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HomeMy WebLinkAboutPermit D07-198 - JOHNSTON SUPPLY - STORAGE RACKSJOHNSTONE SUPPLY 1105 ANDOVER PK W D07 -198 Parcel No.: 3523049110 Address: 1105 ANDOVER PK W TUKW Suite No: City -of Tukwila Tenant: Name: JOHNSTON SUPPLY Address: 1105 ANDOVER PK W , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: TWO NINE THREE & FOUR LTD Address: 1325 4TH AVE SUTFE 1940 , SEATTLE WA 98101 Phone: Contact Person: Name: PAT JUTTE Address: 18205 ANDOVER PK W , TUKWILA WA 98188 Phone: 206 575 -0755 Contractor: Name: RACK OPTIONS LLC Address: 4113 77 ST , OLYMPIA WA 98501 Phone: Contractor License No: RACKOOL977QE DESCRIPTION OF WORK: PALLET RACKING Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC -10/06 DEVELOPMENT PERMIT $0.00 Fees Collected: $489.63 International Building Code Edition: 2003 Occupancy per IBC: * *continued on next page** Permit Number: D07 -198 Issue Date: 06/13/2007 Permit Expires On: 12/10/2007 Expiration Date: 11/07/2007 D07 -198 Printed: 06-13 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City o Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D07 - 198 Issue Date: 06/13/2007 Permit Expires On: 12/10/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: 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 theperformance of work. I am authorized to sign and obtain this development permit. Signature: doc: IBC-10/06 f J Print Name: Date: 19-13 Date: 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. D07 -198 Printed: 06-13 -2007 Parcel No.: 3523049110 Address: Suite No: Tenant: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 1105 ANDOVER PK W TUKW JOHNSTON SUPPLY 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 11: ** *FIRE DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. D07 -198 ISSUED 06/06/2007 06/13/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 5: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 6: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 10: 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. 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 14: 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 D07 -198 Printed: 06-13 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 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) 15: 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) 16: 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) 17: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4 -4) 18: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 19: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 20: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 21: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 22: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 23: 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) 24: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 25: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, doc: Cond -10/06 D07 -198 Printed: 06-13 -2007 1006.3) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 26: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 27: 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) 28: 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 rue 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) 29: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 30: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 31: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 32: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 33: Aisles between racks shall be a minimum width of 8 feet when mechanical stocking methods are used. 34: Maintain minimum 6" longitudinal flue space between back -to -back racks. (NFPA 13- 12.3.1.14.1) 35: 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) 36: Clearance between ignition sources, such as light fixtures, heaters and flame - producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 37: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinlder head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 38: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 39: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: Cond -10/06 D07 -198 Printed: 06-13 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 40: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * *continued on next page ** D07 -198 Printed: 06-13 -2007 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: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Print Name: Date: D07 - 198 Printed: 06-13 -2007 FROM : SITE LOCATION FAX NO. : Jun. 6 2007 9: 1.9PM oiste CITY OF TUKWILA Community Dtwelopment Dopartment Pub& Works &payment Permit Center CXQ Suuthcenter Blvd., Suite WO Tukwila, WA 98188 CONTACT PERSON - who do we contact when your perattc Is read to be bayed I GENERAL CONTRACTOR INFORMATION — ,..SCantractar laformation for MectianicalW) zLitonnbbn and Gate Piping (pg Company Name: //,44_ 0 1 1 1 ; 7 1 Mart Address: 13 77 .4 E-Mail Address: Company Name: Mailing Address: Contact Person. E.Mail Address: Company Name: r Mailroe Address: 1 0 ov.pocitomown...A.,AL;e0.6 oft Lule3-2M tintwattaitax 71Avitial I. Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No, Public Work s Permit No. Project No. Applications and plans must be complete in ca to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Waal" King Co A,ssessor's Tax Site Address: i i n 6 bill ipvg....,--. 4 tle, Tenant Name: - 77 - t) in 1.-., 5 74 6' IV_ b / New Tenant, Property Owners Name: / Mailing Address: City ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record , es City Day Telephone: Fax Number POI- LS__ Sotitv Zip Name. .4 7 Day Telephone_ m Aft 0 5 n-e14, ve-r- 4 k Jt,kt wit 9°,9irt city spit. zip E-Mail Address: Pj fi ii-o-S42-u4 #4 tya Fax Number: 20 6 S7 S- / 7/ City state Zip Contact Person: 1 F7 Day lelephone: L3 en 4 Fax Number 7 b 1), -r. 6/4 Contractor Registration Number:. 00 77 Q Expiration Date:._ jj115_ ARCJUTECT OF RECORD — Al plus must be wet stamped by Architect of Record ou &lite Zip Cr' zip Contact Persoo: 9 efrl pr Day Telepbone: y ti h 6'2_19 E-INtiag. Address; pe r _ . fl 1 Fax Number: L ir/ (A Lar2.1_ ..po Paea of 6 BUILDING PERMIT INFORMATION 206-431-3670 Valuation ofPivject (contractor's bid price): $ 1.3, 3 °Y 0 Existing Building Valuation: $ Scope of Work (please provide detailed information) - ✓ / �eY e � i el FFiX NO. : Jun. 4 2007 9: 41P 1 P2 Will there be new rack storage? .... Yes ❑.. No If yes, a separate pcsmit and plan submittal will be requires . • T Provide AS Building Areas in Square Footage Below PL,NMNG DIVISION: Single family building footprint (area of the foundation ofail structures, plus any decks over 18 inches and overhangs greater than 18 inches) — For an Accessory dwelling, provide the following Lot Area (sq ft) Floor area of principal dwelling: Floor area of accessory dwelling: "Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. NumberofParkiag Stalls Provided; Standard: Comet Mardi Will there be a change in use? U....,.. No If `yes ", explain: FIRE PROTECTION/ HAZARDOUS MA'T'ERIALS; ..... Sprinklers Q Automatic Fire Ahern Q . -.Norm [J Other (specify) Will lime be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ./f "yes; attach Est of naatrrial! and locations on a separate 8 - 112 ". 11' paper inducing 'pommiesandAla[srial SO t/LiataSheets. SEPTIC SWUM Q .. ..... Orr - site Septic System - For on - site septic system, provide 2 copies of a current *Eric design approved by King County Health Department Q •urbomm.A.,..- nppi..4. r,. l:rYa0006 • rrmal ppxaae4ane Reieed 5 was b Page 2of6 Existing Interior Remodel Addition to Existing Structure New Typo of Construction per IBC Type of Occupancy per IBC 1 Fl oor Floor - 3�` Floor - Floors thru Basement Accessory Structure Attached Garag Dora Garage Aussched Carp Detached Carport Covered Deck Uncovered beck BUILDING PERMIT INFORMATION 206-431-3670 Valuation ofPivject (contractor's bid price): $ 1.3, 3 °Y 0 Existing Building Valuation: $ Scope of Work (please provide detailed information) - ✓ / �eY e � i el FFiX NO. : Jun. 4 2007 9: 41P 1 P2 Will there be new rack storage? .... Yes ❑.. No If yes, a separate pcsmit and plan submittal will be requires . • T Provide AS Building Areas in Square Footage Below PL,NMNG DIVISION: Single family building footprint (area of the foundation ofail structures, plus any decks over 18 inches and overhangs greater than 18 inches) — For an Accessory dwelling, provide the following Lot Area (sq ft) Floor area of principal dwelling: Floor area of accessory dwelling: "Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. NumberofParkiag Stalls Provided; Standard: Comet Mardi Will there be a change in use? U....,.. No If `yes ", explain: FIRE PROTECTION/ HAZARDOUS MA'T'ERIALS; ..... Sprinklers Q Automatic Fire Ahern Q . -.Norm [J Other (specify) Will lime be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ./f "yes; attach Est of naatrrial! and locations on a separate 8 - 112 ". 11' paper inducing 'pommiesandAla[srial SO t/LiataSheets. SEPTIC SWUM Q .. ..... Orr - site Septic System - For on - site septic system, provide 2 copies of a current *Eric design approved by King County Health Department Q •urbomm.A.,..- nppi..4. r,. l:rYa0006 • rrmal ppxaae4ane Reieed 5 was b Page 2of6 tappucacoenriyrso apAiogitwasl4 - 2006- Aoaanaati adanaoo Rwwi: 0 -7006 FFiX NO. BUILDLNG ONVIVAt OR AUTHORIZEDAGENT: Signature: Jun. 4 2007 9:4 ;M P3 PERMIT APPLICATION NOTES —Applicable to all permits in this application ' Value of Construction - In all cases. a value of construction amount ahonld be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Parfait Cantor to comply with current fee schedules. Espirit o:s of Plan Review - Applications for which no permit is is-aued within 180 days fcilowing the dais of application. shall expire by limitation. Building an Msqhe Permit The Building Oibpial may grant one or more extensions of time for additional pvrioda not exceeding 90 days earl_ The extension shall be requested in writing acrd justifiable cause demonstrated. Section 105.32 International Midas Coda (current ecibon) Plurnbinn Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extsnsion shall be reepiested in writing and justifiable cause demonstramd• Section 103.43 Uniform Plumbing Code (cunentedition). I ITEREBY CERTIFY THAT I HAVE RF.AI) AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OP PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR. THIS PERMIT. Dom; 3; 'z /'0 7 Print Name: PA9 Day Te1epIiox e: 2°C.. • S7 bailing Address: 1 g 2 - T i • %!a- 14"1" alY 9th Zip Page 6 0f6 Receipt No.: R07 -01042 Initials: JEM User ID: 1165 Payee: JOHNSTONE SUPPLY ACCOUNT ITEM LIST: Description BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www. ci. tukwila. wa. us Parcel No.: 3523049110 Permit Number: D07 -198 Address: 1105 ANDOVER PK W TUKW Status: PENDING Suite No: Applied Date: 06/06/2007 Applicant: JOHNSTON SUPPLY Issue Date: TRANSACTION LIST: Type Method Description Amount Payment Check 105792 489.63 Account Code Current Pmts 000/322.100 000/345.830 000/386.904 RECEIPT Payment Amount: 3489.63 Payment Date: 06/06/2007 10:16 AM Balance: 30.00 294.02 191.11 4.50 Total: $489.63 9006 06/06 9716 TOTAL 489.63 doc: Receiot -06 Printed: 06-06 -2007 ProjT;4 ,..T Typg o� n < e C r ad ' Address: 4. /44,,, �,,, i , Date : 7D /, -fe Special Ins ructions: -� • Date Wanted: a.m Requester: Phone No: s03- 5/7- 3oz,- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: F I 0 /) -;/ \SL-1 Ce)- I nspector: �� "f �� � ate: $58. INSPECTION FEE QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: INSPECTION RECORD Retain a copy with permit (206)43 1 -3 Project: ?oI{ N 'STD N € S i.) Pto L.tf Type of Inspection: iZAe_ IL- Address: I l o S A P vJ Suite #: Contact Person: � Special Instructions: Phone No.: ZOG -se's _ d7ss Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT I �l Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Corrections required prior to approval. COMMENTS: Ack Nit OK 04 -iv ezroe-K Inspector: Date: ;75 /07 Hrs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Calculations for : JOHNSTONE SUPPLY TU KWI LLA, WA Loading: 1000 # load levels 2 pallet levels @ 114,144 Seismic per IBC 2003 100% Utilization Sds = 0.933 Sdl = 0.487 I = 1.00 144 " Load Beams Uprights: 48 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.00x 3.00x 0.110 Base Plates with 1- 0.500in x 3.50in Embed Anchor /Column 4.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector 1 Z /¢x. if? ,c /06" Lo,4i A t5 by : Ben Riehl Registered Engineer WA# 21008 06/01/2007 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.444621 Longitude = - 122.251061 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa =1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.399 Ss, Site Class B 1.0 0.478 S1, Site Class B Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.444621 Longitude = - 122.251061 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa =1.0 ,Fv = 1.522 Period Sa (sec) (g) 0.2 1.399 SMs, Site Class D 1.0 0.727 SM1, Site Class D IBC 2003 LOADING SEISMIC: Ss= 139.9 % g S1= 47.8 %g Soil Class D Modified Design spectral response parameters Sms= 139.9 % g Sds= 93.3 % g Sm1= 72.7 % g Sd1= 48.5 % g Seismic Use Group 1 Seismic Design Category D or D le = 1 R= 4 R= 6 Cs = 0.233167 W Cs = 0.155444 W Using Working Stress Design V = Cs *W/1.4 V = 0.1665 W V= 0.1110 W Depth Flange Lip Thickness R Blank = A = Ix = Iy = a a bar b b bar c c bar u gamma R' Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.389 in2 x bar = 0.728 in 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in I'x = I'y = Depth Flange Lip Thickness R Blank = A = Ix = Iy = a a bar b b bar c c bar u gamma R' Cold Formed Channel 3.000 in 1.625 in 0.750 in 0.0750 in 0.1000 in 7.21 in wt = 1.8 plf 0.541 in2 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in 2.6500 Web w/t 35.3333 2.9250 Flg w/t 17.0000 1.2750 x bar 0.6139 1.5500 m 0.9488 0.5750 x0 - 1.5627 0.7125 J 0.0010 0.2160 x web 0.6514 1.0000 x lip 0.9736 0.1375 h/t 38.0000 Cold Formed Channel 1.500 in 1.250 in 0.000 in 0.0750 in 0.1000 in Fy = 50 ksi Fy = 50 ksi 3.73 in wt = 1.0 plf 0.280 in2 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in 1.1500 Web w/t 15.3333 1.4250 Flg w/t 14.3333 1.0750 x bar 0.3946 1.2125 m 0.5298 0.0000 x0 - 0.9244 0.0000 J 0.0005 0.2160 x web 0.4321 0.0000 x lip 0.8179 0.1375 h/t 18.0000 COLUMN SECTION BRACE SECTION HEIGHT OF BEAM MAT'L THICKNESS INSIDE RADIUS WIDTH STEEL YIELD STEP L LONG SIDE 4.1500 TOP 1.4000 STEP SIDE 1.3500 STEP BOTT 0.7250 SHORT SID 2.5250 BOTTOM 2.4000 CORNERS 2 3 4 5 6 Cold Formed Section 4.500 INCHES 0.075 INCHES 0.100 INCHES 2.750 INCHES 50.0 KSI 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS Y LY LY2 Ii 2.2500 9.3375 21.0094 5.9561 4.4625 6.2475 27.8795 0.0000 3.6500 4.9275 17.9854 0.2050 2.8375 2.0572 5.8373 0.0000 1.4375 3.6297 5.2177 1.3415 0.0375 0.0900 0.0034 0.0000 0.2160 4.4125 0.9530 4.2053 0.0004 0.0875 0.0189 0.2160 4.4125 0.9530 4.2053 0.0004 1.6625 0.3591 0.2160 2.8875 0.6236 1.8008 0.0004 1.8000 0.3888 0.2160 2.7875 0.6021 1.6783 0.0004 2.6625 0.5751 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 13.8459 29.3500 29.4589 89.8255 AREA = CENTER GRAVITY = Ix = Sx = Rx = 1.038 IN2 2.128 INCHES TO BASE 2.599 IN4 Iy = 1.096 IN3 Sy = 1.582 IN Ry = LOAD BEAM ABOUT THE VERTIC X LX 0.0375 0.1556 0.8750 1.2250 1.7125 2.3119 2.2125 1.6041 2.7125 6.8491 1.3750 3.3000 7.5050 17.8875 17.3814 1.255 INCHES TO LONG SIDE 1.174 IN4 0.786 IN3 1.063 IN RIVETS WELDS BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 1000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 250 LBS EACH 3 RIVETS ® 2 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 4t CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 1.625 " x 3 " x 50 KSI 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K -IN W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT CO 0.4 IN FROM BTM OF CONN M = PL L = 1.1 IN Pmax = Mcap /L = 4.756 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.600 13.081 RIVET OK P2 1.607 2.600 4.179 P3 0.371 0.600 0.223 P4 0.000 0.000 0.000 TOTAL 4.822 17.483 CONNECTOR OK 0.125 " x 4.500 " FILLET WELD UP OUTSIDE 0.125 " x 2.875 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 9.00 IN A = 0.675 IN2 S = 0.506 IN3 Fir = 26.0 KSI Mcap = 13.16 K -IN W /1/3 INCR= 17.55 K -IN HEIGHT OF BEAM MAT'L THICKNESS INSIDE RADIUS WIDTH STEEL YIELD STEP L LONG SIDE 2.9000 TOP 1.4000 STEP SIDE 1.3500 STEP BOTT 0.7250 SHORT SID 1.2750 BOTTOM 2.4000 CORNERS 2 3 4 5 6 AREA = CENTER GRAVITY = Ix = Sx = Rx = Pallet Load Assume M = PL /8= fb = Mcap = Cold Formed Section 3.250 INCHES 0.075 INCHES 0.100 INCHES 2.750 INCHES 50.0 KSI 1.625 INCHES HIGH 1.000 INCHES WIDE 0.2160 0.2160 0.2160 0.2160 0.2160 0.2160 3.1625 3.1625 1.6375 1.5375 0.0875 0.0875 TOTALS 11.3459 19.3500 16.8165 37.9676 Load Beam Check 3.25x 2.750x 0.075 A = 0.851 in2 Sx = 0.656 in3 Length = Defl = ABOUT THE HORIZONTAL AXIS Y LY LY2 Ii 1.6250 4.7125 7.6578 2.0324 3.2125 4.4975 14.4482 0.0000 2.4000 3.2400 7.7760 0.2050 1.5875 1.1509 1.8271 0.0000 0.8125 1.0359 0.8417 0.1727 0.0375 0.0900 0.0034 0.0000 0.851 IN2 1.482 INCHES TO BASE 1.159 IN4 Iy = 0.656 IN3 Sy = 1.167 IN Ry = 106 inches 1000 lbs 0.5 pallet load on each beam 6.63 k -in 10.10 ksi Fb = 30 ksi 19.67 k -in 26.23 k -in with 1/3 increase 0.23 in = L/ 467 w/ 25t added to one pallet load M = .282 PL = 7.47 k -in 0.6831 2.1602 0.0004 0.6831 2.1602 0.0004 0.3537 0.5791 0.0004 0.3321 0.5106 0.0004 0.0189 0.0017 0.0004 0.0189 0.0017 0.0004 Fy = E _ Ix = 2.4125 LOAD BEAM 50 ksi 29,500 E3 ksi 1.159 in4 lam ABOUT THE VERTIC X LX 0.0375 0.1088 0.8750 1.2250 1.7125 2.3119 2.2125 1.6041 2.7125 3.4584 1.3750 3.3000 0.0875 1.6625 1.8000 2.6625 2.6625 0.0875 1.229 INCHES TO 0.836 IN4 0.549 IN3 0.991 IN 0.0189 0.3591 0.3888 0.5751 0.5751 0.0189 17.8875 13.9439 34% 38% LONG SIDE per 2003 IBC Ca = 0.373 Weight Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 144 1060 153 132 19 114 1060 121 105 12 O 0 0 0 0 KLx = 193.8 in O 0 0 0 0 KLy = 62 in O 0 0 0 0 A= 0.389 in O 0 0 0 0 Pcap = 3087 lbs Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution Use : I = 60 # per level frame weight Brace height = Brace width = Length = P = Columns @ 48 " 2120 273 237 31 Column 55% Stress Max column load = 1705 # Min column load = 415 # 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 OTM = 31.0 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 1 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 1207 # 0% Stressed 118 # per leg Vcap = 2489 # = COMBINED = 62 " 48 " 78 " 387 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 194 Pcap = 1500 # 26% 35.6 K -IN 50.9 K -IN 0.00 KIPS 2 2 5% Stressed 1% Stressed Weight In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2003 IBC Ca = 0.373 I = Levels Load WiHi (inches) ( #) (k -in) 144 1060 153 114 60 7 O 0 0 O 0 0 O 0 0 O 0 0 1120 159 Overturning Anchors: Braces: V = Use : 60 # per level frame weight Max column load = Min column load = 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 Columns @ 48 " Fi FiHi Column: ( #) (k -in) C 3.000x 1.625x 0.075 179 26 8 1 O 0 KLx = 193.8 in O 0 KLy = 62 in O 0 A = 0.389 in O 0 Pcap = 3087 lbs 187 1115 # 5 # 27 OTM = 26.6 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Column 36t Stress 30.6 K -IN 26.9 K -IN 0.08 KIPS Special Inspection(Y or N)? NO 2 T = 78 # 2 1 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 1207 # 6t Stressed 93 # per leg Vcap = 2489 # = COMBINED = Brace height = 62 Brace width = 48 Length = 78 P = 305 II C 1.500x 1.250x 0.075 A = 0.280 in L/r = 194 Pcap = 1500 # 200 Ii. 4% Stressed 1% Stressed MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 13:49:40 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 Levels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 1 0.0 114.0 S 2 0.0 144.0 S 2 5- 3 73.5 0.0 S 4 73.5 114.0 5 73.5 144.0 6 220.5 0.0 S 1 4 7 9 7 220.5 114.0 8 220.5 144.0 9 294.0 114.0 S 10 294.0 144.0 S Joint Releases 3 6 3 Moment Z 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 3 Thru 6 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 7 Thru 10 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -0.53 5 Force Y -0.53 7 Force Y -0.53 8 Force Y -0.53 4 Force X 0.029 8 /3 PAGE 1 10 MSU STRESS-11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 13:49:40 5 Force X 0.037 7 Force X 0.029 8 Force X 0.037 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC wi di widi2 fi fidi # in # 1060 2.1044 4694 58 122.1 29 58 1060 2.1311 4814 74 157.7 37 74 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 2120 9508 132 279.8 g = 32.2 ft /sec2 T = 1.8635 sec I = 1.00 Cs = 0.0643 or 0.3733 Cv = 0.486666 Cs min = .14 *Sds= 0.1307 or 1.5t R = 6 Cs = 0.1307 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.093333 W *.67 = 133 # PAGE 133 1008 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 13:49:40 Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.047 0.00 1 4 0.000 0.047 -3.48 2 2 0.000 -0.004 0.00 2 5 0.000 0.004 -0.29 3 3 1.053 0.066 0.00 3 4 -1.053 -0.066 7.50 4 4 0.526 0.024 -0.20 4 5 -0.526 -0.024 0.93 5 6 1.053 0.066 0.00 5 7 -1.053 -0.066 7.55 6 7 0.526 0.050 0.16 6 8 -0.526 -0.050 1.33 7 4 -0.013 -0.051 -3.81 7 7 0.013 0.051 69 8 7 0.000 -0.055 8 9 0.000 0.055 9 5 0.013 -0.008 9 8 -0.013 0.008 10 8 0.000 -0.011 10 10 0.000 0.011 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.029 -0.530 0.00 5 0.037 -0.530 0.00 7 0,029 -0.530 0.00 8 0.037 -0.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS - 0.64 - 0.49 - 0.84 0.00 19 PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 13:49:40 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.047 0.00 2 0.000 -0.004 0.00 3 -0.066 1.053 0.00 6 -0.066 1.053 0.00 9 0.000 0.055 0.00 10 0.000 0.011 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 2.1044 - 0.0106 - 0.0013 5 2.1311 - 0.0120 - 0.0003 7 2.1044 - 0.0106 - 0.0012 8 2.1310 - 0.0120 - 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 2.1044 0.0000 0.0004 2 2.1311 0.0000 - 0.0001 3 0.0000 0.0000 - 0.0270 6 0.0000 0.0000 - 0.0271 9 2.1044 0.0000 0.0008 10 2.1310 0.0000 0.0003 PAGE 4 Beam - Column Check C 3.000x 1.625x 0.075 Fy = 50 ksi A = 0.389 in2 Sx = 0.382 in3 Rx = 1.213 in Ry = 0.665 in kx = 1.70 ky = 1.00 Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 7 1.1 7.6 114.0 62.0 3.09 15.27 84% 8 0.6 1.3 30.0 62.0 8.49 15.27 15% O 0.0 0.0 30.0 62.0 8.49 15.27 0% O 0.0 0.0 30.0 62.0 8.49 15.27 0% O 0.0 0.0 30.0 62.0 8.49 15.27 0% O 0.0 0.0 30.0 62.0 8.49 15.27 0% Load Beam Check 4.50x 2.750x 0.075 A = 1.038 in2 Sx = 1.096 in3 Length = 144 inches Fy = E = Ix = Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 9.00 k -in fb = 8.22 ksi Fb = 30 ksi Mcap = 32.87 k -in 43.82 k -in with 1/3 increase Defl = 0.25 in = L/ 568 50 ksi 29,500 E3 ksi 2.599 in4 27% w/ 25% added to one pallet load M = .282 PL = 10.15 k -in 31% ('7 Column Load Allowable Soil Assume Footing Soil Pressure Base Plate Design Shear : Beam fv = Punching fv = Footprint Bearing 1.3 kips 1500 psf basic 2.28625 in2 Bearing: 0.569 ksi 11.2 in square on side 1492 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 /3 Use 3 "square footprint w = 10.4 psi Load factor = 1.67 1 = M = 5 in thick slab f'c = s = 4.17 in3 fb = Fb = 5(phi) (f'c = 14 psi Fir = 7 psi Fv = 4.1 in 97 # -in 2500 psi 23 psi 163 psi 85 psi 170 psi Use 0.11 " thick 7.75 inches long under column section 0.295 inches wide OK !! OK !! OK !! 1.750 ksi Allowable Calculations for : JOHNSTONE SUPPLY TU KW I LLA, WA Loading: 1000 # load levels 3 pallet levels @ 100,140,180 Seismic per IBC 2003 1000 Utilization Sds = 0.933 Sdl = 0.487 I = 1.00 120 " Load Beams Uprights: 42 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.50x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column 4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer WA# 21008 06/01/2007 Depth Flange Lip Thickness R Blank = A = Ix = Iy = a a bar b b bar c c bar u gamma R' I'x = I'y = Depth Flange Lip Thickness R Blank = A = Ix = Iy = a a bar b b bar c c bar u gamma R' Cold Formed Channel 3.000 in 3.000 in 0.750 in 0.0750 in 0.1000 in 9.96 in wt = 2.5 plf 0.747 in2 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in 2.6500 Web w/t 35.3333 2.9250 Flg w/t 35.3333 2.6500 x bar 1.2423 2.9250 m 1.6690 0.5750 x0 - 2.9114 0.7125 J 0.0014 0.2160 x web 1.2798 1.0000 x lip 1.7202 0.1375 h/t 38.0000 Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.595 in2 x bar = 1.478 in 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in Cold Formed Channel 1.500 in 1.250 in 0.000 in 0.0750 in 0.1000 in Fy = 50 ksi Fy = 50 ksi 3.73 in wt = 1.0 plf 0.280 in2 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in 1.1500 Web w/t 15.3333 1.4250 Flg w/t 14.3333 1.0750 x bar 0.3946 1.2125 m 0.5298 0.0000 x0 - 0.9244 0.0000 J 0.0005 0.2160 x web 0.4321 0.0000 x lip 0.8179 0.1375 h/t 18.0000 COLUMN SECTION BRACE SECTION HEIGHT OF BEAM MAT'L THICKNESS INSIDE RADIUS WIDTH STEEL YIELD STEP L LONG SIDE 3.6500 TOP 1.4000 STEP SIDE 1.3500 STEP BOTT 0.7250 SHORT SID 2.0250 BOTTOM 2.4000 CORNERS 2 3 4 5 6 AREA = CENTER GRAVITY = Ix = Sx = Rx = Cold Formed Section 4.000 INCHES 0.075 INCHES 0.100 INCHES 2.750 INCHES 50.0 KSI 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS Y LY LY2 Ii 2.0000 7.3000 14.6000 4.0523 3.9625 5.5475 21.9820 0.0000 3.1500 4.2525 13.3954 0.2050 2.3375 1.6947 3.9613 0.0000 1.1875 2.4047 2.8556 0.6920 0.0375 0.0900 0.0034 0.0000 TOTALS 12.8459 25.3500 24.0270 65.7748 0.963 IN2 1.870 INCHES TO BASE 1.934 IN4 Iy = 0.908 IN3 Sy = 1.417 IN Ry = LOAD BEAM ABOUT THE VERTIC X LX 0.0375 0.1369 0.8750 1.2250 1.7125 2.3119 2.2125 1.6041 2.7125 5.4928 1.3750 3.3000 0.2160 3.9125 0.8450 3.3063 0.0004 0.0875 0.0189 0.2160 3.9125 0.8450 3.3063 0.0004 1.6625 0.3591 0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 0.3888 0.2160 2.2875 0.4941 1.1302 0.0004 2.6625 0.5751 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 4.9516 17.8875 16.0064 1.246 INCHES TO LONG SIDE 1.039 IN4 0.691 IN3 1.039 IN RIVETS CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK WELDS BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 1000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 250 LBS EACH 3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS S = 0.131 IN3 Mcap = 3.924 K -IN W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 0.85 IN FROM BTM OF CONN M = PL L = 1.15 IN Pmax = Mcap /L = 4.549 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.150 11.802 RIVET OK P2 1.473 2.150 3.168 P3 0.103 0.150 0.015 P4 0.000 0.000 0.000 TOTAL 4.420 14.985 CONNECTOR OK 0.125 " x 4.000 " FILLET WELD UP OUTSIDE 0.125 " x 2.375 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 8.00 IN A = 0.600 IN2 S = 0.400 IN3 Fv = 26.0 KSI Mcap = 10.40 K -IN W /1/3 INCR= 13.87 K -IN 2Z Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution per 2003 IBC Ca = 0.373 I = 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 152 27 140 1060 148 118 17 100 1060 106 85 8 KLx = 100 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 15491 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 3180 445 355 52 Column 18% Stress Max column load = 2838 # Min column load = 342 # Use : 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 OTM = 52.4 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = 60.3 K -IN 66.8 K -IN 0.00 KIPS Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 0% Stressed 178 # per leg Vcap = 4979 # = COMBINED = Brace height = Brace width = Length = P = 40 " 42 " 58 " 490 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 18% 23 2 2 4% Stressed 0% Stressed In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2003 IBC Ca = 0.373 Weight I = 60 # per level frame weight Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 183 33 140 60 8 8 1 100 60 6 6 1 KLx = 100 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 O 0 0 Pcap = 15491 lbs Overturning Anchors: Braces: V = - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 1180 205 197 35 Column 9%. Stress Max column load = Min column load = Use : Brace height = Brace width = Length = P = 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) / (R *LF) *Pl LF = 1.4 Columns Q 42 " 1414 # -234 # Uplift OTM = 34.6 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 358 # 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 15% Stressed 98 # per leg Vcap = 4979 # = COMBINED = 40 " 42 " 58 " 272 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 10% 39.8 K -IN 24.8 K -IN 0.36 KIPS 2% Stressed 4% Stressed 2 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:12:49 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 100.0 S 2 0.0 140.0 S 11 10 3 0.0 180.0 S 3 7 4 61.5 0.0 S 5 61.5 100.0 6 61.5 140.0 2 6 7 61.5 180.0 8 184.5 0.0 S 9 184.5 100.0 1 5 10 184.5 140.0 11 184.5 180.0 12 246.0 100.0 S 4 13 246.0 140.0 S 14 246.0 180.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 9 8 PAGE 1 14 13 12 29 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:12:49 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.963 Ay 0.674 , Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -0.53 6 Force Y -0.53 7 Force Y -0.53 9 Force Y -0.53 10 Force Y -0.53 11 Force Y -0.53 5 Force X 0.024 6 Force X 0.033 7 Force X 0.043 9 Force X 0.024 10 Force X 0.033 11 Force X 0.043 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC wi di widi2 fi fidi # in # 1060 1.3296 1874 48 63.8 24 48 1060 1.3944 2061 66 92.0 33 66 1060 1.4183 2132 86 122.0 43 86 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 3180 6067 200 277.8 g = 32.2 ft /sec2 T = 1.4937 sec I = 1.00 Cs = 0.0745 or 0.3733 Cv = 0.486666 Cs min = .14 *Sds= 0.1307 or 1.5V R = 6 Cs = 0.1307 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.093333 W *.67 = 199 # PAGE 2 199 99% 24, • MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:12:49 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE 1 1 0.000 -0.081 1 5 0.000 0.081 2 2 0.000 -0.019 2 6 0.000 0.019 3 3 0.000 -0.004 3 7 0.000 0.004 4 4 1.573 0.100 4 5 -1.573 -0.100 5 5 1.048 0.067 5 6 -1.048 -0.067 6 6 0.524 0.031 6 7 -0.524 -0.031 7 8 1.573 0.100 7 9 -1.573 -0.100 8 9 1.048 0.085 8 10 -1.048 -0.085 9 10 0.524 0.055 9 11 -0.524 -0.055 10 5 -0.008 -0.086 10 9 0.008 0.086 11 9 0.000 -0.090 11 12 0.000 0.090 12 6 -0.003 -0.025 12 10 0.003 0.025 13 10 0.000 -0.032 13 13 0.000 0.032 14 7 0.012 -0.009 14 11 -0.012 0.009 15 11 0.000 -0.015 15 14 0.000 0.015 APPLIED JOINT LOADS, FREE JOINTS MOMENT 0.00 - 4.99 0.00 -1.15 0.00 - 0.22 0.00 9.96 0.33 2.35 0.38 0.86 0.00 10.04 0.70 2.69 0.80 1.40 - 5.30 -5.22 0: - 1.59 - 1.52 - 1.97 0.00 - 0.64 - 0.49 - 0.91 0.00 PAGE 3 Z7 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:12:49 JOINT FORCE X FORCE Y 5 0.024 -0.530 6 0.033 -0.530 7 0.043 -0.530 9 0.024 -0.530 10 0.033 -0.530 11 0.043 -0.530 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y 1 0.000 -0.081 2 0.000 -0.019 3 0.000 -0.004 4 -0.100 1.573 8 -0.100 1.573 12 0.000 0.090 13 0.000 0.032 14 0.000 0.015 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 5 1.3296 6 1.3944 7 1.4183 9 1.3297 10 1.3944 11 1.4182 Y- DISPLACEMENT - 0.0091 - 0.0115 - 0.0128 - 0.0091 - 0.0115 - 0.0128 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 1 1.3296 2 1.3944 3 1.4183 4 0.0000 8 0.0000 12 1.3297 13 1.3944 14 1.4182 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROTATION - 0.0020 - 0.0006 - 0.0003 - 0.0019 - 0.0005 - 0.0001 Y- DISPLACEMENT ROTATION 0.0000 0.0008 0.0000 0.0000 0.0000 - 0.0002 0.0000 - 0.0189 0.0000 - 0.0190 0.0000 0.0011 0.0000 0.0005 0.0000 0.0004 PAGE 4 z a Beam - Column Check C 3.000x 3.000x 0.075 A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in kx = 1.00 Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 9 1.6 10.0 100.0 40.0 15.49 27.03 47% 10 1.1 2.7 40.0 40.0 19.57 27.03 160 11 0.6 1.4 40.0 40.0 19.57 27.03 8% 0 0.0 0.0 40.0 40.0 19.57 27.03 0% 0 0.0 0.0 40.0 40.0 19.57 27.03 0% 0 0.0 0.0 40.0 40.0 19.57 27.03 0% Load Beam Check 4.00x 2.750x 0.075 A = 0.963 in2 Sx = 0.908 in3 Length = 120 inches Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 7.50 k -in fb = 8.26 ksi Fb = 30 ksi Mcap = 27.24 k -in 36.33 k -in with 1/3 increase Defl = 0.20 in = L/ 609 w/ 25% added to one pallet load M = .282 PL = 8.46 k -in Fy = 50 ksi Ry = 1.117 in ky = 1.00 Fy = E = Ix = 50 ksi 29,500 E3 ksi 1.934 in4 281 31% Shear : Column Load Allowable Soil Assume Footing Soil Pressure w = Load factor = Base Plate Bending Base Plate Design 2.1 kips 1500 psf basic 14.3 in square on side 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Beam fv = Punching fv = Mmax = w1 "'2/3 Use 3.5 "square base plate 10.4 psi 1.67 1 = M = 5 in thick slab f'c = s = 4.17 in3 fb = Fb = 5(phi)(f'c ^ .5) = 10 psi Fir = 14 psi Fv = 2.90 in 49 # -in 2500 psi 12 psi 163 psi 85 psi 170 psi Use 0.375 " thick 1 = 1.5 in w = 174 psi fb = 8340 psi Fb = 37500 psi OK !! OK !! OK !! OK !! '170 Calculations for : JOHNSTONE SUPPLY TUKWILLA, WA Loading: 1000 # load levels 4 pallet levels @ 72,112,152,192 Seismic per IBC 2003 100% Utilization Sds = 0.933 Shc = 0.487 I = 1.00 96 " Load Beams Uprights: 42 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.50x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column 3.25x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer WA# 21008 06/01/2007 HEIGHT OF BEAM MAT'L THICKNESS INSIDE RADIUS WIDTH STEEL YIELD STEP L LONG SIDE 2.9000 TOP 1.4000 STEP SIDE 1.3500 STEP BOTT 0.7250 SHORT SID 1.2750 BOTTOM 2.4000 CORNERS 2 3 4 5 6 Cold Formed Section 3.250 INCHES 0.075 INCHES 0.100 INCHES 2.750 INCHES 50.0 KSI 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS Y LY LY2 Ii 1.6250 4.7125 7.6578 2.0324 3.2125 4.4975 14.4482 0.0000 2.4000 3.2400 7.7760 0.2050 1.5875 1.1509 1.8271 0.0000 0.8125 1.0359 0.8417 0.1727 0.0375 0.0900 0.0034 0.0000 0.2160 3.1625 0.6831 2.1602 0.0004 0.0875 0.0189 0.2160 3.1625 0.6831 2.1602 0.0004 1.6625 0.3591 0.2160 1.6375 0.3537 0.5791 0.0004 1.8000 0.3888 0.2160 1.5375 0.3321 0.5106 0.0004 2.6625 0.5751 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 11.3459 19.3500 16.8165 37.9676 AREA = CENTER GRAVITY = Ix = Sx = Rx = 0.851 IN2 1.482 INCHES TO BASE 1.159 IN4 Iy = 0.656 IN3 Sy = 1.167 IN Ry = LOAD BEAM ABOUT THE VERTIC X LX 0.0375 0.1088 0.8750 1.2250 1.7125 2.3119 2.2125 1.6041 2.7125 3.4584 1.3750 3.3000 2.4125 17.8875 13.9439 1.229 INCHES TO LONG SIDE 0.836 IN4 0.549 IN3 0.991 IN z RIVETS BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3.25 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 1000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 250 LBS EACH 3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 4$ CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK WELDS S = 0.131 IN3 Mcap = 3.924 K -IN W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 1.5 IN FROM BTM OF CONN M = PL L = 1.25 IN Pmax = Mcap /L = 4.185 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.500 9.953 RIVET OK P2 1.219 1.500 1.828 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 4.063 11.781 CONNECTOR OK 0.125 " x 3.250 " FILLET WELD UP OUTSIDE 0.125 " x 1.625 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 6.50 IN A = 0.488 IN2 S = 0.264 IN3 Fv = 26.0 KSI Mcap = 6.87 K -IN W /1/3 INCR= 9.15 K -IN 33 per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution I = 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 192 1060 204 172 33 152 1060 161 136 21 112 1060 119 100 11 KLx = 72 in 72 1060 76 65 5 KLy = 43 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 18003 lbs 4240 560 473 70 Column 21% Stress Max column load = 3779 # Min column load = 461 # Use : 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 OTM = 69.7 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 0'k Stressed 237 # per leg Vcap = 4979 # = COMBINED = Brace height = Brace width = Length = P = 43 " 42 " 60 " 678 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 149 Pcap = 2553 # 27% 80.1 K -IN 89.0 K -IN 0.00 KIPS 2 2 5% Stressed 1% Stressed 3 4 Weight Overturning Anchors: Braces: In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2003 IBC Ca = 0.373 Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 192 1060 204 188 36 152 60 9 8 1 112 60 7 6 1 KLx = 72 in 72 60 4 4 0 KLy = 43 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 18003 lbs Use : I = 60 # per level frame weight Brace height = Brace width = Length = P = Columns @ 42 " 1240 224 207 38 Column 9t Stress Max column load = 1534 # Min column load = -294 # Uplift OTM = 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 38.4 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 431 # 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 180 Stressed V = 103 # per leg Vcap = 4979 # = COMBINED = 43 " 42 " 60 " 296 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 149 Pcap = 2553 # 12$ 44.1 K -IN 26.0 K -IN 0.43 KIPS 2 2 2% Stressed 6% Stressed 35 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:19:00 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack Type Plane Frame Number of Joints 18 Number of Supports 10 Number of Members 20 Number of Loadings 1 Joint Coordinates 1 0.0 72.0 S 2 0.0 112.0 S 3 0.0 152.0 S 4 0.0 192.0 S 5 49.5 0.0 S 6 49.5 72.0 7 49.5 112.0 8 49.5 152.0 9 49.5 192.0 10 148.5 0.0 S 11 148.5 72.0 12 148.5 112.0 13 148.5 152.0 14 148.5 192.0 15 198.0 72.0 S 16 198.0 112.0 S 17 198.0 152.0 S 18 198.0 192.0 S Joint Releases 5 Moment Z 10 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 10 11 12 11 12 13 in Load Beam Plane 4 Levels 4 9 3 8 2 7 1 6 5 14 13 12 0 PAGE 1 18 17 16 11 15 1 3� PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:19:00 12 13 14 13 6 11 14 11 15 15 7 12 16 12 16 17 8 13 18 13 17 19 9 14 20 14 18 Member Properties 1 Thru 4 Prismatic Ax 0.851 Ay 0.596 Iz 1.159 5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 13 Thru 20 Prismatic Ax 0.851 Ay 0.596 Iz 1.159 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 6 Force Y -0.530 7 Force Y -0.530 8 Force Y -0.530 9 Force Y -0.530 11 Force Y -0.530 12 Force Y -0.530 13 Force Y -0.530 14 Force Y -0.530 6 Force X 0.018 7 Force X 0.028 8 Force X 0.038 9 Force X 0.049 ii Force X 0.018 12 Force X 0.028 13 Force X 0.038 14 Force X 0.049 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC wi di widi2 fi fidi # in # 1060 0.7571 608 36 27.3 18 36 1060 0.8561 777 56 47.9 28 56 1060 0.9102 878 76 69.2 38 76 1060 0.9397 936 98 92.1 49 98 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 4240 3199 266 236.5 265 g = 32.2 ft /sect T = 1.1756 sec I = 1.00 Cs = 0.0874 or 0.3733 Cv = 0.486666 Cs min = .14 *Sds= 0.1307 or 1.5% R = 6 Cs = 0.1307 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.093333 W *.67 = 265 # 100% 37 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:19:00 Structure Storage Rack in Load Beam Plane 4 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE 1 1 0.000 -0.104 1 6 0.000 0.104 2 2 0.000 -0.040 2 7 0.000 0.040 3 3 0.000 -0.018 3 8 0.000 0.018 4 4 0.000 -0.004 4 9 0.000 0.004 5 5 2.087 0.132 5 6 -2.087 -0.132 6 6 1.563 0.106 6 7 -1.563 -0.106 7 7 1.041 0.077 7 8 -1.041 -0.077 8 8 0.521 0.033 8 9 -0.521 -0.033 9 10 2.087 0.134 9 11 -2.087 -0.134 10 11 1.563 0.124 10 12 -1.563 -0.124 11 12 1.041 0.097 11 13 -1.041 -0.097 12 13 0.521 0.065 12 14 -0.521 -0.065 13 6 -0.008 -0.109 13 11 0.008 0.109 14 11 0.000 -0.114 14 15 0.000 0.114 15 7 -0.001 -0.048 15 12 0.001 0.048 16 12 0.000 -0.057 16 16 0.000 0.057 17 8 -0.006 -0.028 17 13 0.006 0.028 18 13 0.000 -0.038 18 17 0.000 0.038 19 9 0.016 -0.013 19 14 -0.016 0.013 20 14 0.000 -0.022 20 18 0.000 0.022 MOMENT 0.00 - 5.13 0.00 - 1.97 0.00 - 0.89 0.00 - 0.19 0.00 9.52 1.03 3.20 1.19 1.90 0.43 0.90 0.00 9.63 1.39 3.58 1.58 2.30 0.98 1.62 - 5.42 - 5.36 - 2.42 -2.36 - 2.80 0.00 - 1.43 -1.37 - 1.91 0.00 -0.70 - 0.56 -1.06 0.00 PAGE 3 m4-2 -Co-ti MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:19:00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y 6 0.018 -0.530 7 0.028 -0.530 8 0.038 -0.530 9 0.049 -0.530 11 0.018 -0.530 12 0.028 -0.530 13 0.038 -0.530 14 0.049 -0.530 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.104 0.00 2 0.000 -0.040 0.00 3 0.000 -0.018 0.00 4 0.000 -0.004 0.00 5 -0.132 2.087 0.00 10 -0.134 2.087 0.00 15 0.000 0.114 0.00 16 0.000 0.057 0.00 17 0.000 0.038 0.00 18 0.000 0.022 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 6 0.7571 7 0.8561 8 0.9102 9 0.9397 11 0.7571 12 0.8561 13 0.9102 14 0.9396 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y- DISPLACEMENT - 0.0087 - 0.0123 - 0.0147 - 0.0160 - 0.0087 - 0.0123 - 0.0147 - 0.0160 SUPPORT JOINT DISPLACEMENTS ROTATION - 0.0027 - 0.0012 - 0.0007 - 0.0004 - 0.0026 - 0.0011 - 0.0006 - 0.0002 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:19:00 JOINT X- DISPLACEMENT 1 0.7571 2 3 4 5 10 15 16 17 18 0.8561 0.9102 0.9397 0.0000 0.0000 0.7571 0.8561 0.9102 0.9396 Y- DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ROTATION 0.0011 0.0002 - 0.0001 - 0.0003 - 0.0144 - 0.0144 0.0015 0.0009 0.0008 0.0006 PAGE 5 Beam - Column Check C 3.000x 3.000x 0.075 A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in kx = 1.00 Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 11 2.1 9.6 72.0 43.0 18.00 27.03 47% 12 1.6 3.6 40.0 43.0 19.39 27.03 22% 13 1.1 2.3 40.0 43.0 19.39 27.03 14% 14 0.6 1.6 40.0 43.0 19.39 27.03 9% 0 0.0 0.0 40.0 43.0 19.39 27.03 0% 0 0.0 0.0 40.0 43.0 19.39 27.03 0% Load Beam Check 3.25x 2.750x 0.075 A = 0.851 in2 Sx = 0.656 in3 Length = 96 inches Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 6.00 k -in fb = 9.15 ksi Fb = 30 ksi Mcap = 19.67 k -in 26.23 k -in with 1/3 increase Defl = 0.17 in = L/ 570 w/ 25% added to one pallet load M = .282 PL = 6.77 k -in Fy = 50 ksi Ry = 1.117 in ky = 1.00 Fy = E = Ix = 50 ksi 29,500 E3 ksi 1.159 in4 31% 34% Column Load Allowable Soil Assume Footing Soil Pressure Base Plate Design 2.8 kips 1500 psf basic Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = wl''2/3 Use 3.5 "square base plate w = 10.4 psi Load factor = 1.67 Shear : Beam fv = Punching fv = Base Plate Bending 16.5 in square on side 1500 psf 1 = M = 5 in thick slab f'c = s = 4.17 in3 fb = Fb = 5(phi)(f'c".5) = 14 psi Fir = 20 psi Fir = 4.00 in 93 # -in 2500 psi 22 psi 163 psi 85 psi 170 psi Use 0.375 " thick 1 = 1.5 in w = 231 psi fb = 11105 psi Fb = 37500 psi OK !! OK !! OK !! OK !! LIZ Calculations for : JOHNSTONE SUPPLY TUKWILLA, WA 06/01/2007 Loading: 1000 # load levels 3 pallet levels @ 56,120,180 Seismic per IBC 2003 100% Utilization Sds = 0.933 Sdl = 0.487 I = 1.00 96 " Load Beams Uprights: 42 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.50x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column 3.25x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehi Registered Engineer WA# 21008 per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution Use : I = 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 180 32 120 1060 127 120 14 56 1060 59 56 3 KLx = 56 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 19072 lbs 3180 377 355 50 Column 15% Stress Max column load = 2776 # Min column load = 404 # Brace height = Brace width = Length = P = 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 OTM = 49.8 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 0t Stressed 178 # per leg Vcap = 4979 # = COMBINED = 40 " 42 " 58 " 490 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 18t 57.3 K -IN 66.8 K -IN 0.00 KIPS 2 2 4% Stressed 0% Stressed In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: V = Use : I = 60 # per level frame weight Max column load = Min column load = OTM = Brace height = Brace width = Length = P = 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 186 34 120 60 7 7 1 56 60 3 3 0 KLx = 56 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 19072 lbs 1180 201 197 35 Column 7t Stress 1413 # -233 # Uplift 34.6 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = 39.8 K -IN 24.8 K -IN 0.36 KIPS Special Inspection(Y or N)? NO T = 357 # 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 15% Stressed 98 # per leg Vcap = 4979 # = COMBINED = 40 " 42 " 58 " 272 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 10t 2 2 2t Stressed 4% Stressed MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:23:33 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 3 7 1 0.0 56.0 S 2 0.0 120.0 S 3 0.0 180.0 S 2 6 4 49.5 0.0 S 5 49.5 56.0 6 49.5 120.0 1 S 9 7 49.5 180.0 8 148.5 0.0 S 9 148.5 56.0 4 8 10 148.5 120.0 11 148.5 180.0 12 198.0 56.0 S 13 198.0 120.0 S 14 198.0 180.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.851 Ay 0.596 Iz 1.159 11 1 0 PAGE 1 14 13 12 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:23:33 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.851 Ay 0.596 Iz 1.159 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -0.53 6 Force Y -0.53 7 Force Y -0.53 9 Force Y -0.53 10 Force Y -0.53 11 Force Y -0.53 5 Force X 0.016 6 Force X 0.033 7 Force X 0.051 9 Force X 0.016 10 Force X 0.033 11 Force X 0.051 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC wi di widi2 fi fidi # in # 1060 0.3096 102 32 9.9 16 32 1060 0.4699 234 66 31.0 33 66 1060 0.5476 318 102 55.9 51 101 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 . 0 0.0 0 0 3180 654 200 96.8 g = 32.2 ft /sec2 T = 0.8306 sec I = 1.00 Cs = 0.1102 or 0.3733 Cv = 0.486666 Cs min = .14 *Sds= 0.1307 or 1.5% R = 6 Cs = 0.1307 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.093333 W *.67 199 # PAGE 2 199 99% ¢7 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:23:33 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE 1 1 0.000 -0.077 1 5 0.000 0.077 2 2 0.000 -0.038 2 6 0.000 0.038 3 3 0.000 -0.013 3 7 0.000 0.013 4 4 1.576 0.099 4 5 -1.576 -0.099 5 5 1.049 0.081 5 6 -1.049 -0.081 6 6 0.525 0.045 6 7 -0.525 -0.045 7 8 1.576 0.101 7 9 -1.576 -0.101 8 9 1.049 0.087 8 10 -1.049 -0.087 9 10 0.525 0.057 9 11 -0.525 -0.057 10 5 -0.002 -0.080 10 9 0.002 0.080 11 9 0.000 -0.083 11 12 0.000 0.083 12 6 -0.003 -0.044 12 10 0.003 0.044 13 10 0.000 -0.049 13 13 0.000 0.049 14 7 0.006 -0.018 14 11 -0.006 0.018 15 11 0.000 -0.024 15 14 0.000 0.024 APPLIED JOINT LOADS, FREE JOINTS MOMENT 0.00 -3.79 0.00 -1.87 0.00 -0.65 0.00 5.56 2.20 2.99 1.07 1.63 0.00 5.64 2.37 3.19 1.39 2.04 -3.96 -3.92 0.00 - 2.19 -2.13 -2.45 0.00 - 0.98 - 0.86 - 1.18 0.00 PAGE 3 0- i 4,6 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:23:33 JOINT FORCE X FORCE Y 5 0.016 -0.530 6 0.033 -0.530 7 0.051 -0.530 9 0.016 -0.530 10 0.033 -0.530 11 0.051 -0.530 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y 1 0.000 -0.077 2 0.000 -0.038 3 0.000 -0.013 4 -0.099 1.576 8 -0.101 1.576 12 0.000 0.083 13 0.000 0.049 14 0.000 0.024 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 5 0.3096 6 0.4699 7 0.5476 9 0.3096 10 0.4700 11 0.5476 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 1 0.3096 2 0.4699 3 0.5476 4 0.0000 8 0.0000 12 0.3096 13 0.4700 14 0.5476 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y- DISPLACEMENT - 0.0051 - 0.0090 - 0.0108 - 0.0051 - 0.0090 - 0.0108 Y- DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ROTATION - 0.0020 - 0.0011 - 0.0005 - 0.0019 - 0.0010 - 0.0004 ROTATION 0.0008 0.0003 - 0.0001 - 0.0073 - 0.0073 0.0011 0.0008 0.0005 PAGE 4 Beam - Column Check C 3.000x 3.000x 0.075 A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in kx = 1.00 Stress Factor 1.333 Load Beam Check 3.25x 2.750x 0.075 A = 0.851 in2 Sx = 0.656 in3 Length = 96 inches w/ 25% added to one pallet load M = .282 PL = 6.77 k -in Fy = Ry = ky = Fy = E = Ix = Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 6.00 k -in fb = 9.15 ksi Fb = 30 ksi Mcap = 19.67 k -in 26.23 k -in with 1/3 increase Defl = 0.17 in = L/ 570 50 ksi 1.117 in 1.00 Point P M Lx Ly Pcap Mcap Ratio 9 1.6 5.6 56.0 40.0 19.07 27.03 29% 10 1.1 3.2 64.0 40.0 18.57 27.03 18% 11 0.6 2.0 64.0 40.0 18.57 27.03 11% O 0.0 0.0 64.0 40.0 18.57 27.03 0% O 0.0 0.0 64.0 40.0 18.57 27.03 0% O 0.0 0.0 64.0 40.0 18.57 27.03 0% 50 ksi 29,500 E3 ksi 1.159 in4 31% 340 Assume Footing Soil Pressure Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Shear : Column Load Allowable Soil Base Plate Design 2.1 kips 1500 psf basic 14.1 in square on side 1500 psf Mmax = w1 Use 3.5 "square base plate w = Load factor = 5 in thick slab f'c = s = 4.17 in3 fb = Fb = 5(phi) (f'c = Beam fv = Punching fv = Base Plate Bending 10.4 psi 1.67 1 = M = 10 psi Fv = 13 psi Fv = 2.82 in 46 # -in 2500 psi 11 psi 163 psi 85 psi 170 psi Use 0.375 " thick 1 = 1.5 in w = 170 psi fb = 8158 psi Fb = 37500 psi OK !! OK !! OK !! OK I! 5� Calculations for : JOHNSTONE SUPPLY TUKWILLA, WA Loading: 1000 # load levels 6 pallet levels @ 30,60,90,120,150,180 Seismic per IBC 2003 100% Utilization Sds = 0.933 Sdl = 0.487 I = 1.00 96 " Load Beams Uprights: 42 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.50x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor Column 3.25x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer WA# 21008 06/01/2007 Z per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: In Upright Plane Seismic Load Distribution Use : I = 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 203 37 150 1060 159 169 25 120 1060 127 135 16 KLx = 30 in 90 1060 95 101 9 KLy = 40 in 60 1060 64 68 4 A = 0.595 in 30 1060 32 34 1 Pcap = 19571 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- Brace height = Brace width = Length = P = 6360 668 710 92 Column 27% Stress Max column load = 5378 # Min column load = 982 # 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 OTM = 92.3 K -IN X 1.15 = 106.2 K -IN RM = 133.6 K -IN REQUIRED HOLD DOWN = 0.00 KIPS Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 0% Stressed V = 355 # per leg Vcap = 4979 # = COMBINED = 40 " 42 " 58 " 981 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 36% 2 2 7% Stressed 1% Stressed 93 per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution TOP LOAD ONLY Use : I = 60 # per level frame weight 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 199 36 150 60 9 9 1 120 60 7 7 1 KLx = 30 in 90 60 5 6 1 KLy = 40 in 60 60 4 4 0 A = 0.595 in 30 60 2 2 0 Pcap = 19571 lbs 1360 218 227 39 Column 81 Stress Max column load = 1605 # Min column load = -245 # Uplift OTM = 38.8 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = 113 # per leg Vcap = 4979 # = COMBINED = Brace height = Brace width = Length = P = 40 " 42 " 58 " 313 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 11% 44.7 K -IN 28.6 K -IN 0.38 KIPS Special Inspection(Y or N)? NO T = 383 # 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 16% Stressed 2 2 2% Stressed 5% Stressed 12 20 12 19 11 18 10 17 9 16 8 - s 15 1A MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:31:48 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 6 Levels Type Plane Frame Number of Joints 26 Number of Supports 14 Number of Members 30 Number of Loadings 1 Joint Coordinates 1 0.0 30.0 S 2 0.0 60.0 S 3 0.0 90.0 S 4 0.0 120.0 S 5 0.0 150.0 S 6 0.0 180.0 S 7 49.5 0.0 S 8 49.5 30.0 9 49.5 60.0 10 49.5 90.0 11 49.5 120.0 12 49.5 150.0 13 49.5 180.0 14 148.5 0.0 S 15 148.5 30.0 16 148.5 60.0 17 148.5 90.0 18 148.5 120.0 19 148.5 150.0 20 148.5 180.0 21 198.0 30.0 S 22 198.0 60.0 S 23 198.0 90.0 S 24 198.0 120.0 S 25 198.0 150.0 S 26 198.0 180.0 S Joint Releases 7 Moment Z 14 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 6 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z 23 Force X Moment Z 24 Force X Moment Z 25 Force X Moment Z 26 Force X Moment Z 6 5 4 3 2 1 PAGE 1 26 25 24 23 22 21 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:31:48 Member Incidences 1 1 8 2 2 9 3 3 10 4 4 11 5 5 12 6 6 13 7 7 8 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 14 15 14 15 16 15 16 17 16 17 18 17 18 19 18 19 20 19 8 15 20 9 16 21 10 17 22 11 18 23 12 19 24 13 20 25 15 21 26 16 22 27 17 23 28 18 24 29 19 25 30 20 26 Member Properties 1 Thru 6 Prismatic Ax 0.851 Ay 0.596 Iz 1.159 7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 19 Thru 30 Prismatic Ax 0.851 Ay 0.596 Iz 1.159 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 8 Force Y -0.53 9 Force Y -0.53 10 Force Y -0.53 11 Force Y -0.53 12 Force Y -0.53 13 Force Y -0.53 15 Force Y -0.53 16 Force Y -0.53 17 Force Y -0.53 18 Force Y -0.53 19 Force Y -0.53 20 Force Y -0.53 PAGE 2 5� MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:31:48 8 Force X 0.010 9 Force X 0.020 10 Force X 0.028 11 Force X 0.038 12 Force X 0.049 13 Force X 0.058 15 Force X 0.010 16 Force X 0.020 17 Force X 0.028 18 Force X 0.038 19 Force X 0.049 20 Force X 0.058 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC PAGE 3 wi di widi2 fi fidi # in # 1060 0.1259 17 20 2.5 10 20 1060 0.1949 40 40 7.8 20 40 1060 0.2489 66 56 13.9 28 56 1060 0.2927 91 76 22.2 38 76 1060 0.3247 112 98 31.8 49 98 1060 0.3431 125 116 39.8 58 116 6360 450 406 118.1 g = 32.2 ft /sec2 T = 0.6240 sec I = 1.00 Cs = 0.1333 or 0.3733 Cv = 0.486666 Cs min = .14 *Sds= 0.1307 or 1.5t R = 6 Cs = 0.1333 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.095228 W *.67 = 406 # 406 100% MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:31:48 Structure Storage Rack in Load Beam Plane 6 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.081 0.00 1 8 0.000 0.081 -4.00 2 2 0.000 -0.052 0.00 2 9 0.000 0.052 -2.58 3 3 0.000 -0.039 0.00 3 10 0.000 0.039 -1.92 4 4 0.000 -0.026 0.00 4 11 0.000 0.026 -1.30 5 5 0.000 -0.012 0.00 5 12 0.000 0.012 -0.59 6 6 0.000 -0.001 0.00 6 13 0.000 0.001 -0.04 7 7 3.124 0.201 0.00 7 8 -3.124 -0.201 6.04 8 8 2.598 0.184 2.17 8 9 -2.598 -0.184 3.37 9 9 2.075 0.160 2.15 9 10 -2.075 -0.160 2.65 10 10 1.555 0.129 1.68 10 11 -1.555 -0.129 2.17 11 11 1.036 0.089 1.03 11 12 -1.036 -0.089 1.65 12 12 0.519 0.031 0.21 12 13 -0.519 -0.031 0.71 13 14 3.124 0.205 0.00 13 15 -3.124 -0.205 6.14 14 15 2.598 0.202 2.40 14 16 -2.598 -0.202 3.65 15 16 2.075 0.186 2.52 15 17 -2.075 -0.186 3.06 16 17 1.555 0.161 2.16 16 18 -1.555 -0.161 2.68 17 18 1.036 0.125 1.57 17 19 -1.036 -0.125 2.17 18 19 0.519 0.085 0.91 18 20 -0.519 -0.085 1.65 19 8 -0.007 -0.085 -4.20 19 15 0.007 0.085 -4.17 20 9 -0.004 -0.059 -2.94 20 16 0.004 0.059 -2.90 21 10 -0.004 -0.048 -2.42 21 17 0.004 0.048 -2.36 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:31:48 22 11 -0.001 -0.038 22 18 0.001 0.038 23 12 -0.010 -0.025 23 19 0.010 0.025 24 13 0.027 -0.012 24 20 -0.027 0.012 25 15 0.000 -0.088 25 21 0.000 0.088 26 16 0.000 -0.066 26 22 0.000 0.066 27 17 0.000 -0.058 27 23 0.000 0.058 28 18 0.000 -0.049 28 24 0.000 0.049 29 19 0.000 -0.038 29 25 0.000 0.038 30 20 0.000 -0.023 30 26 0.000 0.023 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 8 0.010 -0.530 0.00 9 0.020 -0.530 0.00 10 0.028 -0.530 0.00 11 0.038 -0.530 0.00 12 0.049 -0.530 0.00 13 0.058 -0.530 0.00 15 0.010 -0.530 0.00 16 0.020 -0.530 0.00 17 0.028 -0.530 0.00 18 0.038 -0.530 0.00 19 0.049 -0.530 0.00 20 0.058 -0.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.081 0.00 2 0.000 -0.052 0.00 3 0.000 - 0.039 0.00 4 0.000 -0.026 0.00 5 0.000 -0.012 0.00 6 0.000 -0.001 0.00 7 -0.201 3.124 0.00 14 -0.205 3.124 0.00 21 0.000 0.088 0.00 22 0.000 0.066 0.00 23 0.000 0.058 0.00 24 0.000 0.049 0.00 25 0.000 0.038 0.00 - 1.90 -1.83 - 1.27 - 1.20 - 0.67 -0.51 PAGE 5 0 ��/ -3.27 /�[1r 0.00 - 2.86 0.00 - 2.43 0.00 - 1.88 0.00 - 1.14 0.00 `�9 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:31:48 26 9 10 11 12 13 15 16 17 18 19 20 0.000 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 8 0.1258 0.1949 0.2489 0.2927 0.3247 0.3432 0.1259 0.1949 0.2489 0.2927 0.3247 0.3431 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 1 0.1258 2 3 4 5 6 7 14 21 22 23 24 25 26 0.1949 0.2489 0.2927 0.3247 0.3432 0.0000 0.0000 0.1259 0.1949 0.2489 0.2927 0.3247 0.3431 0.023 0.00 Y- DISPLACEMENT - 0.0054 - 0.0099 - 0.0136 - 0.0163 - 0.0181 - 0.0190 - 0.0054 - 0.0099 - 0.0136 - 0.0163 - 0.0181 - 0.0190 Y- DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ROTATION - 0.0021 - 0.0015 - 0.0012 - 0.0010 - 0.0007 - 0.0004 - 0.0020 - 0.0014 - 0.0011 - 0.0009 - 0.0006 - 0.0002 ROTATION 0.0009 0.0004 0.0002 0.0000 - 0.0002 - 0.0004 - 0.0052 - 0.0052 0.0012 0.0010 0.0010 0.0009 0.0008 0.0007 PAGE 6 Beam - Column Check C 3.000x 3.000x 0.075 A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in kx = 1.00 Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 15 3.2 6.1 30.0 40.0 19.57 27.03 39% 16 2.7 3.7 30.0 40.0 19.57 27.03 27% 17 2.2 3.1 30.0 40.0 19.57 27.03 23% 18 1.7 2.7 30.0 40.0 19.57 27.03 19% 19 1.2 2.2 30.0 40.0 19.57 27.03 14% 20 0.7 1.7 30.0 40.0 19.57 27.03 10% Load Beam Check 3.25x 2.750x 0.075 A = 0.851 in2 Sx = 0.656 in3 Length = 96 inches Fy = 50 ksi Ry = 1.117 in ky = 1.00 Fy = E = Ix = Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 6.00 k -in fb = 9.15 ksi Fb = 30 ksi Mcap = 19.67 k -in 26.23 k -in with 1/3 increase Defl = 0.17 in = L/ 570 50 ksi 29,500 E3 ksi 1.159 in4 31% w/ 25% added to one pallet load M = .282 PL = 6.77 k -in 34% Column Load Allowable Soil Assume Footing Soil Pressure Base Plate Design Shear : Beam fv = Punching fv = Base Plate Bending 4.0 kips 1500 psf basic w = 10.4 psi Load factor = 1.67 19.7 in square on side 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = wl Use 3.5 "square base plate 1 = M = 5 in thick slab f'c = s = 4.17 in3 fb = Fb = 5(phi) (f'c = 19 psi Fv = 32 psi Fir = 5.59 in 181 # -in 2500 psi 43 psi 163 psi 85 psi 170 psi Use 0.375 " thick 1 = 1.5 in w = 329 psi fb = 15805 psi Fb = 37500 psi OK !! OK !! OK !! OK !! Calculations for : JOHNSTONE SUPPLY TUKWILLA, WA by : Ben Riehl Registered Engineer WA# 21008 06/01/2007 Loading: 1000 # load levels 3 pallet levels @ 36,108,144 Seismic per IBC 2003 100% Utilization Sds = 0.933 Sdl = 0.487 I = 1.00 144 " Load Beams Uprights: 48 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.00x 3.00x 0.110 Base Plates with 1- 0.500in x 3.50in Embed Anchor /Column 4.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector 6.3 Weight Overturning Anchors: Braces: In Upright Plane Seismic Load Distribution per 2003 IBC Ca = 0.373 Use : I = 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 144 1060 153 178 26 108 1060 114 133 14 36 1060 38 44 2 KLx = 61.2 in O 0 0 0 0 KLy = 62 in O 0 0 0 0 A= 0.389 in O 0 0 0 0 Pcap = 7968 lbs 3180 305 355 42 Column 31t Stress Max column load = 2456 # Min column load = 724 # Brace height = Brace width = Length = P = OTM = 41.5 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 1 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 1207 # 0$ Stressed V = 178 # per leg Vcap = 2489 # = COMBINED = 62 " 48 " 78 " 580 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 194 Pcap = 1500 # 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 39% 47.8 K -IN 76.3 K -IN 0.00 KIPS 2 2 7% Stressed 1% Stressed G¢ per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution TOP LOAD ONLY Use : Tcap = I = 60 # per level frame weight Max column load = 1168 # Min column load = 12 # T = Brace height = Brace width = Length = P = C 1.500x 1.250x 0.075 A = 0.280 in L/r = 194 Pcap = 1500 # 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 Columns © 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 144 1060 153 186 27 108 60 6 8 1 36 60 2 3 0 KLx = 61.2 in O 0 0 0 0 KLy = 62 in O 0 0 0 0 A= 0.389 in O 0 0 0 0 Pcap = 7968 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 1180 161 197 28 Column 15% Stress OTM = 27.8 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = 98 # per leg Vcap = 2489 # = COMBINED = 62 " 48 " 78 " 321 # 21% 31.9 K -IN 28.3 K -IN 0.07 KIPS Special Inspection(Y or N)? NO 75 # 1 0.5 " diameter.Hilti -KB III 3.5 "embedment in 2000 psi concrete 1207 # 6% Stressed 2 2 4% Stressed 1% Stressed l� S MSU STRESS -7 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:39:01 INPUT DATA LISTING TO FOLLOW: Structure; Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 36.0 S 3 7 2 0.0 108.0 S 3 0.0 144.0 S 4 73.5 0.0 S 2 6 5 73.5 36.0 6 73.5 108.0 7 73.5 144.0 1 8 220.5 0.0 S 9 220.5 36.0 10 220.5 108.0 4 8 11 220.5 144.0 12 294.0 36.0 S 13 294.0 108.0 S 14 294.0 144.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 1.038 Ay 0.727 Iz ,2.599 11 10 9 PAGE 1 14 13 12 �e � MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:39:01 4 Thru 9 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 10 Thru 15 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -0.53 6 Force Y -0.53 7 Force Y -0.53 9 Force Y -0.53 10 Force Y -0.53 11 Force Y -0.53 5 Force X 0.013 6 Force X 0.037 7 Force X 0.050 9 Force X 0.013 10 Force X 0.037 11 Force X 0.050 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC PAGE 2 wi di widi2 fi fidi # in # 1060 0.1341 19 26 3.5 13 26 1060 0.3617 139 74 26.8 37 74 1060 0.3890 160 100 38.9 50 99 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 3180 318 200 69.2 g = 32.2 ft /sect T = 0.6856 sec I = 1.00 Cs = 0.1252 or 0.3733 Cv = 0.486666 Cs min = .14 *Sds= 0.1307 or 1.5% R = 6 Cs = 0.1307 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.093333 W *.67 199 # 199 99% MSU STRESS -11 VERSION 9/89 - -- DATE: 06/011:7 - -- TIME OF DAY: 14:39:01 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.043 0.00 1 5 0.000 0.043 -3.19 2 2 0.000 -0.023 0.00 2 6 0.000 0.023 -1.66 3 3 0.000 -0.004 0.00 3 7 0.000 0.004 -0.26 4 4 1.580 0.099 0.00 4 5 -1.580 -0.099 3.56 5 5 1.052 0.085 2.98 5 6 -1.052 -0.085 3.17 6 6 0.526 0.040 0.51 6 7 -0.526 -0.040 0.91 7 8 1.580 0.101 0.00 7 9 -1.580 -0.101 3.64 8 9 1.052 0.089 3.08 8 10 -1.052 -0.089 3.30 9 10 0.526 0.060 0.86 9 11 -0.526 -0.060 1.31 10 5 -0.001 -0.045 -3.34 10 9 0.001 0.045 -3.29 11 9 0.000 -0.047 11 12 0.000 0.047 0.00 12 6 -0.009 -0.027 -2.02 12 10 0.009 0.027 -1.90 13 10 0.000 -0.031 -2.27 13 13 0.000 0.031 0.00 14 7 0.010 -0.008 -0.65 14 11 -0.010 0.008 -0.47 15 11 0.000 -0.012 -0.85 15 14 0.000 0.012 0.00 APPLIED JOINT LOADS, FREE JOINTS PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:39:01 JOINT FORCE X FORCE Y 5 0.013 -0.530 6 0.037 -0.530 7 0.050 -0.530 9 0.013 -0.530 10 0.037 -0.530 11 0.050 -0.530 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y 1 0.000 -0.043 2 0.000 -0.023 3 0.000 -0.004 4 -0.099 1.580 8 -0.101 1.580 12 0.000 0.047 13 0.000 0.031 14 0.000 0.012 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 5 0.1341 6 0.3617 7 0.3890 9 0.1341 10 0.3617 11 0.3889 Y- DISPLACEMENT - 0.0050 - 0.0118 - 0.0134 - 0.0050 - 0.0118 - 0.0134 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 1 0.1341 2 0.3617 3 0.3890 4 0.0000 8 0.0000 12 0.1341 13 0.3617 14 0.3889 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y- DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ROTATION - 0.0011 - 0.0007 - 0.0003 - 0.0011 - 0.0006 - 0.0001 ROTATION 0.0004 0.0001 - 0.0001 - 0.0050 - 0.0050 0.0006 0.0005 0.0003 PAGE 4 Lp Beam - Column Check C 3.000x 1.625x 0.075 A = 0.389 in2 Sx = 0.382 in3 Rx = 1.213 in kx = 1.70 Stress Factor 1.333 Load Beam Check 4.50x 2.750x 0.075 A = 1.038 in2 Sx = 1.096 in3 Length = 144 inches Fy = 50 ksi Ry = ky = 0.665 in 1.00 Point P M Lx Ly Pcap Mcap Ratio 9 1.6 3.6 36.0 62.0 8.49 15.27 42% 10 1.1 3.3 72.0 62.0 7.62 15.27 36% 11 0.6 1.3 72.0 '62.0 7.62 15.27 16% O 0.0 0.0 72.0 62.0 7.62 15.27 0% O 0.0 0.0 72.0 62.0 7.62 15.27 0% O 0.0 0.0 72.0 62.0 7.62 15.27 0% Fy = E = Ix = Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 9.00 k -in fb =, 8.22 ksi Fb = 30 ksi Mcap = 32.87 k -in 43.82 k -in with 1/3 increase Defl = 0.25 in = L/ 568 50 ksi 29,500 E3 ksi 2.599 in4 27% w/ 25% added to one pallet load M = .282 PL = 10.15 k -in 31% Shear : Column Load Allowable Soil Assume Footing Soil Pressure w = Load factor = Footprint Bearing Base Plate Design Beam fv = Punching fv = 1.8 kips 1500 psf basic 13.3 in square on side 1465 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 /3 Use 3 "square footprint 10.2 psi 1.67 1 = M = 5 in thick slab f'c = s = 4.17 in3 fb = Fb = 5(phi)(f'c = 2.28625 in2 Bearing: 0.787 ksi 18 psi Fv = 12 psi Fir = 5.15 in 150 # -in 2500 psi 36 psi 163 psi 85 psi 170 psi Use 0.11 " thick 7.75 inches long under column section 0.295 inches wide OK !! OK !! OK !! 1.750 ksi Allowable Calculations for : JOHNSTONE SUPPLY TUKWILLA, WA by : Ben Riehl Registered Engineer WA# 21008 06/01/2007 Loading: 1000 # load levels 2 pallet levels @ 124,180 Seismic per IBC 2003 100% Utilization Sds = 0.933 Sdl = 0.487 I = 1.00 144 " Load Beams Uprights: 42 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.50x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column 4.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution Max column load = 1946 # Min column load = 174 # Use : I = 60 # per level frame weight Brace height = Brace width = Length = P = C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) / (R *LF) *Pl* .67 LF = 1.4 Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 140 25 124 1060 131 97 12 O 0 0 0 0 KLx = 124 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 12687 lbs 2120 322 237 37 Column 15% Stress OTM = 37.2 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 0% Stressed 118 # per leg Vcap = 4979 # = COMBINED = 40 " 42 " 58 " 327 # 12% 42.8 K -IN 44.5 K -IN 0.00 KIPS 2 2 2% Stressed 0% Stressed per 2003 IBC Ca = 0.373 Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution TOP LOAD ONLY Use : I = 60 # per level frame weight Brace height = Brace width = Length = P = 1.33 Allowable Stress Increase 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 1060 191 180 32 124 60 7 7 1 O 0 0 0 0 KLx = 124 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 12687 lbs 1120 198 187 33 Column 11% Stress Max column load = 1351 # Min column load = -231 # Uplift OTM = 33.2 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO 2 T = 349 # 2 2 0.5 " diameter Hilti -KB III 3.5 "embedment in 2000 psi concrete Tcap = 2413 # 14% Stressed 93 # per leg Vcap = 4979 # = 2% Stressed COMBINED = 4% Stressed 40 " 42 " 58 " 258 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 144 Pcap = 2742 # 9% 38.2 K -IN 23.5 K -IN 0.35 KIPS -a4' 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:46:59 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 Levels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 2 5 1 0.0 124.0 S 2 0.0 180.0 S 3 73.5 0.0 S 4 73.5 124.0 5 73.5 180.0 6 220.5 0.0 S 7 220.5 124.0 8 220.5 180.0 9 294.0 124.0 S 3 6 10 294.0 180.0 S Joint Releases 3 Moment Z 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -0.53 5 Force Y -0.53 7 Force Y -0.53 8 Force Y -0.53 4 Force X 0.027 8 1 4 7 PAGE 1 10 9 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/ :7 - -- TIME OF DAY: 14:46:59 5 Force X 0.039 7 Force X 0.027 8 Force X 0.039 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2003 IBC wi di widi2 fi fidi in PAGE 2 1060 1.6044 2729 54 86.6 27 54 1060 1.6719 2963 78 130.4 39 78 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 2120 5692 132 217.0 133 g = 32.2 ft /sec2 T = 1.6368 sec I = 1.00 Cs = 0.0701 or 0.3733 Cv = 0.486666 Cs min = .14 *Sds= 0.1307 or 1.5E R = 6 Cs = 0.1307 LF = 1.4 V = (Cs *I) /(LF) *W *.67 V = 0.093333 W *.67 = 133 # 1008 I MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:46:59 Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.056 0.00 1 4 0.000 0.056 -4.14 2 2 0.000 -0.009 0.00 2 5 0.000 0.009 -0.63 3 3 1.054 0.066 0.00 3 4 -1.054 -0.066 8.16 4 4 0.527 0.034 0.36 4 5 -0.527 -0.034 1.54 5 6 1.054 0.066 0.00 5 7 -1.054 -0.066 8.21 6 7 0.527 0.044 0.63 6 8 -0.527 -0.044 1.84 7 4 -0.005 -0.059 -4.38 7 7 0.005 0.059 -4.30 8 7 0.000 -0.062 C -4.50 Ad/ la c c'cj, 8 9 0.000 0.062 0.00 9 5 0.005 -0.012 -0.90 9 8 -0.005 0.012 -0.79 10 8 0.000 -0.014 -1.06 10 10 0.000 0.014 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.027 -0.530 0.00 5 0.039 -0.530 0.00 7 0.027 -0.530 0.00 8 0.039 -0.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS PAGE 3 77 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/01/:7 - -- TIME OF DAY: 14:46:59 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.056 0.00 2 0.000 -0.009 0.00 3 -0.066 1.054 0.00 6 -0.066 1.054 0.00 9 0.000 0.062 0.00 10 0.000 0.014 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 1.6044 - 0.0076 - 0.0015 5 1.6719 - 0.0093 - 0.0003 7 1.6044 - 0.0076 - 0.0014 8 1.6719 - 0.0093 - 0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 1.6044 0.0000 0.0006 2 1.6719 0.0000 0.0000 3 0.0000 0.0000 - 0.0187 6 0.0000 0.0000 - 0.0187 9 1.6044 0.0000 0.0008 10 1.6719 0.0000 0.0003 PAGE 4 Point 7 8 0 0 0 0 Beam - Column Check Pallet Load Assume M = PL /8= fb = Mcap = C 3.000x 3.000x 0.075 A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in kx = 1.00 Stress Factor Length = P M Lx Ly Pcap Mcap Ratio 1.1 8.2 124.0 40.0 12.69 27.03 39% 0.6 1.8 56.0 40.0 19.07 27.03 10% 0.0 0.0 56.0 40.0 19.07 27.03 0% 0.0 0.0 56.0 40.0 19.07 27.03 0% 0.0 0.0 56.0 40.0 19.07 27.03 0% 0.0 0.0 56.0 40.0 19.07 27.03 0% Load Beam Check 4.50x 2.750x 0.075 A = 1.038 in2 Sx = 1.096 in3 Defl = 1.333 144 inches Fy = 50 ksi Ry = 1.117 in ky = 1.00 Fy = E _ Ix = 1000 lbs 0.5 pallet load on each beam 9.00 k -in 8.22 ksi Fb = 30 ksi 32.87 k -in 43.82 k -in with 1/3 increase 0.25 in = L/ 568 50 ksi 29,500 E3 ksi 2.599 in4 27% w/ 25% added to one pallet load M = .282 PL = 10.15 k -in 31% Shear : Column Load Allowable Soil Assume Footing Soil Pressure w = Load factor = Base Plate Bending Base Plate Design 1.5 kips 1500 psf basic 11.8 in square on side 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Beam fv = Punching fir = Mmax = wl 2/3 Use 3.5 "square base plate 10.4 psi 1.67 1 = fb = 1 = M = 5 in thick slab f'c = s = 4.17 in3 fb = Fb = 5(phi) (f'c".5) = 6 psi Fir = 7 psi Fir = 1.67 in 16 # -in 2500 psi 4 psi 163 psi 85 psi 170 psi Use 0.375 " thick 1.5 in w = 119 psi 5718 psi Fb = 37500 psi OK.!! OK !! OK !! OK !! FRC ha Fr . OF OREGON, INC. City of Tukwila 6300 South Center Blvd Suite 100 Tukwila WA 98188 In regards to the Johnstone Supply at 1105 Andover Park west Tukwila WA 98188 The commodity is class I through III The maximum storage height is 21' with most product below 20' The sprinklers are at 23' Commodity clearance between product and sprinkler is 2' Racks have 2 — 6 tiers Flue spaces will be provided between pallets and at uprights There are smoke heat vents Racks will be open without solid wood decking The materials are not encapsulated The square footage of racking is approximately 10922sqft or less It is not public accessible The sprinkler system is .39GPM / 5600SQFT stated on the riser and the heads are at 286 degrees The aisles between the racks are 6' with no multiple row racks NFPA Table 12.3.2.1.2 Used. graph 12.3.2.1.2 C curve G requires .325GP1v1 over 5600 Square feet Apply figure 12.3.2.1.5.1 with 21' storage height 1,15 X .325 = .373 GPM at .39 the existing sprinkler system should meet all codes Thank you Brian Petrick Cell phone 503- 519 -3043 CODE "c COMpLi . _ E JU 1 2 100 NISSAN FrORKUPT FFIX NO. . c,7 I ! Me copy Permit No. Material Handling Specialists • 1- 800 -452 -0050 Jury. 4 2O7 9:43AN! P4 7373 S.E. Milwcukle Expressway Portland, Oregon 97222 PO. Box 68348 • . aortlorrd. Oregon 971E68 (503) 66596438 • FAX (503)65,3-6966 7- 800- 452 -0050 www,noilftOr. corm. ' JIO �1TTp ..ze {. RECEIVED CITY OF TUKWILA JUN 0 6 7007 PERMIT CENTER .A.,r4C6 FRDI : Table i28.2J.Y Con tats "Sea 12.3.2.1.2.1 For interpolaL.iur, of aisle ∎idths. FAX NCI. 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STORAGE ma 31 Zee r 12 : 58RMI P12 23-119 t= RO'1 : 4: k f) 1002 0.20 FAX NQ. : Gedtiltg s riader e8 Fity (nlarrh: ) 6.1 8.2 102 t2:2 14.3 145,3 104 I f A C D L FG N 11 'uIsm1;as:: OWE •U II s ■uc1rait **1: ■■sips a ■l thlr}11 IaR /aura [I■rs rrsitsRR!CUartwomasaimiliaausa umplionommimplocim.lvamimmisisommaigusommommis s e■ at[titimme.lrsYleaa4vmwmihr6err a �i m a r li i a a r\i a s me a a lso mwo omesom Il t s sf t MUM01tritet.ue.. we essmosaaalt•UMi ueaa 7 rm seal'.lras� r __■ uerrsa 1 i t ■tl 1Aw1i ert7r.lraittitaa�r�II.�lrrtruiar■r�aerr[ uarl:lsi Axmattlaas111101 00001.` 1 11Thallia smusimpirilmormsemsommitommommi imams lrbillis ss1Trsmi014110a1wJlsrrlrie• 1f lair! US iSSSaRS1Ciu l R !lai)maNlisiifi*f15411 im i aratt SWARM tPtlla'tr 41eael vasst0 7 . `00004 ■ et rrrrs l� mm aacisitksass. +MMe � 1 111►rPOss PoiaiUUi U Uk°�lr■L Nisi y'+*Isla: r it P oll S.MI u et s■a &iats.'1.'laraAN e. errs lY st.;tiRt.Rat 0011011004mwwsrsrr lee i• rr ■ sURS110 aerserasa.i. II ■ l ilaalailsltr � r RS ■aaaauattaiIli■ ssel#ear asssaownw.siss *is ■el ail/ 0.15 020 0.28 0.30 045 op 0.43 Cage* s ' fthrity (41 ) FIGURE 12..8.2.1.2(c) Spinkler Spates:f Eft` 4Q Glttxvcs -- 20-ft ■ommo >Z (5.1 tlatis UI Ncanera� C4riamo -- Ciuweaitioial )Pal its i 3 20.4 STORAGE 0. 50 Canty DI Y (mrrdnin) io.2 121 14.3 16.3 183 214 214 245 A D b !r F' a li a il rea■.C.r1'r ■r. lei ESISO � t OS AMU MOWERS uu .'utala■rar 1W .t is ufitil a SSar1# yi'ilaallrrURIiL u 11 Mri Sal■ u at iatlA�Mil al110418U■ Yki�l [r l+ il■ ereesi u u mgmc6f• Yi 00 11000081040.0 r ■YYtrlak' rru 4*aravalost to at.+! r■wrMe siarrl�aia111m1 ,10M0�.0401►.rrrs * r0 e anam mmissr4■ ■t.t4su[vr ■.tar plow* uJSUUu kllkr Rlleiaal 1 inlals ue t■ R ilowleliar 'f( arr Lies almilinii■tr.ir r rar i.r r im s UaL rr r ea■. ■r ena ■r�e larnai rea r ■r` t`e�1wllarr' r siA 11 raw rims ,1 yrss Sillasalins►lk'tulr wssi r�.�RUaRY►*rR ■, es■rses 1■.rr. saismatarila CS asrrri' :11100>f■ *fib ■es041►rr►■e■tAtsr 11 alrrw:41.60 mreom twat 100001111001004010arr ■[ � I RI1RY000116 �1 M.RU `4001000 iss +A e ■Rasa[, 11100 all.�l 001000 et'rrr a r a �se. ti � U � ■RratseremmiseaU ■R SRSaia s to tit ti ka ee V. se a www Ra ■i.•`.'!ar area■ ■�1r ■a aracx�rrlMYr.trrrM4100004040 srrYf+ae 00000000sea r�Ia1■rrr ■r■ ■r stwandsmsalstplm u 111 ■ li R1 9llrronstwlrsrall llUUUR • ns m ove a eee i mi ■som m i u ■ I a 1 r t lUisiUiMssum s■ sswiI 2 18e dhaliP *AY 93 82 425 0.30 0.5$ 10.40 f0..45 0.50 0. b st�r Ceitl ebaktdtisx'dWd y({pn111E ) 0.60 372 186 Came a le A -- i ar doub.a -row rc6E with SA (.44 -rre eke= rich F (141'C,`) 4011h2 Wadden and 186°F(74°C) • lanai 84 4.44+14 antes w 1€6'F p4° ) aeon; IgidrithOt WW 18.04$ We* Spinners G - - aryfi 5e -w db .tow racks with Oft ('422•lri) s or roulticieHrao mks with atelorm wag spihmomwd 186 (741°C) in-radc spinners D -$k .or Qext+ia -tsar rooks with 44t (122..) axles or wits with � a 185 (74°C ) =J winners and 161sT (74"C) mil) ErIgk Rack Storage -- Carve Ummd A--S - «dwdle•mwr.xkcS vert8- 8 (244 -ra) em1s wdm "+�.l.'B°F (141°C) oiling Sara and 18fi F rfe0) e - Simard i- wlbt radcv w6tr 8ft(2A n) aisles Wish 185°F (78i' celingspankierg suldterFCMNII ioftsoptions C- t atoll -ca roe' Rd% with 4-ft (1.22 -m) Wes Cr In -roar coda w5/1 236°F (141°C) ossbrYg rp end 16PF {!4"G) imack sprinklers 0--- 8x1 e.ordtt o-nbw awls vat441(1.224n)elsilesor inikianwocbvith 165 ir e (74°b} FIGURE 12.3.2.1.2(d) Sprmtis r &per »a a Cal rvea - 20-ft (6.1.-el) EEO eta Striae - 05aus IV Noasc 111.Eed. Commodities - Conventional Pallets. May 31 2007 12; 58i 41 P13 Is-I21 Curve Legend 8 - Singke -or domes -row rein with 84 {244.m) salsa and 2 e°P (141°C) canting t handlers F -4114e-or double•rovd recta wile 6•it (Z.44'm)) aisles and 155°1' (74 °0) Casino Sprin d ers 6 Sir g*a rtes with 44 (152.rej alias and 7s66°F (141°C) oeIrig spinklers 14- Skt0ie rdlaubta -row racks wih 4.1t (1.22 -re) nines e (74 ceding spdrksts 1- Mutttple -cow redo wilt+ 8-r (2.44 -rn) or wider &A mend 286 °F (141 °0) ce6 1pnrddota J - ihult w rooks With 641 (x• .44 -mj or wider aims and 1155 °F (74^C) wits) winners Chime Legend E- Sing or chat te.mw rum with fat (2.44 -m) testes and 286 9 F (141 seltIng sprinklers F Silw9ie - or dl ib1e-ow wine 84 (2.44 -m) sates and 16S (74°C) aeIing winners 6- dauhl6 -raw racks YYlft 441(1.22 m) tad a end 286°tt 11 wi1e,2 m ti6iibiedtxnni facts with a.{t (1.22 -m) Wales and 'RIOT (74°0) t3eiling avitaaels 2002 Ealdon • ma *tight of *crags (rr.) X 3.05 4.57 6.1 7.62 914 10.67 R■RI 1i6� 1 f■. l f* l� ra2M mm if! ■i!%f !■a ■a■■■ ■Ma■ ■ ar 's R f■*■ 1 412 .21I ui r $ $ / ■ f■ ommummism f■■■ aa 2222■ ■■ ■m �If�I ■f ■f f # 212111 R r = ! % �i� �r 22:22 ■f11 2 mill moinams OD + ■ 11:41411.: t ! ■ ■ f a l f a mm a im �•f i s ■ aaisn 4 41.4 RS WOM M is�.*r�in>,tlipm t`r�s�iiaM ual�' ll tjr ��tigi I .itilaa5ac,sa ■ ■. ■Ri ■rirtem R � `� s ■M ;an lclr ■ alra ■ #■ltur■ ■� f�a ■ #�.! �! sR ■ ww!!.! af■ ■ /iasslalttiwaajy1ya Migr ara■air�I�1a!a a! as M aa aifi■ >. irfRfati!#flt l OMME i . /i4al�o. ■.we ■ ■ o 10 12 16 . 20 Z 5b ac "'� HeicittnNikmUm to i k1G I2.3.2.141 Can Density vs. stot ge 802 Edam 175 150 t 125 t Q I 'Sto r go $dart Over 12 ft (3.7 m) through 25 ft (7.6m) Over i 2 ft (3.7 m) through 20 ft (6.1 m) None in elery tier Over 20 R i6.t m) t�tuuugb MiturnUrn required 24 ft (7 -5 al) In every tier I HA NU. 31 goal,A red fn -Rack Sprinklers kliaiinunt required than miniumn. but not in every tire Mon than minimum, but not in every tier 8 2500 Pat.! J1 their id•;�,HI.1 t'14 1 + +9n area ckspclrrider °perm= ( 2112 279 32 372 416 8000 557 ra U i i. U Ufai. ■ i■ ■■i■ a!m ■isw . f■ ■#■ ■aa ■■■as a■ ■ a # r s■fa !■f�1■4ia4t■■ •i� ■■• a■f ■ f■ >r■,■ *V�■i a I :a11: : : : :.. 2 21" ram ■■essis■■ ma fas ra■a Na■■■■■ff f!■7 1fsa* ■as■ ■■ ■aRiffii� #� ■■� ■■ erens■ rich �j1 l�jj��r'rAsm ' �i Q sfi ■■■aaai■■aat 1 Na... ■■■#! ■■■■ aio■ Alsam� a a■■■ IRlI � # * x �� affsa ■ ■f■ ■a ■■ J ■ ssai!!a f■#� mta■a■f * ye rw ■ ■.aa ifs/, • � a *a im■■ ��u: :Iss�.te si � i.0211911 aaaaa■lafeai■ ■iv amodua■ :mM: iaaal ,` y l" ■mp isa ■ ■falaf■■ ■1•/ ■■a ■ ■s .�` i -RyR� f■l Ril2 ••• f a!■ .Tussah ■sr.a■a fa■asa■ nsaftea ■ ■f a■■ st j •gisteal ntnnu ■■ .■ ■a■ 1 Z ° : :: � Iii, ■■ ■ I � mums* a m : 11i 5 t■ a t ' :C aN ■ 4 9 $ 1500 2000 410 2000 3500 4000 450p� notated dosign atonal sprinkler 4paiation (lt1 INURE 1$.3.'1.1.5 A4,ttstment of it/ea of Sprinkler Opreaudosa for (ate from Top of Storage to Ceitingg. ( Table 12.3.!.15.3 Adf tment to Ceiling SWIM tos Sto Dew xage Erlght and 1n $jers APPIYESure 1$.5.2.1.5.1 for Stem4mIleiOd Adjossumnd Yes Yes Yes Yes No No Permitted Ceiling Sp itldens -1tslc k Siarialor6 are Lmfalleci None None Reduce density 20% from that ofmini:num in -raek sprinklers Reduce density 40% t rom thai - of minimum in,raek sprinklers None Reduce density 20% from that of minimum in-rack sprinklers Reduce density 40% from that of minimum in rack sprinklers' ACTIVITY NUMBER: D07 -198 DATE: 06 -06 -07 PROJECT NAME: JOHNSTONE SUPPLY SITE ADDRESS: 1105 ANDOVER PK W X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: ik P l !Vision i 1 Bui l ng ivision Public Works ❑ DETERMINATIJJN OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 �PERMIT COORDCOPY `- PLAN REVIEW /ROUTING SLIP 511 1/ Fire Prevention Structural Incomplete n ❑ Permit Coordinator ❑ DATE: DATE: Planning Division DUE DATE: 06 -07-07 Not Applicable ❑ No further Review Required DUE DATE: 07 -5-07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License RACKOOL977QE Licensee Name RACK OPTIONS LLC Licensee Type CONSTRUCTION CONTRACTOR UBI 602334665 Ind. Ins. Account Id PARTNER/MEMBER Business Type LIMITED LIABILITY COMPANY Address 1 4113 77TH STREET Address 2 City OLYMPIA County THURSTON State WA Zip 98501 Phone 3608706549 Status ACTIVE Specialty 1 OTHER (SPECIFY) Specialty 2 UNUSED Effective Date 11/5/2003 Expiration Date 11/7/2007 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date DELANEY, PATRICK PARTNER/MEMBER 11/05/2003 FRANK, KAREN PARTNER/MEMBER 11/05/2003 DELANEY, PATRICK PARTNER/MEMBER 11/05/2003 FRANK, KAREN PARTNER/MEMBER 11/05/2003 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information I Bond I Bond I https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= RACKOOL977QE 06/13/2007 144 J 120 120 120 Sheet Title: Client: 144 96 96 96 96 RACK PLAN JOHNSTONE SUPPLY 0 144 J 106 I 106 106 106 106 106 144 120 120 x 120 120 No. REVISION REMARKS M � W PROJECT NO.: 102-- FILE NO.: RACK PLAN REV. NO.: SHEET NO.: FP01 0 0 N CO N O N / 21' m z -c O =-i = to n O- r C DTI Z m m z Ph 1 DATE DRAWN: 5/23/07 DRAWN BY: BJF CHECKED BY: SCALE: AS SHOWN „ 24' 1105 ANDOVER PARK NEST TUKWILLA, WA 98188 24' 18' CADD Connection, LLC 33845 HWY 99E Tangent, OR 97389 Ph: 541 - 967 -7954 Fax: 541 - 926 -8571 m m n D = v o O m z Pi BRACE 1 -5/8' z J 0 C.) •T# L ME copy Permit No. 4' -0' UPRIGHT z X J 0 U 14 GA THK 12'-0' .11'x 3'x 3' BASEPLATE (1) 1/2'0 ANCHOR 1/8 ' 1 -1/2' EA FACE 14 GA THICK SEAN_IZ'_ 106' 3.25' LOAD BEAM 144' 4.50' 2.75' LOAD BEAM 40 - CONNECTOR LOAD BEAM w w W 2'- TYPE "A" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATI ❑N STATING 1000# CAPACITY 2 114', 144' CONNECTOR 120' or 144' LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK El 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE '(3) PIN CONN 0 LOAD BEAM `D 0 1 -5/8x 3x o \ 3/16' THK V 1/8' BRACE CONNECTOR 1/8V VERT EDGES 6' 9' -6' z x J O BRACE CONN (3) AISI A502 -2 RIVETS 7/16'0 2'oc HOOK THRU SLOTS IN COLUMN W LOAD BEAM CONNECTOR LOAD BEAM 1 CONNECTOR LOAD BEAM 1 to TYPE "F" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS L ❑CATION STATING 1000# CAPACITY 2 114', 144' \--CONNECTOR z X J 0 V LOAD BEAM ELEVATION 144' SAFETY PIN TO RESIST 1000# UPLIFT LOAD COLUMN -BEAM CONN 1 3' -0' 6' -0' 3' -0' O.11x 3x 3 BASEPLATE (1) 1 /2'0 ANCHOR FF 5' CONCRETE SLAB ON GRADE COLUMN BASE X- SECTION (1 W I- o Z I I I I I I I I II q- v) in q o A p o _ 0 e In F- V o .-, d W W U W -1C c1 J W Z L X W (11 > W cD 00 PA c3 73 _ W A F- (U -N j ~ �W "Ld (U A D CK Ld PA Ld c3 • II O N W JUJ WF- Z CO Lt_ alna rn_J% o X J () U Ld Li, ° W A '73 F- 0 4 (/) W (/) J Q U D_ D E D � U N A = Z W H t U H D_ WD ZE(/) W W❑- D_ (� A J W Z U W W Q A X ri CU RECEIVED CITY OFTUKWIIA JUN 06 71101 PERMIT CENTER 1 }- J Cl_ Cl_ z 0 F - 3 C/) Z E J L~ C F-1 L. O O z (.1-. F— • BRACE 3' z -J 0 U 3' -6' UPRIGHT z x J 0 U 14GA THK 15' -0' 3/8`x 3.5'x 8' BASEPLATE (2) 1/2'0 ANCHORS 1/8 ' 1 -1/2' EA FACE COLUMN & BASE PL 1 -5/8'H x 1' W STEP 14 GA THICK SPAN ' 96' 3.25' LOAD BEAM 120' 4.00' I.0 LOAD BEAM \-CONNECTOR LOAD BEAM CONNECTOR LOAD BEAM w w w 3'- 3'- TYPE "B" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY @ 100', 140', 180' \--CONNECTOR 10' -0' LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK ( 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE (3) PIN CONN 0 o LOAD BEA 1 -5/8x 3x� o 3/16' THK CONNECTOR U a 1/8' BRACE (3) AISI A502 -2 RIVETS M 7/16'0 2'oc HOOK THRU SLOTS IN COLUMN 1/8 VERT EDGES 4' 4' 8' -4' z x J 0 U BRACE CONN TYPE "D" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY @ 56', 120', 180' z J a U 8 ' - D il W LOAD BEAM \-CONNECTOR LOAD BEAM CONNECT OR LOAD BEAM W 5'- 5' \-CONNECTOR LOAD BEAM ELEVATION 5' 1 COLUMN -BEAM CONN 3/8x 3.5x 8 BASEPLATE (2) 1/2'0 ANCHORS FF 4' -6' 5' CONCRETE SLAB ON GRADE COLUMN BASE X- SECTI ❑N SAFETY PIN TO RESIST 1000# UPLIFT LOAD 0' 6' TYPE "E" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY @ 30',60',90',120',150',180' 8' -0' LOAD BEAM ELEVATION W I- z I I I I I I I I I I 6' 6' 6' 6' 6' 6' 3�� ❑ 75 W r-� X () W W W '3 > a- VI Z5 I__ 0 � (n ~ J W V) -- ❑ ►�-� U N A 2 Z W ri <E U1 --4 W❑Z �V) (�JQ LLJ L� 0 TUKWILLA, WA C: \My DocS\ACAD\DRAWINGS\R207168.dwg, 6/1/2007 3:19:09 PM LOAD BEAM —{ W 0 \-CONNECTOR LOAD BEAM I 2' I h \-CONNECTOR LOAD BEAM 2' I f0 ld_ 2' I CONNECT OR LOAD BEAM I1� III \--CONNECTOR LOAD BEAM 2' ---1 41 III i `- CONNECTOR LOAD BEAM = 2' I rD [tddn 0 \--CONNECTOR D 2'- • BRACE 3' z -J 0 U 3' -6' UPRIGHT z x J 0 U 14GA THK 15' -0' 3/8`x 3.5'x 8' BASEPLATE (2) 1/2'0 ANCHORS 1/8 ' 1 -1/2' EA FACE COLUMN & BASE PL 1 -5/8'H x 1' W STEP 14 GA THICK SPAN ' 96' 3.25' LOAD BEAM 120' 4.00' I.0 LOAD BEAM \-CONNECTOR LOAD BEAM CONNECTOR LOAD BEAM w w w 3'- 3'- TYPE "B" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY @ 100', 140', 180' \--CONNECTOR 10' -0' LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK ( 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE (3) PIN CONN 0 o LOAD BEA 1 -5/8x 3x� o 3/16' THK CONNECTOR U a 1/8' BRACE (3) AISI A502 -2 RIVETS M 7/16'0 2'oc HOOK THRU SLOTS IN COLUMN 1/8 VERT EDGES 4' 4' 8' -4' z x J 0 U BRACE CONN TYPE "D" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY @ 56', 120', 180' z J a U 8 ' - D il W LOAD BEAM \-CONNECTOR LOAD BEAM CONNECT OR LOAD BEAM W 5'- 5' \-CONNECTOR LOAD BEAM ELEVATION 5' 1 COLUMN -BEAM CONN 3/8x 3.5x 8 BASEPLATE (2) 1/2'0 ANCHORS FF 4' -6' 5' CONCRETE SLAB ON GRADE COLUMN BASE X- SECTI ❑N SAFETY PIN TO RESIST 1000# UPLIFT LOAD 0' 6' TYPE "E" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY @ 30',60',90',120',150',180' 8' -0' LOAD BEAM ELEVATION W I- z I I I I I I I I I I 6' 6' 6' 6' 6' 6' 3�� ❑ 75 W r-� X () W W W '3 > a- VI Z5 I__ 0 � (n ~ J W V) -- ❑ ►�-� U N A 2 Z W ri <E U1 --4 W❑Z �V) (�JQ LLJ L� 0 TUKWILLA, WA C: \My DocS\ACAD\DRAWINGS\R207168.dwg, 6/1/2007 3:19:09 PM •1 BRACE 3' TYPE "C' z J a U 3' -6' UPRIGHT z J 0 U 14GA THK 16' -0' 2.75' LOAD BEAM 3/8'x 3.5'x 8' BASEPLATE <2) 1/2'0 ANCHORS 1/8 V 1 -1/2' EA FACE COLUMN & BASE PL 1 -5/8'H x 1' W STEP 3.25' 14 GA THICK PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY @ 72', 112', 152', 192' 8' -0' W NJ w LOAD BEAM CONNECTOR LOAD BEAM \- CONNECTOR LOAD BEAM CONNECTOR LOAD BEAM Ii W w 3'- 3'- 3'- _ \-CONNECTOR = LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK fl 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE (3) PIN CONN 1/8' BRACE 4' 4' 4' 6' - 0' • z E J U Q BRACE CONN 0 (3) AISI A502 -2 RIVETS z ko o LOAD BEAM 7/16'0 2'oc I 1 -5/8x 3xf o \ HOOK COLUMN SLOTS o 3/16' THK IN C ❑LUMN CONNECTOR 1/8V VERT EDGES 1/8 V1 -1/2' EA SIDE 5' COLUMN COLUMN BASE X- SECTI ❑N 5' CONCRETE SLAB ON GRADE SAFETY PIN TO RESIST 1000# UPLIFT LOAD COLUMN-BEAM CONN 3/8x 3.5x 8 BASEPLATE (2) 1/2'0 ANCHORS FF 3.5' q- N tri LA r=1 °Ap - - ° U1 n I- I- 0 +; U° d Wu J (1J Ce J W p ISW XQVN) -ul c x W N W V) 0 CL 73 _ W 1- (U • AF' • o JQN�F A - I . , � 3z 3 II o YI- 1 - 1 p U II pp PI _J (4 LA F' 1 Z >,Jz _J V) J: p CO LL <E t _ o V C")W W QW ON W N U °- Ul JpILZ CL N - F- p ''' AQ W(/)2Q WH Z UIZCK C� II ▪ p�U W I I 1 - 3 W 0A2ZW I- II �I- .-a tU�CL C3 II WQ W C7ZZ(' Z II q 2 (� J .-4 (v ( 1 1r) Cl_ Cl_ z ED C/) F— LL I-1 � L O 0 Z '- - BRACE 3' z D J 0 0 3' -6' UPRIGHT 1/8 ' 1 -1/2' EA FACE COLUMN & BASE PL LOAD BEAM z E J 0 0 14GA THK 15' -0' 3/8'x 3.5'x 8' BASEPLATE (2) 1/2'0 ANCHORS 1 -5/8'H x 1' W STEP 14 GA THICK \-CONNECTOR LOAD BEAM l LOAD BEAM 4'- 1 -5/8x 3x 3/16' THK TYPE "B" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS L❑CATI ❑N STATING 1000# CAPACITY @ 124', 180' \-CONNECTOR ■0 0 0 0 12' -0' LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK fl 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE (3) PIN C❑NN LOAD BEAM 1/8' BRACE Ni- CONNECTOR 1/8 V VERT EDGES 8' 10' -4' z E J 0 U BRACE C ❑NN (3) AISI A502 -2 RIVETS 7/16'0 2'oc HOOK THRU SLOTS IN COLUMN z E J a U 1 -1/2' EA SIDE 1/8 5' COLUMN COLUMN BASE X- SECTI ❑N CONNECTOR FF 3.5' 5' CONCRETE SLAB ON GRADE SAFETY PIN TO RESIST 1000# UPLIFT LOAD COLUMN -BEAM CONN 3/8x 3.5x 8 BASEPLATE (2) 1/2'0 ANCHORS N w 1-- Z I I II I I I I I I 1- N IA A ° A p D - - Ce U1 , I- a Ai U° d> W U lf� W W N ❑ W X Q (�/) (A Q X W W _ w (U' -(/) I - 0 � (U ALLI❑ �L'-I• � o J�(/) I I A� U ❑ v i i w � 11 Z -1 W I- >,J (Y) W Q If') ~ ) F- XJ = ( lf '') U (.0 W W W Ps. ,. ,. (''i 4 Ifi (, L. Z ❑ H g J � Q U ZL,J 1-1 CL L_ F-1 z 3