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Permit D07-139 - APOLLO HOLDINGS - STORAGE RACKS
APOLLO HOLDINGS 3334 S 116 ST D07 -139 Parcel No.: 1023049011 Address: 3334 S 116 ST TUKW Suite No: Tenant: Name: APOLLO HOLDINGS Address: 3334 S 116 ST , TUKWILA WA Citf Tukwila Owner: Name: ELLIS AND ANGELO COMPANY ET Address: PO BOX 58548 , LOS ANGELES CA 90058 Phone: Contact Person: Name: JIM PAOLETTI Address: 3500 WEST VALLEY HY #101 , AUBURN WA 98001 Phone: 253 333 -2100 Contractor: Name: RAYMOND HANDLING CONCEPTS Address: 41400 BOYCE RD , FREMONT CA 94538 Phone: 253 -333 -2109 Contractor License No: RAYMOHCO34KB DESCRIPTION OF WORK: PALLET RACK INSTALLATION Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC -10/06 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT $0.00 Fees Collected: $1,536.00 International Building Code Edition: 2003 Occupancy per IBC: * *continued on next page ** Permit Number: DO7-139 Issue Date: 05/10/2007 Permit Expires On: 11/06/2007 Expiration Date: 10/01/2007 D07 -139 Printed: 05-10 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City o Tukwila Department o Commun eve opment 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 - 139 Issue Date: 05/10/2007 Permit Expires On: 11/06/2007 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: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the perfo ce of work. I am authorized to sign and obtain this development permit. Signature: Date: 5(IC)fo9 Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10/06 D07 -139 Printed: 05-10 -2007 Parcel No.: 1023049011 Address: 3334 S 116 ST TUKW Suite No: Tenant: APOLLO HOLDINGS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 14: ** *FIRE DEPARTMENT CONDITIONS * ** 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 PERMIT CONDITIONS Permit Number: D07 -139 Status: ISSUED Applied Date: 04/17/2007 Issue Date: 05/10/2007 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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The fmal inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: 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. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 13: 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. D07 -139 Printed: 05-10 -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 15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are NOT APPROVED as submitted. The following concerns must accompany the plans in order to properly evaluate: 16: 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) 17: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 18: 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) 19: 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) 20: 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) 21: 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) 22: 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) 23: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 24: 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) 25: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinidered areas of buildings. (IFC 315.2.1) 26: Maintain minimum 6" longitudinal flue space between back -to -back racks. (NFPA 13- 12.3.1.14.1)(Flue space requirements also apply to rolling racks.) doc: Cond -10/06 D07 -139 Printed: 05-10 -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 27: 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)(Flue space requirements also apply to rolling racks.) 28: 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) 29: 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) 30: 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) 31: 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) 32: 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) 33: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 34: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 35: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 36: These plans were reviewed by Inspector 511.1f you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * *continued on next page ** D07 -139 Printed: 05-10 -2007 'vase' City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit 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: Print Name: doc: Cond -10/06 3i ■ Date: Sig 07 D07 -139 Printed: 05-10 -2007 King Co Assessor's Tax No.: II 02-364 - ?°/1 Site Address: 33 a 5. 11G 44 -5 4-4.; 1t & 't 93 /0 Suite Number: Floor: Tenant Name: AP 01' jt/ot j/: , Gs - New Tenant: ® Yes ❑ ..No Property Owners Name: M Pbeio C-.o/'V bS Mailing Address: S X/frN f4 ✓E S'adre 9OD .s5AT'rLC City PERSON - who do we contact when your permit is ready to be issued L CONTACT Name: � i ot- PA 0 1 r1'l / gA l to N,c4IDlA Mailing Address: 3 goo w 65 V A uf'j NIA y 14 /0/ E -Mail Address: Of M, P @ P i I b4 ct / ct 4 41 l.vs - to" [ GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: .35� O i Jr v/LLE y N14/Jwd/ ,ficii /D/ City State Zip Contact Person: f pA u t-E r-ri Day Telephone: 206 -17/ - 73 70 E -Mail Address: , ../ 141 - i° ../ 4 '° € 4/ /M'°'%/O frtAn/01 /A/G Fax Number: 2-5 933 Contractor Registration Number: EA/WV/603 q k 8 Expiration Date: P/b S / LA RCHrTECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 h t tp: / /www. c i. tukwi l a. wa. US Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** i eA y".0A/o CM CEPrS L rl 1, N $a 5 JO ■I S. /re 1 O4J nJe NE / 24 - i4-14 a, /i.ee1/c* f . Z.44,14./ ,o R-C N ire CT' con-- /2.E,o A) r' x hoe Boo J'GEiN coft QAApplications\Fotms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Building Permit No. Mechanical PermitNo. Plumbing/Gas'PermitNo. Public Works Permit No. Project No. (For office use only) AJ State Zip Day Telephone: 2-5 3 -333'. 2/a A a8 4 AM g8 City State Zip Fax Number: 2$3 337- .16 /t1 k w ,o. 9 So/ SF.trr4E w'a 98/0 City State Zip Day Telephone: 2 6C' -C fir .7e/e c Fax Number: 2 -6C 3 4/3 9'3 L ENGINEER OF RECORD - All plans must be wet stamped by Engineer, of Record Df ST,¢,,,u- ri/tA — Co/t . '°D- E' G /It(EQS /NL. pN� N.6v∎- CA 92270 City State Zip Day Telephone: 7/ 4 612 — 7 3. 0 Fax Number: 7/1/ — 63z - 7 76 Page 1 of 6 • < BUIIDINGPERMIT INFORMATION . 206- 431 -3670 Valuation of Project (contractor's bid price): $ ! n fi, 00 Scope of Work (please provide detailed information): Q:wpplications\Fomis- Applications On Line 3 -2006 • Permit Application.doc Revised: 9 -2006 bh PAL E? !wig / Nt7111.c.AT,t ) Existing Building Valuation: $ Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 1 Floor 2 Floor 3` Floor Floors Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck Existing Interior Remodel Addition to Existing Structure Type of Construction per IBC Type of Occupancy -per' IBC PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers gi Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes lg No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Floor area of accessory dwelling: Page 2 of 6 Date Application Accepted: Oil 1 [ 1.., Y Date Application Expires: 1 01 [1_1 Staff Initials: / PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Pudding and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR A ZED AGENT: Signature: i`� Date: I - 1 7 - 0 Print Name: \ \ t' C /c - N- Mailing Address: 3s 00 w Ess vn1 NvJ y Q:\Applications\Fonns- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Day Telephone: l cr w so 4baO) City State Zip Page 6 of 6 Parcel No.: 1023049011 Address: 3334 S 116 ST TUICW Suite No: Applicant: APOLLO HOLDINGS Receipt No.: R07 -00800 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us RECEIPT Initials: BLS Payment Date: 05/10/2007 01:41 PM User ID: ADMIN Balance: $0.00 Payee: RAYMOND HANDLING CONCEPTS CORP TRANSACTION LIST: Type Method Description Amount Payment Check 48515 932.68 Account Code Current Pmts 000/322.100 928.18 000/386.904 4.50 Total: $932.68 Permit Number: D07 - 139 Status: APPROVED Applied Date: 04/17/2007 Issue Date: Payment Amount: $932.68 8073 05/10 9710 TOTAL 932.68 doc: Receiot -06 Printed: 05-10 -2007 Parcel No.: 1023049011 Address: 3314 S 116 ST mow Suite No: Applicant: APOLLO HOLDINGS Receipt No.: R07 -00607 Payee: JAMES A. PAOLETTI TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Initials: JEM Payment Date: 04/18/2007 04:39 PM User ID: 1165 Balance: $932.68 Amount Payment Check 1001 603.32 Account Code Current Pmts 000/345.830 603.32 Total: $603.32 Permit Number: D07 -139 Status: PENDING Applied Date: 04/17/2007 Issue Date: Payment Amount: $603.32 7278 04/19 9716 TOTAL 603.32 doc: Receiot -06 Printed: 04- 18-2007 Projeck A POLLO H ni D try GS Type of In_ssection: P A 141 I ry Address: .S 3 I Date Called: Special Instructions: Date Wanted: Cm. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,(0...A • (", OW.* INSPECTION FEE R UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: ••••• • - < - - - •-• - (2.6)431-3670 Project: / v o A(olJ S of Inspection: 4 �^�� r Ad 3 3 .o. /1% Date Ile : Special Inst ctions: e2:•V?0,..ey Date Wanted: 4' am. P. • Requestef , ' , Phone No: 72 - 39/ --770 INSPECTIO NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: -(',-x6E4 /‘te 1 4-7 c ' PER NO. 20s 431 -3 Date: V1? f El $58.0' - INSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: 4 olio 21!41 1d 5 5 Type of Inspection: 4— . 7-vim ---•"y A ' .1-e!, /,e/.k!L p Address: -3,3 3 v Suite #: i J7 G ,T-, Contact Person: C 1»- »- 9 , br4 Y" '"`S Special Instructions: Phone No.: CZ • 1 1 9' -- a Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 6 INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 D Approved per applicable codes. COMMENTS: , ✓-2 - / C✓t L. f l/ 7,�IC 0 *5 SecL INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 PERMIT NUMBERS Corrections required prior to approval. Inspector: -3 Date: / /ay Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 RACK PERMIT APPLICATION FbR Apollo Holdings (Vulcan) Prepared By Jim Paoletti Raymond Handling Concepts Index to Drawings:. 4 total drawings- 1, 2 , SCE1, SCE2 Site Address: 3314 S 166 St, Tukwila WA 98168 Occupancy Classification: Warehouse Storage Project Description: Installation of Storage racking Building area: 30,000 square feet Work Area 20,000 square feet Vicinity Map: See attached Additional Building Information if needed: Slab thickness, concrete PSI, soil PSI: The existing slab on grade is 5 ". The concrete slab strength is 3000 psi. Per the original drawings the allowable soil bearing pressure is 2500 psf. Owner info: Apollo Holdings 505 Fifth Avenue South Suite 900 Seattle, WA. 98104 -3891 206.342.2000 ph Contact: Tal Fowler PZLE „r,� copy No. REVIEWED FOR CODE COMPLIANCE APPROVED MAY - 9 2007 Fire Suppression System, type and brand: Existing system being extended -Tyco for Brand and the Model is a DV5 New FM200 system - Chemetron Fire Systems Beta & Gama Series, with Edwards Systems Technology QSI control panel. Of Tukwila N DIVISION Tax Plot number: From legal description - 102304 11 LOT 1 TGW PORTION OF LOT 2 OF CITY OF TUKWILA SHORT PLAT NO 90 -1 -SS RECORDING NO 9003121481. And King Co. Assessor's tax No. 102304 -9011. RECEIVED env Of APR 17 NT Pc 13/ OESIGNATED i rat (RE 550145 0550.EN1 E501116 ELECT RE ElECTRICK FOR CONECTICI6 LMNARCHITECTS NOM 145 5050 501 1:6165 14 ano0N. 0119 r EXISMNG SITE PLAN 0.50.00 0 dr CENERAL NOTES COY OF luciv AccEss Rom t PRUNE WIC TREES TO PROVIDE A 3 CUM SLDIT LM BETWEEN PLI. BRNICHES N6 DE NORM FACE Cr TIE MON 13012061.6 DEEM 064 50 NNW IMPROMIEST. 7. ILI. 140150 TO MON AS 6. NECPERTE DUWAMISH RIVER / tikf / MN; 416 S5tp. TUKWILA WAREHOUSE TENANT IMPROVEMENTS 3314 SOUTH MTH STREET. TUKWILA. WASHINGTON s IMMO ON Immo MIA 10111•11$1.1. GOB RR •101119 417 RROPERIT 146 rILE 1,pojoclaNylIKS, COSTING FRE IITCRINT A rieNA1. EXISTING SITE PLAN Al 01 .3314 S 116tt1 St, lulcwila, lung, wasmngton Y0100, ui111.cu tnLc - ".,c61, lviaya 0 Peep _;. 3314 S 116th St Tukwila, WA 98168 l Address 3314 S 116th St Tukwila, WA 98168 i4 S Duuariish. 2007 GV - Map data ©2007 NAV'FEC2TM' - 1 K5• a v a mish http: / /maps.google.com/ maps ?ie = UTF -8 &oe= UTF- 8 &h1= en &tab=wl &q= 4/12/2007 FILE COPY Per'mlt No. s tructural C oncepts Project Name : Vulcan Project Number : G- 032607 -10 Date : 04/02/07 Street Address : 3314 5. 110th Street City /State : Tukwila, WA. 98108 Scope of Work : Storage Racks ngineering 1200 N. Jefferson St., Suite F Anaheim, GA 92807 Tel: 714.032.7330 Fax 714.032.77003 e -mail: moil @sceinc.net APR o a 2001 REVIEWED FOR CODE COMPLIANCE APPROVED MAY - 9 2007 ukwila DM PtECENED cwry OF TI.!KWjl.A • APR 17 2007 Structural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB TABLE OF CONTENTS Title Page 1 Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration 4 Seismic Loads 5 to 6 Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 Slab on Grade 13 Other Configurations 14 TO 2 `/ Cantilever Rack Analysis 2S TO 3 0 TYPE A SELECT VULCAN Project: VULCAN Project #: G -032607 -10 Page 2_ of 3 67 4/2/2007 S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Design Data 1) The analyses conforms to the requirements of the 2003 IBC and the 2004 Rack Manufacturers Institute Sepecifications for Steel Storage Racks (RMI) MH16.1 -2004. 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy =55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy =55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein. Installer must provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The reinforced slab is 5" thick with minimum 3000 psi compressive strength. Sal bearing capacity is 1000 psf. Pefinittion of Components Frame Height Product Beam �- Length t Beam Spacing The components herein are designed within the guidelines of the 2003 IBC and the 2004 Rack Manufacturers Institute Specifications for Storage Racks. The final design of the system is valid only with proper approval from the jurisdictional building official. TYPE A SELECT- VULCAN fl Beam A Front View: Down Aisle (Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors Page 3 of 3 G. Panel Height Depth Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =3413 lb, M =9494 in-lb 0.92 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvl 1: LMT LBC50 /5 "deepx2.75"x0.075" Lu =144 in Capacity: 5867 lb/pr 0.38 -0K Beam Connector Fy =55Ksi LA 1: 3 PIN OK I Mconn =7869 in-lb Mcap =16922 in-lb 0.47 -0K Brace - Horizontal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.17 -0K Brace - Diagonal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.33 -OK Base Plate Fy =36Ksi 8x5x3/8 I Rxity= 7990 in-lb 0.76 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T=926 lb) 0.22 -OK Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.29 -0K S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Configuration & Summary: TYPE A SELECTIVE RACK 1 92" 48" 48" 96" 144" 92" + 45- 45" 45" NN, 45" 44- - 44" IBC 2003 Seismic Criteria # Bm Lvls Frame Depth Ca =0.28 / Cv =0.4 3 44 in Frame Height' 192 in • Diagonals 4 Beam Length 144 in Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv LongiL Axial Moment Moment Connector 1 2,200 lb 96.0 in 45.0 in 181 lb 83 lb 3,413 lb 9,494 "# 7,869 "# 3 PIN OK I 2 2,200 lb 48.0 in 45.0 in 271 lb 124 lb 2,275 lb 3,472 "# 4,114 "# 3 PIN OK 3 2,200 lb 48.0 in 45.0 in 361 lb 165 lb 1,138 lb 1,984 "# 2,378 "# 3 PIN OK 45.0 in Level TYPE A SELECT VULCAN Total: 813 lb 372 lb Notes Page C f of 5 4 /2/ 2 00 7 S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Seismic Forces Configuration: TYPE A SELECTIVE RACK Lateral analysis is performed with regard to the IBC 2003 Sec. 2208.1 and the 2004 RMI Sec 2.7.3. Transverse (Cross Aisle) Seismic Load V= Cs *Ip *(LL*0.67 +1.0 *DL) Ws= (0.67 *PL * PL) +DL = 4,647 lb Cs= 2.5 *Ca/R = 0.1750 Level PL (Product Load) PL*0.67 DL hi wi *hi A F *hi 1 2,200 lb 1,474 lb 75 lb 96 in 148,704 180.7 lb 17,347 -# 2 2,200 lb 1,474 lb 75 lb 144 in 223,056 271.0 lb 39,024 -# 3 2,200 lb 1,474 lb 75 lb 192 in 297,408 361.3 lb 69,370 -# Longitudinal (Downaisie) Seismic Load Ws= (0.67 *PLC * PL) +DL = 4,647 lb Cs * Ip= 1.2 *Cv /(R*7^0.66) = 0.0800 V,, 0.015 Level PL (Product Load) PL*0.67 1 2,200 lb 1,474 lb 2 2,200 lb 1,474 lb 3 2,200 lb 1,474 lb TYPE A SELECT VULCAN Cs * Ip= 0.1750 V,, 0.015 Eff Base Shear= 0.1750 (RMI Sec 2.5.1.2) Vbansv= 0.175 * (225 lb + 4422 Ib *PLrf) = 813 lb ASD Loading 4,422 lb 225 lb W=4647 lb 669,168 813 lb 1= 125,741 Eff Base Shear= 0.0800 Vlong= 0.08 * (225 lb + 4422 Ib *PLrf) = 372 lb ASD Loading DL hi wi *hi A 75 lb 96 in 148,704 82.7 lb 75 lb 144 in 223,056 124.0 lb 75 lb 192 in 297,408 165.3 lb Ca= 0.28 (Transverse) R= 4.0 Ip= 1.0 PL 1.0 T= 1.00 sec PLRF= 1.0 (Longitudinal ) R= 6.0 Cv= 0.40 4,422 lb 225 lb W=4647 lb 669,168 372 lb Page S of 3 k, 4/2/2007 S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Downaisie Seismic Loads Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Typical (came made Tributary Pea ckiwo columns ofrack{r me Seismic Story Forces Vlong= 372 Ib Vco1= Vlong /2= 186 Ib F1= 83 lb F2= 124 Ib F3= 165 Ib Seismic Story Moments Mbase -max= 7,990 in-Ib < = == Default capacity Mbase -v= (Vcol *hleff) /2 = 8,742 in-Ib < = == Moment going to base Mbase -eff= Minimum of Mbase -max and Mbase -v = 7,990 in-Ib LEVEL 1 2 3 M 1 -1= [Vcol * hleffj- Mbase -eff = (186 Ib * 94 in )-7990 in-Ib = 9,494 in-lb Mseis= (Mupper +Mlower) /2 = 6,483 in-Ib hi 96 in 48 in 48 in Axial Load 3,413 lb 2,275 Ib 1,138 lb Mconn- allow(3 Pin)= 16,922 in -Ib TYPE A SELECT VULCAN Configuration: TYPE A SELECTIVE RACK h‘ 114%1 1.4-1 h`f h" f L Column Moment 9,494 in-Ib 3,472 in-Ib 1,984 in-Ib Front View = 2,728 in-Ib Conceptual System M 2 -2= [Vcol- (F1) /2] * h2 = [186 Ib - 62 Ib] *48 in/2 = 3,472 in-Ib Mseis(1 -1)= (9494 in-Ib + 3472 in -Ib) /2 Mseis(2 -2)= (3472 in-Ib + 1984 in -Ib) /2 $ide View Mseismic Mend -fixity Mconn 6,483 in-Ib 1,386 in-Ib 7,869 in-Ib 2,728 in-Ib 1,386 in-Ib 4,114 in-Ib 992 in-Ib 1,386 in-Ib 2,378 in-Ib Top View Typical Frame made of two columns Beam to Column Elevation Summary of Forces Beam Connector 3 PIN OK 3 PIN OK 3 PIN OK Page of of 3 („, 4/2/2007 S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Column Configuration: TYPE A SELECTIVE RACK Conforms to the requirements of Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Loads Section: LMT LM20 /3x3x14ga Aeff = 0.643 in ^2 Ix = 1.130 in ^4 Sx = 0.753 in ^3 rx = 1.326 in Of= 1.67 E= 29,500 ksi Axial =P= 3,413 lb Axial Analysis KxLx/rx = 1.7*96 "/1.326" KyLy /ry = 1 *45"/1.08' = 123.1 = 41.7 Bending Analysis Combined Stresses Fe= n^2E/(KL/r)max ^2 Fy /2= 27.5 ksi = 19.2ksi Pn= Aeff*Fn = 12,359 lb P /Pa= 0.53 > 0.15 Check: P /Pa + (Cmx *Mx) /(Max *lux) <_ 1.33 P /Pao + Mx/Max s 1.33 Pno= Ae *Fy = 0.643 in ^2 *55000 psi = 35,365 lb Max = My /Of = 41415 in- lb/1.67 = 24,799 in-lb .ix= {1 /[1- (Qc *P/Pcr)] )^ -1 = {1/[1- (1.92 *3413 lb/123531b)] } ^ -1 = 0.47 TYPE A SELECT VULCAN Project: VULCAN Project #: G -032607 -10 Iy = 0.749 inA4 Sy = 0.493 in ^3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 Kx = 1.7 Lx = 96.0 in Ky = 1.0 Ly = 45.0 in Cb= 1.0 Moment =Mx= 9,494 in-lb (Column stresses @ Level 1) Qc= 1.92 Pao= Pno /Qc = 353651b/1.92 = 18,419 lb Fe < Fy /2 Fn= Fe = n^2E/(KL/r)max ^2 = 19.2 ksi Pa= Pn /Dc = 12359 lb /1.92 = 6,437 lb Pcr= n ^2Q /(KL)max ^2 = nA2*29500 ksi /(1.7*96 in) ^2 = 12,353 lb (3413 lb/6437 Ib) + (0.85 *9494 in-lb)/(24799 in-lb *0.47) = 1.22 < 1.33, OK (3413 lb/18419 Ib) + (9494 in- lb/24799 in-lb) = 0.57 < 1.33, OK 3.000 in Myield =My= Sx *Fy = 0.753 in ^3 * 55000 psi = 41,415 in-lb (EQ C5 -1) (EQ C5 -2) 3.000 in 0.75" Page 7 of 3 f. 4/2/2007 S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Beam Configuration: TYPE A SELECTIVE RACK The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. Section Properties Loads Bending Deflection Beam Member= LMT LBC50 /5 "deepx2.75 "x0.075" Beam at Level= 1 Beam Type = Formed Ix= 4.640 inA4 Sx= 1.766 inA3 Length =L= 144.0 in Lu= 144.0 in % End Fixity= 10 % 0 = 0.1 Mcenter= 6 *(wL.A2/8) = 0.936 *(wLA2 /8) Mends= 0 *Mmax(foced ends) = (wLA2/12) *0.1 = 0.0083 *wLA2 Fb= 0.6 * Fy = 33,000 psi Fb -eff= 33,000 psi Live Load /Pair = 2,200 lb Mcenter= 0.117 * wLA2 = 19,544 in-lb M= 19,544 in-lb fb= (M/Sx) /a = 12,648 psi Bending Capcity= 5,985 lb /pair Deft- allow = L/180 = 0.800 in Deflection Capacity= 5,867 lb /Pair TYPE A SELECT VULCAN DL= 5.0 lb /ft Thickness= 0.075 in Beam Shape= Step Impact Factor (a)= (1 25 %/2)= 0.875 < = == Critical Allowable load per beam pair= 5,867 lb 1.875 in 2.750 in Coeff 6= 0.117/0.125 = 0.936 Mcenter= Moenter(simple ends) - 0 *Mcenter(fixed ends) = wLA2/8 - (0.1 * wLA2/12) = wLA2/8 - wLA2/120 = 0.117 * wLA2 Fy= 55,000 psi Dead Load /Pair= (5 lb /ft) * 2 * 144 in /12 = 120 lb Mends= 0.0083 *wLA2 = 1,386 in-lb fb /Fb= 12648 psi /33000 psi 0.38 <= 1.0, OK Project #: G -032607 -10 1.500 in 5.000 in Dist Load =w= 8.1 lb /in Deft= B * [5wLA4 /(384 *E *Ix)] = [5 *8.1 Ib /in *(144 in)A4 /(384 *29.5x10^6 psi * 4.64 inA4)] *0.936 = 0.310 in <= 0.8 in, OK Page of 31. 4/2/2007 S tru ural e s ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G- 032607- 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK Mconn max= 7,869 in -lb Load at level 1 Shear Capacity of Pin Bearing Capacity of Pin Ashear= (0.438 in)A2 * Pi /4 = 0.1507 inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in" 2 = 3,315 lb Per tne1996 AISI Cold Formed Steel Manual, Sec E.3.3: tool= 0.08 in Omega= 2.22 Moment Capacity of Bracket Edge Distance =E= 1.00 in Mcap= Sdip * Mending = 0.127IN ^3 *0.66 * Fy = 4,610 in -lb TYPE A SELECT- VULCAN Connector Type= 3 Pin 2" 2" O 1/2• r. 0 0 PIN DIAM= 0.44 in Fy= 55,000 psi Fu= 65,000 psi alpha= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 PSI * 0.438 IN * 0.075 IN/2.22 = 2,135 lb < 3315 lb C= P1 +P2 +P3 tdip= 0.18 in = P1 +P1 *(2.5 "/4.5 ") +P1 *(0.5 "/4.5 ") = 1.667 *P1 P1 P2 P3 Pin Spacing= 2.0 in Fy= 55,000 psi Pdip= Mcap /(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) Thus, P1= 2,135 lb = 5,531 lb Mconn - allow= [P1 *4.5 " +P1 *(2.5 "/4.5 ") *2.5 " +P1 *(0.574.5 ") *0.51*1.33 = 2135 IB *[4.5 " +(2.5 "/4.5 ") *2.5 "+ (0.5 "/4.5") *0.5 "] *1.33 = 16,922 in -lb > Mconn max, OK Sdip= 0.127 in ^3 SINCE C *d= Mcap = 1.667 AND d= E/2 = 0.50 in Page ?, of .5 V 4/2/2007 S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Transverse Brace Section Properties Diagonal Member = LMT 1- 1/2x1- 1 /4x14ga Area= 0.278 in ^2 r min= 0.405 in Fy= 55,000 psi K= 1.0 Qc= 1.92 Frame Dimensions Diagonal Member V= Vtransv= 813 lb Horizontal brace Bottom Panel Height =H= 45.0 in Frame Depth =D= 44.0 in Column Width =B= 3.0 in Ldiag= [(D-B *2) ^2 + (H- 6') ^2J ^1/2 = 54.5 in Pmax= V*(Ldiag/D) = 1,007 lb Pallow= Pn /Q = 4468 lb /1.92 = 2,327 lb fa /Fa= Pmax =V= 813 lb (kl /r)= (k * Lhoriz) /r min = (l x 44 in) /0.405 in = 108.6 in Since Fe<Fy /2, Fn =Fe = 24,687 psi fa /Fa= TYPE A SELECT VULCAN Pn= AREA *Fn = 0.278 in ^2 * 16071 psi = 4,468 lb Configuration: TYPE A SELECTIVE RACK 0.43 <= 1.33 OK 0.23 <= 1.33 OK Horizontal Member = LMT 1 -1 /2x1- 1 /4x14ga Area= 0.278 in ^2 r min= 0.405 in Fy= 55,000 psi 1250 in K= 1.0 Clear Depth= D-B *2= 38.0 in X Brace= NO Fe= pi ^2 *E/(ki /r) ^2 = 24,687 psi Pn= AREA *Fn = 0.278inA2*24687 psi = 6,863 lb Page !C of 3 (kl /r)= (k * Ldiag)/r min = (1 x 54.5 in /0.405 in ) = 134.6 in Fe= pi ^2 *E/Qd /r) ^2 = 16,071 psi SINCE Fe<Fy /2, Fn= Fe = 16,071 psi Fy /2= 27,500 psi Pallow= Pn /Qc = 6863 lb /1.92 = 3,574 lb 1.500 in I l I 0.075 in I I � I 1250 in Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.075 in Weld Capacity= 0.75 * tmin * L * Fu * 1.33/2.5 = 4,875 lb OK 4/2/2007 S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032807 -10 Anchors Loads Fully Loaded rack Vtrans= 813 Ib Movt= 2(A *hi) *1.15 = 125741in -Ib * 1.15 = 144,6021n -Ib Top Level Loaded Only Anchor Critical Level= 3 DL/Frame= 225 Ib PL/Frame= 6,600 Ib Wst= (0.9 *DL +PL)total= 6,803 Ib LL CO TOP= 2,200 Ib DL/LA= 751b DL *0.90 = 68 Ib Lateral Ovt Farces= F.(A *hi)= 125,741 in-lb Vtop= Cs * Ip * Ws >= 350 Ib = 0.175 * (225 Ib + 22001b) = 424 Ib Mst= (PL © bop + 0.9 *DL- total) *D /2 = (2200 Ib + 225 Ib *0.9) * 44 in /2 = 52,855 in-Ib Check (2) 0.5" x 3.375" Embed RAMSET REDHEAD anchor(s) per base plate. Special inspection is not provided per ICBO ESR 2251. Fully Loaded: Top Level Loaded: TYPE A SELECT VULCAN Vtrans =V= 813 Ib Pullout Capacity=Tcap= 875 Ib Shear Capacity=Vcap= 1,840 Ib Tcap *Phi= 1,164 Ib Vcap *Phi= 2,447 Ib Configuration: TYPE A SELECTIVE RACK Mst= Wst * D/2 = 6802.5 Ib * 44 in/2 = 149,655 in-lb Frame Depth =D= 44.0 in Htop -Iv1= 192.0 in # Levels= 3 # Anchors /Base= 2 Hgt © Lvl 3= 192.0 in HtoDratio= 4.4 Movt= Vtop *Htop *1.15 = 424 lb* 192in *1.15 = 93,619 in-Ib LA. City Jurisdiction? NO Phi= 1.33 T= (Movt- Mst) /D = (93619 in-lb - 52855 in- Ib) /44 in = 926 Ib (203lb/2447Ib) ^1.66 = 0.02 <= 1.0 OK (463 Ib/1164 Ib) ^1.66 + (106 Ib/2447 Ib) ^1.66 = 0.22 <= 1.0 OK T 4IDF Fl FVATION V T= (Movt-Mst)/D = (1446021n -Ib - 149655 in- Ib) /44 in = -115 Ib No Uplift Page // of 3 L 4/2/2007 S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Base Plate Section Baseplate= 8x5x3/8 Width =W = 8.00 in Depth =D = 5.00 in Column Width =b = 3.00 in Column Depth=d= 3.00 in L= 2.50 in Plate Thidmess =t = 0.375 in Down Aisle Loads Axial Bearing stress =fa = P/A = P /(D*W) = 85 psi Configuration: TYPE A SELECTIVE RACK P = 3,413 lb Moment Stress =fb = M/S = 6 *Mb /[(D*B ^2] = 149.8 psi Moment Stress =fbl = fb-fb2 = 56.2 psi Cross Aisle Loads M3 = (1 /2) *fb2 *L *(2/3) *L = (1 /3) *fb2 *L ^2 = 195 in-lb S -plate = (1)(t ^2)/6 = 0.023 in ^3 /in fb/Fb = Mtotal /[(S- plate)(Fb)] 0.76 OK Tanchor = (Mb-(P *0.9Xa)) /[(d) *N /2] = -204 lb No Tension Pstatic= 3,413 lb Movt= 144,602 in-lb Frame Depth = 44.0 in b =Column Depth= 3.00 in L =Base Plate Depth -Col Depth= 2.50 in fa = P/A = P /(D *W) = 167 psi Sbase /in = (1)(t ^2)/6 - 0.023 in ^3 /in fb /Fb = M /[(S-plate)(Fb)] 0.62 OK TYPE A SELECT VULCAN a = 3.00 in Anchor c.c. =2 *a =d = 6.00 in N =# Anchor/Base= 2 Fy = 36 ,E psi Mbase =Mb = 7,990 in-lb Moment Stress =fb2 = 2 * fb *1./W = 93.6 psi Pseismic= Movt/Frame Depth = 3,286 lb M= wL ^2/2= fa *L ^2/2 = 523 in -lb /in Fbase = 0.75 *Fy *1.33 = 36,000 psi M1= wL ^2/2= fa*LA2/2 = 267 in-lb M2= fbl*LA2)/2 = 176 in -lb Mtotal = M1 +M2 +M3 = 637 in -lb /in Fb = 0.75 *Fy *1.33 = 35,910 psi Tallow= 1,164 lb OK P= Pstatic +Pseismic= 6,699 lb Page / 2. of 3( 4/2/2007 S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Slab on Grade { 11'111 ∎1i' 1{ i 1 i1 11111 x SLAB ELEVATION Base Plate B= 8.00 in D= 5.00 in Load Case 1: Product + Seismic Product DL= 113 lb PLL= Product LL= 3,300 lb Puncture Y Pu= 1.2PDL + 0.5PLL + 1.0 = 6,386 lb Apunct= [(c +t) +(e +t)] *2 *t = 230.0 in ^2 Slab Bending Asoil= (Pse *144) /(fsoil) = 920 in ^2 x= (L - y)/ 2 = 7.0 in 193= 5 *(phi) *(fc)^0.5 /1.4 = 127.15 psi Load Case 2: Static Loads PDL= 113 lb TYPE A SELECT VULCAN Configuration: TYPE A SELECTIVE RACK slab width =a= 3.00 in depth =b= 3.00 in L= (Asoil)^0.5 = 30.33 in M= w*x ^2/2 = (fsoil *x ^2)/(144 *2) = 170.3 in PLL= 3,300 lb Page /3 of 3 c Basedate Plan View eff. Plate width =c= 8.00 in eff. Plate depth =e= 5.00 in Concrete f c= 3,000 psi tslab =t= 5.0 in phi =0= 0.65 P- seismic =E= (Movt/Frame depth)*1.4 = 4,6011b Pse= DL +LL +E/1.4= 6,699 lb Fpunct= 2.66 *phi*sgrt(Pc) = 94.7 psi fv /Fv= Pu /(Apunct *Fpunct) = 0.29 < 1.0 OK y= (c *e) ^0.5 + t *2 = 16.3 in 5 -slab= 1 *t ^2/6 = 4.17 inA3 fb/Fb= M /(S- slab *Fb) = 0.32 < 1.33, OK DL +LL=Ps= 3,413 lb Transverse Elev Sal fsoil= 1,000 psf Movt= 144,602 in-lb Frame depth = 44.0 in (Strength Design Loads) Puncture Pu= 1.4 *PDL + 1.7*PLL = 5,768 lb Apunct= [(c +t) +(e +t)) *2 *t = 230 in ^2 Fpunct= 2.66 *phi *sgrt(rc) = 94.7 psi fv/Fv= Pu /(Apunct *Fpunct) = 0.26 < 1.0 OK Slab Bending Asoil= (Ps *144) /(fsoil) = 491 ft ^2 x= (L -y) /2 = 2.9 in Fb= 5 *(phi) *(Pc) ^0.511.7 = 104.71 psi L= (Asoil)^0.5 = 22.17 in M= w *x ^2/2 = (mil * x ^2 )/( 1 ' 14 *2 ) = 29.6 in-lb y= (c *e)^0.5 + t *2 = 16.3 in S -slab= 1 ^2/6 = 4.17 in ^3 fb/Fb= M/(5- slab *Fb) = 0.07 < 1.0, OK 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =4013 lb, M =10758 in-lb 0.98-OK Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5"deepx2.75 x0.075" Lu=144 in I Capacity: 5924 lb/pr 0.44-0K Beam Connector Fy =55Ksi Lvl 1: 3 PIN OK I Mconn =8700 in-lb Mcap =16922 in-lb 0.51 -OK Brace - horizontal Fy =55Ksi LMT 1- 1/2x1- 1 /4x14ga 0.2 -OK &am- Diagonal Fy =55Ksi LMT 1- 1/2x1- 1/4x14ga 0.38 -OK Base Plate Fy =36Ksi 8x5x3/8 I Fndty= 7990 in-lb 0.81 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T =923 lb) 0.22 -OK Slab 5' ttdk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.32 -OK IBC 2003 Seismic Criteria # Bm Lvls Depth Frame Height # Diagonals Beam Length Ca =0.28 / Cv =0.4 'Frame 3 44 in I 192 in 4 144 in S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Configuration & Summary: TYPE Al SELECTIVE RACK Level 1 TYPE Al SELECT VULCAN 92" 52" 40" 88" 144" Total: 954 lb 97 45" 45" 45" 45" 1 Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,600 lb 88.0 in 45.0 in 212 lb 97 lb 4,013 lb 10,758 "# 8,700 "# 3 PIN OK 2 2,600 lb 40.0 in 45.0 in 308 lb 141 lb 2,675 lb 3,391 "# 4,609 "# 3 PIN OK 3 2,600 lb 52.0 in 45.0 in 434 lb 198 lb 1,338 lb 2,577 "# 2,913 "# 3 PIN OK 45.0 in I 436 lb Page ty of ) c' 44 " 4/2/2007 Component Desaiption STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =7350 lb, M =14900 in -lb 0.96 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT L3C50 /5"deepx2.75"x0.075" Lu =144 in I Capacity: 5904 lb /pr 0.61 -OK Beam Connector Fy =55Ksi Lvi 1: 3 PIN OK I Moon =13569 in-lb Mcap =16922 in-lb 0.8-OK Brace - horizontal Fy =55Ksi LMT 1- 1/2x1- 1 /4x14ga 0.37 -OK Brace - Diagonal Fy =55Ksi LMT 1- 1/2x1- 1/4x14ga 0.7 -OK Base Plate Fy =36Ksi 8x5x3/8 I Axity= 5000 in-lb 0.96 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T =1350 lb) 0.42 -OK Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.85-0K IBC 2003 Seismic Criteria! t Bin Lvls Frame Depth Frame Height # Diagonals Beam Length Ca =0.28 / Cv =0.4 I 4 44 in 192 in 4 144 in S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project*: G -032607 -10 Configuration & Summary: TYPE B SELECTIVE RACK Level 1 44" 44" 44" 52" I TYPE B SELECT- VULCAN 144" -I- 192" -� 44" -I- 44" -4- Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit. Axial Moment Moment Connector I 1 3,600 lb 52.0 in 45.0 in 192 lb 88 lb 7,350 lb 14,900 "# 13,569 "# 3 PIN OK 2 3,600 lb 44.0 in 45.0 in 354 lb 162 lb 5,513 lb 7,791 "# 9,124 "# 3 PIN OK 3 3,600 lb 44.0 in 45.0 in 516 lb 236 lb 3,675 lb 6,010 "# 6,935 "# 3 PIN OK 4 3,600 lb 44.0 in 45.0 in 679 lb 310 lb 1,838 lb 3,413 "# 3,930 "# 3 PIN OK Total: 1,741 lb 796 lb Notes Page /S of 3 4. 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT 1M20 /3x3x14ga P =4913 lb, M =11731 in-lb 0.94-0K Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5"deepx2.75'k0.075" Lu =144 in Capacity: 5916 lb /pr 0.54 -OK Beam Connector Fy =55Ksi Lvi 1: 3 PIN OK I Moan =10739 in-lb Mcap =16922 in-lb 0.63 -OK Brace - Horizontal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.25 -OK Brace-Diagonal Fy =55Ksi LMT 1- 1/2x1- 1 /4x14ga 0.47 -OK Base plate Fy =36Ksi 8x5x3/8 I Fndty= 7990 in-lb 0.9-OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD iC330 ESR 2251 (T =1117 lb) 0.31 -OK Slab 5" tick x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.11 OK IBC 2003 Seismic Criteria # Bm Lvls Frame Depth Frame Height t Diagonals Beam Length Ca =0.28 / Cv =0.4 3 44 in 192 in 4 144 in S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Configuration & Summary: TYPE B1 SELECTIVE RACK Level 1 50" 54" 76" Load Per Level (PL) Beam Spcg 1 3,200 lb 76.0 in 2 3,200 lb 54.0 in 3 3,200 lb 50.0 in TYPE 51 SELECT VULCAN 144" Total: Page '4, of 92" 45" 45" 4 4 T 1 533 lb 44" Story Force Story Force Column Column Conn. Beam Brace Transv Longit Axial Moment Moment Connector 45.0 in 229 lb 105 lb 4,913 lb 11,731 "# 10,739 "# 3 PIN OK 45.0 in 392 lb 180 lb 3,275 lb 5,779 "# 6,427 "# 3 PIN OK 45.0 in 543 lb 249 lb 1,638 lb 3,108 "# 3,538 "# 3 PIN OK 45.0 in 1,165 lb 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =6113 lb, M =14169 in-lb 0.93 -0K Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5"deepx2.75 x0.075" Lu =144 in I Capacity: 5906 lb/pr 0.68 -OK Beam Connector Fy =55Ksi Lvl 1: 3 PIN OK Mccnn =13982 in-lb Mcap =16922 in-lb 0.83-OK Brace-Horizontal Fy =55Ksi LMT 1 -1 /2x1- 1/4x14ga 0.3-OK Brace - Diagonal Fy =55Ksi LMT 1- 1/2x1- 1 /4x14ga 0.58 -OK Base Plate Fy =36Ksi 8x5x3/8 I Rxity= 5000 in-lb 0.84-0K Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T =1530 lb) 0.51 -0K Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.66-0K IBC 2003 Seismic Criteria # Bm Lvls Depth' Frame Height S Diagonals Beam Length Ca =0.28 / Cv =0.4 IFrame 3 44 in 192 in 1 4 144 in Struucctural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G - 032607 - 10 Configuration & Summary: TYPE C SELECTIVE RACK 1 64" 92" 64" 60" Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Lortgit Axial Moment Moment Connector I 1 4,000 lb 60.0 in 45.0 in 233 lb 107 lb 6,113 lb 14,169 "# 13,982 "# 3 PIN OK 2 4,000 lb 64.0 in 45.0 in 482 lb 220 lb 4,075 lb 8,870 "# 9,570 "# 3 PIN OK 3 4,000 lb 64.0 in 45.0 in 731 lb 334 lb 2,038 lb 5,346 "# 5,135 "# 3 PIN OK 45.0 in Level Notes TYPE C SELECT- VULCAN 144" 92" 45" 45" 45" 1 45" Total: 1,446 lb 661 lb 44" — 4 - 44" Page / 7 of 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =3413 lb, M =9494 in-lb 0.92 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5 "deepx2.75' x0.075" Lu =144 in I Capacity: 5867 lb/pr 0.38 -OK Beam Connector Fy =55Ksi Lvi 1: 3 PIN OK I Moon =7560 in-lb Mcap =16922 in-lb 0.45 -OK Brace - Horizontal Fy =55Ksi LMT 1- 1/2x1- 1/4x14ga 0.17 -OK Brace - Diagonal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.33 -OK Base Plate Fy =36Ksi 8x5x3/8 I Rxity= 7990 in-lb 0.76 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T =793 lb) 0.17 -OK Slab 5' thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.28 -OK 2003 Seismic Criteria' # Bm Lvls Depth' Frame Height # Diagonals I Beam Length IIBC 'Frame Ca =0.28 / Cv =0.4 3 44 in 192 in 4 144 in S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Configuration & Summary: TYPE Cl SELECTIVE RACK Level Notes ' 9r 44" 4■" 96" Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit. Axial Moment Moment Connector I 1 2,200 lb 96.0 in 45.0 in 189 lb 87 lb 3,413 lb 9,494 "# 7,560 "# 3 PIN OK I 2 2,200 lb 40.0 in 45.0 in 268 lb 123 lb 2,275 lb 2,853 "# 3,706 "# 3 PIN OK 3 2,200 lb 44.0 in 45.0 in 355 lb 163 lb 1,138 lb 1,788 "# 2,280 "# 3 PIN OK 45.0 in Total: 813 lb 372 lb TYPE C I SELECT VULCAN 144 92" 45" 45" 45" 45" 1 44" �I Page / $ of 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =3263 lb, M =9444 in-lb 0.95 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvl 1: LMT LBC50 /5"deepx2 75 x0.075" Lu =144 in I Capacity: 5880 lb /pr 0.36 -OK Beam Connector Fy =55Ksi Lvl 1: 3 PIN OK 1 Mconn =7554 in-lb Mcap =16922 in-lb 0.45-0K Brace - Horizontal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.16 -0K Brace - Diagonal Fy =55Ksi LMT 1- 1/2x1- 1/4x14ga 0.31 -OK Base Piate Fy =36Ksi 8x5x3/8 I Rxity= 8000 in-lb 0.74 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T=849 lb) 0.19 -OK Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.28 -OK IBC 2003 Seismic Criteria' # Bm Lvls Depth Frame Height t Diagonals Beam Length Ca =0.28 / Cv =0.4 3 !Frame 44 in 192 in I 4 144 in S tructural Concepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G - 032607 - 10 Configuration & Summary: TYPE D SELECTIVE RACK Level 1 44" 44" 100" TYPE D SELECT VULCAN 144" Total: 92" 1 45" 44" 44" Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit Axial Moment Moment Connector 1 2,100 lb 100.0 in 45.0 in 180 lb 82 lb 3,263 lb 9,444 "# 7,554 "# 3 PIN OK I 2 2,100 lb 44.0 in 45.0 in 259 lb 119 lb 2,175 lb 3,010 "# 3,684 "# 3 PIN OK 3 2,100 lb 44.0 in 45.0 in 339 lb 155 lb 1,088 lb 1,704 "# 2,179 "# 3 PIN OK 45.0 in I I 356 lb 778 lb Notes Page /7 of 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =3863 lb, M =11705 in-lb 0.51 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5"deepx2.75"x0.075" Lu =144 in Capacity: 5903 lb/pr 0.42 -OK Beam Connector Fy =55Ksi Lvi 1: 3 PIN OK I Moon =8118 in-lb Mcap =16922 in-lb 0.48 -OK Brace - Horizontal Fy =55Ksi LMT 1- 1/2x1- 1 /4x14ga 0.26 -OK Brace - Diagonal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.49 -OK Base Plate Fy =36Ksi 8x 5x3/8 I Fixity= 1400 in-lb 0.56 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T =843 lb) 0.19 -OK Slab 5" ttdk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.48 -OK S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Configuration & Summary: TYPE DI. SELECTIVE RACK 1 2r 48" 1 86" 17 J. 144 92" 45" 45" 45" 45- 1 44" —7 { IBC 2003 Seismic Criteria # Bm Lvls Ca =0.28 / Cv =0.4 4 Beam Length 144 in Frame Depth Frame Height] t Diagonals 44 in I 192 in 4 Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Long&. Axial Moment Moment Connector 1 2,500 lb 12.0 in 45.0 in 34 lb 16 lb 5,150 lb 1,400 "# 8,118 "# 3 PIN OK 2 2,500 lb 86.0 in 45.0 in 279 lb 128 lb 3,863 lb 11,705 "# 9,919 "# 3 PIN OK 3 2,500 lb 48.0 in 45.0 in 416 lb 190 lb 2,575 lb 5,002 "# 4,860 "# 3 PIN OK 4 2,500 lb 28.0 in 45.0 in 496 lb 227 lb 1,288 lb 1,587 "# 2,359 "# 3 PIN OK Level TYPE D I SELECT VULCAN Total: 1,225 lb 560 lb Page to of 4/2/2007 Component Description STRESS Column Fy=55Ksi LMT LM20 /3x3x14ga P =6113 lb, M =14169 in-lb 0.93 -0K Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBF404 /4 "deepx2.75' x0.075" Lu =96 in I Capacity: 4777 lb/pr 0.84-0K Beam Connector Fy =55Ksi Lvi 1: 3 PIN OK ( Moon =13145 in-lb Mcap =16922 in-lb 0.78 -OK Brace - Horizontal Fy =55Ksi LMT 1- 1/2x1- 1/4x14ga 0.3-OK Brace - Diagonal Fy =55Ksi LMT 1 -1 /2x1- 1/4x14ga 0.58 -0K Base Plate Fy=36Ksi 8x5x3 /8 I Rxity= 5000 in-lb 0.84-0K Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T =1530 lb) 0.51 -0K Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.66 -OK S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714A56.0066 Configuration & Summary: TYPE E SELECTIVE RACK Level Notes By: BOB 64" 64" 60" 1 TYPE E SELECT VULCAN Project: VULCAN Project #: G -032607 -10 96" -F 92" 45" 45" 45" 45" 1 44" I IBC 2003 Seismic Criteria' ;T Bm Lvis Ca =0.28 / Cv =0.4 3 Frame Depth 44 in Frame Height 192 in It Diagonals 4 Beam Length 96 in Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 4,000 lb 60.0 in 45.0 in 233 lb 107 lb 6,113 lb 14,169 "# 13,145 "# 3 PIN OK 2 4,000 lb 64.0 in 45.0 in 482 lb 220 lb 4,075 lb 8,870 "# 8,733 "# 3 PIN OK 3 4,000 lb 64.0 in 45.0 in 731 lb 334 lb 2,038 lb 5,346 "# 4,298 "# 3 PIN OK 45.0 in Total: 1,446 lb 661 lb Page (' of 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =6150 lb, M =17775 in-lb 0.63 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5"deepx2.75x0.075" Lu =144 in Capacity: 5880 lb /pr 0.51-0K Beam Connector Fy =55Ksi Lvi 1: 3 PIN OK 1 Mconn=9020 in-lb Mcap =16922 in-lb 0.53 -OK Brace-Horizontal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.38 -OK Brace - Diagonal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.73 -OK Base Plate Fy =36Ksi 8x5x3/8 I Fixity= 2085 in-lb 0.83 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T =1112 lb) 0.3-OK Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.92-0K IBC 2003 Seismic Criteria' # Bm Lvls Frame Depth Frame Height it Diagonals Beam Length Ca =0.28 / Cv =0.4 5 44 in 192 in 4 144 in S tructurai C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Configuration & Summary: TYPE El SELECTIVE RACK 37 32" 44" 1 60" 12" 144 97 1 45" 44" 4 44" Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,000 lb 12.0 in 45.0 in 42 lb 19 lb 7,688 lb 2,085 "# 9,020 "# 3 PIN OK 2 3,000 lb 60.0 in 45.0 in 249 lb 114 lb 6,150 lb 12,225 "# 11,835 "# 3 PIN OK 3 3,000 lb 44.0 in 45.0 in 4011b 183 lb 4,613 lb 7,714 "# 7,795 "# 3 PIN OK 4 3,000 lb 32.0 in 45.0 in 511 lb 234 lb 3,075 lb 4,145 "# 5,075 "# 3 PIN OK 5 3,000 lb 32.0 in 622 lb 284 lb 1,538 lb 2,274 "# 3,002 "# 3 PIN OK Level TYPE E I SELECT VULCAN Total: 1,824 lb Notes Page 2 Z of 834 lb 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =2075 lb, M =10156 in-lb 0.39 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5"deepx2.75"x0.075" Lu =144 in Capacity: 5873 lb/pr 0.34 -OK Beam Connector Fy =55Ksi Lvi 1: 3 PIN OK I Mcom =6770 in-lb Mcap =16922 in-lb 0.4-0K Brace - Horizontal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.16 -OK Brace-Diagonal Fy =55Ksi LMT 1 -1 /2x1- 1 /4x14ga 0.3-OK Base Plate Fy =36Ksi 8x5x3/8 I Fodty= 850 in-lb 0.57 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD ICBO ESR 2251 (T=729 lb) 0.15 -OK Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.27-0K S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project # G -032607 -10 Configuration & Summary: TYPE Fl SELECTIVE RACK Level 92" 44" 124" 12" TYPE F I SELECT VULCAN 144" 1 IBC 2003 Seismic Criteria Ca =0.28 I Cv =0.4 # Bin Lvls 3 Frame Depth 44 in Frame Height 192 in # Diagonals 4 Beam Length 144 in Load Per Story Force Story Force Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit Axial Moment Moment Connector I 1 2,000 lb 12.0 in 45.0 in 27 lb 12 lb 3,113 lb 850 "# 6,770 "# 3 PIN OK I 2 2,000 lb 124.0 in 45.0 in 308 lb 141 lb 2,075 lb 10,156 "# 7,371 "# 3 PIN OK 3 2,000 lb 44.0 in 45.0 in 408 lb 187 lb 1,038 lb 2,053 "# 2,293 "# 3 PIN OK 45.0 in Total: 743 lb 340 lb Page L3 of 92" 1 45" 44" - 4' 44" - 4' 4/2/2007 Component Description STRESS Column Fy =55Ksi LMT LM20 /3x3x14ga P =6150 lb, M =11820 in-lb 0.62 -OK Column Backer None None None N/A Beam Fy =55Ksi Lvi 1: LMT LBC50 /5"deepx2.755c0.075" Lu =144 in I Capacity: 5880 lb/pr 0.51 -OK Beam Connector Fy =55Ksi Lvl 1: 3 PIN OK I Mccnn =8818 in-lb Mcap =16922 in-lb 0.52-0K Brace - Horizontal Fy =55Ksi LMT 1- 1/2x1- 1/4x14ga 0.38 -OK Brace - Diagonal Fy =55Ksi LMT 1- 1/2x1- 1 /4x14ga 0.73 -OK Base Plate Fy =36Ksi 8x5x3/8 I Fxity= 2085 in-lb 0.83 -OK Anchor 2 per Base 0.5" x 3.375" Embed RAMSEf REDHEAD ICBO ESR 2251 (T =1173 lb) 0.33 -OK Slab 5" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.94 -OK S tructural C oncepts E ngineering 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: VULCAN Project #: G -032607 -10 Configuration & Summary: TYPE Gi SELECTIVE RACK 92" 34" 1 34" 46" 1 58" 12" 1 144 92" 44 44" IBC 2003 Seismic Criteria Ca =0.28 / Cv =0.4 # Bm LvIs 'Frame Depth' Frame Height 5 44 in 192 in # Diagonals 4 Beam Length 144 in Load Per Story Force Story Farce Column Column Conn. Beam Level (PL) Beam Spcg Brace Transv Longit Axial Moment Moment Connector 1 3,000 lb 12.0 in 45.0 in 41 lb 19 lb 7,688 lb 2,085 "# 8,818 "# 3 PIN OK I 2 3,000 lb 58.0 in 45.0 in 240 lb 110 lb 6,150 lb 11,820 "# 11,832 "# 3 PIN OK 3 3,000 lb 46.0 in 45.0 in 398 lb 182 lb 4,613 lb 8,113 "# 8,147 "# 3 PIN OK 4 3,000 lb 34.0 in 45.0 in 514 lb 235 lb 3,075 lb 4,451 "# 5,317 "# 3 PIN OK 5 3,000 lb 34.0 in 631 lb 289 lb 1,538 lb 2,452 "# 3,091 "# 3 PIN OK Level Notes I TYPE G I SELECT VULCAN Total: 1,824 lb 834 lb Page 2 y of 4/2/2007 S t tural once • is ngineering B BOB 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 project: VULCAN Project G O32607 Summary of Results Configuration: SINGLE FACED CANTILEVER RACK CANTILEVER RACK ANALYSIS S tgiktural once is ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Ry BOB project: VULCAN Prniert G - 032607 - Design Data Configuration: SINGLE FACED CANTILEVER RACK 1) The analysis presented herein conforms to the requirements of the 2003 IBC 2) W & S Shape steel conforms to ASTM A570, Gr. 50, with minimum yield, Fy= 50 ksi Formed steel conforms to ASTM A570, Gr. 50, with minimum yield, Fy= 50 ksi Other steel conforms to ASTM A36, Gr. 36, with minimum yield, Fy= 36 ksi 3) Bolts shall conform to ASTM A325 -N unless noted otherwise on the plans or calculations. 4) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein. Installer must provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein. 5) All welds shall conform to AWS procedures, utilizing E70,0( electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 6) Concrete slab on grade: 5 in thick with 3000 psi and 1000 psf soil bearing pressure Seismic Factor Ss= 1.337 Fa= 1.00 2-7 Summary of Components & Results Column Fy =50 ksi Type C 0.65 OK Base Fy =50 ksi Type C 0.54 OK Arm Fy =50 ksi A/400 0.39 OK Arm Connection (4) 1/2" Diam Pins 0.13 OK Brace Fy =36 ksi X Brace: 1/2" Thr Rod 0.08 OK Brace Connection Bolted (1) 0.5 in diam Grade 5 Bolt per end 0.08 OK Anchors ICBO ESR 2251 (2) 0.5 in diam x 3.375 in embed RAM$ET REDHEAD TRUBOLT without inpsection per base 0.03 OK Slab & Soil 5 in thick x 3000 psi with 1000 psf soil at grade 0.10 OK S tr tural koancents ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 B BOB Project: VULCAN Summary of Results Notes 16.0 ft • ,I 42.0 in Side Elevation Ss= 1.337 Fa= 1.000 • —60 in Configuration: SINGLE FACED CANTILEVER RACK 180 in 120 in I 60.0 in • Front Elevation 2Y 5.0 ft Project #: G - 032607 Rack Dimensions & Loads Arm 1 Elevation ' Arm Load hi 60 in 1,000 lb h2 120 in 1,000 lb h3 180 in 1,000 lb S t turai LP onceots ngineering Bv: BOB Seismic Loads Per 2003 IBC Section 1617.5.1 and Table 1617.6.2 2 3 V= 1.2 *Sp /(R *1.4) SDS (2/3) * Ss * Fa Vtrans= 0.3056 Vlong= 0.1528 C- trans= 0.3056 C-Iong= 0.1528 z Arm LL= 3,000 lb 1: Arm DL= 105 lb V-transv= 0.306 * 2085 lb = 637 lb /frame Summary of Frame Loads 695 lb 695 lb 695 lb 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 project: VU LCA N Configuration: SINGLE FACED CANTILEVER RACK Warm DL +u 3,105 lb LL*0.66 +DL = 2,085 lb 60 in 120 in 180 in 41700 83400 125100 Mseismic= 89,220 in -lb Mwind= 0 in-lb Pcol= 3,105 lb Marm -max= (LL- max +DL) * (Arm Length /2 + Col depth /2) = (1000 lb + 35 lb) * (42 in /2 + 8 in /2) = 25,875 in -lb Marm - total = E Mann = 77,625 in-lb # Sides Loaded= 1 # Arms= 3 V -long= 0.153 * 2085 lb = 319 lb /frame 2y 106 lb 212 lb 319 lb Ss= 1.34 Fa= 1.00 Roans= 2.5 Rlong= 5 I= 1.0 6,360 in-lb 25,440 in-lb 57,420 in-lb Project #: G 032607 Side Elevation 53 lb 106 lb 159 lb V E= 2,085 lb E= 250,200 637 lb 89,220 in-lb 319 lb Lateral Force Distribution Transverse Force Longitudinal Force Level Iwx =DL +LL*0.661 hx I rand= I Fi I Fi * hi Fi S t turai LP onceots ngineering Bv: BOB Seismic Loads Per 2003 IBC Section 1617.5.1 and Table 1617.6.2 2 3 V= 1.2 *Sp /(R *1.4) SDS (2/3) * Ss * Fa Vtrans= 0.3056 Vlong= 0.1528 C- trans= 0.3056 C-Iong= 0.1528 z Arm LL= 3,000 lb 1: Arm DL= 105 lb V-transv= 0.306 * 2085 lb = 637 lb /frame Summary of Frame Loads 695 lb 695 lb 695 lb 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 project: VU LCA N Configuration: SINGLE FACED CANTILEVER RACK Warm DL +u 3,105 lb LL*0.66 +DL = 2,085 lb 60 in 120 in 180 in 41700 83400 125100 Mseismic= 89,220 in -lb Mwind= 0 in-lb Pcol= 3,105 lb Marm -max= (LL- max +DL) * (Arm Length /2 + Col depth /2) = (1000 lb + 35 lb) * (42 in /2 + 8 in /2) = 25,875 in -lb Marm - total = E Mann = 77,625 in-lb # Sides Loaded= 1 # Arms= 3 V -long= 0.153 * 2085 lb = 319 lb /frame 2y 106 lb 212 lb 319 lb Ss= 1.34 Fa= 1.00 Roans= 2.5 Rlong= 5 I= 1.0 6,360 in-lb 25,440 in-lb 57,420 in-lb Project #: G 032607 Side Elevation 53 lb 106 lb 159 lb V E= 2,085 lb E= 250,200 637 lb 89,220 in-lb 319 lb S t j tura! Voncepts ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Arm B BOB Analysis is based on a uniformly loaded arm with no tip or impact loads considered. Combined stresses: Arm Type = A/400 Ix= 3.7700 in ^4 Sx= 1.880 in ^3 Fy= 50,000 psi L= 42 in Check Arm Bending Check Arm Deflection LL -max= 1,000 lb DL= 35 lb D= w * L^4 /(8 * E * Ix) = 0.0890 in M= W * 1/2 = 21,735 in-lb fb= M /Sy = 11,561 psi Fb= 0.6 *Fy 30,000 psi Project: VULCAN fb /Fb= 0.39 OK Check Bolts For Static + Seismic Loads Spadng=d= 6.0 in Pin diame•er= 0.75 in Fy= 50,000 psi Fu= 68,000 psi tmin= 0.188 in Fu= 68,000 psi # Surface in shear =Ns= 4 Shear Capacity= Bolt Area * 0.4 * Fy = [(0.75 in) ^2 * pi14] * 0.4 * 50000 psi = 8,836 lb Configuration: SINGLE FACED CANTILEVER RACK M= 21,735 in-lb T= M/d = 3,623 lb W= LL +DL = 1,035 lb W/Pin= 259 lb T /Pin = 906 lb 30 0 O (259 lb /8836 lb) + (906 lb/8836 lb)= 0.13 OK E= 29,500,000 psi W Dallow= L/180 = 0.23 in OK Arm to Column Con necfion Project #: G - 032607 dl= 5.00 in d2= 7.00 in Column Bolt Arm S t tural onceats ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Column Load Case: DL+LL Section Section= Type C Area= 3.82 in ^2 Ix= 27.50 inA4 Sx= 6.87 in ^3 rx= 2.68 in Loads (Single Face Rack -Full Static Arm Loads) Pmax= 3,105 lb Mstatic= 77,625 in-lb Combined Sress (Id /r)x = (1.4 *180 In/2.68 in) = 94.03 = 40.0 Cc = (2n^2E/Fy)^0.5 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2 -1 Fa = 114(kI /r) ^2/2Cc^2)1Fy fa= P /AREA 5/3 + 3(kl /r) /8Cc - (kl /r)^3 /8Cc ^3 = 813 psi = 16,058 psi fa/Fa= 0.05 < 0.15 fbx= M/S = 11,299 psi Fex= (12 *n ^2 *E) /(23 *(KL/r) ^2) = 16,890 psi (H1 -3): fa /Fa + fb /Fb= 0.43 <= 1 OK Check Base Bending Section= Type C Sx= 7.77 in ^3 Mbase - static= 77,625 in -lb project: VV LCAN Iy= 8.70 inA4 Sy= 4.35 inA3 ry= 1.50 in Stress Increase= 1.00 Configuration: SINGLE FACED CANTILEVER RACK Fbx= 0.6 *Fy = 30,000 psi Fy= 50,000 psi Fbx= 0.6 *Fy = 30,000 psi fb /Fb= 0.33 3/ OK Fy= 50,E psi Kx= 1.40 Ky= 1.0 Lx= 180 in Ly= 60 in Cm= 1.00 (kl /r)y = (1*60 in/1.5 in) (kl /r)max= 94.03 fb /Fb= 0.38 (1- fa/Fe) >0= 1.00 Project #: G- 032607- S t Stgiktural onceats ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 B BOB Section Section= Type C Area= 3.82 in ^2 Ix= 27.50 inA4 Sx= 6.87 inA3 nk= 2.68 in Combined Sress (Id /r)x = (1.4 *180 in/2.68 in) (H1 -3): Cc = (2n^2E/Fy)^0.5 = 107.0 fbx= M/S = 24,286 psi Fex= (12 *n ^2 *E) /(23 *(KL/r)^2) = 16,890 psi Check Base Bending Section= Type C Sx= 7.77 inA3 Mbase - lateral= 166,845 in-lb Project: VV LCA N Column Load Case: DL +LL+ Lateral Load Configuration: SINGLE FACED CANTILEVER RACK Iy= 8.70 inA4 Sy= 4.35 inA3 ry= 1.50 in Stress Increase= 1.33 Loads (Single Face Rack -Full Arm Loads plus lateral loads) Pmax= 3,105 lb M= 166,845 in-lb (Mstatic + Mseismic) = 94.03 = 40.0 SINCE (KL/r)max < Cc, USE EQTN E2 -1 Fa = 11- ((b /r) .2/2Cc^2)1Fv fa= P /AREA 5/3 + 3(Id /r) /8Cc - (Id /r)^3 /8CcA3 = 813 psi = 16,058 psi fa /Fa= 0.05 < 0.15 Fbx= 0.6 *Fy = 30,000 psi Fy= 50,000 psi Fbx= 0.6 *Fy = 30,000 psi fa /Fa + fb /Fb= 0.86 <= 1.333 OK fb /(Fb *1.33)= 0.54 OK (Id /r)y = (1*60 m/1.5 in) (Id /r)max= 94.03 fb /Fb= 0.81 (1- fa/Fe)= 1.00 3 . Fy= 50,000 psi Kx= 1.40 Ky= 1.0 Lx= 180 in Ly= 60 in Cm= 1.00 Proiect #: G - 032607 S t tural koonceats ngineering B BOB Anchors Overturning Forces Seismic Ovt Moment =Ms= 89,220 in-lb Empty Rack Weight = Wrack= 400 lb Warms= 3,105 lb Check Anchors Seismic shear= 637 lb /frame # Anchor /base= 2 # Anchor /end= 1 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 project: VV LCA N Configuration: SINGLE FACED CANTILEVER RACK Mst leis= (Wrack + Warms) *d /2 = 80,615 in- lb T seismic= (Ms - Mst- seis) /d = 187 lb Anchor Type= 0.5 in dam x 3.375 embed RAMSET REDHEAD TRIJBOLT Per ICBO E-5R 2251 Anchor Inspection Required? No Tallow= 1,935 lb Vallkwv= 2,965 lb 33 Stress Increase= 1.33 Egtn Exponent= 1.66 V project #: G- 032607 -10 W d Side Elevation Base depth =d 42.0 in Column depth =dc= 8.0 in d= db+dc -4 "= 46.0 in Tension/anchr Shear /anchr Tallow Vallow Interactn Eq. Status Seismic 187 lb 319 lb 2,574 lb 3,943 lb 0.028 OK S t tural koonceats ngineering B BOB Anchors Overturning Forces Seismic Ovt Moment =Ms= 89,220 in-lb Empty Rack Weight = Wrack= 400 lb Warms= 3,105 lb Check Anchors Seismic shear= 637 lb /frame # Anchor /base= 2 # Anchor /end= 1 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 project: VV LCA N Configuration: SINGLE FACED CANTILEVER RACK Mst leis= (Wrack + Warms) *d /2 = 80,615 in- lb T seismic= (Ms - Mst- seis) /d = 187 lb Anchor Type= 0.5 in dam x 3.375 embed RAMSET REDHEAD TRIJBOLT Per ICBO E-5R 2251 Anchor Inspection Required? No Tallow= 1,935 lb Vallkwv= 2,965 lb 33 Stress Increase= 1.33 Egtn Exponent= 1.66 V project #: G- 032607 -10 W d Side Elevation Base depth =d 42.0 in Column depth =dc= 8.0 in d= db+dc -4 "= 46.0 in S t tural Lonceats ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 82806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Check Longitudinal Brace Brace Type= X Brace Brace= 1/2" Thr Rod Area= 0.196 inA2 R = 0.6 * Fy = 21,600 psi ft= T /Area = 2,301 psi Check Brace Connection Connection= Bolted Fv -bolt= 21,000 psi # Bolts= 1 Bolt Dam= 0.5 project: VULCAN V-Iong= 319 Ib T= (Vlong *Ldiag /Lh) *N = 451 Ib fa /Fa= 0.11 Bolt Capacity= Bolt Area * Fv -bolt * 1.33 = 5,4841b OK <1.33,OK Project #: G - 032607 60.0 in Brace Panel Elevation Bay Width =Lh= 60.0 in Brace Panel Ht=Lv= 60.0 in Ldiag= 85.0 in F 36,000 psi # Bay /Brace =N= 1 S t StiAtural I oncepts ngineering By: BOB Footing Check Puncture Check Bending Pgravity= 3,105 lb 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Load case: DL+ LL P Mbase= 77,625 in-lb = 121.7 psi = 178.0 psi Project: VV LCA N b --:1 Fp= [(4/3) + (8/3)/B] * (Pc) ^0.5 < 2.66 * (fc)^0.5 * a Punct Area =A= (d + t) + (W + t) * 2 * t Puncture Stress= (P /A) /Fp = 0.1 OK Areq= P /fsoil = 1141 in ^2 61.7 in x 18.5 in Mslab= fsoil * c * b ^2/(2 *144) = 14 in -lb Configuration: SINGLE FACED CANTILEVER RACK Thickness =t= 5.0 in Base width =W= 8.5 in ft= 3,000 psi B= 3 f -soil= 1,000 psf Stress Increase =a= 1.00 base depth =d= 46.0 in phi= 0.65 c= 18.5 in Povt= Mbase /(d *0.66) P= 1.4 * (Pgravity + Povt) = 2,557 lb = 7,927 lb Fb= 5 * phi * (fc) ^0.5 * a fb /Fb= (Mslab /S) /Fb 5= c * t ^2/6 77.1 in ^3 = 0.00 OK b= 61.7 in - (46 in + 2 * 5in) = 5.7 in Project #: G - 032607 = 645.0 in ^2 1 P4 S t tural once is ngineering B BOB Project: VJLCAN Footing t T 1. Check Puncture Check Bending Pgravity= 3,105 lb 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Load case: DL+ LL + Lateral Configuration: SINGLE FACED CANTILEVER RACK .......... ..... Mbase= 166,845 in-lb Fp= [(4/3) + (8/3)1B] * (Pc) ^0.5 < 2.66 * (Pc)^0.5 * a * 1.33 Punct Area =A= (d + t) + (W + t) * 2 * t = 216.3 psi Puncture Stress= (P /A) /Fp = 0.09 OK Areq= P /fsoil = 1868 in ^2 101.0 in x 18.5 in Mslab= fsoil * c * bA2/(2*144) = 903 in-lb Fb= 5 * phi * (Pc)^0.5 * a * 1.33 fb /Fb= (Mslab/S) /Fb = 316.4 psi P M Thidmess =t= 5.0 in Base width =W= 8.5 in ft= 3,000 psi B= 3 f -soil= 1,000 psf Stress Increase =a= 1.33 base depth =d= 46.0 in phi= 0.65 c= 18.5 in = 5,496 lb S= c * t ^2/6 77.1 inA3 = 0.04 OK Povt= Mbase /(d *0.66) P= 1.4 *Pgravity + 1.7 *Povt = 12,973 lb b= 101 in - (46 in + 2 * 5 in) = 45.0 in p #: G 032607 = 645.0 inA2 of DIS,. ti a r t : 4 41 0 f " CE '1u: Re} d Handling Concepts Corporation 3500 W. Valieey. North Telephone 253- 333 -2100 Suite 101 Telephone 808- 820 -8811 Auburn, WA 98001 Facsimile 253- 333 -5051 www.ravmondhandlino.com April 30, 2007 City of Tukwila Al Metzler, The following is our description of the materials to be stored in the APOLLO warehouse in Tukwila WA. The Storage in the warehouse is made of the following: Furniture Art work Electronics (computers, monitors, components, etc) Clothing Books and magazines Company records Glass panels 2 - Cars(fluids removed) Please let me know if this all you need. Thank you Jim Paoletti Raymond Handling Concepts f;n Ro TUKWILA MAY 02 2007! Fix CENTER CORRECTION LTR# P01.--1211 April 25, 2007 Jim Pauletti Raymond Handling Concepts 3500 West Valley hy, #101 Auburn, WA 98001 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -139 Apollo Holdings — 3314 S 116th Street Dear Mr. Pauletti, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire Department. At this time the Building Department has no comments. Fire Department: Al Metzler at 206 -575 -4407, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that two (2) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3760. Brenda Holt Permit Coordinator encl File No. D07 -139 I464 P:Uennifer \Correction Letters\2007\D07 -139 Correction Ltr #1.DOC jem City of Tukwila ila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 FIRE DEPARTMENT REVIEW COMMENTS Project Name: Apollo Holdings 3314 S 116 St Permit File No.: D07 -139 Date: April 19, 2007 Reviewer: Al Metzler Fire Protection Project Coordinator (206)575 -4407 1. Show on plans locations of any steel building columns within the rack structure. 2. Provide a list of commodities to be stored on the racks. ACTIVITY NUMBER: D07 -139 DATE: 05 -02 -07 PROJECT NAME: APOLLO HOLDINGS SITE ADDRESS: 33914 S 116 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: Documents/routing slip.doc 2 -28-02 PLAN REVIEW /ROUTING SLIP El PERMIT COORD COPY �. 51 ' i - Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: Planning Division ❑ Permit Coordinator TUES/THURS ROUT G: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DATE: DUE DATE: 05-03-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 05-31 -07 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -139 DATE: 04 -17 -07 PROJECT NAME: APOLLO HOLDINGS SITE ADDRESS: 3314 S 116 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: u 4- B C ing Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ITA Incomplete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: - o1 Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials: l ID,) Documents/routing slip.doc 2 -28 -02 PLAN REVIEW /ROUTING SLIP PERMIT COORD COPY V If/ Fire 51,1 revention Structural ❑ DUE DATE: 04-19-07 Not Applicable ❑ No further Review Required DATE: Planning Division Permit Coordinator ri n C DUE DATE: 0517 -07 Approved with Conditions ❑ Not Approved (attach comments) Tr DATE: Date: t[ 0 ` I 1A— City A City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Apollo Holdings Project Address: 3314 S 116 Street Contact Person: Jim Panletti Summary of Revision: [hi A deo (a r a Lc,,H ,vS — F l o g A.' f2 Ble st ,f,t-4e497 Sheet Number(s): 4 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit jj Center by: I Entered in Permits Plus on o 1 - Wk \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: D07-139 Steven M. Mullet, Mayor Steve Lancaster, Director OF K MAY 02 2007 Phone Number: y� 357 73 7D License Information License RAYMOHCO34KB Licensee Name RAYMOND HANDLING CONCEPTS CORP Licensee Type CONSTRUCTION CONTRACTOR UBI 601785727 Ind. Ins. Account Id Business Type CORPORATION Address 1 41400 BOYCE ROAD Address 2 City FREMONT County OUT OF STATE State CA Zip 94538 Phone 2533332109 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/2/1997 Expiration Date 10/5/2007 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date RAYMOND, STEPHEN 01/01/1980 KOEL, STEVE 01/01/1980 STERNBERG, PAUL 01/01/1980 GABORRO, ALEX 01/01/1980 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 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= RAYMOHCO34KB 05/10/2007 t a TI I I I . I; !I • ; I. E IFTik C I c ..-g e - fr - - i C i C e. a B I, - — 13 CAR LIFT '1 • 1! 1; , • i I • u i I N- G 1 — G 1 G G 1 " C 144" TYPICAL -c Ii Cl C C Iic BI B B B IA 1A G 1 C c 1 c i, . C L c .: .,..,_ ..: CL. 0 — — a— ........ C I 1 _17 c I , z Lai r . L=TTT _ B A A ;I_ A . A __ . A - . 2 . . _ ' c 0 016 L atm a .1 r . •- vv C3 5 r ( g t I S ID City of 7thavila BUILDING DIVISION Permit No. Fian review eppmval is subject tO MOM and caltabIst kproval Cl constuction documents does not authorize the violation cf zny accep'xd code or ordinance. Rea* ef approved re:1 Coy zid condi:Torn is adcnonfedeack BY REVISUMS No changes shall be made to the co37:2 without prtor approve c: wb Building 1:37E: ins wril require a new Van sitrnr_zi and may imiude adational plan review fees. REC8VED tgry OF TUIWP-A MAY 0 2 21:101 S 'e* - • .11 I • k • C ORRECTION LTA: a • • • i• - • r • • • CODE COMPLIOICE APPRO ION - a 2401 O� GAY DWI ION arr APR 17 2ffO? I I. • p. al kgeig , -' • • .9 • p. a - •• .•• •-• .t F ( c . •• 1 • • - • ! REVIEWED FOR CODE COMPUANCE APPROVED MAY -9 MP Oty Of Tukwila _ , ••• r 3 " 3" COL t!iviN NOTES: USE @ ALL COLUMN/BASE LOCATIONS TYP. DESCRIPTION BASE PLATE: 8" x 5" MATERIAL 3/8" THICK PLATE STEEL YIELD ASTM A36, FY= 36,000 PSI 5:1c O GRADE SAFETY Pi\ t • s I fI8' 314' 1 7/8" - 7/8' - 6" 7,15 GRADE :r7 F.IVE 1 1/2' • 1 /8 1 DESCRIPTION 3-PIN CONNECTOR NOTES: MATERIAL 7 GAGE USE @ ALL BEAM TO COLUMN STEEL YIELD ASTM A570, FY =55,000 PSI CONNECTION LOCATIONS 1W. I DESCRIPTION 5' BEAM (LBC 50) MATERIAL 14 GAGE NOTES: STEEL YIELD ASTM A570, FY= 55,000 PSI USE @ ALL BEAM LOCATIONS TYP. U.O.N. - TYP. 118' 1 1/4' 1 1/4" DESCRIPTION COLUMN:LM 20 DESCRIPTION BRACING: HORIZ. & DIAG. MATERIAL 14 GAGE STEEL MATERIAL 14 GAGE STEEL NOTES: STEEL YIELD ASTM A570, FY= 55,000 PSI STEEL YIELD ASTM A570, FY= 55,000 PSI USE @ ALL BRACE LOCATIONS TYP. 5' 1/8" 4' • 1 9/16"-- 1' 2' •11/2'- DESCRIPTION ROW SPACER NOTES: MATERIAL 14 GAGE ATTACH WITH (4) 7116'0 GR. 5 BOLTS, STEEL YIELD ASTM A36, Fy = 36,000 PSI (2) @ EACH END • 12" - _1 1 /2'_. 03/8' HORIZ. BRACE DIAG. BRACE - I ROW SPACER ., DESCRIPTION GENERAL RACK VIEW NOTE SEE ATTACHED RAYMOND HANDLING CONCEPTS DWG. FOR STORAGE RACK ELEVATIONS 3 3/8' MIN. EMBED. DESCRIPTION RAMSET REDHEAD ANCHOR SIZE 1/2"0 x 3-3/6' MIN. EMBED. ESR# 2251 COLUMN I NOT A DEPICTION OF THIS PROJECT BASE PLATE /1/2" • BEAM NOTES: SEE NOTE #4 FOR ANCHOR SPECS F.F. I. DESIGNED PER THE REQUIREMENTS OF THE 2003 IBC 2. SEISMIC CRITERIA Ca = 0.28, CV= 0.4 3. STORAGE CAPACITY: FOR SELECTIVE UNITS: TYPE A C1 = 2200* PER LEVEL TYPE Al = 2600# PER LEVEL TYPE B = 3600# PER LEVEL TYPE 81 = 3200# PER LEVEL TYPE C,E = 4000* PER LEVEL TYPE D = 21001 PER LEVEL TYPE DI = 2500# PER LEVEL TYPE E1, GI = 3000# PER LEVEL TYPE F1 = 2000# PER LEVEL 4. ANCHORS RAMSET REDHEAD ESR #2251 CONNECTOR 1/2•0 x 33/8' MIN. EMBED. (2) ANCHOR PER BASEPLATE 5. SPECIAL INSPECTION NOT REQUIRED DURING ANCHOR INSTALLATION. 6. EXISTING CONCRETE THICKNESS & COMPRESSIVE STRENGTH. 5" x 3000 PSI 7. SOIL BEARING PRESSURE 1000 PSF 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR. LEGIBLE PRINT. 9. ALL BOLTS A307 OR BETTER 10. DEPUTY INSPECTION IS REQUIRED FOR ALL STRUCTURAL WELDS EXCEPT FOR WELDING DONE IN AN APPROVED FABRICTORS SHOP AND SINGLE-PASS FILLET WELDS NOT EXCEEDING 5/16 INCH IN SIZE. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18' BETWEEN TOP OF THE STORAGE AND THE CEIUNG SPRINKLER DEFLECTOR. BASE PLATE GENERAL PROJECT NOTES -- 1 7 / 8 ' ... - - 7 / 8 " - - 1 1 / 2' • CODE COMPLIANCE APPROV - <► 240 ? Of DIVI 4" CITVOFTIAWAA APR 17 ZA7 PER!1sT MITER JCS 10. OUR Ile Z ¢ < 41 D 2 I G- 032607 -10 DESCRIPTION 4" BEAM (LBF404) MATERIAL 14 GAGE NOTES: SCE 1 OF 2 STEEL YIELD ASTM A570, FY= 55,000 PSI USE @ ALL TYPE E BEAM LOCATIONS 1W. J 1 4. 812 7W 4" 3 8$y 7 :XS s. ' 22 2 718° 8" 317 11: 4r 4' ■ -2 " -.. -41/2" 2 " * — C4317.0-9: 9" DESCRIPTION COLUMN: C MATERIAL 0.179" THK. STEEL N OTES: STEEL YIELD ASTM A570, FY= 50,000 PSI USE @ ALL COLUMN LOCATIONS TYP. 4 1:8' 3 3.4' lis 42" DESCRIPTION BASE: C MATERIAL 0.135" THK STEEL NOTES: STEEL YIELD ASTM A570, FY= 50,000 PSI USE @ ALL BASE LOCATIONS TYP. HORIZONTAL TAB (6 x 2 1/2' x 1/4" THK.) 3 0 COLUMN 1 5:8" - 1 70 -1316' • (1) ;-7 - (1! r.+ADL 7 ,:f 192" • . . - 42"--- .. - HORIZONTAL BRACE - DIAGONAL BRACE 1/2 THR. ROD SINGLE SIDED CANTILEVER 60' TYP. 011116' 114' 21/2' - . .4:. 1 1/4' 60" 011/16" SIDE VIEW FRONT VIE' :V DESCRIPTION BRACE TO COLUMN CONNECTION DESCRIPTION THREADED ROD DIAG. BRACE MATERIAL 14 GAGE STEEL NOTES: MATERIAL 1/2 ROD NOTES: STEEL YIELD ASTM A570, FY= 50,000 PSI TYPICAL CONNECTION. ATTACHMENT (1) 1/2" DIA. GR. 5 BOLT PER END TYPICAL DIAGONAL X -BRACE 3 -3/8" MIN. EMBED. BASE PLATE F.F. ,.1 DESCRIPTION ARM: LMT TYPE A (400) DESCRIPTION HORZ. BRACE: LMT 3314' X 1 -5f8" DESCRIPTION RAMSET REDHEAD TRUBOLT MATERIAL 0.105" THK STEEL NOTES: MATERIAL 0.105" THK STEEL NOTES: SIZE 1(2'0 X 3-3/8" MINN. EMBED. STEEL YIELD ASTM A570, FY= 50.000 PSI USE @ ALL ARM LOCATIONS TYP. STEEL YIELD ASTM A570, FY= 50,000 PSI USE @ ALL HORZ. BRACE LOCATIONS. ESRS 2251 1/2'O ROD TYP. BOTH ENDS GENERAL PROJECT NOTES 1. DESIGNED PER THE REQUIREMENTS OF THE 2003 IBC. 2. SEISMIC CRITERIA Ca = 0 -28, Cv = OA 3. STORAGE CAPACITY: FOR TYPE LMT CANTILEVER: 1000# PER ARM LEVEL 4. ANCHORS RAMSET REDHEAD TRUBOLT ESR#2251 1/2'0 X 3-3/8' MIN. EMBED. (2) ANCHORS PER BASE, (1)@ HEEL, (1)@ TOE 5. SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHOR INSTALLATION. 6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5' X 3000 PSI 7. SOIL BEARING PRESSURE 1000 PSF 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY 1MTH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR. LEGIBLE PRINT. 9. ALL BOLTS A307 OR BETTER. 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BYAWS CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MN. OF 18" BETWEEN TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. NOTES: SEE NOTE 04 FOR ANCHOR SPECS. DESCRIPTION ANCHOR PLAN DO7 i 39 . 4 v : . 1 f .5„ / f -,.NZ r- :G'. �' , i � - ) `. a v ■ . 0 O mem CAYQFi11fe ? 1 7 rutl Perm cr.. zi NOTES: (2) ANCHORS PER BASE, (1) PER END. SCE 2 OF 2 tIORIC IOU MI 0 l9 ' I ti u' in U 0 ' 1 l9 0 Ol lit 111 N G- 032607 -10 • • • , i 6