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Permit D15-0303 - THOMPSON TILE & STONE - STORAGE RACKS
THOMPASON TILE & STONE 575 STRANDER BLVD EXPIRED 0912.;Il 6 D15-0303 City of Tukwila ' Department of Community Development ' • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 0223300010 Permit Number: D15-0303 Address: 575 STRANDER BLVD Issue Date: 3/29/2016 Permit Expires On: 9/25/2016 Project Name: THOMPSON TILE & STONE Owner: Name: IITANDOVER DC LLC Address: 18818 TELLER AVE SUITE 277 C/O MARVIN F POER & COMPANY, IRVINE, WA, 92612 Contact Person: Name: DAVID NORRIS Address: 3500 W VALLEY HWY, AUBURN, WA, 98001 Contractor: Name: RAYMOND HANDLING CONCEPTS CORP Address: 4140 BOYCE RD, FREMONT, CA, 94538 License No: RAYMOHCO34KB Lender: Name: THOMPSON TILE & STONE Address: 575 STRANDER BLVD , TUKWILA, WA, 98188 DESCRIPTION OF WORK: HIGH PILE STORAGE RACKS FOR INVENTORY Phone: (206) 465-6208 Phone: (253) 333-2109 Expiration Date: 10/5/2017 Project Valuation: $20,000.00 Fees Collected: $824.42 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-4613: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: v I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: 3-29 16 Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 8: 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. 16: Post a sign beneath load limit signs stating "CLASS 1 STORAGE ONLY". Any other type of storage will require the installation of additional smoke vents. 20: 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" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 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: 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) 19: 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, 7.2, 7.3) 21: Maintain fire extinguisher coverage throughout. 10: 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) 11: 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 13-16.1.4) 12: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 13: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 23: 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 #2437) 22: 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 #2437) (IFC 901.2) 9: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 15: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httn://www.Tukwi]aWA.gov Building Permit No. b�s' d Project No. Date Application Accepted: Date Application Expires: to For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" SITE LOCATION � Z3 �� y, King Co Assessor's Tax No.: 3DQ0 UD �1, 7Q Site Address: ! 'LEr t✓VSuite Number: Floor:_ Tenant Name:j, iL �'stC7tl. New Tenant:] .....Yes []..No PROPERTY OWNER Name: Address: 1H 5r City: State: Zip: Q CONTACT PERSON — person receiving all project communication Name: VQ k(WIS Address: City: QvgV St te: Zip: gp6l _` Phone: Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: h Address: v City: State: Zip: Phone: Fax: Contr Reg No.: l 17 xp Date: Tukwila Business License No.: 1305-0qq51qk H:Wpplicatiom\Fonns-Applications On Line\2011 ApplicationsTetmit Application Revised - 8-9-1 I.doex Revised: August 2011 bb ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: 1 Address: f I� 10 City: � j State: Zip: GD Phone: r Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or sreater Der RCW 19.27.095) Name: Address: 71 age 1 of 4 4db BUILDING PERMIT INFORMATIONV — 206-431-3670 Valuation of Project (contractor's bid price): $ ratio Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Will there be new rack storage? IV .... Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below :1 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor 2nd Floor Yd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? El ....... Yes M ....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ...... Sprinklers ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑....... Yes 0...... No If "yes, attach list of materials and storage locations on a separate 8-112" x II " 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. H:\Applications\Fmiis-Applications On Line\201 I ApplicationsTennit Application Revised - 8-9.1 I.do" Revised: August 2011 Page 2 of 4 bh PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may 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). 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 O R OR'A WED AGENT: Signature: / Date: Print Name:�l�V �,1� b` C7 Day Telephone: �i� `Tb�� ��1� Mailing Address: City State Zip H:Wpplications\Forms-Applications On Une\2011 ApplicationsTennit Application Revised - 8.9. 11.dom Revised: August 2011 Page 4 of 4 bh DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $342.12 D15-0303 Address: 575 STRANDER BLVD Apn: 0223300010 $342.12 DEVELOPMENT $318.00 PLAN CHECK FEE R000.345.830.00.00 0.00 $313.50 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $24.12 TECHNOLOGY FEE TOTAL FEES PAIDR8052 R000.322.900.04.00 0.00 $24.12 $342.12 Date Paid: Tuesday, March 29, 2016 Paid By: RAYMOND HANDLING CONCEPTS Pay Method: CHECK 239224 Printed: Tuesday, March 29, 2016 2:50 PM 1 of 1 CI?W SYSTEMS Date Paid: Friday, December 04, 2015 Paid By: RAYMOND HANDLING Pay Method: CHECK 237073 Printed: Wednesday, December 09, 2015 1:38 PM 1 of 1 PER TE CITY DF 1lMYEA PLVtpING (IFPARIMENE NS 91E R alld@IRY zavm TUC TIMRYA URBAN Q]i1Et, DE —T ZOMNG MOWS Pat GNRQLi IA Q 1xE WD ZONING REGIRJ n Fat lMs SITE SE BAO6 PLINx s1REm GDc is FEm (s112Awm N.w) SIDE: 11 iRT REAR: 0 FEET NE1Wn Its iFm PARNMG: 1 PER 9.000 SGUME BEET Fat WARENNg USE, 0 PER .COO SWME FEET FOR OfEla: USE —LAND AREA ]M,10.5 SNARE FEET N 0.9J AWES. MOPE N lEs TIE BUIDNO AEA SNOwN 1EREN WAs DE—NED BY NNE AEED roTA PA9NG SPAaS . - 1J0 REOULM SOAaS TIEPE AE u 1RUIX PANatG sPAaS AT LOADND DOatS. ACa55 TO PRaERtt w, PUNK RIWT OF WAYS STANDER BGIEVARD TIE UMENORd1ND UTa Ul SF TIEg UMTM ME NPRID iRN TIE NSBIE SURFACE FEATURES m M EXACT LOCATN Oi 7NFG. UTSNES WAS NOT m LOCALD FOR MIS sNNY. BEFORE GOMD. CALLS APPROPRATE LOCAL NIUtt LOCALE SEANCE i0R E1ED IAGlIOXS d' INDFJLQINND UltlJtt WES PRaETttt AmEs 5s1-let smAram eLw. TIIIxWA wA KISS ? BEARNGS TIE — W NNTI —M,- !• WEST ALONG lHE EASTERLY LONE OF TRAR 1. AIWVER WGISINAL PARK N0. 4 ACMf — ro lNE PLAT ND Aa IIEPEOi. REWID)FD H YOLlUL1E A K RATS. RAajs) 39 AN DNG C . WASNNMON, WAS TAIOII As THE BASS OF BUPoWS 91oMtJ UPON TLP SIMiKY. THE TYE K ME F1EED sURN:Y, THEE WM NO ENDE 1 d: ATTHE EM-I MOWJG IM-. M SONG CONSTRUCnN. OR BU9DMlt ADGTIoxs PINSIMT ro TILE Ott a roxWWA RANKED OEPMIYINr. TERE 11A�V NO ADUAD NT 70 TLS Fat MY GIANGES M S1REi THIS a' 111E5 ADJAm1T ro TIE SUNECT PRd✓FRtt 9101W2 N Ms uT TIE 1NE 6 THE MELD SURVEY. MERE WAS NO ENOWCEw sT g M A SOL10 WASTE DUW. SNP N SANITAm LMDRL IT TIE TIME OF TE FIEED SURVEY'. TEIE WAS NO I—E a S1E lg FOR AS A CEETERY N NMA. NNUD. EASEMENT NNTS PLOaABLE EASEMENTS ARE sNOWN .. TIE DRONER SUP M WILE RE IM NN-ROTTANE EASEMENT! Aa NO1ED N TE SURVEY' AS BEND •NOT PLOTTED•. WCAUN: OUR SEANCE IS LIMITED TO REPNTNG N EASEMENT LOCATIONS WE S Ml IMOM END LEGAL cculLm TO R ANED TOREPORT N TTE PMELS N THEN ENM . M9 B A$-BNLr PRDIND N Attg NILA nE MINIMUM STAND MDETAIL OAA/ACsM LAID nTLE NAtVEYS TIE N-slE S10PM DRANAGE SYSTEM FN Ms PROPERTY B DESNEO ro NUECr ALL N-sllE 51aW WRIER USNO TE CATW BASMS AS C CGIECl10N PGNTS NEN aD09TIN0 TIE math ATEN ONTO TE WBl1C S1NM gYAT SYSTFL. THIS SURVEY' WAS PnEPMFD FOR 7 E RUMOgs OF MAIMING M EXTENDED WNAAg 11 E WSLNANQ —AND DOES NOT Ca(TNN SUFr1aIXT OCTAL FN UESION I—OSFS ADal1011A SIIRVEYNG Till SE PEOMNED P'OR DESK PURPOSES TEE USE a mE waw 'aDtm N •cmTNunN• NT1N Ms SatVEY OKY CGISIITUTR M EPIESSW Of FROEF59NK aWIW REaAROND TDg FAC15 AND RNUNCS S1awl N Ms SINYEY. AND DOES NOT CONED-- A wARRMtt N QIARANTE. ETtER WPIED N E6RESSFD. _ CHICAGO TTLE INSURANCE COMPANY PRELIMINA Y TTL REPORT NO. 1199012 SCHEDULE R - EXCEPTIONS. 1) UNCFAFAOUND ELECTNC EASFLEMT RECORDED .WDMY IZ. IM As WSTRNWT NUMBER sm I% ARECR sIN.ECT PRaE1 , PLATTED. 2) RN ROM EAgVIOff AS ID101IN ON TE PLAT Q ANDO— INDUSMAL PAN( NO. • RO DED N VOLUME n O PUTS PAGES SO AND •0. AFTECTS SUNECT RC V,, Kom. ]) FASEMEN'S CONTANEU H mAvmT WARRANTY DIM M(RD D PMW M. IM AS WmRUMpIT NUMSEFt OOOOZ•). ARECTS SINECT ROPERTY. PIDM. A) SERE1t EASEMENT REOOAOED AUGUST 17. 197 AS NmRUMENT NUMMt e0J0747, ARECTS SIB.EM PROPERTY, PERMMER EASEMENT NATIED. UNABLE ro ceaRwE AFTECT OF TEIPaiMY DONISTRI1C11G1 EA4LFNi. DDDUU T NOT UEOELE !) RALROAD EASEMENT RECORDED APNL T. 1975 As NSTRUMENT NVMSEIt 7004ZO3M$ AFECTs srT PROPwtt, PLOTTED. 0) s MEST EASEMENT RECORDED a9E 24.1991 AS NS—IINT xuIDER Q='I"0702 AFFECR sUB.EOT PRa4Rtt. ROTTED. 7) CONNYARE OF E—DND — EASC— FOR USE AS B AU( EASEMENT RECORDED NO\OISER ]a tpp5 AS HSIMNRNi pl11JW]09. ATECR SAJECT PRWERtt. ROTTED. e) DOWIANM DODITDNS, AND RESTDCDa15 REONOED FENtUARY IS. 1M1 AS NSINRENT NIRHA 525"" ANO AMENDED srTLgR 2Z 1N' AS NSTPWIWT IIIIINET 6]Si0.4 NDYFYBEN 1. 19I2 As WSNUYEM NNgR lJ MOO, fESRUMY 1% 1.1 AS NSTRIN@1T NUIEFA GIMU. JUKE 12 INI AS NSNOIMENT NUMBEII 61662)2 MAY N. 907 AS NSWUMWT MU—t NSO]SS. AND JUKE 0. — AS NSTRUMENT NUMBER p•06pe1]S0. ARECTS s.UR.ECT PRW w —,END. 1) EASYEITS 15 FOOT U1RItt EASEMENT N ERNTAG: STREETS. I7 FOOT RAIL AND UTILITY EASEMENT AT REAL N SIDE a' PROPFEN, 5 iODT FASEYEN, N EAN SME S lIE Catlgl BOtINAARY 6 ANY TWO 1RMJV ?) 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FENCE {DON E E SURFAE O NRE xYDRMT WA 1ER MIMI NATW/CAS m --Y g YANHDLE 0 TNEPNNE MAINGE ® SDPL g MANGE ® u— MANOIE ❑ CAM, BASH O LINT WARD © ELECTRIC VAULT pp NNcnN Box 0 u— VAULT NWEA IMNSiahIER STORM SEWER U E E)OSWO aDERWOUND sANITMY SEWER UNE MNaALAWNp WATER LINE EMmNG VNDEND DND FINT OPM LINE —ND AS NOIFD L/S LANDSCAPED AREA 11 1 7 SHEETS No. 06-1002 REV.# DESCRIPTION DATE TO OUR CUSTOMERS: The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectual property of Raymond Handling Concepts Corporation. It is not intended for other organizations as a means of quoting, designing / and or engineering alternatives. son �� %-- ! 03 DESIGN BY: RAYMOND Raymond Handling Conoopts ColpoFadon "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 DESIGN PREPARED FOR: Thompson Tile and Stone 575 Strander Blvd. Tukwila, WA 98188 STRUCTURAL ENGINEER: Structural Concepts IF -COMPLIANCE APPOVED FEB 0 5 2016 RECEIVED CITY OF TUKWILA DEC 0 4 2015 PERMIT CENTER PROJECT #: 9750 DESIGNER: David Norris PM: David Norris DATE: 11 /02/2015 SCALE: As Noted SHEET NO. I SHEET NO. Engineering iM Yeager Ave La Verne, Ca. 91750 Tel: 909-596-1350 Fax: 909-596-7186 . REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 5 2016 Project Name : THOMPSON TILE AND STONE City of Tukwila 13UILQING DIVISION Project Number : P-113015-71-V �wOV : sy,�cy Date . 11/30/15q<' 3^tYf19 Street Address : 575 STRANDER BLVD City/State : TUKWILA, WA 98188 EXPIRES Scope of Work : STORAGE RACK NOV 3 ,0 2015 RECEIVED CITY OF TUKWILA OSO-3 DEC A 4 2015 P@RflflIY C6PlYER Structural Concepts j�� Engineering By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-71-V TABLE OF CONTENTS TitlePage................................................................................................................ 1 Tableof Contents..................................................................................................... 2 Design Data and Definition of Components............................................................ 3 CriticalConfiguration.............................................................................................. 4 SeismicLoads.......................................................................................................... 5 to 6 Column.................................................................................................................... 7 Beamand Connector............................................................................................... 8 to 9 Bracing.................................................................................................................... 10 Anchors................................................................................................................... 11 BasePlate................................................................................................................ 12 Slabon Grade.......................................................................................................... 13 TYPE I SELECT-THOMPSON TILE Page Z of k 3 1 1/30/201 5 Structural Concepts �f Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Design Data 1) The analyses herein conforms to the requirements of the: 2012IBC Section 2209 2013 CBC Section 2209A ANSI MH 16.1-2012 S,oecifications for the Design of Industrial Steel Storage Racks 2012 RMI Rack Design Manual" ASCE 7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.50, with minimum strength, Fy=50 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.50, with minimum yield, Fy=50 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 ICC reference on plans and calculations 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 existing slab on grade is 6" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 1000 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Frame Height Front View: Down Aisle (Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace TYPE I SELECT-THOMPSON TILE Page 3 of (3 1 1/30/2015 Str t"al 'oncepts Zwl Engineering By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Configuration & Summary: TYPE 1 SELECTIVE RACK 48" 4" 44" 192 192" 96" 1 36" 4 Seismic Criteria # Bm Lvls Frame Depth I Frame Heightl # Diagonals I Beam Length Frame Type Ss=1.445, Fa=1 4 36 in 1 192.0 in 1 4 1 96 in Single Row Component Description STRESS Column Fy=50 ksi Struc C4x4.5 P=3940 lb, M=13186 in -lb 0.33-OK Column & Backer None None None N/A Beam Fy=50 ksi Struc C4x4.5 Unbraced Length=40" Capacity: 8992 Ib/pr 0.24-OK Beam Connector Fy=50 ksi Lvl 1: 2 bolt OK Mconn=9731 in -lb Mcap=27480 in -lb 0.35-OK Brace -Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.13-OK Brace -Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.39-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 8000 in -lb 0.49-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3685 lb) 0.892-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.38-OK Level Load** Per Level Beam Spcg Brace Story Force Trans v Story Force Longit. Column Axial Column Moment Conn. I Moment Beam Connector 1 2,200 lb 48.0 in 44.0 in 163 lb 122 lb 3,940 Ib 13,186 "# 9,731 "# 2 bolt OK 2 2,200 lb 48.0 in 44.0 in 327 lb 243 lb 2,805 lb 10,097 "# 7,628 "# 2 bolt OK 3 2,200 lb 48.0 in 44.0 in 490 lb 365 lb 1,670 lb 7,177 "# 5,073 "# 2 bolt OK 4 1,000 lb 48.0 in 44.0 in 313 lb 233 lb 535 lb 2,798 "# 1,698 "# 2 bolt OK �* Load defined as product weight per pair of beams Total: 1,294 lb 963 lb Notes TYPE 15ELECT-THOMP50N TILE Page q 0f � 3 1 1/30/201 5 Structural Concepts Engineering By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Seismic Forces Configuration: TYPE 1 SELECTIVE RACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Ss= 1.445 Transverse (Cross Aisle) Seismic Load S1= 0.538 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) vt Fa= 1.000 Cs1= Sds/R Fv= 1.500 = 0.2408 Cs -max * Ip= 0.2408 Sds=2/3*Ss*Fa= 0.963 Cs2= 0.044*Sds Vmin= 0.015 Shc=2/3*Sl*Fv= 0.538 = 0.0424 Eff Base Shear=Cs= 0.2408 Transverse ElevaEion Ca=0.4*2/3*5s*Fa= 0.3853 Cs3= 0.5*Sl/R Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4.0 = 0,0673 = 5,372lb Ip= 1.0 Cs -max= 0.2408 Vtransv=Vt= 0.2408 * (280 Ib + 5092 Ib) PRF1= Base Shear Coeff=Cs= 0.2408 Etransverse= 1,294 Ib Pallet Height=hp= 48.0 in Limit StatesLeveiTransverseseismicshearperupright DL per Beam Lvl= 70 Ib Level PRODUCT LOAD P P*0.67*PRFI DL hi wi*hi Fi Fi*(hi+hp/2) 1 2,200 Ib 1,474 Ib 70 Ib 48 in 74,112 163.4lb 11,765-# 2 2,200 Ib 1,474 lb 70 Ib 96 in 148,224 326.9 Ib 39,228-# 3 2,200 Ib 1,474 Ib 70 Ib 144 in 222,336 490.3 Ib 82,370-# 4 1,000 Ib 670 Ib 70 Ib 192 in 142,080 313.3 Ib 67,673-# sum: P=7600lb 5,092lb 280 lb Longitudinal (Downaisle) Seismic Load W=5372Ib 586,752 1,294lb 2=201,036 Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLR, * P) + DL PRF2= 1.0 0 0 Csl=Shc/(T*R)= 0.1793 = 5,372 Ib (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0424 Cs=Cs-max*Ip= 0.1793 T= 0.50 sec Cs3= 0.0448 Vlong= 0.1793 * FE[ongitudinal= (280 Ib + 5092 lb) 0 Cs -max= 0.1793 963 Ib Lim/tstetesLeve/Longit seismic shearperuptight Level PRODUC LOAD P P*0.67*PR, DL hi wi*hl R Front View 1 2,200 Ib 1,474 lb 70 Ib 48 in 74,112 121.6 Ib 2 2,200 Ib 1,474 Ib 70 Ib 96 in 148,224 243.3 Ib 3 2,200 Ib 1,474 Ib 70 Ib 144 in 222,336 364.9 Ib 4 1,000 Ib 670 Ib 70 Ib 192 in 142,080 233.2 Ib sum: 5,092lb 280 lb W=5372Ib 586,752 963 lb TYPE I SELECT-THOMPSON TILE Page 'E of , 3 1 1/30/201 5 Structural Concepts Engineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Downaisie Seismic Loads Configuration: TYPE 1 SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Typical game made Vlong= 963lb Tributaryarea ofiwocolamns Vcol=Vlong/2= 482 lb of rack frame — — — — — — F1= 122 lb Ej E4 KI: 1�1 Ell: ; Typical Frame made F2= 243Ib 1 , oftwocolumm F3= 365 lb FE] E4 0 i ER Eli r Too View I�--- 96---►I �-- — — — — — — - I I Frant Vic Side View Seismic Story Moments Conceptual System Mbase-max= 8,000 in -lb <__= Default capacity hl-eff= hl - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 44 in Vcol = 10,593 in -lb <__= Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in -lb M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] * h2 = (482 lb * 44 in)-8000 in -lb = [482 lb - 121.7 Ib]*48 in/2 = 13,186 in -lb = 10,097 in -lb Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (13186 in -lb + 10097 in-lb)/2 Mseis(2-2)= (10097 in -lb + 7177 in-lb)/2 = 11,641 in -lb = 8,637 in -lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend -fixity Mconn** Beam Connector 1 48 in 3,940 lb 13,186 in -lb 11,641 in -lb 2,260 in -lb 9,731 in -lb 2 bolt OK 2 48 in 2,805 lb 10,097 in -lb 8,637 in -lb 2,260 in -lb 7,628 in -lb 2 bolt OK 3 48 in 1,670 lb 7,177 in -lb 4,988 in -lb 2,260 in -lb 5,073 in -lb 2 bolt OK 4 48 in 535 lb 2,798 in -lb 1,399 in -lb 1,027 in -lb 1,698 in -lb 2 bolt OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(2 Bolt)= 27,480 in -lb **all moments based on limit states level loading TYPE I SELECT-THOMPSON TILE Page i of ( 3 1 1/30/201 5 Structural Concepts eEngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714,632.7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Column (Longitudinal) Configuration: TYPE 1 SELECTIVE RACK Section Properties Column Member= Struc C4x4.5 4.00 in Aeff = 1.192 inA2 Fy= 50,000 psi Ix = 3.270 in^4 Kx= 1.7 1.58 in Sx = 1.635 in^3 Lx= 46.0 in rx = 1.656 in Ky= 1.0 Iy = 0.256 in^4 Ly= 44.0 in Sy = 0.237 inA3 Cm= 0.85 ry= 0.464in Loads Considering loads at level 1 COLUMN DL= 140lb Critical load cases are; RMI5ec2.1 COLUMN PL= 3,800 lb Load Case 5; ; (1+0.105*5ds)D + 0.75*(1.4+0.145d5)*B*P + 0.7511(0.7*rho*E)<= 1.0, ASD Method Mcol= 13,186 in -lb Sds= 0.9633 Load Case 6; ; (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, A5D Method 1+0.105*Sds= 1.1011 1.4+0.14Sds= 1.5349 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1349 0.85+0.14*Sds= 0.9849 Axial Load=Pa= 1.134862*140 lb + 0.984862*0.7*3800 lb B= 0.7000 = 2,779lb rho= 1.0000 Moment=Mx= 0.7*rho*Mcol = 0.7 * 13186 in -lb = 9,230 in -lb Axial Analysis (kl/r)x = (1.7*46 in/1.656 in) (kl/r)y = (1*44 in/0.464 in) = 47.22 = 94.83 (kl/r)max= 94.83 SINCE (KL/r)max < Cc, USE EQTN E2-1 Cc = (2nA2E/Fy)^0.5 = 107.0 Fa = [l-((kl/r)^2/2Cc^2)1Fy 5/3 + 3(kl/r)/8Cc - (kl/r)^3/8Cc^3 = 15,881 psi fa= Pa/AREA = 2,331 psi fa/Fa= 0.15 < 0.15 Bendina Analysis fbx= Mx/Sx Fbx= 0.6*Fy = 5,645 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL fb/Fb= 0.19 = 66,966 psi (1-fa/F'e)= 1.00 Combined Stresses (H1-3): fa/Fa + fb/Fb= 0.33 <_ 1.0 OK TYPE I 5ELECT-TI-I0MP50N TILE Page "-I of 13 1 113012015 Structural Concepts Engineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel 714 632 7330 Fax' 714 632 7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Beam Configuration: TYPE 1 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. The impact load on the beam is addressed by including the Impact Factor "a" in the determination of the beam center bending stress. Section Properties Beam Member= Struc C4x4.5 Beam at Level= 1 Beam Type= Structural Ix= 3.469 inA4 Sx= 1.735 inA3 Beam Length=L= 96.0 in Unbraced Length, Lu= 40.0 in Beam Weight= 4.0 Ib/ft Thickness= 0.137 in 4.000 in Beam Shape= Channel d/Af= 9.4 Impact Factor (a)=[1-(25%/2)]= 0.875 - L Loads Load Case: D + a88P + Impact RMI Section 2.1, Load case 10 Bending % End Fixity= 25 % Coeff 8= 0.104/0.125 0 = 0.25 = 0.832 Mcenter= B*(wLA2/8) Mcenter= Mcenter(simple ends) - 0*Mcenter(fixed ends) = 0.832*(wLA2/8) = wLA2/8 - (0.25 * wLA2/12) Mends= 0*Mmax(fixed ends) = wLA2/8 - wLA2/48 = (wLA2/12)*0.25 = 0.104 * wLA2 = 0.0208*wLA2 Fy= 50,000 psi Fb= 0.6 * Fy = 30,000 psi Fb' = 12,000/(lu*d/Af) = 12,000/(40*9.4) Fb-eff= 30,000 psi = 31,915 psi Live Load/Pair= 2,200 lb Dead Load/Pair= (4 Ib/ft) * 2 * 96 in/12 Dist Load=w= 11.8 lb/in = 64lb Mcenter= 0.104 * wLA2 Mends= 0.0208*wLA2 = 11,302 in -lb = 2,260 in -lb M= 11,302 in -lb fb= (M/Sx)/a = 7,445 psi fb/Fb= 7445 psi/30000 psi 0.25 Bending Capcity= 8,992 lb/pair includes impact factor (a) reduction coeff, conservatively 1. OP is used in lieu of 0.88P <= 1.0, OK <=== Critical Deflection Defl-allow=L/ 180 Defl= B * [5wLA4/(384*E*Ix)] = 0.534 in = [5*11.8 Ib/in*(96 in)^4/(384*29.5x10^6 psi * 3.469 inA4)]*0.832 = 0.106 in <= 0.534 in, OK Deflection Capacity= 11,341 Ib/Pair Allowable load per beam pair= 8,992 lb YPE I SELECT-THOMP50N TILE Page g of 1 1/30/201 5 .q+III 1#++1 IMA I _Cyn S nnino-o_rinn 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-1 13015-7LV 2 Bolt Beam to Column Connection Configuration: TYPE I SELECTIVE RACK Pi Mconn max= (Mseismic + Mend -fixity) *0.70* Rho = 9,731 in -lb } 2' 0 P2 Connector Type= 2 Bolt C Shear Capacity of bolt bolt Dom= 0.50 in Fy= 5U,000 psi Fv-bolt= 2 1 ,000 psi Ashear= (0.5 in) ^ 2 ' PI/4 = 0. 1 9C3 in ^ 2 Pshear= Ashear * Fv = 2 1,000 psi ' 0. 19C3 in ^ 2 = 4, 122 lb bearing Capacity of bolt tcol= 0. 1 37 in Pu= C5,000 psi Bolt Diam= 0.500 in rl?earing= 1 .2 ' bearing Area ' Fu = 1 .2 ' 0.5 in diam ' U. 1 37 in * c5000 psi = 5,343 lb > 41 22 lb Moment Capacity of bracket Edge Distance=E= 1.00 in Bolt Spacing= 4.0 in C= PI +P2 tclip= 0. 18 in = P I +P 1 *(270) I.I 1 PI Mcap= Sclip ' Fbending C'd= Mcap = 1. 1 1 = 0.14in^3*0.CC'Fy = 4,C20 in -lb Pclip= Mcap/(I . I I ' d) = 4C20 in -lb/( I . I I ' I in) Thus, P I = 4, 122 lb = 4, I C2 lb Mconn-allow= [P I'C"+P I *(2"/C")'0.5"1 = 41 22 LB*[C"+(27 )'2"] = 27,480 in -lb > Mconn max, OK Standard Bolt Pattern BOLT Fy= 50,000 psi Sclip= 0. 140 in ^ 3 d= E 1.00 in TYPE I SELECT-TIIOMPSON TILE Page d of 1 �'� 1 1/30/201 5 Stcuctural pts ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Transverse Brace TYPE 1 SELECTIVE RACK Diagonal Member= Struc L2 x L2 x 1/8 Area= 0.48 in^2 r min= 0.398 in K= =1.0' Fy= 36,000 psi Horizontal Member= Struc L2 x L2 x 1/8 Area= 0.48 in^2 r min= 0.398 in K= 1.0 Frame Dimensions P. 0 Load Case 6.• : (1 + + MO. 85+0.145ds) *B*P + [0.7*rho *EJ<= 1. 0, ASD Method Bottom Panel Height=H= 48,0 in Clear Depth= D-B*2-4" =d = 28.8 in Frame Depth=D= 36.0 in Ldiag= [d^2 + HA2]^0.5 Column Width=B= 1.6 in = 56.0 in Diagonal Brace Vtransverse= 1,294lb Vb=Vtransv*0.7*rho= 1294 lb * 0.7 * 1 = 906lb (kl/r)max= 140.70 (kl/r)x = (1*56 in/0.398 in) = 140.70 (KL/r)max > Cc, Eqtn E2-2 Applies Fa = 12n^2E/23(kl/r)A2 23(kl/r)^2 = 7,543 psi fa/Fa= 0.39 <= 1.0 OK Horizontal Brace V=Vtransv= 906lb Vdiag= V*(Ldiag/D) = 1,409lb 11I fD --•I Typical Panel Configuration Cc = (2n^2E/Fy)^0.5 fa= P/AREA = 126.1 = 2,911 psi Check Weld Weld Tension= 1,409 lb tweld= 0.125 in Lweld= 4.0 in Fweld= 70,000 psi Weld Capacity= tweld*0.7071*Lweld*0.3*Fweld*1.0 = 7,425lb 19.0% OK (kl/r)x = (1*36 in/0.398 in) (kl/r)max= 90.45 = 90.45 Cc = (2n^2E/Fy)^0.5 = 126.1 (KL/r)max < Cc, Eqtn E2-1 Applies Fa = rl-((kl/r)^2/2Cc^2)]Fy fa= P/AREA 5/3 + 3(kl/r)/8Cc - (kl/r)^3/8Cc^3 = 1,871 psi = 14,151 psi fa/Fa= 0.13 <= 1.0 OK (0 Q-F k 3 Structural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632 7330 Fax: 714.632.7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-7LV Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 1,294lb DEAD LOAD PER UPRIGHT=D= 280 lb PRODUCT LOAD PER UPRIGHT=P= 7,600 lb Papp=P*0.67= 5,092 lb .C1=Wst1=(0.70734*D + 0.70734*Papp*l)= 3,799 lb Product Load Top Level, Ptop= 1,000 lb DL/Lvl= 70 lb Seismic Ovt based on E, E(Fi*hi)= 201,036 in -lb height/depth ratio= 5.3 in Sds= 0.9633 (0.9-0.20Sds)= 0.7073 (0.9-0.2Sds)= 0.7073 B= 1;0000 rho= 1.0000 Frame Depth=Df= 36.0 in Htop-Ivl=H= 192.0 in # Levels= 4 # Anchors/Base= 2 h = 48.0 in hp ItDft SIDE ELEVATION A Fully Loaded Rack h=H+h 2= 216.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wstl * Df/2 T= (Movt-Mst)/Df = 201,036 in -lb = 3799 lb * 36 in/2 = (201036 in -lb - 68382 in-Ib)/36 in = 68,382 in -lb = 3,685 lb Net Uplift per Column Net Seismic U lift= 3,685 lb 13Top Level Loaded Only Load case 1: 0 Vl=Vtop= Cs * Ip * Ptop >= 350 lb for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0.2408 * 1000 lb = 40,940 in -lb = 241 lb T= (Movt-Mst)/Df Vleff= 241 lb Critical Level= 4 = (40940 in -lb - 16297 in-Ib)/36 in V2=VDT= Cs*Ip*D Cs*Ip= 0.2408 = 685 lb Net Uplift per Column = 67lb Mst= (0.70734*D + 0.70734*Ptop*l) * 36in/2 = 16,297 in -lb Net Seismic U lift= 685 lb Anchor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1842 Ib/1961 Ib)A1 + (323 Ib/2517 Ib)A1 = 1.07 <= 1.2 OK Top Level Loaded: (342 Ib/1961 Ib)A1 + (60 Ib/2517 Ib)A1 = 0.20 <= 1.2 OK TYPE I SELECT-TI10MP50N TILE Page t ( of � 1 1130,120 15 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632,7330 Fax: 714.632.7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-71-V Base Plate Configuration: TYPE 1 SELECTIVE RACK Section P a --� Baseplate= 8x5x3/8 Eff Width=W = 8.00 in a = 3.00 in If Mb Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in Column Width=b = 4.00 in N=# Anchor/Base= 2 ( b I� E Column Depth=dc = 1.58 in Fy = 36,000 psi L = 2.00 in w Plate Thickness=t = 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5:: (1+0.105*Sds)D + 0.75*[(1. 4+0.145ds) *S*P + 0.75*j0.7*rho*EJ<= 1.0, A5D Method COLUMN DL= 140 lb Axial=P= 1.1011465 * 140 lb + 0.75 * (1.534862 * 0.7 * 3800 lb) COLUMN PL= 3,800 lb = 3,216 lb Base Moment= 8,000 in -lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.1011 = 8000 in -lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5349 = 4,200 in -lb Effec B= ,0.7000 Axial Load P = 3,216 lb Mbase=Mb = 4,200 in -lb Effec. Axial stress=fa = P/A = P/(D*W) M1= wLA2/2= fa*LA2/2 = 80 psi = 161 in -lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * fb * L/W = 78.8 psi = 39.4 psi Moment Stress=fbl = fb-fb2 M2= fbl*LA2)/2 = 39.4 psi = 79 in -lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L-2 Mtotal = M1+M2+M3 = 53 in -lb = 292 in-lb/in S-plate = (1)(t^2)/6 Fb = 0.75*Fy = 0.023 inA3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate) (Fb)] F'p= 0.7*F'c = 0.46 OK = 1,750 psi OK Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK = -1,200 lb No Tension Cross Aisle Loads CribwlA d—RMl5ec21, Am,4: (1+0.115ds)Dt+(1+0.145D5)AV75+RV..75<-1.0,ASDM.Mh d Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 3,216 lb 'when the base plate configuration consists of two anchor bolts located on either side f the column and a net uplift force exists, the minimum base plate thickness Movt*0.75*0.7*rho= 105,544 in -lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment in the plate equal Frame Depth= 36.0 in = 2,932 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 6,148 lb he centerline of the anchor to the nearest edge of the rack column" b =Column Depth= 1.58 in T If-c♦ L =Base Plate Depth -Col Depth= 2.00 in Ta Mu rim a fa = P/A = P/(D*W) M= wL^2/2= fa*L^2/2 I b = 154 psi = 307 In-lb/in Elevation Uplift per Column= 3,685 lb Sbase/in = (1)(t^2)/6 Fbase = 0.75*Fy Qty Anchor per BP= 2 = 0.023 in^3/in = 27,000 psi Net Tension per anchor=Ta= 1,843 lb c= 2.00 in fb/Fb = M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 = 0.49 OK = 1,843 in -lb Splate= 0.117 in^3 fb Fb *0.75= 0.437 OK TYPE I SELECT-THOMPSON TILE Page � 2- of I � 1 1/30/2015 Structural Concepts Engineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax: 714.632.7763 By: BOB Project: THOMPSON TILE & STONE Project #: P-113015-71-V Slab on Grade Configuration: TYPE 1 SELECTIVE RACK X it I~ o ---� ' Y L --►I SLAB ELEVATION Base Plate Effec. Baseplate width=B= 8.00 In width=a= 4.00 in Effec. Baseplate Depth=D= 5.00 in depth=b= 1.58 in Column Loads slab :. ---------- Concrete D a 1 u e bI _ f[- 2,500 psi tslab=t= 6.0 in Cross tell= 6.0 in % •----� ----' Aisle phi=0= 0.6 1.. B Soil 1 fsoil= 1,000 psf Down Aisle Movt= 140,725 in -lb Frame depth= 36.0 in Baseplate Plan View Sds= 0.963 0.2*Sds= 0.193 midway dist face of column to edge of plate=c= C.00 In midway dirt face of column to edge of plate=e= 3.29 In DEAD LOAD=D= 140 lb per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactoredASDload = 1.39266 * 140 lb + 1.39266 * 0.7 * 3800 lb + 1 * 3909 lb PRODUCT LOAD=P= 3,800 lb per column = 7,808 lb unfactoredASD load Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 2,546 lb per column = 0.70734 * 140 lb + 0.70734 * 0.7 * 2546 lb + 1 * 3909 lb P-seismic=E= (Movt/Frame depth) = 5,269 lb = 3,909 lb per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 unfactoredLlmltState load = 1.2*140 lb + 1.4*3800 lb B= 0.7000 = 5,488 lb rho= 1 0000 Effective Column Load=Pu= 7,808 lb per column Sds= 0.9633 1.2 + 0.2*Sds= 1.3927 0. 9 - 0.20Sds= 0.7073 Puncture Apunct= [(c+t)+(e+t)]*2*t Fpunct= 2.66*phi*sgrt(fc) = 255.48 in^2 = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.383 < 1 OK Slab Bending Pse=DL+PL+E= 7,808 lb Asoil= (Pse*144)/(fsoil) = 1,124 in^2 X= (L-y)/2 = 8.5 in Fb= 5*(phi)*(fc)^0.5 = 150. psi L= (Asoil)^0.5 = 33.53 in M= w*x^2/2 = (fsoil*x^2)/(144*2) = 253.3 in -lb y= (c*e)^0.5 + 2*t = 16.4 in S-slab= 1*teff^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) 0.281 < 1, OK TYPE I SELECT-THOMPSON TILE Page of 1 1/30/201 5 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 8/2/2016 DAVID NORRIS 3500 W VALLEY HWY AUBURN, WA 98001 RE: Permit No. D 15-0303 THOMPSON TILE & STONE 575 STRANDER BLVD Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 9/25/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. Calm 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 9/25/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Rachelle Ripley Permit Technician File No: D15-0303 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development December 17, 2015 DAVID NORRIS 3500 W VALLEY HWY AUBURN, WA 98001 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0303 THOMPSON TILE & STONE - 575 STRANDER BLVD Dear DAVID NORRIS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 1 Ix17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" to be stamped and signed. [Electronic copies shall not be approved.] (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Provide an egress plan that shows designated common paths of egress. Dimension common paths of travel and total exit access travel distance. Exit access travel distance shall not exceed 250 feet (with sprinklers). Length of common path of egress travel in "S" occupancies (sprinkled building) shall not be more than 100 feet before two separate and distinct paths of egress travel to two exits are available. Emergency illumination shall be provided along the designated common paths of egress. Emergency illumination shall have at least an average 1 foot-candle and a minimum at any point of 0.1 foot candle measured along the "path of egress" at the floor level. Emergency lighting shall also be required for exit discharge doorways. Identify each exterior emergency exit doorways. Egress paths shall be continuous to each exit. Designed egress paths shall be those inspected for egress illumination requirements. In addition provide square footage of the warehouse to determine occupant load. (IBC 107.2.3, Section 1006, 1014.3, 1015.2, TABLE 1016.2 & 1016.3) FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. 1) I'm assuming that the commodities being stored on the racks are ceramic tiles and stone on pallets. Please confirm. 2) Are the commodities encapsulated? 3) What is the maximum storage height measured from floor to top of stored product? 4) The total square footage of the storage area requires smoke vents. Please provide a reflected ceiling plan of the existing/proposed smoke vents. 6i00.Cnuthrontvr RrnJovnrrl Qu;tv jimn a T,,Iu,;ln 1A1, .;, f _ OQIQ.Q . DLL,,-- InA 421 a47n - c-_, int e�,i Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, 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, I can be reached at (206)431-3655. Sincerely, C Bill Rambo Permit Technician File No. D15-0303 63n0.Cnuthrnntar inn a Tubwiln Wnd,;—tnn OR1RR . Ph— 'JnF,_d21_2/,7n . r-, ')n,< 177 aK,<c PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0303 DATE: 01/14/16 PROJECT NAME: THOMPSON TILE & STONE SITE ADDRESS: 575 STRANDER BLVD Original Plan Submittal Revision # X Response to Correction Letter # 1 Revision # DEPARTMENTS: A-T Aw (- Building Division tj Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: PM "U � I Fire Prevention Structural ❑ before Permit Issued after Permit Issued Planning Division ❑ Permit Coordinator W DATE: 01/19/16 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/16/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0303 DATE: 12/04/15 PROJECT NAME: THOMPSON TILE & STONE SITE ADDRESS: 575 STRANDER BLVD X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter #, DEPARTMENTS: A - ..V Kiding(AWvision ito Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Revision # after Permit Issued MA (ovvZ D-�T41- Fire Prevention 0 Planning Division ❑ Structural ❑ Permit Coordinator DATE: 12/08/15 Structural Review Required ❑ 197.V41 is DUE DATE: 01/05/16 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) 117:r19A Permit Center Use Only CORRECTION LETTER MAILED: I Departments issued corrections: Bldg j -- Fire Ping ❑ PW ❑ Staff Initials: 12/18/2013 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://xlww.ci.lukivilo.iva.us REVISION SUBMITTAL Revision submittals Maus! be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # I ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Thompson Tile & Stone D15-0303 Project Address: 575 Strander Blvd / �J��j Contact Person: �IV nlf Phone Number: �DL`' t 6 ��J�"" l Sgmmary of Revision: I -• t,�DQ RECEIVED CITY OF TUKM JAN 14 2016 Sheet Number(s): PERMIT CENTER "Cloud" or highlight all areas of revision including date of revisi n c Received at the City of Tukwila Permit Center by: Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: RAYMOND HANDLING CONCFnTS CORP Page 1 of 2 Hoine i,spaiiol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries RAYMOND HANDLING CONCEPTS CORP Owner or tradesperson 41400 BOYCE ROAD FREMONT, CA94538 Principals 253-333-2100 RAYMOND, STEPHEN KOEL,STEVE STERNBERG,PAUL GABORRO,ALEX Doing business as RAYMOND HANDLING CONCEPTS CORP WA UBI No. Business type 601 785 727 Corporation Governing persons ALEX GABORRO CATHY HAWKES; MARK DE BOER; STEPHEN RAYMOND; STEVE KOEL; License A-'L Index Help my, T.fiI Workplace Rights Trades & Licensing Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. RAYMOHCO34KB Effective — expiration 05/02/1997-10/05/2017 Bond ................. FEDERATED MUTUAL INS CO $12,000.00 Bond account no. 1090263 Received by L&I Effective date 09/28/2001 07/22/2001 Expiration date Until Canceled Insurance ................... _... _.... Federated Mutual Ins Co $1,000,000.00 Policy no. 9045549 Received by L&I Effective date 08/10/2015 10/01/2015 Expiration date 10/01/2016 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601785727&LIC=RAYMOHCO34KB&SAW= 3/29/2016 DESIGN BY: 1( SCALE: 3/32" = V-0" n n C%TI'fl //%Ts 1rn A 1 9211 *ALL MATERIAL IS STRUCTURAL STEEL 12" �3" if c Off SEI 0,ATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila ILDING DIVISI, �3 �r e s • t COMMODITIES: CLASS I ( PALLETIZED TILE AND STONE) MAXIMUM STORAGE HEIGHT NOT TO EXCEED 18'-6" RAVIA01410 Raymond Handling Concepts Corporation "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 DESIGN PREPARED FOR: NO Changes An11 hl ad mo to the scops Of worst without prior approvel of Tulimia Building Division. NOTE: Revisions will require a new plant submittal and may include additional plan review fees. Thompson Tile and Stone 575 Strander Blvd. Tukwila, WA 98188 F86E COPY permit NO. D 6 '- Plan review approval is subject to errors and omission:.. Approval of construction documonts does not authmiz-.j. the violation of any adopted code or ordinance. F C; —].ipt of approved Field Copy and conditions is ackno 4iadged: By: Date: �gZ4' l6 City of Tulmila BUILDING DIVISICH STRUCTURAL ENGINEER: Structural Concepts 1615 Yeager Ave. LaVerne, CA 91750 STRUCTURAL ENGINEER STAMP: E as •�► . ►.«. a XJJ,il� Or S, The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectual property of Raymond Handling Concepts Corporation. It is not intended for other CORRECTION LTR#-R- RECEIVED CITY OF TUKWILA JAN 14 2016 PROJECT #: 9750 DESIGNER: David NorrisTBUILDI FOR con UAfdC PM: David Norris �Q 016 DATE: 1 /13/2016 WN SCALE: As Noted VISION SHEET NO. I SHEET NO. 1,7 n u-o