg Z W 00 u) J 2u ui 0 g J u. Q rn� I CI I— III Z Z O w 0 N C !— WW HT- u' Z W U= O ~ Z •. - ' Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor 1-70S1, • ' ^ ,,,�;��,�, 1015 i ta NK . J _ 1 2n Floor - ... t . 3r Floor • - . Floors • ' 'thru • . - • , •. , . _ . , Basement Accessory Structure* R Attached Garage - .. .', • Detached Garage , - Attached Carport • . ~ d Detached Carport • Covered Deck Uncovered Deck ! ,• , , -•. ,: t. BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid prit,_,. $ - 7 ) l QQ . Scope of Work (please provide detailed information): 1 rJ Via►LL. - U) r- , b �'Y�IF�Z R',tc��01�� t P2 C 702. S - /G Pr #-/,,r7t Will there be new rack storage? 0 .. Yes ❑ .. No If "yes ", see Handout No. Provide All Building Areas in Square Footage Below PLANNING DIVISION: • Single - family building footprint (area of the foundation of all structures, plus any decks'otter 18 inches and oveEhangs greater than 18 inches) *For an Accessory dwelling, provide the following: f 'I 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: 1Z Compact: Handicap: Will there be a change in use? ❑ ....Yes X.No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: X . Sprinklers 0 ..Automatic Fire Alarm 1pennits plusicc changes \permit application (7.2004) 'U f'1 Ya (-UrY r ❑..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 -1/2 x 11 paper indicating quantities and Material a ety Data Sheets. Page 2 Existing b—iding Valuation: $ for requirements. �a kr •Ft;: +" .. 4c u <r..ri'HV ti a.+5ta;L1 ..*i sl2z;sk+15,`:u3 44,1 ``aYlratx wh; �a tiecols �'i Unit Type: Qty Unit Type: Qty i it Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >10,000 CFM Fire II amper 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermosta 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood /Gas Sto • 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment r MECHANICAL PERMIT INFORMATION — 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 ** Scope of Work (please provide detailed in 'rmation): Valuation of Project (contractor's bid p ce): $ Use: Residential: New ....❑ Replace -nt ❑ Commercial: New .... 0 Replacemen ❑ Fuel Type: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity b= ow: PERMIT APPLICATION NOTES -- Applicable to all permits in this applicatio 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 TI-1)S PERMIT. BUILDING ›NER OR AUTHpRIZ Signature: 1 (Y1. Print Name :4(7' -A Mailing Address: i Date Application Accepted: 11--fer-,0V Date Application Expires: j: ate Staff Initials: ',permits plus \icc changes \permit application (7.2004) Page 4 Day Telephone: r ; i 1. t .4A�i'iu�.0 Z Z a W Jt.) O 0 N D LIJ J N il - W O J LL- < co I Z 2 ZO U � O — O I-- W W I 0 O .. W U= O Z Payee: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z - z ' rt Parcel No.: 7888900155 Permit Number: D04 -414 _, ci Address: 18340 OLYMPIC AV S TUKW Status: PENDING v o Suite No: Applied Date: 11/18/2004 co w Applicant: NORANDEX REYNOLDS INC Issue Date: UJ i U) LL. w 0 Receipt No.: R04 -01555 Payment Amount: 317.77 g Q u) a Initials: SKS Payment Date: 11/18/2004 10:20 AM H w User ID: 1165 Balance: $0.00 z = 1— O z I— w m o U O E o I-- TRANSACTION LIST: H 0 Type Method Description Amount I— L I O Payment Check 25491 317.77 W Z 1= I O fi•- APPLIED HANDLING BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE RECEIPT Account Code Current Pmts 000/322.100 000/345.830 000/386.904 189.86 123.41 4.50 Total: 317.77 1:,./ 1: 13_1 11„ ?.i. Printed: 11 -18 -2004 z h4,.. .„i_'1x`� ::Y.'.. .::C:.L,.:,;...,..r..a..w..,.. �swW:..._..•.n.u,...xfJ. _••%. Jw. e. ae _...:i.�i�.�8..�aui:.w�::J::1: COMMENTS: 0 ,:; , ; / -- Aiter ..o y Address: 183 Dilin Ave S Date Called 1Z 1s" - o4 d XC ?-"O I...o 0 (vFa F %J J4r ,q7, /, Date Wanted: / 2 ,20 J 0 v ap..mm. . Requester: roryi 6aspon r e , A /0 g,1;4/,;11( - l4 / 1��P - .3 ...› . .34,91 L Project: Nor�andex Reynolds Tye f I ction: p Pa o ik spe "&i&K Prof'/ Address: 183 Dilin Ave S Date Called 1Z 1s" - o4 Special Instructions: Date Wanted: / 2 ,20 J 0 v ap..mm. . Requester: roryi 6aspon Phone No: 2 - ,g,4?- 7/39 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 [x4 :4 1zL (206)431 -3670 Approved per applicable codes. �l Corrections required prior to approval. pecto Date: /0Z — -- CY / .00 REINSPECTI. N FEE REI RED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: z W re 2 J U 00 W 1.— U) u. W 0 u_ — 0 �W Z = Zo • W U C) • N • E- r — u' ~O U= O I— z P rict: Type of Ins tion: / 4 Address: q� 7( lei pk/u v D to Calle : 3 i(1 o SJec i I n tructions: Da te Wanted. i 1a r a.m. Requester T 11 m , 7 1 . INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 o K9i 4 Approved per applicable codes. El Corrections required prior to approval. (206)431 -3670 COMMENTS: $47.00 REINSPECTIbN FEE REQUIR . P for to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 00. Call to schedule reinspection. Receipt No.: Date: _ ∎i• .►• +r.g,r PNINNI Nrrn - - N✓`, . Z I I- W JU 00 N 0 U1 _ ° u_a CO = a Z= ZO tu U � N 0 I-- ww O H z Unarco Material Handling 701 16th Avenue East Springfield, TN 37172 Phone: 615- 384 -3531 Fax: 615 - 384 -8468 Project # 1274744 Designed by: FILE COPY Permit Non Norandex Reynolds Tukwila, WA Pallet Rack Calculations October 20, 2004 Seal: D04 -414 REVIEWED FOR CODE COMPLIANCE norwsentro DECO 2004 City Of TJkIiwiia BUILDING onn$.1ON EL/GRES 5_ 0 CITY OF TRECEIVED I KWII A NOV 1 8 2004 PERMIT CENTER .. r._.._. n..... L"_ �.. ua�. wu.... u. �. saL4Y' aA +4i.K..'bf6.::.JJa1i"d.��.:... •L ". r . te a .• 4L:L'Ial�:�:: .'w1.vI.ewu1s:Ciw':fiiw. - z il- w 6 O 0 CO 0 CD la W I � LL w o u a _ • ° I- z = � w ~ w • C U o N = H - u-o w Z 0 z Table Of Contents Page # Contents 0 - Oii Cover Page, Table of Contents and Notes 1 - 4 Pallet Rack Profiles and Design Loads 5 - 6 Rack Beam Analysis 7 -11 Seismic Analysis 12 -13 Column Loading & Column Design Check - SR1 14 -18 Frame Bracing 19 - 21 Beam End Welds, Connector Evaluation and Details 22 - 24 Base Plate Evaluation and Details 25 Back Connector Detail 26 - 27 Cross -Bar Analysis 28 - 34 Re -check for 90" Column Span - SR2 Notes: This rack is designed as a free standing structure and is not tied to the building. The structure has been designed for seismic using the IBC Code. Zip code 98168 for Tukwila, WA. Ss = 142.3%g S1 = 49.1 %g. This structure meets the 2002 Rack Manufacturer's Specifications. O i w OC R J U O 0 c o U) IL, uj 0 u_ < P' a z F ... I-0 Z I-- ui O • N C1 I- II) u j � U ~ O W Z co O • ~ z Pallet Rack Profile - SR1 & SR5 Notes: This is the typical profile - 46 bays. Load per level: Load per bay: Materials: Columns: 3 x 3" 13 ga. Tubular Column T = 0.083" Fy = 55 ksi Fr. Horiz: 2 -1/4" x 1" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Fr. Diag: 2-1/4" x 1-1/2" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Base PL: 1/2" x 6 -1/2" x 8" Base Plate Fy = 36 ksi Anchors: (2) Anchors per Base Plate 1/2" dia. x 3 -3/4" Powers Anchor Bolts Beams: 6.00" x 2.75/1.7" 14 ga. Step Tube Beam T = 0.067 Fy = 55 ksi 8" Connector T = 0.17 Fy = 36 ksi - Use at all levels Note: Shelves have wire decks or crossbars. (Crossbars - shown) 174" 116" 58" 4000 pounds max. 4000 pounds avg. 12000 pounds max. 12000 pounds avg. 96" SR5 168" SR1 42" 12" 42" r �r � 4000# Max./ lev. 192" r 1 r IA 4 AVOIPVO4, 01 .0411 0 67 0 6 1 % S '� %ti %ti %ti %ti%L %ti 0, 41 01 0 0 6.50%. S ti '1 %ti%ti '00001. .40061 r% 00 •010%. '� ti%ti 5.0 %t%% r•rr•r • r• • r• r• r• r• r■ r• r• r. r . r• r. r• r %ti . r• r• r. r• r. r .r.r.e • %.%•% %04,6.% . % % 0100 : .6. i %.% 6. %. i % 04. .5 4. %. 0 i 666 'i J . %% 1 Pallet Rack Profile SR2 Notes: This profile has a 90" bottom column span. Load per level: Load per bay: Materials: Columns: 3 x 3" 13 ga. Tubular Column T = 0.083" Fy = 55 ksi Fr. Horiz: 2 -1/4" x 1" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Fr. Diag: 2 -1/4" x 1 -1/2" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Base PL: 1/2" x 6-1/2" x 8" Base Plate Fy = 36 ksi Anchors: (2) Anchors per Base Plate 1/2" dia. x 3 -3/4" Powers Anchor Bolts Beams: 6.00" x 2.75/1.7" 14 ga. Step Tube Beam T = 0.067 Fy = 55 ksi 8" Connector T = 0.17 Fy = 36 ksi - Use at all levels Note: Shelves have wire decks or crossbars. (Crossbars - shown) 174" 116" 90" 4000 pounds max. 4000 pounds avg. 12000 pounds max. 12000 pounds avg. 168" 192" 42" I— • 4000# Max./ lev. v :v :v :v:v:v = - . .V.V. ti :v :v.v :v:v v :v:v:v'ti ti v:v:v�v :v%v :ti 006 v..k: :v.v. v :v:ti V.V.V , f•r•r•r•r•r•r "0.0. r •r•r•r•r•r•r•r•r•r•0.0.".•••••0•r 0..P. ."."0."?.. .."0.0." "• ".P." "0.r•f•r•r•r• . ~ J • .P • .S • J J. N . P J J •As. .. ' 1.J s .P•J a J � J •J• •J•J • J � J � J Ji J I i J J A a.P ~ . P. A•J•J ' iJ � J � J � •.P • A • Z z 1 z o' J U 00 u,o J i • w w O a. • a I F- _ w F- C) Z f- w U 0-- 0 F- Y W : H H .. z Lid U= 0 z Pallet Rack Profile SR3 Notes: This profile has 5 shelf levels but a short column span (30 "). This proifle need not be rechecked. Load per level: Load per bay: 4000 pounds max. 4000 pounds avg. 12000 pounds max. 12000 pounds avg. Materials: Columns: 3 x 3" 13 ga. Tubular Column T = 0.083" Fy = 55 ksi Fr. Horiz: 2 -1/4" x 1" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Fr. Diag: 2-1/4" x 1-1/2" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Base PL: 1/2" x 6-1/2" x 8" Base Plate Fy = 36 ksi Anchors: (2) Anchors per Base Plate 1/2" dia. x 3 -3/4" Powers Anchor Bolts Beams: 6.00" x 2.75/1.7" 14 ga. Step Tube Beam T = 0.067 Fy = 55 ksi 8" Connector T = 0.17 Fy = 36 ksi - Use at all levels Note: Shelves have wire decks or crossbars. (Crossbars - shown) 150" 120" 90" 60" 30" 168" 192" 42" 54" 42" rm. 4%.0%,14.%ti14 %ti ti%ti%ti ti%N%N% N.%.V.VoO ININIVeVoiltiI.V.Vo . . t%'` %%.%. % % t %ti%ti %ti %.%oh%:%1% %��5 r• r• r• r• r•r•r•r•r•r•r•r•r•r•r•r•r•r•r•.. r•r•r.r•r•r•r•r•r ""...r•r...... •r."... •r•r•r•r. •r•r•r•r•r• J�' .I i J i �J � J � 1 % r � J4 4 J � J.I AN. P J 4, PNA• J L JJ . ...• A• J iJ r iJ iJ P• A Aa .• J t J 3 Pallet Rack Profile SR4 Notes: This profile is less critical than Profile SR1 and need not be checked. Load per level: Load per bay: Materials: Columns: 3 x 3" 13 ga. Tubular Column T = 0.083" Fy = 55 ksi Fr. Horiz: 2 -1/4" x 1" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Fr. Diag: 2-1/4" x 1-1/2" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Base PL: 1/2" x 6 -1/2" x 8" Base Plate Fy = 36 ksi Anchors: (2) Anchors per Base Plate 1/2" dia. x 3 -3/4" Powers Anchor Bolts Beams: 6.00" x 2.75/1.7" 14 ga. Step Tube Beam T = 0.067 Fy = 55 ksi 8" Connector T = 0.17 Fy = 36 ksi - Use at all levels Note: Shelves have wire decks or crossbars. (Crossbars - shown) 128" 90" 54" 4000 pounds max. 4000 pounds avg. 12000 pounds max. 12000 pounds avg. 168" 192" 42" : .o . r. e .o. ti �' 'V r ti r L rtifti� ' • 1 r 'V + , �r ' V�`1 ' ti �' tir f 1 r e . o . rL o.r. r .r.e. r .r. r ti . e. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J. J .J.J.J.J.J.J.J.J.J.J.J.J.J.J.J. z 6 J U C.) C) CO O CO La - CO u_ w g Q . 1_w , z s O zF- U D O N, 0 h- wW H H O W Z U= 0 z . aw � 1. H.A.`:.... ✓.i,l. ty�f�"i..h 4...441i+r � s..:: n�J.'f .,.M .'. t ' Rack Beam 6" 14 Ga. Beam x 168" Long SR1 - SR4 Standard Orientation Beam Cross - Section Standard Orientation 0.067 in. 6 Connector Stiffness: F= Max. Fac. Moment = Max. Unfac. Moment = Fac. End Moment = Unf. End Moment = Fac. C.L. Moment = Unf. C.L. Moment = Deflection: 1.7 2.75 Beam: 6" 14 Ga. Factored Moment Diagram: -6.206 in -kips 168 1.625 LRFD Analysis: Fac. Load / Beam = 1.2 DL + 1.4 PL + 1.6 LL + 1.4 IL Fac. Load / Beam = 3.216 kips For Deflection Check: Unfactored Load = DL + PL + LL Unfactored Load = 2.055 kips 270 in -k/rad 8.4 in -kips 6 in -kips 6.206 in -kips 3.966 in -kips 61.338 in -kips 39.196 in -kips 61.338 in -kips Fac. Moment in. -6.206 in -kips 0.796 in. C.L. Deflection Code = E= Fy = Fu = L= Beam Self Weight = Beam Orientation Cold Work Effects ?: Applied Shelf Loads: Extra Dead Load = Product Load = Live Load = RMI Impact Factor = Load Per Beam: Dead Load / Beam = Prod. Load / Beam = Live Load / Beam = Imp. Load / Beam = FEM = M e= End Reaction Summary: End Moment DL = End Moment PL = End Moment LL = End Moment IL = End Shear DL = End Shear PL = End Shear LL = End Shear IL = Defl. = L/ 180 = WxL "2/12 FEM / G where: G = 2EIx / FL + 1 G = 7.256 ci)Mn = Beam - O.K for stress. 0.796 in. 0.933 in. 4600 29500 55 70 168 55.342 Standard Y Deflection - O.K. ksi ksi ksi in. pounds 0 pounds 4000 pounds 0 pounds 0.125 0.055 kips 2 kips 0 kips 0.25 kips 0.107 in -kips 3.859 in -kips 0.000 in -kips 0.482 in -kips 0.028 kips 1.000 kips 0.000 kips 0.125 kips 89.944 in -kips 5 SR5 - Beam 0.059 in. Deflection: 4-3/16" 16 Ga. Beam x 096" Long Standard Orientation Beam Cross - Section Standard Orientation 4.18 Fac. End Moment = Unf. End Moment = Fac. C.L. Moment = Unf. C.L. Moment = -5.213 in -kips Connector Stiffness: F= Max. Fac. Moment = Max. Unfac. Moment 1.7 Beam: 4- 3/16" 16 Ga. Factored Moment Diagram: 2.75 • 1 LRFD Analysis: Fac. Load / Beam = 1.2 DL + 1.4 PL + Fac. Load / Beam = 3.175 kips For Deflection Check: Unfactored Load = DL + PL + LL Unfactored Load = 2.021 kips 270 in -k/rad 8.4 in -kips 6 in -kips 5.213 in -kips 3.318 in -kips 32.889 in -kips 20.933 in -kips 96 in. Applied Shelf Loads: Extra Dead Load = Product Load = Live Load = RMI Impact Factor = Load Per Beam: Dead Load / Beam = Prod. Load / Beam = Live Load / Beam = Imp. Load / Beam = 1.6LL +1.4IL FEM = M e= 32.889 in -kips Fac. Moment 0.388 in. C.L. Deflection -5.213 in -kips End Moment DL = End Moment PL = End Moment LL = End Moment IL = End Shear DL = End Shear PL = End Shear LL = End Shear IL = Defl. = L/ 180= Code = E_ Fy = Fu = L = ...:::::::9g ..:.:.::.::. Beam Self Weight = 20.927 Beam Orientation Standard Cold Work Effects ?: Y End Reaction Summary: 0.388 in. 0.533 in. Deflection - O.K. 29500 55 70 00: 0.125 0.021 kips 2 kips 0 kips 0.25 kips WxL ^2/12 FEM / G where: G = 2EIx / FL + 1 G = 4.873 ksi ksi ksi in. pounds pounds pounds pounds 0.034 in -kips 3.283 in -kips 0.000 in -kips 0.410 in -kips 0.010 kips 1.000 kips 0.000 kips 0.125 kips cl)Mn = 44.084 in -kips Beam - O.K for stress. 6 3 Percent PL Load Column Elx Table Single P1 74930 Backer #N /A #NIA Elevation 58 116 174 0 0 0 0 0 0 Column Column DL PL 0.15 0.15 0.15 0 0 0 0 0 348 0.45 12 Level Cum F 1 1 2 0.870716 3 0.54883 4 0 5 0 6 0 7 0 8 0 9 0 10 0 FUNDAMENTAL PERIOD OF VIBRATION Double Computed 4 4 4 0 0 0 0 0 T = 1.131417 seconds Average to Max. PL ratio > contributing base shear - - - -> Distribution exponent -(k) > < -- Column Code Kx <-- - -E *Ix T > Distribution exponent -(k) - ---- -> Ft Value - ---- -> Column Column Column LL Tot. Load Cu. Load 4.15 12.45 4.15 4.15 0 0 0 0 0 0 0 0 12.45 8.3 4.15 0 0 0 0 0 0 0 WORKSHEET V--- ---- -> 100 V above fl. Shelf 67 Ft = .07 *T *V -- - - -> 1.316 Ft for V =1 kip -> Distr. part of V =1 -> 1.7 1.13 No. of Levels 3 1.316 O Top El. 174 Column W W * h ^k H Code 2.83 592.1854 0.129284 P1 2.83 1474.393 0.321886 P1 2.83 2513.907 0.54883 P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.49 4580.485 1 W* L Pcr Delta_P Mag. Fac Delta_T Delta_TA2 Fi *Delta T 58 76.06794 0.762476 1.1957 0.911693 2.352249 0.117868 58 76.06794 1.426376 1.122477 1.656905 7.769295 0.533334 58 76.06794 1.844846 1.057705 2.099522 12.47462 1.152281 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22.59617 1.803482 0.241196 0.241 0.0191 P300792, 1 Zipcode Lookup Output! USGS Earthquake Hazards Program The input zip -code is 98168. ZIP CODE LOCATION DISTANCE TO NEAREST GRID POI NEAREST GRID POINT Probabilistic ground motion 10 %PE in 50 yr PGA 33.112930 0.2 sec SA 72.323174 0.3 sec SA 61.401939 1.0 sec SA 21.501949 The input zip -code is . Zip code is zero and we go to the end and stop. PROJECT INFO: Home Page SEISMIC HAZARD: Hazard by Zip Code NT http: // eqint. cr. usgs.gov /eq /cgi- bin/zipcode.cgi values, in 5 %PE in 50 yr 45.888500 110.120399 98.998154 31.489161 98168 47.4892 Lat. -122 1.2063 kms 47.5 Lat. -122.3 %g, at the 2 %PE 66. 142. 128. 49. .2991 Long. Long. Nearest Grid point are: in 50 yr 142754 260406' 414307 095829 L 1 IA I WA- 7U6 Page 1 of 1 10/21/2004 8 5 Note: The racks are designed using Section 1622.3.4 of the IBC 2000 Code. This section allows design to be in accordance with the RMI Specifications except for the following: 1.) Ca = S_ds / 2.5 and Cv = S_d1 2.) Cs shall not exceed 0.14. Seismic Ground Factors: Ss = S1 = Site Class = D Table 1615.1.2(1) Table 1615.1.2(2) RMI Cs Computation: Down Aisle: Cs = 1.2 * Cv / R* T ^.6667 Cs = 0.090983 Cross Aisle: Cs= 2.5 *Ca /R Cs = 0.237167 Level IBC 2000 Seismic Equations 142.3 %g or 49.1 %g or Fa = Fv = Seismic W Coefficient = Seismic W Coefficient = Ss = S1 = 1 Sms = 1.509 Sm1 = RMI Ca and Cv Values per IBC2000 Section 1622.3.4: Ca = Sds /2.5 = 0.38 Cv = Sd1 = 0.49 1.423 g 0.491 g 1.42 • 0.74 0.133 D. aisle V = 1.128 kips 0.237 C. aisle V = 2.014 kips %displ. Drift Level 100A/H 1 1.028011 58 1.77 2 1.868301 116 1.61 3 2.36739 174 1.36 4 0 0 0.00 5 0 0 0.00 6 0 0 0.00 7 0 0 0.00 8 0 0 0.00 9 0 0 0.00 10 0 0 0.00 Sds = Sd1 = T= 1.131 R= 6 W= D +.67P +.25L Cs_min = 0.14 Sds W = 8.49 kips Cs = 0.133 R= 4 W= D +.67P +.25L Cs_min = 0.14 Sds W = 8.49 kips Cs = 0.237 0.95 0.49 gA z re w Jo• 00 u) o w -i _ H w O L Q. co = F- _ z � � z H LLI • w U O N � H w • w E- H Lt. 0 . . . z O z t:.,.. .)i,'.L:{:4,i..:i.wl.;.. , .:..:. 4 �. c': sx :�.a:iNt.Li.�Jn�,42: =it�:.d`�.. F�tii'iF:ik..4�i.xT:f' ✓.,r �.. t1.w.t... Column Portal Analysis: %V_da - this column: Col. Base Shear —> Beam Depth - > First beam Elev. - -> 2nd beam Elev. —> 3rd beam Elev. —> Dist. Level #1 —> Dist. Level #2 --> RACK COLUMN MODEL: 0.18147 kips Beam End Moments 14.87024 in -kips 0.07 kips 50 0.564 6 58 116 174 0.129 0.322 Beam End Moments 11.60477 in -kips 40 909 kips 0.5638 kips 4-- 0.5638 kips Column Design Moments: ( Unfactored Moments) Bottom Column span - - -> Second Column span ---> % V - this column kips in. in. in. in. 15.5043 in -kips 14.23619 in -kips Infl. Point Col. #1 - -> Infl. Point Col. #2 - -> lnfl. Point Col. #3 - -> Lower Col. Span - - -> 2nd Column span - -> 3nd Column span —> 8.973 in -kips 14.23619 in -kips 84 in. Elev. (point of counterflexure) Col. Mom. at joint 14.23619 15.5043 in -kips Col. Moment at joint 15.5043 Col. Moment at base 0.5 0.5 0.5 55 in. 58 in. 58 27.5 in. Elev. (point of counterflexure) Seismic Beam End Moments: Level #1 14.870 in -kips Level #2 11.605 in -kips Cross - Aisle Seismic Analysis - All levels Loaded Cross aisle base Shear - -- - - -> 2.014 kips Frame Depth > W value per shelf -> 2.83 kips Face to C.G. - Col. -> Bottom Shelf (Y /N)? N Bottom shelf level 0 Hn Hi H1 Design Load on Compressive side B: Factored Uplift on Anchors: U max= 2.014 41-- DL = PL = LL = E_ E_ -1.385 kips Elevation 0 Elevation 58 116 174 0 0 0 0 0 0 6.987 kips (at floor) W 0 W 2.83 2.83 2.83 0 0 0 0 0 0 0 0 0 0 8.49 kips - total base sh. Load /Col. 0.225 kips 6 kips 0 kips U max= 0.9 *DL +0.9 *PL -E W * Elev Dist. Force Moment 0 0.000 0.000 0.000 W * Elev Dist. Force Moment 164.14 0.167 0.336 19.464 328.28 0.333 0.671 77.857 492.42 0.500 1.007 175.178 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 984.84 1 2.014 272.500 Load /Fr. (Kips) 0.45 12 5.490 kips - evaluated at 29 " EL. for column design Anchors and Base must resist this Load. 42 in. 1.5 in. Elevation M_ot E 0 272.500 6.987 58 155.714 3.993 116 38.929 0.998 174 - 58.393 -1.497 0 116.786 2.995 0 116.786 2.995 0 116.786 2.995 0 116.786 2.995 0 116.786 2.995 0 116.786 2.995 0 116.786 2.995 0 116.786 2.995 0 116.786 2.995 /0 <Lti'u:.1:Xw.•�.+'si:�riJ:+ta?w" x. i.'.` xx�ua IWGti' ti. 11 .�:+.ms,Ci:.:cw✓us.....1.rc...: z I z w 6 J U 00 co 0 w1- � u_ . w u_ a co = Z I I- 0 Z I- 0 O I- w • w u- O W z 0 = O ~ z —► H top Cross - Aisle Seismic Analysis - Top Level Loaded Cross aisle shear/ Shelf > 0.671 kips Frame Depth -- - -> 42 in. Column DL ----> 0.225 kips Column PL > 2 kips Column LL > 0 kips 1 �— 0.671182 kips - base shear for top load only DL = PL = LL = Elevation W Dist. Force Mot 174 2.83 0.225 kips 2 kips 0 kips E = 2.995 kips Factored Uplift on Anchors: U_max = 0.9 *DL +0.9 *PL -E U_max = -0.992 kips Anchors and Base must resist this Load. 1 0.671182 116.7856 11 Rack Column Design Conditions: Using AISI LRFD Methods: Column DL = 0.225 kips DL = Dead Load Column PL = 6 kips PL = Product Load Column LL = 0 kips LL = Live Load Cross -aisle E = 5.490 kips Down -aisle M_e = 15.504 in - kips Case I - No Seismic Gravity Loaded only (Axial load on column) P fac ns= 1.2 *DL +1.4 *PL +1.6 *LL P fac ns = 8.67 kips Case II - Cross -Aisle Seismic (Axial load on column) P fac e= 1.2 *DL +0.85 *PL+ 0.5 *LL +E P fac_e = 10.86 kips Case Ill - Down -Aisle Seismic (Axial load + bdg mom. on column) P fac e= 1.2 *DL +0.85 *PL +0.5 *LL P fac_e = 5.37 kips M fac_e = 15.50 in - kips Equivalent Eccentricity = M_fac / P_fac Equivalent Eccentricity = 2.89 in. The axial resistance of the column, (Phi * Pn) must be greater than the larger of the axial load from Case I and Case II. cI)Pn = 21.81 kips - see next page Max. Factored Axial Load = 10.86 kips Column is - 0. K. - The axial resistance of the column with the load applied eccentrically must be greater than the P face value in Case III. Pu_ecc = 7.90 kips - see next page Max. Ecc. Fac. Axial Load = 5.37 kips - from Case Ill above Column is - 0. K. - i • Tube Column Code 33 Depth = 2.95 Fy = 55 Width = 3 Fu = 70 T = 0.083 Q = 0.98 Inside Bend Radius 0.125 Kx = Ky = LRFD ANALYSIS: Pfac max 10.86 kips Axial Load Utilization 49.80 percer 't Pfac_e = 5.37 kips Ax. & Bdg Utilization 68.01 percent Mfac_e = 15.504 in -kips Gov. Utilization 68.01 percent As a Standard Rack Frame: Frame Prod. Load: 12000 lbs. Utilization: 39.18 percent Rack Fr. PL Capac. 30630 lbs. Gross Section Properties: A = 0.936 inA2 Ix = 1.270 in"4 Sx = 0.861 inA3 Rx = 1.165 in. Axial Resistence: KxLx/Rx = 80.27 KyLy /Ry = 32.21 Sigma_ex 45.18 ksi Sigma_ey 280.65 ksi Bending Resistence - X Axis: Ix net = 1.065 in "4 Sx_net = 0.722 inA3 Sc = 0.715 in "3 UNARCO SUPER CLOSED TUBE COLUMN Column Section: 3x3x13Ga. Tube Hole Pattern II 1.7 Lx = 55 Eccentricity 2.89 1 Ly = 38 ly = 1.303 in"4 Sy = 0.869 inA3 Ry = 1.180 in. (TB,II,IG or EP) Fe = 45.18 ksi Ae = 0.776 i02 Lambda_c 1.103 Pn = 25.66 kips Fn = 33.04 ksi Phi_Pn = 21.81 kips Anetmin = 0.786 in "2 Fr. Cap = 30630 lbs. Pe = 42.31 Pu_ecc = 7.896 kips Myx = Mn = Phi Mn = 47.370 in -kips 39.308 in -kips 37.343 in -kips 1 3 Rack Frame Bracing: Horizontal Brace: Cross - Aisle Base Shear = Horizontal Length = Diagonal Length = Diagonal Angle = 42" Material = 2 -1/4" x 1" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Design Compression = cDPn = ♦__ 2.014 kips 2.014 kips 3.885 kips - O.K. 2.014 kips Fu = 50 ksi 36 inches Horizontal: 51.375 inches T = 0.064 in. 45 degrees Diagonal: T = 0.064 in. Diagonal Brace: Material = 2 -1/4" x 1 -1/2" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Design Compression = Base Shear / Cos(Angle) Design Compression = 2.848 kips cDPn = 4.492 kips Lower Brace O.K. Design Compression Upper brace = 3.511 Brace Welds: cDPn = 3.633 - O.K. - Phi Vnw = 0.6 * Fu * t kips per inch of weld Phi_Vnw = 1.92 kips per inch Weld Both Legs - - O.K. - /4 z H Z w JU 00 N O co Lu J H W O g a . I �.. W Z � F- O Z F- w U � O N F-- W W . U U O w Z U2 OH z Enter Section Code - - - - - -> B -61 Depth ---- - - - - -> 2.25 Flange ---------- - - - - -> 1 Lip ------------ ---- -> 0 Thickness > Inside Bend Rad. > Kx Ky Kt Lx - ---> Ly -_--- -> Lt - -> Gross Section Properties: A = 0.255 inA2 lx = Sx = Rx = Axial Resistance: Sigma_ex 169.898 Sigma_ey 21.581 Sigma_t 37.053 Sigma tfo 34.516 Fe = 21.581 X - Axis Bending: Sxnet = Sc = My = Me = Y - Axis Bending lynet = 0. Synet = 0. My = 1. Me = 4. ANALYSIS OF C- SHAPED COLUMNS USING AISI / RMI METHOD 0.193 inA4 0.172 inA3 0.870 in. 0.172 inA3 0.169 inA3 6.176 in -kips 7.897 in -kips - Web Tension: 023 inA4 032 inA3 205 in -kips 464 in -kips 0.064 0.125 1 1 0.8 36 *** 36 *** 36 *** ly = X_bar = Sy_lips = Sy_w = Ry = Anetmin = 0.255 inA2 Ae = 0.255 inA2 Lambda = 1.292 Fn = 17.910 ksi Mc = Mn = OMn = Mc = Mn = OMn= Y - Axis Bending - Web Compression: lynet = 0.025 inA4 Mc = Synet = 0.033 iO3 Mn = My = 1.205 in -kips OMn = Me = 109.961 in -kips 0.025 inA4 0.236 in. 0.033 inA3 0.092 inA3 0.310 in. Cbx --- - - ---> Cby Ctf ---- - - - - -- > Fy------------ - - - - -> Fu -- 5.371 in -kips • 5.293 in -kips 4.763 in -kips Frame Horizontal Brace Hole Pattern - - - - -> Eccentricity --- - - - - -> Q --- - - - - -- > N/A Q or AISI Method - -> AISI FOR SOLUTION TYPE "Ctrl + r" Alpha ---- -- -- - - - - -> 0 1.205 in -kips 1.153 in -kips 1.038 in -kips 1.205 in -kips 1.205 in -kips 1.085 in -kips Beta = J= Cw = Ro = m= Xo = j9 = Pn = OPn = Pe = Pu_ecc = 1 1 36 50 0.712 0.000348 inA4 0.021 in^6 1.094 in. 0.352 in. -0.588 in. 1.217 4.570 kips 3.885 kips 43.355 kips 3.885 kips 5456 ) S z • z r4 6 O 0 cn o J co LL w 0 J u. Q = • d I- w z � F- O Z F- LU uj U � O N o I- w w U O u i Z U= O ~ Z Axial Resistance: Sxnet = Sc = My = Me = lynet = Synet = My = Me = ANALYSIS OF C- SHAPED COLUMNS USING AISI / RMI METHOD Lower Frame Diagonal Brace Enter Section Code - - - - - -> B -62 Depth > 2.25 Cbx - - -- > 1 Flange - ----- > 1.5 Cby ------- - - - - -> 1 Lip ---------------- - ----> 0 Ctf ------------ - - - - -> 1 Thickness ---- -- ----> 0.064 Fy - - - - -> 36 Inside Bend Rad. - - -> 0.125 Fu - - -- ---- = 50 Kx -- > 1 Hole Pattern - - - -> Ky > 1 Eccentricity - - ---- -> Kt > 0.8 Q --- - - - - -> N/A Lx -- > 51.375 *** Q or AISI Method - - -> AISI Ly > 51.375 *** FOR SOLUTION TYPE "Ctrl + r" 51.375 * ** Alpha - - - - - -- > 0 Gross Section Properties: A = 0.319 inA2 ly = X_bar = lx = 0.269 inA4 Sy_lips = Sx = 0.240 inA3 Sy_w = Rx = 0.919 in. Ry = Sigma ex 93.120 Sigma_ey 25.990 Sigma _t 23.650 Sigma_tfo 20.733 Fe = 20.733 X - Axis Bending: 0.240 inA3 0.195 inA3 8.622 in -kips 11.527 in -kips Y - Axis Bending - Web Tension: 0.034 inA4 0.042 inA3 2.615 in -kips 5.140 in -kips Anetmin = 0.319 inA2 Ae = 0.304 inA2 Lambda = 1.318 Fn = 17.405 ksi Mc = Mn = cPMn= Mc = Mn = oMn= Y - Axis Bending - Web Compression: lynet = 0.075 inA4 Mc = Synet = 0.073 inA3 Mn = My = 2.615 in -kips oMn = Me = 92.616 in -kips 0.075 inA4 0.433 in. 0.073 inA3 0.162 inA3 0.485 in. 7.590 in -kips 6.178 in -kips 5.560 in -kips 2.495 in -kips 1.522 in -kips 1.370 in -kips 2.615 in -kips 2.615 in -kips 2.354 in -kips Beta = 0.509 J = 0.000436 inA4 Cw = 0.064 in ^6 Ro = 1.457 in. m = 0.588 in. Xo = -1.021 in. j9 = 1.472 Pn = 0Pn = Pe = Pu_ecc = 5.285 kips 4.492 kips 29.722 kips 4.492 kips 6310 ANALYSIS OF C- SHAPED COLUMNS USING AISI / RMI METHOD Upper Frame Diagonal Brace Enter Section Code -- > B -62 Depth -- - ---- -> 2.25 Flange - ----- > 1.5 Ix = Sx = Rx = Sigma_ex Sigma_ey Sigma _t Sigma_tfo Lip - - - -- ----> Thickness ------ --- - -> Inside Bend Rad. --> Kx > Ky Kt Lx Ly Gross Section Properties: A = 0.319 inA2 Axial Resistance: Lt- - ---- - -> 0.269 inA4 0.240 inA3 0.919 in. 61.194 17.079 18.034 15.466 Fe = 15.466 X - Axis Bending: Sxnet = Sc = My = Me = Y - Axis Bending lynet = 0. Synet = My = Me = 0.240 0.195 8.622 8.160 inA3 inA3 in -kips in -kips - Web Tension: 036 inA4 0.044 inA3 2.615 in -kips 3.887 in -kips 0 0.064 0.125 1 1 0.8 63.375 63.375 63.375 *** ly = X_bar = Sy_lips = Sy w= Ry = Anetmin = Ae = Lambda = Fn = Mc = Mn = OMn = Mc = Mn = 0Mn= Y - Axis Bending - Web Compression: lynet = 0.075 inA4 Mc = Synet = 0.073 inA3 Mn = My = 2.615 in -kips mMn = Me = 61.372 in -kips *** 0.075 inA4 0.433 in. 0.073 inA3 0.162 inA3 0.485 in. 0.319 inA2 0.315 inA2 1.526 13.563 ksi Cbx ---- -- - - -- -> Cby ------- Ctf ------ --- - -> Hole Pattern --- - -> Eccentricity ---- ---- -> Q - w_______ --> N/A Q or AISI Method -> AISI FOR SOLUTION TYPE "Ctrl + r" Alpha - ---- > 0 6.768 in -kips 5.509 in -kips 4.958 in -kips 2.363 in -kips 1.573 in -kips 1.416 in -kips 2.615 in -kips 2.615 in -kips 2.354 in -kips Beta = J= Cw = Ro = m= Xo = j9 = Pn = oPn = Pe = Pu_ecc = 1 1 36 50 0.509 0.000436 inA4 0.064 in^6 1.457 in. 0.588 in. -1.021 in. 1.472 4.275 kips 3.633 kips 19.532 kips 3.633 kips 5103 17 z • z � w QQ � - J O 0 u c • LIJ J H � w 0 g = • a • w Z = z� O - • C2 O 1-- w w H I- ..z U =, • O ~ z COLUMN TO BRACING CONNECTIONS Diagonal: 2 -1/4" 1 -1/2" II 0.064 in. 36 ksi Horizontal: 2 -1/4" 1" 0 0 0.064 in. 36 ksi Fillet size = 1/8" Weld Both Legs 2.95" • 18 z re LLI 6 J U 0 0 CO WI -i 1- • u.. WO • Q = W F- _ ? t-- F- O Z I- U D O S D I- W W I-- U` H IL 16 .. z Off' z Beam Size > 4600 Fu > 70 Lw = C.A. = Ycg -top = Ycg -bot = Arm = Zx = 10.375 in. 2.59375 in. 1.424 in. 1.297 in. 2.721 in. 0.946 inA3 Mnw = cMn = cDVn = Standard Beam End Weld Strength Seg. L ' Yc L *Yc Phi V Coeff Phi * Vnw 1 3.4063 1.7031 5.8013 0.55 0.750 11.608 2 1.7813 0.8906 1.5864 0.55 0.750 8.464 5.1875 7.3877 20.0717 66.200 in -kips 39.720 in -kips 20.072 kips 2.59375 in. Beam End Weld Check Seismic Non Seismic Dead Product Live Seismic Factored Factored Shear 0.025 1 0 0 0.880 1.43 Moment 0.107 3.859 0 14.870 18.279 5.531 Seismic Load Factor - -- - - -> 1 Factored Moment - - ---> 18.278609 Factored Shear > 0.88 T = 0.067 6 interaction result - > 0.214 Beam End weld - O.K. 4.375 /c) z Z r w 6 U U O (n o w= -I F w O ga w Q cn I 1- w z = !— O z w uj D p O C. /2 O 1-- w • w cp w z z Weld Beam - -> 6418 Weld - -> C ( S,L,C or W) Fu - - -> 70 WELD Beam depth > 4.18 Y Beam Top Width ----- --- - -> 1.7 Y Beam Bottom Width -- > 2.75 Y Ledge Width > 0.8 N Ledge Height > 1.625 N Rear of Beam > 2.555 N Beam T Weld Yc Weld lx Weld Sx 0.059 1.836 1.473 0.628 Mnw 43.984 Phi Mnw 26.390 Based on Phi = 0.6 Beam End Weld Check Seismic Load Factor > 1 Factored Moment > 18.27861 Factored Shear > 0.88 WELD ANALYSIS SPREADSHEET 4.18 Seismic Non Seismic Dead Product Live Seismic Factored Factored Shear 0.025 1 0 0 0.88 1.43 Moment 0.107 3.859 0 14.870 18.279 5.531 Interaction result > 0.483 Beam End weld - O.K. 1.7 2.75 Segment Weld Y L *Y L * YA2 I own L/t V coeff Phi _V 1 4.180 2.090 8.736 18.259 6.086 70.847 0.750 0.550 2 2.750 0.000 0.000 0.000 0.000 46.610 0.750 0.550 3 0.000 0.000 0.000 0.000 0.000 0.000 1.000 0.600 4 0.000 0.000 0.000 0.000 0.000 0.000 1.000 0.600 5 0.000 4.180 0.000 0.000 0.000 0.000 1.000 0.600 6 1.700 4.180 7.106 29.703 0.000 28.814 0.750 0.550 8.630 15.842 47.962 6.086 Vnw 26.731 Phi Vn 14.702 Phi may vary - some welds longitudinal See tables above 1.625 2.555 Vn Phi_Vn 12.948 7.121 8.518 4.685 0.000 0.000 0.000 0.000 0.000 0.000 5.266 2.896 26.731 14.702 Page 22 20 1 Z ct w QQ � J U O 0 CO CO al -J w 0 u_? • a � Z = F- 0 Z 1- w • w U � O - O w �I U • 1- w = 0 z � iAJ .- i7:1:.''•ay «�S.S :J;,�.v;.wl i : :.w -:w. Pins Pin 8" IG CONNECTOR (3 Pin ) Conn. End Moment from DL = Conn. End Moment from PL = Conn. End Moment from LL = Conn. End Moment from EL = Case II Factored End Moment = Case V Factored End Moment = Governing Factored Moment = Connector O.K. Safety Lock T =0.15" Fy = 36 ksi 0.107 in -kips 3.859 in -kips 0.000 in -kips 14.870 in -kips 5.531 in -kips 18.279 in -kips 18.279 in -kips 6" Tested Ultimate = Connection for 6" beam - shown Same connector used for 4- 3/16" beam. 4- 3/16" beam to have C -weld. 28 in -kips 21 z frw re 6 _J C.) 00 c o CO ILI J N 11 w IL Q w = I-w Z = F- 0 Z F- w . 0 O • - D 1- w W H H u O .. Z w U = O F" Z �.;..:dl.•;:i. M'e .= h:1'ri�: G.�L;cc='ti'+ �5 -t Base Plate Evaluation: For pure uplift: Plate Strength: Plate Width: Plate Depth: Plate Thickness: Column Width: Column Depth: lx plate: Sx_plate: Zx_plate: Fy = cPMn= # of Anchors/ PI. Interaction Equation: Factored Uplift: 4 0.692 kips 4 Anchor Bolts: Anchor Code Concrete F'c value -> Embedment Seismic Uplift > 1.3846732 kips Seismic Shear /col. -> 1.0067725 kips > Anchor force: 6.5" 8.00" (U / cPUn) ^2 + (V /'Vn) ^2 <= 1.0 Uplift term = Shear term = Combined Term = 8.00 in. 6.5 in. In. in. in. 0.068 in ^4 0.271 inA3 0.406 inA3 36 ksi 13.894 in -kips 1.385 kips 2 per of plate V 0.692 kips J 1-- 0.75 in. Plate Moment: 0 1/2" dia. Powers Power -Stud psi 2.5 in. 0.044 0.019 DL = PL = LL = E_ Seismic shear /col. = U_fac = .9 DL + .9 PL - U U_fac = - 1.38467 kips No. Anchors / plate = 2 Anchor bolt diam. = 0.5 in. F 2 M L M_fac = Plate Bending Utilization: Util % = Plate is O.K. 4) = .55 (From 2002 RMI Specifications) Ultimate Uplift: Ultimate Shear: 0.063 Anchors - O.K. 4.4 % 0.606 in -kips 5971 pounds 6670 pounds 0.55 z '~ w 00 N o WI J w O LL. Q. ce = d I... Z = I-O Z i-- O • - O 1- w W u - O. lll 0 - 0E- Z Base Plate Evaluation: For Base Moment > D /6: Eccentricity: Plate Strength: Plate Width: Plate Depth: Plate Thickness: Column Width: Ix_plate: Sx plate: Zx plate: Fy = cbMn = DL = 2.887 in. PL = 5.37 kips LL = Seismic Base Moment = D.A. Seismic shear /col. = I Anchor force: 0.416 kips Y= 7.383 in. 8.00" 8.00 in. 6.5 in. 0.5 in. 3 in. 0.068 inA4 0.271 inA3 0.406 inA3 36 ksi 13.894 in -kips Anchor Bolts: Anchor Code > .5 PPS 2.50 Concrete F'c value -> 3000 psi Embedment - - - -> 2.5 in. Seismic Uplift/side.: 0.416 kips Seismic Shear > 0.2819 kips Uplift term = Shear term = Combined Term = # of Anchors/ Pl. > 1 Interaction Equation: (U / OUn) ^2 + (V / cDVn)A2 <= 1.0 Per Side of plate 0.016 0.006 0.022 0 kips 0.382 ksi Moment on plate = F= As = n= K1 = K2 = Y= Y/3 = Pc = Pt = Max. Stress = Str. at side of col. _ Moment on plate = Plate Bending Utilization: Util % = Ultimate Uplift: Ultimate Shear: Anchors - O.K. 45.8 °A) Plate is O.K. 0.225 6 0 15.5043 0.564 3.25 0.1963 10 - 3.33838 11.12342 - 80.6448 inches 1.554 inches 5.786 kips 0.416 kips 0.382 ksi 0.177 ksi 6.370 in -kips factored 6.370 in -kips factored = .55 (From 2002 RMI Specifications) kips kips kips in -kips kips inches in ^2 5971 pounds 6670 pounds 0.55 23 2 re w aa � J0 00 N O CO CU J w 0 2 QQ LLQ co = I- Ill Z = F- O Z ~ U 0 O N 0 H 111 u Hr- iti Z 0~ Z Base Plate Detail: 6.5 in. 0.75 in. 3/4"; 5" Area under column: Plate Bending: T= t req= • • 0 AISC -LRFD floor bearing strength: ctPp /A eff= 'Px2x.85xfc' = 0.6 cOPp = 3060 psi 8.00" 6.5" U 0 0 0 n DL = 0.225 PL = 6 LL = 0 P_fac= 1.2 DL+ 1.4 PL+ 1.6 LL P_fac = 8.67 kips • 0 Check for plate stiffnes for floor bearing under factored load: 1/2" x 6-1/2" x 8" Base Plate Fy = 36 ksi 11/16" dia. holes for anchors plus center paint drain holes. Anchors: 2 required 1/2" dia. Powers Power -Stud :1 -3/4" Column Width: 3 in. (down- aisle) Column Depth: 3 in. Effective rectangle: .95 x W= 2.85 in. 8 • 5 in. m= .95 x D = 2.85 in. •. ,;5 in. n = Concrete F'c value -> 3000 ksi A_eff = 42.25 sq. in. 0.5 in. 0.205 in. from AISC -LRFD Volume II page 11 -59. Util % = 41.1 % Plate is O.K. 1.825 in. 1.825 in. Stress on floor from P_fac /A_eff: a = 205 psi - factored Util % = 6.7 % a = 147 psi - unfactored Plate is O.K. (for floor bearing) Back Connector Detail rr 12" or 54" El Top View 2" 12 ga. Material 50 ksi Use (2) 1/2" dia. T -bolts to connect to columns. Elevation View of Back Connector re q L JU 0 co CO LU L. w O u_ a CO d = W ? ►- z !-- uj 2 • p O • N CI F- w Z H H u' O , LU - . OF" Z Crossbar Load on Cross bar: 48 " Pallet 2000 # Pallet on 2 Crossbars Li) - 1=== O ,===r 6 .__ 2.75 " 36.5 "Clear beam width , 42 " Over the beams Load Factor = 1.4 W = ((Pallet Wt. /1000) x Clear dist) / (Pallet Depth x # Crossbars) W = 0.760 kips M = W x Clear / 8 in -kips M = 3.469 in -kips - Unfactored M = 4.857 in -kips - Factored 2.95" 2" 2" 1 -5/8" L J 1 -5/8" r 1 2" .45" .45" Crossbars With Return Lips Design Crossbar cDMn Utiliz. % Choice Strip Wi. Strip Len. Thickness Weight 2 x 1 -5/8" 16 ga. 5.617 86.47 5.625 45 0.059 4.377 2 x 1 -5/8" 14 ga. 6.254 77.66 5.625 45 0.067 4.952 2 x 1 -5/8" 13 ga. 7.444 65.25 5.625 45 0.083 6.100 2 x 1 -5/8" 12 ga. 8.589 56.55 5.625 45 0.1 7.320 3 x 1 -5/8" 16 ga. 5.947 81.67 6.625 45 0.059 5.156 3 x 1 -5/8" 14 ga. 6.627 73.29 X 6.625 45 0.067 5.832 3 x 1 -5/8" 13 ga. 7.899 61.49 6.625 45 0.083 7.184 3 x 1 -5/8" 12 ga. 9.13 53.20 6.625 45 0.1 8.621 Unlipped Crossbars Crossbar 2 x 2" 16 ga. 5.074 95.73 5.75 35.25 0.059 3.505 2 x 2" 14 ga. 5.734 84.71 5.75 35.25 0.067 3.965 2 x 2" 13 ga. 7.034 69.05 5.75 35.25 0.083 4.884 2 x 2" 12 ga. 8.387 57.91 5.75 35.25 0.1 5.861 : itriu' fl i. i( tu%,.: o�. tuirj '7r�;;,yy,b.F,�v:e:.•.it..i< z Z . w I re 2 J U 00 W = J w u Q . i d � w z = I- O z I- O • N O I- w • w • O ill O - 0 ~ z Enter Section Code -- - - ---> Depth ----- ----- -> Flange --------- ---- -> Lip---------------- - - - - -> Thickness ----- - ----> Inside Bend Rad. - -> lx = Sx = Rx = Sxnet = Sc = My = Me = Synet = My = Me = •. - • uA a ••• Kx - - - - - -> Ky Kt Gross Section Properties: A = 0.440 inA2 Axial Resistance: Y - Axis Bending lynet = 0. Y - Axis Bending lynet = 0. Synet = 0. My = 7. Me = 534 Ly > Lt-------> 0.614 inA4 0.416 inA3 1.182 in. Sigma_ex 305.377 Sigma_ey 77.317 Sigma _t 50.024 Sigma_tfo 45.958 Fe = 45.958 X - Axis Bending: 0.416 inA3 0.408 inA3 20.819 in -kips 51.122 in -kips - Web Tension: 155 inA4 0.147 inA3 7.363 in -kips 19.325 in -kips 2.95 1.625 0.45 0.067 0.125 1 1 36.5 *** 36.5 * ** 36.5 *** ly = X_bar = Sy_Iips = Sy w= Ry = Mc = Mn = Phi_Mn = Mc = Mn = Phi_Mn = - Web Compression: 155 inA4 Mc = 147 inA3 Mn = 363 in -kips Phi_Mn = .153 in -kips 0.155 inA4 0.536 in. 0.147 inA3 0.273 inA3 0.595 in. Anetmin = 0.440 inA2 Ae = 0.440 inA2 Lambda = 1.043 Fn = 31.711 ksi 14 ga. Crossbar: Cbx ------------ - - - - -> 1 Cby ------------- - - - - -> 1 Ctf---------------- - - - - -> 1 F y __- _______--- --_M -> 50 Fu -- = 65 Hole Pattern -- --- - -> Eccentricity - - - - - -> Q > Q or AISI Method - - -> AISI FOR SOLUTION TYPE "Ctrl + r" Alpha ----------- - - - - -> 1 20.515 in -kips 20.079 in -kips 18.071 in -kips 7.315 in -kips 7.363 in -kips 6.627 in -kips 7.363 in -kips 7.363 in -kips 6.627 in -kips Beta = J= Cw = Ro = m= Xo = j9 = Pn = Phi_Pn = Pe = Pu_ecc = Fr. Cap = 0.501 0.000658 inA4 0.318 in ^6 1.870 in. 0.786 in. -1.322 in. 1.918 13.937 kips 11.847 kips 134.217 kips 11.847 kips 16639 pounds z7 aa:riii:'m '�ii.».,i:n+±.wf Pallet Rack Profile SR2 Notes: This profile has a 90" bottom column span. Maximum load per level for this profile is 3200# due to higher bottom shelf elevation. Load per level: Load per bay: Materials: Columns: 3 x 3" 13 ga. Tubular Column T = 0.083" Fy = 55 ksi Fr. Horiz: 2 -1 /4" x 1" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Fr. Diag: 2 -1/4" x 1 -1/2" 16 ga. C -Shape Strut T = 0.064" Fy = 36 ksi Base PL: 1/2" x 6-1/2" x 8" Base Plate Fy = 36 ksi Anchors: (2) Anchors per Base Plate 1/2" dia. x 3 -3/4" Powers Anchor Bolts Beams: 6.00" x 2.75/1.7" 14 ga. Step Tube Beam T = 0.067 Fy = 55 ksi 8" Connector T = 0.17 Fy = 36 ksi - Use at all levels Note: Shelves have wire decks or crossbars. (Crossbars - shown) 174" 116" 90" 4000# Max./ lev. 3200 pounds max. 3200 pounds avg. 9600 pounds max. 9600 pounds avg. 168" 42" r I 192" r •ti•ti• N050%.%06.%•%• . 7411 111. ti•'Nti�4 ti�ti�ti�'��ti.11.1�'��ti�ti� 006 p0 60 . 6.%06. .000%.%.%.ti ti %.4.... ..L •••%os 'L ..ti f•f•f• •f•1'•f•f•f • % r.P•r• %40 r. f■ f. r. r. f. f. . . f. f. f. f f f . f. f. f. f. f .f.f.f.f.f■.f■.f. f f■■f.f. f.f. • J 1 i J�J J�J�JLJ�J i �,i 0 1� ~ r• ~ i�� ~��'i 'i i� ~ i� i� , i L��� � i�~ i�'i i����� i�'i 1 i J a i i� ~'i i y� z z ` '~ w C ¢¢ j JU 0 coo OD UJ J OD w w O w N = w � Z E- w . U :O - H w W . W Z 0 N' F. H z 3 Average to Max. PL ratio ---- -> Percent PL Load contributing base shear - --- -> Column Elx Table Distribution exponent -(k) - - -> Double Single P1 74930 Backer #N /A #N /A Column Column Elevation DL PL 90 0.15 3.2 116 0.15 3.2 174 0.15 3.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 380 0.45 9.6 Level Cum F 1 1 2 0.815195 3 0.536626 4 0 5 0 6 0 7 0 8 0 9 0 10 0 FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET <.- Column Code Kx - - - - -> <--- - -E *Ix T - - - - -> Computed Distribution exponent -(k) - - - -> Ft Value - - -> Column Column Column LL Tot. Load Cu. Load T = 1.733894 seconds 3.35 10.05 3.35 6.7 3.35 3.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 67 1.617 1.7 1.73 1.617 0 V ----> V above fl. Shelf Ft = .07 *T *V > Ft for V =1 kip -> Distr. part of V =1 -> W W *h ^k 2.294 3315.916 2.294 4998.296 2.294 9628.565 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10.05 6.882 17942.78 No. of Levels 1 W* L Pcr Delta_P Mag. Fac Delta_T Delta_T^2 Fi *Delta_T 90 31.59167 2.848852 1.466538 4.177949 40.04235 0.772106 26 378.5393 2.904844 1.018019 4.234949 41.14242 1.179724 58 76.06794 3.314009 1.046068 4.662964 49.87897 2.502269 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 131.0637 4.454099 0.127578 0.128 0.0155 3 Top El. 174 Column H Code 0.184805 P1 0.278569 P1 0.536626 P1 0 0 0 0 0 0 0 Z9 x hii.: ':; i:.:,, 1fw} xiimtii:• u'; Yt;: li:` �wt:. p.' w' bi4 :�'riSlKZti`- ii+Ss4+a;, ".ik�:ed 5 Ss = S1 = Site Class = D Cross Aisle: Cs= 2.5 *Ca /R Cs = 0.237167 Seismic W Coefficient = Seismic W Coefficient = Level IBC 2000 Seismic Equations Note: The racks are designed using Section 1622.3.4 of the IBC 2000 Code. This section allows design to be in accordance with the RMI Specifications except for the following: 1.) Ca = S_ds / 2.5 and Cv = S_d1 z 2.) Cs shall not exceed 0.14. ` I z re W JU Seismic Ground Factors: N o wO 2 L a Table 1615.1.2(1) Fa = 1 Sms = 1.42 Sds = 0.95 Q d Table 1615.1.2(2) Fv = 1.509 Sm1 = 0.74 Sd1 = 0.49 H w zI. RMI Ca and Cv Values per IBC2000 Section 1622.3.4: ' z O 0 Ca = Sds /2.5 = 0.38 L La Cv = Sd 1 = 0.49 v a w RMI Cs Computation: o F.; T = 1.734 w w Down Aisle: R = 6 W = D + .67P + .25L F H LI Cs =1.2 * Cv / R* T ^.6667 Cs_min = 0.14 Sds W = 6.882 kips O Cs = 0.068447 Cs = 0.133 ili Z U� F. H. O 1 %g or 49.1 %g or Ss = S1 = 1.423 g 0.491 g R = 4 W = D + .67P + .25L Cs_min = 0.14 Sds W = 6.882 kips Cs = 0.237 0.133 D. aisle V = 0.914 kips 0.237 C. aisle V = 1.632 kips %displ. Drift Level 100NH 1 3.818734 90 4.24 2 3.870834 116 3.34 3 4.262048 174 2.45 4 0 0 0.00 5 0 0 0.00 6 0 0 0.00 7 0 0 0.00 8 0 0 0.00 9 0 0 0.00 10 0 0 0.00 3 z Column Portal Analysis: %Vda - this column: Col. Base Shear - -> Beam Depth ----- > First beam Elev. —> 2nd beam Elev. - - - -> 3rd beam Elev. > Dist. Level #1 --- --- - -> Dist. Level #2 - - - -> RACK COLUMN MODEL: 0.127309 kips Beam End Moments 12.36158 in -kips 0.08445 kips 50 0.457 6 90 116 174 0.185 0.279 Column Design Moments: ( Unfactored Moments) Bottom Column span - - - -> Second Column span - - ---> % V kips in. in. in. in. Beam End Moments 5.97763 in -kips 4-- 726 kips 1— 0.4570 kips 0.4570 kips this column 19.87996 in -kips 4.843186 in -kips Infl. Point Col. #1 - -> Infl. Point Col. #2 - -> Infl. Point Col. #3 –> Lower Col. Span - - -> 2nd Column span - -> 3nd Column span - -> 7.112 in -kips 4.843186 in -kips Col. Mom. at joint 4.843186 19.87996 in -kips Col. Moment at joint 19.87996 Col. Moment at base Seismic Beam End Moments: Level #1 12.362 in -kips Level #2 5.978 in -kips 0.5 0.5 0.5 87 in. 26 in. 58 100 in. Elev. (point of counterflexure) 43.5 in. Elev. (point of counterflexure) 3i 1 re LI i 00 CD CI MI I wO g co = d 1 w Z i- 0 Z I/1 t u U � 0- O F- W u O LIJ U = O ~ z il Cross - Aisle Seismic Analysis - All levels Loaded Cross aisle base Shear - -> 1.632 kips Frame Depth ---- -> W value per shelf -> 2.294 kips Face to C.G. - Col. -> Bottom Shelf (Y /N)? N Bottom shelf level 0 Hn Hi H1 t Design Load on Compressive side B: Factored Uplift on Anchors: Elevation W W * Elev Dist. Force Moment 0 0 0 0.000 0.000 0.000 Elevation W W * Elev Dist. Force Moment 90 2.294 206.46 0.237 0.387 34.791 116 2.294 266.104 0.305 0.498 57.796 174 2.294 399.156 0.458 0.747 130.042 0 0 0 0.000 0.000 0.000 0 0 0 0.000 0.000 0.000 0 0 0 0.000 0.000 0.000 0 0 0 0.000 0.000 0.000 0 0 0 0.000 0.000 0.000 0 0 0 0.000 0.000 0.000 0 0 0.000 0.000 0.000 0 0 0.000 0.000 0.000 0 0 0.000 0.000 0.000 0 0 0.000 0.000 0.000 6.882 871.72 1 1.632 222.629 Elevation M_ot E 1.632 kips - total base sh. 0 222.629 5.708 1- Load /Fr. 90 75.733 1.942 Load /Col. (Kips) 116 33.296 0.854 DL = 0.225 kips 0.45 174 - 38.949 -0.999 PL = 4.8 kips 9.6 0 91.093 2.336 LL = 0 kips 0 91.093 2.336 0 91.093 2.336 0 91.093 2.336 E = 5.708 kips 0 91.093 2.336 (at floor) 0 91.093 2.336 E = 3.825 kips - evaluated at 45 " EL. for column design U_max= 0.9 *DL +0.9 *PL -E U_max = -1.186 kips Anchors and Base must resist this Load. 42 in. 1.5 in. 0 91.093 2.336 0 91.093 2.336 0 91.093 2.336 1 Z re al u6= UO • Ci W= W O 2 g Q cc I _ Z F .. I- O Z I- Ul U � O - O I- W W I- r - U. Z El U= 0 F. z Rack Column Design Conditions: Using AISI LRFD Methods: Column DL = Column PL = Column LL = Cross -aisle E = Down -aisle M_e = 0.225 kips 4.8 kips 0 kips 3.825 kips 19.880 in - kips DL = Dead Load PL = Product Load LL = Live Load Case I - No Seismic Gravity Loaded only (Axial load on column) P fac_ns = 1.2 * DL + 1.4* PL + 1.6 * LL P fac_ns = 6.99 kips Case 1I - Cross -Aisle Seismic (Axial load on column) P fac_e = 1.2 * DL + 0.85* PL + 0.5* LL + E P fac e = 8.18 kips Case III - Down -Aisle Seismic (Axial load + bdg mom. on column) P fac e= 1.2 *DL +0.85 *PL+ 0.5 *LL P fac e = 4.35 kips M_fac_e = 19.88 in - kips Equivalent Eccentricity = M_fac / P_fac Equivalent Eccentricity = 4.57 in. The axial resistance of the column, (Phi * Pn) must be greater than the larger of the axial load from Case I and Case II. qPn = 10.52 kips - see next page Max. Factored Axial Load = 8.18 kips Column is - 0. K. - The axial resistance of the column with the load applied eccentrically must be greater than the P face value in Case III. Pu_ecc = 4.27 kips - see next page Max. Ecc. Fac. Axial Load = 4.35 kips - from Case III above Column is Close enough 3 3 z w 6 00 w = . J }- w 2 g Q � H ZO 2 j . U ❑ O N ❑ I-- WW h=- U u- W z Tube Column Code 33 Depth = 2.95 Fy = 55 Width = 3 Fu = 70 T = 0.083 Q = 0.98 Inside Bend Radius 0.125 Hole Pattern 11 (TB, I I, IG or EP) Kx = 1.7 Lx = 87 Eccentricity 4.57 Ky = 1 Ly = 38 LRFD ANALYSIS: Pfac max 8.18 kips Axial Load Utilization 77.73 percent Pfac _e = 4.35 kips Ax. & Bdg Utilization 101.89 percent Mfac_e = 19.880 in -kips Gov. Utilization 101.89 percent As a Standard Rack Frame: Frame Prod. Load: Rack Fr. PL Capac. Gross Section Properties: A = 0.936 in "2 Ix = 1.270 in ^4 Sx = 0.861 inA3 Rx = 1.165 in. Axial Resistence: KxLx/Rx = 126.98 KyLy /Ry = 32.21 Sigma_ex 18.06 ksi Sigma_ey 280.65 ksi Bending Resistence - X Axis: lx_net = 1.065 in ^4 Sx_net = 0.722 in ^3 Sc = 0.715 in ^3 UNARCO SUPER CLOSED TUBE COLUMN Column Section: 3x3x13Ga. Tube 9600 lbs. Utilization: 64.99 percent 14772 lbs. ly = 1.303 in ^4 Sy = 0.869 in ^3 Ry = 1.180 in. Fe = 18.06 ksi Ae = 0.781 in ^2 Lambda_c 1.745 Pn = 12.37 kips Fn = 15.84 ksi Phi_Pn = 10.52 kips Anetmin = 0.786 in ^2 Fr. Cap = 14772 lbs. Pe = 16.91 Pu_ecc = 4.269 kips Myx = Mn = Phi Mn = 47.370 in -kips 39.308 in -kips 37.343 in -kips Z ;f- Z ce 00 • 0 J = H N u_ w 0 u- ¢ co =w = Z � E- 0 Z I- 111 to U o o O N wW m E- u. O .. w 1-: ~. Z 05 -03 -2005 TOM GASTON 8531 S 222 KENT, WA 98031 RE: Permit No. D04 -414 18340 OLYMPIC AV S 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 -time extension up to 180 days. Extension requests must be in rvritinz 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 06/18/2005, 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, Stefania Spencer, Permit Technician xc: Permit File No. D04 -414 Bob Benedicto, Building Official City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 - 431 -3665 ' ism+ n. i.::. i:,; ie: c.:: .,;:n,4ivld1;3:L"jt:.�:::�Al;. �"s 4—, ��k.: L'• i4i .,rvrt:F,s�i';W4:liMYuiitc'i2 ACTIVITY NUMBER: D04 -414 DATE: 11 -18 -04 PROJECT NAME: NORANDEX REYNOLDS INC. SITE ADDRESS: 18340 OLYMPIC AVENUE X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision #afterTbefore permit is issued DEPA TMEN�T Buildi g ivision [� Public Works ❑ Complete Documents /routing sllp.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions a (I Mg/ I ? ' Fire Prevention L�J Structural ❑ DETERMINAT ON OF COMPLETENESS: (Tues., Thurs.) Incomplete d REVIEWER'S INITIALS: PERMIT COORD COPY Planning Division Permit Coordinator DUE DATE: 11 -23 -04 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 12 -21 -04 Not Approved (attach comments) ❑ Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: z 1Z w JU U ( o LIJ (" w � gQ u_ • a I F - Z E- z0 U� O N D I_ w tL O Z W H O z (4; U8 /1 / /U4 lUrr UM:LO rAA L3J J0O 8083 ArrLiGU nAnInAnli DEPARTMENT. OF LABOR AND ' BI - NDUSTRIES The original executed document was presented to me, a notary public, this eighth day of May 2004. This document, impressed with my seal, is a true and accurate copy of the original. )114/ Mary L. Tucker Notary Public, residing in Kent, WA Commission Expira July 1, 2000 • —111mo ..• ' * 1 / i� % %i W A S • lgJ U UL z _ '~ w tt Jo 00 J N W uJ 0 W Q = w z � 1- 0 z►- w • 0 O • - O H W LLo w z U T O I — AREA OF I +GK.GUPANCY = I SITE PLAN 1 /64' =1' - 0 ' 4: NORANDEX REYNOL» EXIT EXISTING WAREHOIUSE TO REMAIN ANCY :=.32 • EXISTING TENANT DEMISING WALL • • EXISTING • VACANT SPACE . NEYV PORTION OF TENANT , DEMISING WALL ADDITION • • OLYMPIC AVENUE SOUTH ADJACENT TENANT PROJECT DIRECTORY OWNER: ARCHITECT: CONTRACTOR: RREEF 1600 Christensen Road. Suite 10 TUKWILA, WASHINGTON 98188 CRAFT ARCHITECTS PLLC 2111 3rd Avenue SEATTLE, WASHINGTON 98121 OUT FOR BID LEGAL DESCRIPTION TAX PARCEL NUMBER 788890-0155-06 ZONING: cooE EDITION: CONSTRUCTION OCCUPANCY CLASSIFICATION: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM: USE CLASSIFICATION: AREA SEPARATION: OCCUPANT LOAD CALCULATION: 1100 S.F.OFFICE/ 100 = 1252 S.F. WAREHOUSE /500 = 17082 TOTAL SQUARE 00TArGE EXIT REQUIREMENT MC 1003.1) WAREHOUSE: OFFICE: TOTAL: PARKING CALCULATION: 1100 SF OFFICE 0 1/250 15982 SF WAREHOUSE 0 1/2000 C /L1 2003 IBC /CURRENT FIRE CODE TENANT IMPROVEMENT B/S -1 118 (SPRINKLERED) FULLY SPRINKLERED NIIKIEe JE1'o. 2 1 2 ENERGY CODE 2 Kt/VILA, itiORIBMG 2 1 4 A TOTAL REQUIRED 12 • SEPARATED USES PER IBC 302.3.2 S -1 TO VACANT NO REQUIRED SEPARATION Contact: Phone: Fax: SOUTHCENTER SOUTH INDUSTRIAL PARK LOTS 19 & 20 AMINO TUKWILA SHORT PLAT NO MF 78 -19 —SS RECORDING NO 7807210798 SO PLAT DAF — BEG SW COR LOT 16 PLAT U► SOUTHCENTER SOUTH INDUSTRIAL PARK TH N 78 -36 -10 W 360 FT ' TH N 11 -23 -50 E 698.25 FT TH ALG CURVE TO RGT RAD 110 FT ARC DIST 172.79 FT THRU C/A 90-00 -00 TH S 78 -36 -10 E 480 FT TH ALG CURVE TO RGT RAD 110 FT ARC DIST 17279 FT THRU C/A 90 -00-00 TH S 11 -23 -50 W 648.25 FT TH ALG CURVE TO LFT RAD 50 FT ARC DIST 78.54 FT THRU C/A 90 -00 -00 TH N 78 -36 -10 W TO P06 CODE /ZONING INFORMA11ON 11 12 TOTAL OCCUPANT' ',CIAO 43 TOTAL OCCUPANT LOAD Contact: TRAVIS HALE Phone: (206) 431 -8336 Fax: (206) 241 -7512 Contoct: KATHRYN CRAFT Phone: (206) 720 -7001 Fax: (206) 720 -2949 1 E TIMING AND TEIIIWT IIIPNOVEMDITS 9*1 MINT* OR IMPROVE EXISTING COMMONS AS 'ER ENERCY CODE REQUIREMENTS. • a • YV/6 'ti CODE wriruAnicE APPPOIRTO DEC 0 0 2004 BUILDING DIVISION • spix1-4114 I'w'..M► Orr '21« w+'7 • — .. NORANDEX REYNOLDS REV ! BY T UKWILA, ff PERMIT DRAWINGS OWNER: NORANDEX REYNOLDS 8450 S. BEDFORD RD MACE DONIA, OH 44056 Arr Above Finished Floor ADJ .Adjustable AB Anchor Bolt APP Approximate Q.. At B.G. . Bar Grating B.O.B Bottom of Beam B.0.5. Bottom of Steel C/C Center to Center Cl R . Clear COL Column CONC Concrete CONT Continuous CW... Catwalk DET Detail 0.. Diameter DIA .. Diameter DIM Dimension DBL Double DWG Drawng EA .. Each ELEV Elevation EQ . Equal EQUIP Equipment EXIST Existing EXT Exterior GA Gage GAIN . Galvarnied tIRl ri draft t1DW .. hardware M Height ID .. Inside Diameter K.P. Kick Plate MAX 11. Maximum Mech Mechanical MtZZ Mezzanine MIN .. Min MISC Mf5cellaneous NOM . Nominal NIC Not in Contact NT5 Not to Scale NO Number OC On Center OPG Opening OPP Opposite OD Outside Diameter 05B Oriented Strand Board PNT Paint PR . Pair PART. Partial PERIM Perimeter PL Plate PLF . Pounds per Linear Foot PsF Pounds per Square foot PSI .Pounds per Square Inch RAD Radius w-- --REF . , Reference RtP Repair REQ Require(d) REV . Revision RMI Rack Manufacturers Institute SECT Section SF Square Feet SIM Sim tar SPEC Specification STR . Stair ST Steel STRUC Structural TI1K . Thick T.C. Top of Concrete T.O.B. Top of Beam T.O.C.W Top of Catwalk T.0 F. Top of Frame T.O.R. ....Top of Roller T.5. Top of Slab T.ST. Top of Steel T4G Tougue and Groove TYP Typical U.O.N. ....Unless Otherwise Noted V.I.F. Venfy in Field VERT Vertical W. Width/Wide W/ With W/O Without W . Wire Deck SYMBOLS DETAIL CALLOt'T SHCTION(ALLOI'T REVISION DETAIL DRAWING WHERE SHOWN DRAWING WHERE CALLED OUT DETAIL NUMBER DRAWING WHERE SHOWN DRAWING WHERE CALLED OUT JOBSITE: NORANDEX REYNOLDS 18340 OLYMPIC AVE TUKWILA, WA 98168 I. REFER TO THE UNARCO PALLET RACK INSTALLATION INSTRUCTIONS AND THE RACK USER'S MANUAL. 3. THE INSTALLER 15 TO VERIFY ALL LOCATION DIMENSIONS PRIOR TO THE START OF INSTALLATION. 4. ALL LOCATION DIMENSIONS ARE TO THE CENTERLINE OF THE BUILDING COLUMNS, OUTSIDE EDGE OF UPRIGHT FRAME AND POSTS AND TO The TOP OF SUPPORT BEAMS AND CATWALK BEAMS. UNLESS OTHERWISE NOTED. 2. ALL VERTICAL DIMENSIONS SHOULD BE TAKEN FROM THE TOP OF BASE PLATE. 5. ALL T -BOLT CONNECTIONS ARE TO BE TIGHTENED WITH A TORQUE WRENCH TO 90 FT. -U35. MINIMUM, 1 W FT. -LBS. MAXIMUM. G. ALL FRAMES L POST ARE TO BE PLUMB. ALL BAYS AR TO BE 5QUARE. 7. DESIGN CRITERIA: A. IBC Code: ZIP CODE 98 168 TUKWILA, WA 55 = 142.3%g 51 = 49.1%9 8. THIS STRUCTURE IS TO BE ADDED TO AN EXISTING BUILDING. IT 15 DESIGNED AS A FREE STANDING STRUCTURE AND IS NOT TIED TO THE BUILDING. OTHER MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE SUPPRESSION SYSTEMS ARE TO BE PERMITTED SEPARATELY. UNARCO MATERIAL HANDLING, INC 701 16th A VENUE EAST SPRINGFIELD, TN 3 7172 615- 382 -3531 DRAWING INDEX I, DATE APP'D 1 REVISIONS 701 16th AVE EAST P.O. BOX 547 1SPRINGFIELO, TN 37172 UNARCO MATERIAL HANDLING 1 P4: 615- 384 -3531 FAX: 815 -384 -8468 DRAVN JGH CHECKED APP'D DATE 10 -18 -04 DATE DATE TITLE PAGE PILE Permit Na • (RACK LAYOUT 1 274 -PO 1 SECTION VIEWS 4 DETAILS 1 274744 -P02 r.. BUILDING DIVISION • Plan tow appoils' Is sect to errors and dooms does not autheitie the *lotion of any sailed cads or admixes Aeoelpt Hof approved Add Copy and (1Y v1 Dom I Z ' 3 ' 1274744 -POO USE DIMENSIONS SHOWN DD NOT SCALE DRAWING This drooling Is the property of UMW) MATERIAL HANDLING end Is to be used exclusively For the •+or+ufocture and /or Installation of the product shown thereon. ReawED FOR CoDE 1'x'°'°' DES O B X 0 44 C j ulwiIa O� BUILDING DI SIM 1111. DESCRIPTION ON OUOT[ NO ‘ Jr .• 2004 U DO441 4 TITLE PAGE NORANDEX REYNOLDS TUKWILA, WA CITY OVA NO 1 8 2 PuU caw V V ....11.1..8.. 1RAVtNG ND 1274744-P00 . r": -. �. L r — .r..w.. W. «.. ialr�i .+i►..i�r•.�/�'.RM�> .� �+'riJvLi.. r i1. M' , y�ifw►r� . '.c. •A ."o f . w '► <.. 7.2rit *•th.. • 0 0 (f) SR1 SR1 SR1 SR1 I. SR4 SR4 7 BAYS @ 171' + 3' = 100' -0' (1200' SR4 SR1 BAYS @ 171' Q 4- 3' = 128' -6' (1542') 7 BAYS a 171' Q ♦ 3' a 100' -0' (1200'> 5R4 REV BY DATE APP'D 10 BAYS @ 171' Q + 3' = 142'-9' (1713') 10 BAYS @ 171' + 3' = 142' -9' (1713') .1. SR4 2064' SR2 SR2 REVISIONS J14 SR4 SR2 a , U SR4 a,. 192' 0 Cr ~ _U UNARCO MATERIAL HANDLING 701 16th AVE EAST P.O. BOX 547 AFIELD, TN 37172 PH: 615-W-3531 FAX: 615-364-6466 DRAVN JGH CHECKED APP'D w SR2 DATE 10 -18 -04 �A SR2 • QFFT66 USE DIMENSIONS SHOWN DO NOT SCALE DRAWING /h1: drawing Is the ty Or UNARC MATERIAL HANDLING and is to bf used exclustvely for the wsnufscture and /or Installation of the product shown thereon. . • 444' DEZCR IPTION D 01 SIAM NO 64' 1111 [VI RACK LAYOUT NORANDEX REYNOLDS TUKWILA, WA • • f'1Tb A NOV 1 8 2004 Pow- cent* SIAVTNG 10 1274744 -POl 13 GA. N ii. 1 0.063 IN 1.700 1.625 . 14 GA. T11 • 0.067 IN l FY ii. O Q 7~15 FV• 55Kai O 16 G1 2.250 111 • 0.064 IN K - 36 K• r , sz; 16 .. 111 - 56K IN FY • 56 Kai © g © . 16 0A. .ZSO h . �� ! r! 1.000 12 G . FY • d0 M el •000 O O O O 0 O 111.0.00041 3.000 o t$ - 0.047 IN FY • 66 KO ED • • B)TYP. FOR 6" BEAMS (168 ") C TYP. FOR 4.188 BEAMS (96 ") 174' 168' CLEAR 4000 MAX PER SHELF SRi BAY PROFILE 46 BAYS 156' CLEAR 192' T.D.F. TYP. i 174' T.O.B TYP. 116' T.O.B. 58' T.O.B. 42' T =0.17' FY =36 ks1 IM 4 3/16" BEAM ON 8" CONNECTOR DETAIL ZD 4 138' 54' 42' 174' 168' CLEAR 3200 MAX PER SHELF SR2 BAY PROFILE 5 BAYS i/r T =0.17' FY =36 ksl §" BEAM ON 8 CONNECTOR DETAIL 192' CLEAR REV BY 192' T.O.F. TYP. 174' T.O.B. 116' T.O.B •90' T.O.B TYP. DATE 1 APP'D 3' 174 168' CLEAR 4000 # MAX PER SHELF G 12' OR 54' • TYP. BACK CONN. DETAIL 96' 42' 12'- 42' REVISIONS SR3 BAY PROFILE 14 BAYS 2 ANCHOR BOLTS PER BASE PLATE 2 1/2' EMBEDMENT REQ. 3/4' 0 t V TYP. BASE PLATE DETAIL ti 192' CLEAR ' 3' 3 '--- 192' T.O.F. TYP. TYP. 150' T.O.B. 120' T.O.B. 90' T.O.B 0' T.O.B. 30' T.O.B. UNARCO MATERIAL HANDLING 701 16th AVE EAST P.O. BOX 547 SPRINGFIELD, TN 37172 P14: 615-384-3531 FAX: 615 -384 -8460 —10' 30' DRAWN JGH CHECKED APP'D 42' --- 12' • -4 2' - 174' 168' CLEAR i► 4000 MAX PER SHELF SR4 BAY PROFILE 7 BAYS SUGGESTED CROSS BAR PLACEMENT DATE 10 -18 -04 DA TE DATE USE DIMENSIONS SHOWN DO NOT SCALE DRAWING This drawing is the property of UNARCO MATERIAL HANDLING and Is to be word •xctwslvty For the Pa naiscture and /or InstaUstIon of the product shown thereon. I'. 3' 3' 192' T.O.F. TYP. 128' T.O.B. 90' T.O.B. 54' T.O.B. REVIEWED FOR MODE COMPU ANCE pproomothairn DEC 0 NGS q Of Tukwila BUILDING DIVISION r al ON r tRift NO 192' CLEAR ]3* r I 102' -- ' 96' CLEAR NORANDEX REYNOLDS I'UKWILA, WA - �•*-.4 2' ---- • 4000 fi MAX PER SHELF SR5 BAY PROFILE 1 BAY 9. SECTION VIEWS & DETAILS —3' 3 192' T.O.F. TYP. 174' T.O.B. TYP . 116' T.O.B. 58' T.D.B. RE QTY — A NOV 1 8 2004 Mbar cumin 4P*141q Wri.71187" DESCRIDTION ' Al NO PAWING NO 1lEV. 1274744 ' PAWING 1274744 —PO2 J 46 ..:.....i+.L:.. -.► ..*.._.�.,,.�.,r,_.,,M;..�.+U .+M.•.lW. i►'. «.. .��I.• a ir'f..a. ...� 1�. ..t ,WA