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HomeMy WebLinkAboutPermit D98-0298 - COMP USA - STORAGE RACKS AND FIXTURESD98 -0298 17400 Southcenter Pkwy. Comp USA City of Tukwila ( (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 262304 -9120 Address: 17400 SOUTHCENTER PY Suite No: Location: Category: ARET Type: DEVPERM Zoning: TUC Const Type: RACKS Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Permit No: Status: Issued: Expires: D98 -0298 ISSUED 09/18/1998 03/17/1999 Occupancy: STORE UBC: 1997 Fire Protection: SPRINKLERS /AFA .0 South: .0 East: .0 West: .0 Sewer: TUKWILA Slopes: N Streams: Contractor License No: SIERRCC145N8 OCCUPANT COMP USA 17400 SOUTHCENTER PY, TUKWILA WA 98188. OWNER MBK NORTHWEST Phone: 206 575 -8090 C/0 TRAMMEL CROW COMPANY, 17560 SOUTHCENTER PY, TUKWILA WA 98188 CONTACT TONY GONZALES Phone: 909 - 869 -0989 161 ATLANTIC ST, POMONA CA 91768 CONTRACTOR SIERRA CONSTRUCTION CO INC. Phone: 206 885 -3797 16715 NE 79 ST, REDMOND WA 98052 **************************************************** * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** Permit Description: INSTALLATION OF RACK STORAGE AND FIXTURES. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Flood Control Zone: Hauling: Start Time: Land Altering: Cut: Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Storm Drainage: Street Use: Water Main Extension: Private: Public: **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 983.36 **************************************** **********. * * * * * * * * * *�/ * * * * * * * * * * * * * * * * *A Eng. Appr: Size(in): .00 End Time: Fill: Public: Permit Center Authorized Signature: Date __F fb_2 I hereby certify that I have read and examined this permit and know the sane 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 provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development per Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended, or abandoned for a period of 180 days from the last inspection. • . • CITY OF TUKWILA Address: 17400 SOUTHCENTER PY Permit No: D98-0293 Suite: Tenant: Type: DEVPERM Parcel #: 262304-9120 ' Status: ISSUED Applied: 09/02/1993 Issued: 09/18/1998 ***********k**%******.k**********4****************************************** Permit Conditions: 1. No changes will be made to the plans unless approved by the Architect or Engineer and the 70:wila_Building Division. 2. All permits, inspection reCOrasand.:..apProvad plans shall be available at the job site prior to the start:.of any con- struction. TheseHdociumentsare to he maintainadand avail- able until final..)nspection-approval is oranted*, All const ruct-1m to he done in'tonformanCe Awith a04).oved .plans andTe.OUirements of the UniforM Bui 1dir, Code .197 Edition).-:as-amended. 4 Validity.:of permit.. The issuance of a parmit ov approalof plans ,specifications, and CoMptitations ;hall not be cor,- Strue0,to be a permit forf,.6r an approval ofi apy.V'toTatfOn, of any!:ofthe prcivisi.OS of the building code Or otherordinance'of the juriSdiction. No permit PresuMing to giveauthOrity:to viOate or.can6ajthe proVisiont,ofthis codshall be Valid -- CITY OF TUK'WLA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: /� V J L S A Existing use: IL4 Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse 171 Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other . Value ofpn tr ction: S, U `J<- , Site Address:! City State /Zip: 41 O � ,5,� _ % e�lz - � /, -Ir.( Tax Parcel Number Zz, 2� 04 -1(c-, Property Owner: /, H11 /,7/� NO/11 1 bU at- Area of Construction: (sq. ft.) 2( ','j 3 2 Phone: ,z 6) -15— oeio Street Address: ,.--1 City State /Zip: Fax #: Contractor: C, i' e •Ln A Qom:., - (. Phone: ,.,? ° (' - S- -1 cf 6 5)i__ Street Address: / 7 .�'-D 5 :U — -t;,. C —L-^ City State /Zip: n�..l� �.�.( T Fax #: K �..,'( (c- 1J4 Phone: Architect: Street Address: City State /Zip: Fax #: Engineer: Phone: Street Address: City State /Zip: / 6 ( A Tr,,A . +, , '6:,...,,,-_,, r 9 /7 G a' Fax #: Contact Person: Phone Street Address: / /�r7 /1,-- Cl- . State/Zip: n City State /Zip: C_ Fax #• S 0 S --s'6 i - a 5 Description of work to be done: `E- Lt-c- l (c-•. •- , e, _ c— (- /i 4...c (c Existing use: IL4 Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse 171 Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other . Proposed use: KRetail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital Church ❑ Manufacturing ❑ Motel /Hotel Cl Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes a no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ayes ❑ no Existing fire protection features: `sprinklers Caautomatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 2 2') existing Area of Construction: (sq. ft.) 2( ','j 3 2 Will there be storage of flammable /combustible hazardous material in the building? ❑ yes 13- no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING:. (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Flood Control Zone ❑ Hauling ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Sidp Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shal be extended more than once. Date application accepted: 9"- i - 9e Dale application expires: CTPERMIT.DOC 1/29/97 PLE:ASE.sIG.N` BACK I F;APP.LICATION FORM Appl��"(on taken by: (initials) 4 A,CLCQMMERGIAL MULTI -F _ILY:TENANT.IMPROVEMENT /AL RATION PERMIT APPLICATIONS* MUST BE.SUUMITTED'WITH THE FOLLOWING :• :::'L ➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include • ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ® Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ® Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ El SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: /� _ (t/(1.1 Date: 9/9 / name: -e� (65 Run, cr_ s,96 f(. ,O 5 �9t Fax # g6F_ 0�� / 0w r-2.44 -e-- Address 1 �( /art 4.c- I City /Sxate2p -.e, (--c, �1 /!4P CTPERMIT.DOC 1/29/97 !s+A*+*.A*A+++++**+**+A****4**+*+A**++A*»+**+A**+A+*�*++^*+++**+++ I1TY OF TUKNILA, NA TRANSMIT +++4.+*++++++A*«+A+*A++�*++*+kA*^+4*x*A,,:++*+A+Ak^*+A*4*+**+aA**** TRANSMIT Number: R970O830 Amount: 597.75 09/i8/98 10:32 Payment Method: 55666 Notation: • SIERRA CONST Init: TAP' Permit No: D98-0298 Tvpe: DEVP[RM DE.ELOPM[NT PERMIT Parcel No: 262304-9120 Site Address: 17400 SOUYHCENTER pY ` Total Fees: 983.36' This Payment 597.75 :Total ALL Pmts: 983,36. Balance: .00`' N+*+it+A*+A***^;*+�**++aa*^+*a+*A+a*+*A*^*A*a++k++a**a*a***aA,++** Account Code Description Ammunt 000/322.100 BUILDING - NONRES : 593.25 • 000/386.904 STATE BUILDING SURCHARGE ' `4.50 ' = ' .5940'09/21 9717. ++**A*+A A*+**4*+«*«**+*+++*+++*+**+**+*A++***A+4a**A+4++*^++*** CITY OF TUKNILA ' NA � TRANS�TT *A++++*+****A**++*+A+*+*+++**+*+***+*+^*+**A**+^+A++***+*+***A** lKANSMIT Number: R9700822 Amount: ?85.61 09/02/98 10:42- Payment Method: CHECK Notation: SEIZMIC INC Init: 8LH Permit No: D98-0298 Type: DEVPEKM DEVELOPNENl PERMIT Parcel No: 262304-9120 Site Address: 17400 800HCENTEK PY Total Fees: 983.36 This Payment 385.61 Total ALL Pmts: 385.61 ` Balance: 597"75 ^++*++x***hAa*a**+a**x****a++a++******^***a**ki**aa+f~+***+****** Account Code Description ' ` Amount 000/345.830 PLAN CHECK - NONRES' '385,61 • 5417-:09/08 9717 TOTAL r'. ' ` INSPECTION NO. INSPECTION RECOr Retain a copy with pe►...it CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 fq -Q qS PERMIT NO. (206) 431 -3670 Proj) 05n Type of insp i n: x ddr s Date called Special instructions: Date wanted _) L' n ..i `` ji per. Requester:joy) r l Phone N q Or^, .21,4� apPrAiej Approved per a ticable- eodec. (C orrections required prior to approval. COMM nsp:.,, . 149- - 7 JP Date: /2- �e. $42.s0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECOr•, Retain a copy with per:__.t CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 Project: . COvlipU� Type of jnspe�on: seismic. brackiil I ilSJ p Address: p� 1- 74Do Sot 4I1Ceri- 1 t Date called: I0 /5 �q Special instructions: Date wanted: lo/6/q8, p.m. Requester: JoJ1v- Del hIwtah Phone No.: 5 /4.— 00 J..3 pp'roved per applicable codes. Corrections required prior to approval. COMMENTS: r,a�`�G' e:/i7A $42. s o REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: City of Tukwila Fire Department Project Name TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM (...OVVVUs Address \ 4k-en c41N C.P ,r,� (N^ John W. Rants, Mayor Thomas P. Keefe, Fire Chief Permit No. 9 K' C ?) __ Retain current inspection schedule Needs shift inspection Suite # fi 5_;L_ Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: .5s +�., a �� 1-1 ►q �., jvci7,4 5 IC) l 2 I (\ '1+ Authorized Signature Date FINALAPP.FRM Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .575-4404 • Fax (206) .575-4439 ■ SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS DRIVE -IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACK RACKS RACK BUILDINGS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT GEORGIA IDAHO ILLINOIS INDIANA OHIO KANSAS OKLAHOMA MICHIGAN OREGON MINNESOTA PENNSYLVANIA MISSOURI TEXAS MONTANA UTAH NEVADA VIRGINIA NEW MEXICO WASHINGTON WISCONSIN SEISMIC ANALYSIS OF SELECTIVE/SHELVING FOR COIF' USA 17400 SOUTHCENTER PKWY TUKWILA, WA 98188 OB #:98 -0948 APPROVED Y Pi��'► -off► ,D98-02g8 OV 10 9I -Sa. RECEIVED CITY OF TUKWILA S E P 2 1998 PERMIT CENTER 161 ATLANTIC STREET • POMONA • CA 91768 • TEL : (909)869 -0989 • FAX : (909)869 -0981 MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981- • 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COMP( 'SA FOR LOZI Eli (NE) SHEET NO 2 OF 37 CALCULATED BY J.J. DATE 08- 17- 1998 TABLE OF CONTENTS DESCRIPTION TITLE PAGE TABLE OF CONTENTS PAGE 1 2 SELECTIVE RACK DESIGN 3 TO 20 SCOPE & PARAMETERS 3 CONFIGURATIONS 4 TO 5 SPECIFICATIONS 6 TO 8 LOADS & DISTRIBUTION 9 LONGITUDINAL ANALYSIS 10 COLUMN ANALYSIS 11 TO 13 BEAM ANALYSIS 14 BEAM TO COLUMN CONNECTION 15 TRANSVERSE BRACING 16 OVERTURNING 17 BASE PLATE ANALYSIS 18 TO 20 SLAB & SOIL 21 MULTI FUNCTION SHELVING 22 TO 32 SCOPE 23 PARAMETERS 24 SPECIFICATIONS 24 CONFIGURATION 24 LOADS & DISTRIBUTION 25 SHELF CONNECTOR ANALYSIS 26 GONDOLA COLUMN ANALYSIS 27 OVERTURNING ANALYSIS 28 BASE ANALYSIS 29 MULTI FUNCTION COLUMN ANALYSIS 30 MULTI FUNCTION BEAM AND CONNECTION ANALYSIS 31 SLAB AND SOIL 32 84" HIGH STORAGE SHELVING ANCHORAGE 33 TO 34 OVERTURNING 34 NET SECTION PROPERTIES 35 TO 37 SELECTIVE RACK COLUMN SECTION PROPERTIES 36 MULTI FUNCTION SHELVING SECTION PROPERTIES 37 MATERIAL HANDUNG ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PARAMETERS: PROJECT COMP SA FOR LOZI ER (NE) SHEET NO. 3 OF 37 CALCULATED BY J.J. DATE 08-17-98 STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRIBUTARY AREA TRANSVERSE LONGITUDINAL TOP VIEW MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -098T 161 ATLANTIC STREET • POMONA • CA 91768'. PROJECT COME 'SA FOR LOZI ER (NE) SHEET NO. CALCULATED BY 4 J.J. OF 37 DATE 08-17-98 CONFI GURATI ONS TECH DEPT PALLET RACK 1,000 Ib. 4 1,000 Ib. 3 96" 34" 2 " /` ___ 96" - BACK ROOM PALLET RACK 96" 2 1 1,000 Ib. 1,000 Ib. 1,500 Ib. 63" 1,500 Ib. .I--- 96" - ---,�' T 33" k• 24" 4, 3 " 33" iI• 36" -71' MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768': PROJECT COME( SA FOR LOZI ER (NE) SHEET NO. 5 OF 37 CALCULATED BY JJ' DATE 08-17-98 CONFI GURATI ONS PALLET RACK SHELVI NG 120" 81" 1,200 lb. 1,200 Ib. fi--- 96" --,1' T 51" 51" k- 36" ---Y SEI ZMI C ., PROJECT COME( SA FOR LOZI ER (NE) INC. SHEET NO. 6 OF 37 MATERIAL HANDLING ENGINEERING J.J. 08-17-98 TEL: (909)869- 0989 • FAX: (909)869-0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 TECH DEPT PALLET RACK SPEC! Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 1/2 MIN. EM ED. - FLOOR SLAB 4" X 2000 PSI. REINFORCED - SOIL BEARING PRESSURE 500 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = V = ((2.5 x Ca x I) / R) x Wtotal SECTION AXIAL FORCE 96" 34" 1,000 Ib. 4 1,000 Ib. 233# 3 1,000 Ib. 2 T" �`— 96" —4 1 1,000 Ib. 82# 14# 33" ., 296# 21`# 105# 18# Iu= 96" MOMENT BEAM MOMENT # • 24" 4 1 2,160 lb. 991 i n.I b. 2, 680 i n.l b. < std corn. 2 1,620 Ib. 3,368 in.lb. std 3 1,080 Ib. 3,387 in.lb. 3,877 in.lb. < ann. 4 540 Ib. 1,633 in.Ib. 3,010 in.lb. <std corn. 1,316 in.1b. <- std corn. TECH DEPT PALLET RACK DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM . J 3X2.5X.135 BASE PINNED V COLUMN 3x 1 5/ 8x 14GA. (NET SECTION) STRESS =0.41 4 1/2 x 2 1/2 x 16 GA MAX LQAD /LEVEL= 4,071 Ib. BEAM I S O.K. . J OVERTURNING BRACING SLAB & SOI L N/ ANCHOR STRESS = 0.28 # CF ANCHORS = 1 HORIZONTAL .J 1 1/2 x 1 x 16 GA STRESS = 0.13 DIAGONAL .J 1 1/2 x 1 x 16 GA STRESS = 0.38 PUNCT. STRESS =1.00 BENDING STRESS =1.08 .J SEI ZMI C INC. MATERIAL HANDLING ENGINEERING . TEL: (909)869 -0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT COMP, SA FOR LOZI ER (NE) SHEET NO 7 OF 37 CALCULATED BY J.J. DATE 08- 17- 98 BACK ROOM PALLET RACK 1,500 Ib. SPEC! Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 1 /2 MIN. EM ED. - FLOOR SLAB 4" X 2000 PSI. REINFORCED 96" - SOIL BEARING PRESSURE 500 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = V= ((2.5 x Ca x I) / R) x Wtotal SECTION AXIAL FORCE It 63" 1,500 Ib. 212# 33" 270# 96" --' lu= 96" MOMENT BEAM MCMENT 36 "- 1 1,580 1b. 11,965 in.lb. 7,476 in.lb. <- std corn. 2 790 I b. 1, 486 i n.l b. 1,493 i n.I b. < std conn. BACK ROOM PALLET RACK DESIGN LOAD = 1500# BASE PLATE COLUMN BEAM J 3 X2.5 X .135 BASE PINNED V COLUMN 3x1 5 /8x14GA.(NET SECTION) STRESS =1.13 V 4 1/2x 2 1/2x 16 GA MAX LOAD/LEVEL = 4,071 I b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOIL ANCHOR STRESS = 0.13 # OF ANCHORS = 1 HORIZONTAL .J 1 1 /2 x 1 x 16 GA STRESS = 0.12 DIAGONAL .J 1 1/2 x 1 x 16 GA STRESS = 0.31 .J PUNCT. STRESS = 0.64 BENDING STRESS =0.61 SEI ZMI C INC. MATERIAL HANDLING ENGINEERING . TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT COW( SA FOR LOZI ER (NE) SHEET NO 8 OF 37 CALCULATED BY J.J. DATE 08- 1 7- 98 PALLET RACK SHELVI NG SPEC! Fl CATI ON - MAIN STEEL - BASE PLATE STEEL 50000 PSI 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 1/2 MIN. EM': ED. - FLOOR SLAB 4" X 2000 PSI. REINFORCED - SOIL BEARING PRESSURE 500 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = V= ((2.5xCaxI) /R)xWtotal SECTION AXIAL FORCE 120" 3 11 81" 1,200 Ib. 1,200 Ib. 1196- 5 f�— 11 5.1" 221# 152# 96" Iu= 96" MOMENT BEAM MOMENT ,1` 36" 1 1,280 Ib. 11,603 in.Ib. 7,207 in.lb. <std corn. 2 640 lb. 1,611 i 6-.l b. 1,406 i n.I b. <- std. conn. PALLET RACK SHELVING DESIGN LOAD = 1200# BASE PLATE COLUMN BEAM J 3X2.5X.135 BASE PINNED COLUMN 3x1 5 /8x14GA.(NET SECTION) STRESS =1.10 41/2x21/2x16GA MAX LOAD /LEVEL = 4,071 I b. BEAM I S O.K. .J OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS = 0.10 # OF ANCHORS = 1 HORIZONTAL V 1 1 /2 x 1 x 16 GA STRESS= 0.10 DIAGONAL . j 1 1/2 x 1 x 16 GA STRESS = 0.47 PUNCT. STRESS = 0.57 BENDING STRESS =0.53 V SEI ZMI C INC. MATERIAL HANDLING ENGINEERING . TEL: (909)869 -0989 s FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT COME? SA FOR LOZI ER (NE) SHEET NO 9 OF 37 CALCULATED BY '11' DATE 08- 17- 98 LOADS & DI STR I B UT I ON :BACK ROOM PALLET RACK 2 LIVE LOAD PER SHELF = WII = 1,500 Ib (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = WdI = 100 Ib TOTAL LOAD PER FRAME = 3,200 Ib SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE 96" V= ((2.5 x Ca x I) / R) x Wtotal Wtotal = (WII + WdI) x n n = # of shelves Seismic Zone = 3 Ca = 0.36 R(Iong) = 5.6 R(trans) = 4.4 LONGITUDIAL DIRECTION Vlong = (2.5 x 0.36 x 1)1(5.6) x W) / 1.4 63" I= 1 1,500 Ib. 1,500 Ib. 1 212# 150# ee '1' 96" Iu= 96" Soil Coef. = Sd 367 Ib w/ working stress reduction Fi = VWhi / XWh TRANSVERSE DIRECTION Vtrans = (2.5 x 0.36 x 1)/(4.4) x W / 1.4 468 Ib w/ working stress reduction Fi = VWhi / EWh 270# 191# 36 "-4 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT COM; JSA FOR LOZI ER (NE) SHEET NO. 10 OF 37 CALCULATED BY J.J. DATE 08- 17- 98 LONGITUDINAL ANALYSIS :BACK ROOM PALLET RACK THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). VI ong = 2 * Vcol = Vcol = F1= 75Ib. F 2 = 106 lb. 363 I b. 181 Ib. BASE ASSUMED PINNED. Mbase = O i n.I b. Mupper + MI ow er = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + M1 ow er Mconn = [Mupper + MIower]/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 1580 11965 2 790 1485 7475 Beam to Col. Conn. Mconn "L" M lower JL I 1 Mupper Mconn "R' Mbase 911-AB MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 9 FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR COM JSA LOZI ER (NE) SHEET NO. 11 OF 37 CALCULATED BY J.J. DATE 08- 17- 98 COLUMN ANALYSIS :BACK ROOM PALLET RACK COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL. Pmax = 1,580 lb. Mmax = 11,965 i n.I b. Kxlx /rx = 1.2 * 66 / 1.2642 = 62.6 <- GOVERNS KyI y /ry = .8 * 38 / .7016 = 43.3 Cc = (2n /2E /Fy) /.5 = 107.0 SINCE KI /r <= Cc, Fa = .522 Fy - [(kI /r* Fy)/ 1494]/2 = 21,704 psi. fa fb fa /Fa = Pmax /Area = 3,679 psi. = Mmax /Sx = 26,148 psi. = 0.17 >.15 F'e = 12rr/2E /23(Kx1x /rx) /2 F'e = 38,048 psi. Fb = ;6 *Fy = 30,000 psi. Cm* f b/ Fb[1- fa/re] = 0.96 COMBINED STRESS = 1.13 h A *1 SECTION PROPERTIES A= 3" B = 1.625" C =.75" D =0" E =0" Wt =0# t1 = .0747" t2 = 0" Ar ea = .4295 "^2 Ix =.6864"M Iy= .2114 "M Sx = .4576 " ^3 Sy = .2282 " ^3 rx = 1.2642" ry = .7016" 28" 66" Front View Side View 38" 38" MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 9168 PROJECT FOR SHEET NO. COME.... SA LOZI ER (NE) 12 OF 37 DATE 08-17- 1998 CALCULATED BY J.J. COLUMN ANALYSIS: TECH DEPT PALLET RACK COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 2,160 lb Mmax = 3,044 in-lb Kxlx /rx = 1.2 *34 in/1.2624 in = 32.3 Kyly /ry = 0.8*38 in /0.702 in = 43.3 — 43.3 (CONTROLS) v A j, C Cc = (2rt ^2E /Fy) ^.5 A = 3. in = 107.0 B= 1.625 in C= .75 In SINCE KI /r < Cc USE Fa = .522Fy- [(KI /r*Fy) /1494] ^2 t1 = .075 in Fy= 50,000 psi Fa = {. 522Fy- [(KI/r*Fy)/1494] ^2 }*(1/2) Area = .4295 inA2 = 12,000 psi (EXPOSED POST CAPACITY REDUCED BY 1/2) Ix = .686104 Sx = .4576 inA3 fa = Pcol / Area rx = 1.2624 in = 5,029 psi Iy = .2114 in ^4 Sy = .2282103 ry = .702 in fa/Fa = 0.42 < 1.00 O.K. ix =341n Iy = 38 in Kx = 1.2 Ky = 0.8 MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -098j 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COMP, SA FOR LOZI ER (NE) SHEET NO. 13 OF 37 CALCULATED BY J.J. DATE 08-17-1998 COLUMN ANALYSIS: PALLET RACK SHELVING COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 1,280 lb A Mmax = 10,428 in-lb Kxlx /rx = 1.2`81 in/1.2624 in = 77.0 — Kyly /ry = 0.8`51 in /0.702 in = 58.1 – 77.0 (CONTROLS) I I C B Cc = (2n, ^2E /Fy) ^.5 A = 3. in = 107.0 B = 1.625 in C = .75 in SINCE KI /r < Cc USE Fa = .522Fy- [(KI /rtFy)/1494] ^2 t1 = .075 in Fy= 50,000 psi Fa = {. 522Fy- [(KI/r`Fy)/1494] ^2 }`(1/2) Area = .4295 i02 = 9,730 psi (EXPOSED POST CAPACITY REDUCED BY 1/2) Ix = .686 104 Sx = .4576 iO3 fa = Pcoi / Area rx = 1.2624 in = 2,980 psi ly = .2114 in ^4 Sy = .2282 in ^3 Ty = .702 in fa/Fa = 0.31 < 1.00 O.K. Ix= 81 In ly = 51 in Kx = 1.2 Ky = 0.8 MATERIAL HANDLING ENGINEERING TEL: (09)869 -0989 • FAX: (909)869 -0981 161 TLANTIC STREET • POMONA • CA 91768 PROJECT COMI' . JSA FOR LOZI ER (NE) SHEET NO. iq CALCULATED BY J• OF 37 DATE 08 -17- 98 BEAM ANALYSIS :BACK ROOM PALLET RACK BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOU H IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HA E PARTIAL FIXITY. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 12.5% OF THE FIXED END MOMENT) WILL BE ADDED. Iact = 96.0 in. I max = [1 950 + 1200(M1 /M2)]b /Fy SINCE M1 /M2 = 1.0 I max = 3150* b /Fy = 158 i n. SI NCE !max > I act Fb = .60Fy = 30,000 psi . MAXI MUM STATIC LOAD PER LEVEL DEPENDS ON 4.5" 1) BENDI NG CAPACITY M = Sx* Fb = w /2/8 = 27480i n.I b. CAPACITY = 2(8* M/I * 1.125) = 40711b. Sx = 0.916 i n. ^3 2) MAXI MUM ALLOWABLE DEFLECTI ON (L/ 180). PARTI AL Fl XI TY I x = 2.061 i n.^4 A = 0.5625w I /4/48E1 CAP £ CITY = 2 [(48EI )/(0.5625* 180* 1 /2)] = 62551b. MA I MUM STATIC LOAD PER LEVEL I S 4,071 lb. ALLOWA LE AND ACTUAL BENDI NG MOMENT AT EACH LEVEL. Ms atic = wl /2/8- .125wI /2/12 = LL[I /(2* 8)- .1251/(2* 12)] Mal I ow( stab c) = Sx * Fb M 1 mpact = 1.125 *M stati c Mal I ow( sei smi c) = 1.33 * Sx * Fb Msei smi c = Mconn (SEE LONG. ANALYSIS) LEVEL Mstati c Mi mpact Mal I ow Msei smi c Mal I ow RESULT 1.125 Mstatic (stati c) (sei smi c) 1 8250 9281 27480 7475 36640 GOOD 2 8250 9281 27480 1492 36640 GOOD r°51717:. 110000011 MATERIAL HANDLING ENGINEERING . TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT C( P USA FOR LOZI ER (NE) SHEET NO 15 OF 37 CALCULATED BY '' DATE 08 -1 7- 98 BEAM TO COLUMN CONNECTION Mconn= (Mlower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375A2n/4 = .150 "A2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN Abrg. = t t D t= .0747 min. = .5 t t Fu = 60,000 psi min. Pmax brg. = Area t Fbearing = .5tt2.22'Fu = 4,975# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 "1'3 Mcap = S t Fbending = .110t.66*Fy C= Mcap/.75= 1.67P1 P1 = .798 Mcap = .0872 Fy = 4,360# > 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1 t 4.5 + P2 t 2.5 + P3 t .5 = 5.94 t 3,000# *1.33 = 23,778 "# )SEAM TO COLUMN CONNECTION Sbracket = .110 " ^3 C = P1 + P2 + P3 = P1 + (2.514.5)P1 + (.5/4.5)P1 =1.67 P1 SEI ZMI C INC. MATERIAL HANDLING ENGINEERING • • TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768' PROJECT FOR COMFi, SA LOZI ER (NE) SHEET NO. 16 OF 37 CALCULATED BY J.J. DATE 08- 17- 98 TRANSVERSE ANALYSIS : BRACING :BACK ROOM PALLET RACK IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER L di ag. = [(L- 6)i2 +(D- 2* Bcol )'2]'.5 = 43.8 Vdi ag =Vtrans * Ldi ag. / D = 562# kI /rmin =[1 * 43.8 ]/.3301 = 132.8 Fa =[12rr i2E]/[23(kI /r)'2] = 8457 psi. fa /Fa =Vdi ag /(Area* Fa) = 0.31 < i i 45.1.72/..e//4//47/4430% i i n i i i i f i if ii f D= 36" DI AGCNAL AND HCRI ZONTAL BRACI NG r• r 1 Area= .213 "A2 rmin= .3301 " t= .0598 " W= 1.5 " H= 1 " MATERIAL HANDLING ENGINEERING • . TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT COMA, ISA FOR LOZI ER (NE) SHEET NO. 17 OF 37 CALCULATED BY J.J. DATE 08- 17- 98 OVERTURNING :BACK ROOM PALLET RACK ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 1630.2.1 OF THE 1997 UBC FULLY LOADED TOTAL SHEAR = 461 I b. Mot = Vtrans * ht * 1.15 = 461 *84 *1.15 = 44779 i n.I b. Mst = Z(Wp +.85w DL) * d/2 = ( 3000 +.85 * 160) * 36/2 = 56448 i n.I b. Pupl i ft = 1(Mot - Mst) /d Puplift <= 0 NO UPLIFT TOP SHELF LOADED SHEAR = 230 I b. Mot = Vtop * h * 1.15 = 230 * 96 * 1.15 = 25470 i n.I b. Mst = (Wp +wDL) * d/2 = ( 1500 +.85 * 160) * 36/2 = 29448 i n.I b. Puplift = 1(Mot - Mst) /d Puplift <= 0 NO UPLIFT 36" USE 1 ea. 1/2 x 3 1/2 MIN. EMBED. CAPACITY OF 1/2 x 3 1/2 MI N. EMBED. = 875 I b. PULLOUT & 1840 I b. SHEAR COMBINED STRESS 1 = 0 / 875 + 230 / 1840 = 0.13 COMBINED STRESS2 = 0 / 875 + 115 / 1840 = 0.06 • SEI ZMI C INC. MATERIAL HANDLING ENGINEERING • . TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT COMFY SSA FOR LOZI ER (NE) SHEET NO. Is OF 37 CALCULATED BY 'Li' DATE 08- 17- 98 BASE PLATE :BACK ROOM PALLET RACK BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 2823 I b. B = 3 i n. D = 2.5 i n. b =3 in. t=135 i n. b1 = 0 i n. P/A = Pcol /(D *B) = 376.5 psi. Mbase = wi'2 /2 =I/2/2(f a) Mbase = 0.0 i n.I b. Sbase = 1 * t12/6 = 0.003 i n.'3 Fbase = .75Fy * 1.33 = 36000 psi . fb /Fb = Mbase /(Sbase *Fbase) = 0.000 fa Pcol bi B bl 11.$1,1"?;f1: ii .jf. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COM( JSA FOR LOZI ER (NE) SHEET NO 19 OF 37 CALCULATED BY J DATE 08 -17- 1998 BASE PLATE: TECH DEPT PALLET RACK Pcoi = 2,160 LB M= 0 IN -LB Mot *1.15 = 67,034 IN -LB D = 24.0 IN Pco1= Pcol + Mot/D = 4,953 LB BASE PLATE WIDTH (B)= 3.500 IN BASE PLATE DEPTH (D)= 3. IN b = 1.625 IN b1 = 1.875 IN THICKNESS (t) = 0.375 IN Fy = 36,000 PSI < = == PINNED BASE fa =P /A = Pcol /((D)(B))= 471.72 PSI Mbase= (W)(LA2)/2 = (fa)(b1 ^2)/2 = 829.2 IN.LB. Sbase= (1)(02) /6= 0.0234 INA3 Fbase = (0.75)(Fy)i1.33= 35,910 PSI fb/Fb = Mbase/((Sbase)(Fbase)) 0.99 < 1.00 O.K. Pcol b1 B b MATERIAL HANDLING ENGINEERING, TEL: (909) 869 -0989 • FAX: (909) 869 -0981, 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COMG 'SA FOR LOZIER (NE) SHEET NO 20 OF 37 CALCULATED BY J.J. DATE 08 -17-1 998 BASE PLATE: PALLET RACK SHELVING Pcol = 1,280 LB M= 0 IN -LB Mot*1.15 = 55516 IN -LB D = 36.0 IN Pcol = Pcol + Mot/D = 2,822 LB BASE PLATE WIDTH (B)= 3.500 IN BASE PLATE DEPTH (D)= 3. IN b = 1.625 IN b1 = 1.875 IN THICKNESS (t) = 0.375 IN Fy = 36,000 PSI < = == PINNED BASE fa =P /A = Pcoi /((D)(B))= 268.77 PSI Mbase= (W)(LA2)/2 = (fa)(b1 ^2)/2 = 472.45 IN.LB. Sbase =(1) (t ^2)/6= 0.0234 INA3 Fbase = (0.75)(Fy)*1.33= 35,910 PSI fb/Fb = Mbase /((Sbase)(Fbase)) 0.56 < 1.00 O.K. Pcol b 1 I. b iiiii ii ld SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT COMP • 'SA FOR LOZI ER (NE) SHEET NO 21 CALCULATED BY .J. OF 37 DATE 08 -17- 98 SLAB AND SOIL :BACK ROOM PALLET RACK THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. fa) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 4,3271b. Fpunct = 2 *sgrt(f'c) = 89.4 psi. Apunct = [(w +t /2) +(d +t /2)] *2 *t = 76.0 in.'2 fv /Fv = Pmax /(Apunct *Fpunct) = 0.64 (b) SLAB TENSION Asoil = Pmax /(1.33 * fsoi I) = 6.49 ft. /2 = 935 i n.i2 L = sgrt(Asoi 1) = 30.6 i n. B= sgrt(w *d) +t= 6.7 in. b = (L- B)/2 = 11.9 in. Mconc = wb'2 /2 = (1.33 *fsoi 1 */2)/(144 *2) = 328.7 i n.l b. Sconc =1 * t12/6 = 2.67 i n.'3 Fconc = 50 *sgrt(f'c) = 201.25 psi. fb /Fb = Mconc /(Sconc *Fconc) = 0.61 BASE PLATE w =3in. d = 2.5 i n. CONCRETE t =4in. f'c = 2000 psi . SOIL fs = 500 psf. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 917. $8 PROJECT COM 4 ISA FOR LOZI ER (NE) SHEET NO 22 OF 37 CALCULATED BY J.J. DATE 08-17- 1998 MULTI- FUNCTION SHELVING ANALYSIS MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 - 0981., 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COMr ISA FOR LOZI ER (NE) SHEET NO 26 OF 37 CALCULATED BY J.J. 08-17- 1998 DATE SCOPE; THE ANALYSIS OF THE LIGHT DUTY "LOZIER MULTI FUNCTION" STORAGE RACK UNITS IS TO DETERMINE ITS COMPLIANCE WITH REGULATIONS SET BY SECTION 1632.2 OF THE 1997 UNIFORM BUILDING CODE (UBC). THE LOZIER MULTI FUNCTION SHELVING UNITS WILL BE ANALYZED USING THE MOST CRITICAL COMBINATION OF LOADS AND CONFIGURATIONS. i • 1111 111 11♦1j 1 /yi�♦i i I Iii :+/ i'♦ ,/ - ♦ y j� MATERIAL HANDLING ENGINEERING . TEL: (909) 869 -0989 • FAX: (909) 869 - 0981., 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COM, JSA FOR LOZI ER (NE) SHEET NO 2- OF 37 CALCULATED BY J.J. DATE 08- 17- 1998 PARAMETERS: SHELVING UNITS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING LATERAL FORCE FORMULA: Fp = Ca(ip) Wp < = == 1997 UBC SECTION 1632.2 SPECIFICATIONS: - MAIN STEEL Fy = 33000 PSI MIN. YIELD STEEL - ANCHORS 1/4 "0x2" HILTI KWIK BOLT II ( I.C.B.O. 4627) OR EQUIVALENT - SLAB 4 IN x 2000 PSI - SOIL 500 PSF CONFIGURATIONS: 120" 48" 25" 25" 2 31" 120" FRONT VIEW SIDE VIEW MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981, 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT CON, JSA FOR LOZI ER (NE) SHEET NO 25 OF 37 CALCULATED BY J.J. DATE 08 -1 7-1998 LOADS & DISTRIBUTION: ANALYZE PER 1997 UBC SECTION 1632.2 AND TABLE 16 -0. SEISMIC ZONE = 3 Fp = Ca(Ip) Wp Ca = 0.36 Ip =1.00 j REDUCTION = 1.40 NO. OF LEVELS = 4 LVL LIVE LOAD = 50 LB DEAD LOAD = 20 LB TOP LOAD = 50 LB Wp= LL +DL = 70 LB/LVL DEPTH= 31 IN LONGITUDINAL DIRECTION & TRANSVERSE DIRECTION Fp = 0.36 *1'(50 + 20)/1.4 = 18 LB/LVL W/ WORKING STRESS REDUCTION Ft = 0.36'1 *(50 + 20)/1.4 = 18 LB/LVL W/ WORKING STRESS REDUCTION Vtotal = Fp *NO. OF LEVELS + Ft = 18 LB/LEVEL'4 LEVELS + 18 LB = 90 LB LATERAL FORCE DISTRIBUTION Fp Fp Fp 120.00 IN Fp Fp 5.016+2016 50 LB +20 B 50 LB +20 B 50 LB +20 50 LB +20 B B FRONT VIEW W = 48 IN SIDE VIEW D = 31 IN h LEVEL WEIGHT HEIGHT Fpi Mot= Z(Fp *h) 37.0 IN 1 , 70 LB 25.0 IN 2 70 LB 25.0 IN 3 70 LB 25.0 IN 4 70 LB 0.0 IN 5 O LB 0.0 IN 6 O LB 0.0 IN 7 OLB 0.00 IN 8 0 LB 37.0 IN 62.0 IN 87.0 IN 112.0 IN 0.0 IN 0.0 IN 0.0 IN 0.00 IN 18 LB 18 LB 18 LB 18 LB 0 LB 0 LB 0 LB 0 LB 666.0 IN -LB 1116.0 IN -LB 1566.0 IN -LB 2016.0 IN -LB 0.0 IN -LB 0.0 IN -LB 0.0 IN -LB 0.0 IN -LB 72 LB 5364.0 IN -LB Pcoi = (Wp'NO. OF LEVELS) /2 = (70 LB/LEVEL'4 LEVELS) +(TOP LOAD /2) = 175 LB 8.0 IN 25.0 IN 25.0 IN 25.0 IN 37.0 IN MATERIAL HANDLING ENGINEERING , TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT CON( JSA FOR LOZI ER (NE) SHEET NOD OF 37 CALCULATED BY J.J. DATE 08- 1 7- 1998 SHELF CONNECTOR ANALYSIS: (A) CHECK FOR TENSION CAPACITY: ARM SPAN = 31.0 IN LOAD = 70 LB <= LL + DL Mmax = LOAD *(ARM SPAN /2) = 70 LB x 31 IN /2 = 1,085 IN -LB ASSUME ONLY THE TOP CLIP IS IN TENSION. SHELF CONNECTOR DETAILS TENSION CAPACITY = Ft = 0.6Fy * AREA = 0.6 *33000 PSI * (0.1196 IN * 0.75 IN) = 1776.1 LB MOMENT CAPACITY = Mallow = T * d = 1776.1 IN -LB *[2.3125 IN -1 IN] = 2,331.1 IN -LB > 1085 IN -LB O.K. (B) CHECK FOR SHEAR CAPACITY: Varm = LOAD/2 = 70 LB /2 = 35 LB SHEAR CAPACITY = Vallow = 0.4Fy * AREA = 0.4 *33000 PSI *(0.1196 IN *0.75 IN) = 1184.0 LB > 35 IN -LB O.K. THK. = 0.1196 IN Ht = 0.750 IN AREA= .09 INA2 MATERIAL HANDLING ENGINEERING . . TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO COIF JSA LOZI ER (NE) z7 OF 37 CALCULATED BY J.J. DATE 08- 17-1998 COLUMN ANALYSIS: Pcol(stat) = 175 LB Pcol(seis) = I(Fp'Hi) /DEPTH + Ft *H/DEPTH = 5364 IN -LB /31 IN + 18 LB'120 IN/31 IN 1 = 243 LB � B 2 17/32" Pcol(total) = Pcol(stat) + Pcoi(seis) = 418 LB KxLx/rx = 2.1'120 IN /1.604 IN = 157.1 KyLy /ry = 1'31 IN/0.884 IN = 35.1 1236" A e 157.1 A = 1.236 IN (CONTROLS) B = 2 -17/32 t = .187 IN Cc = (2n ^2E /Fy) ^.5 = 131.7 SINCE KI /r> Cc USE Fa = [1202E]/[23(KI/r) ^2] Fa = [12rrA2E] /[23(KI/r) ^2] = 6,050 PSI fa = Pcoi(total) / Area = 550 PSI fa/Fa = 0.09 < 0.15 USE fa/Fa + fb /Fb Mcoi(stat) = Wp * NO. OF LEVELS * (DEPTH OF SHELF /2) = 5,425. IN -LB Mcol(seis) = >(Fp *Hi) + Ft`H = 7,524. IN -LB Mcoi(total) = Mcol(stat) + Mcol(sels) = 12,949. IN -LB fb = Mcol(total)/Sx = 12949 IN- LB/1.526 I103 = 8,486 PSI Fb = .6'Fy = 19,800 PSI F'e = 1202E /23(KI /r)A2 = N/A fb/Fb = 8486/19800 = 0.43 COMBINED STRESS = 0.52 <1.33O.K. Fy= 33,000 PSI AREA = .76 INA2 Ix = 1.9560 IN Sx = 1.5260 INA3 rx = 1.6040 IN ly = 0.5940 INA4 Sy = 0.6390 INA3 ry = 0.8840 IN Lx = 120. IN Ly =31.IN MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 - 0981., 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT CONS JSA FOR LOZI ER (NE) SHEET NO 2 OF 37 CALCULATED BY J.J. DATE 08- 17-1998 OVERTURNING ANALYSIS: (22" DEEP SHELF IS MOST CRITICAL) DEPTH OF BASE = 22 IN TOP SHELF HEIGHT = 112.00 IN TOP LOAD HEIGHT = 120.00 IN (A) FULLY LOADED: V = 90 LB Mot = I(Fp *h) +Ft *H = 7,524.0 IN -LB Mst = (LIVE LOAD + 0.85 *DEAD LOAD)'NO. OF LEVELS *(DEPTH OF SHELF /2) = (200 LB + 0.85 *80 LB) *22 IN /2 + (50 LB + .85 *20 LB) *22 IN/2 = 3,685.0 IN -LB Puplift = (Mot - Mst)/DEPTH OF BASE = 174.5 LB <= UPLIFT ANCHOR CAPACITY QUANTITY= 1 PULLOUT CAPACITY = 265 LB SHEAR CAPACITY = 400 LB LATERAL FORCES Fp Fp Fp Fp Fp W 5 LB +20 LB TOP LOAD HEGHT COMBINED STRESSI = 175/265 +45/400 = 0.77 < 1.00 O.K. USE (1) 1/4 "0x2" MIN. EMBED. HILTI KWIK BOLT 1I ( I.C.B.O. 4627) OR EQUIVALENT FOR EACH BASE PLATE MATERIAL HANDLING ENGINEERING • . TEL: (909) 869 -0989 • FAX: (909) 869 -0981. 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COM( ISA FOR LOZI ER (NE) SHEET NO ?-0 OF 37 CALCULATED BY J .J • DATE 08- 17- 199 8 BASE BRACKET ANALYSIS: MBase= Mcol(total) = 12,949. IN -LB j fb = MBase /Sx = 12949 IN -LB/ (1.18 IN ^3) = 10,973.7 PSI Fb = 0.6Fy = 19,800 PSI fb /Fb= MBase /(Sx ' Fb) = 12949/ ( 1.18 x 0.6 x 33000) = 0.55 < 1.33 O.K. TYPE = BASE BRACKET Sx= 1.18 IN ^3 HEIGHT = 5.9375 IN • MATERIAL HANDLING ENGINEERING , TEL: (909) 869 -0989 • FAX: (909) 869 - 0981. 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COM( )SA FOR LOZI ER (NE) SHEET NO 30 OF 37 CALCULATED BY J.J. DATE 08- 17- 1998 MULTI - FUNCTION SHELVING CONNECTION ANALYSIS: Mconn = Ft *H = 18 LB * 120 IN = 2,160. IN -LB SHEAR CAPACITY OF TAB: Pallow = 0.4Fy * AREA = 0.4 * 33000 PSI * (0.75 IN * 0.105 IN) = 1039.5 LB Mallow = Pallow * dist. * 1.33 = 1039.5 LB * 2 IN * 1.33 = 2,765.1 IN -LB > 2160 O.K. MULTI - FUNCTION SHELVING BEAM ANALYSIS: Mbeam(seis) = 2,160. 1N -LB w = 100 LB /96IN = 1.042 LB /IN Mbeam(stat) = wI ^2/8 = [1.042 LB /IN * (96 IN) ^2]/8 = 1,200. IN -LB Mbeam(total) = Mbeam(stat) + Mbeam(seis) = 3,360. IN -LB lb = Mbeam(total) /Sx = 3360 IN -LB /0.581 IN ^3 = 5,783 PSI Fb = 0.6Fy = 19,800 PSI fb/Fb = 0.29 < 1.33 O.K. 5/8" 3 1/4" Sx= .581 IN ^3 BEAM LENGTH = 96 IN MATERIAL HANDLING ENGINEERING .: TEL: (909) 869 -0989 • FAX: (909) 869 - 0981., 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT CON( JSA FOR LOZI ER (NE) SHEET NO 31 OF 37 CALCULATED BY J.J. DATE 08- 17- 1998 MULTI -FUN TION SHELVING COLUMN ANALYSIS: Pcol(stat) = 100 LB KxLx /rx = 1.2'120 IN/0.77 IN = 187.0 KyLy /ry = 1.2 *120 IN /0.611 IN = 235.7 — Cc = (2n ^2E /Fy) ^.5 = 131.7 SINCE KI /r > Cc USE Fa = [12r[^2E] /[23(KI /r) ^2] Fa = [12r02E] /[23(KI/r) ^2] = 2,688 PSI fa = Pcol(stat) / Area = 277 PSI 235.7 (CONTROLS) fa/Fa = 0.10 < 0.15 USE fa/Fa + fb /Fb Mcol(seis) = (Ft) *H = 18 LB *120 IN = 2,160. IN -LB 'fb = M /Sx = 2160 IN- LB/0.2443 IN ^3 = 8,842 PSI Fb = .6 *Fy = 19,800 PSI F'e = 12n02E /23(KI /r) ^2 = N/A fb /Fb 0.45 COMBINED STRESS = 0.55 < 1.33 O.K. 2" TYP. 14 ga 6" TYP. A A= 1.75 IN B = 1.625 IN t = .0747 IN Fy= 33,000 PSI AREA = .3605 INA2 Ix = 0.2138 IN Sx = 0.2443 INA3 rx = 0.7700 IN Iy = 0.1349 IN^4 Sy = 0.1490 IN ^3 ry = 0.6110 IN B 1 MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COIvlb LISA FOR LOZI ER (NE) SHEET NO 32 OF 37 CALCULATED BY J.J. DATE 08-17— 1998 SLAB & SOIL: MULTI FUNCTION SHELVING SCOPE THE SLAB WILL BE CHECKED FOR PUNCTURE. IF NO PUNCTURE OCCURS, THE SLAB WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL, AND THUS ACT AS A FOOTING. A) PUNCTURE Pmax = Pcol + (Mtot/D) = 175 LB + (7524 IN-LB/22 IN) = 517 LB Fpunct = 2 *sgrt(f'c) = 89.44 PSI Apunct = [(Beff) +(Deff)] *2`t = 42. IN ^2 fv /Fv = Pmax /(Apunct * Fpunct) = 0.14 <1.00O.K. B) SLAB TENSION Asoil = Pmax * 144/(1.33 *fsoil) = 112. INA2 L = (Asoil) ^.5 = 10.6 IN B = sgrt(B *D) + t = 6.37 IN I= (L -B)/2 = 2.105 IN Mconc = wI ^2/8 = (1.33 *fsoil *I ^2) / (144 *2) = 10.23 IN -LB Sconc = 1 In * t ^2 / 6 = 2.67 INA3 fconc = 1.6* sqrt(f'c) = 71.6PSI fb /Fb = Mconc/(Sconc*fconc) = 0.05 < 1.33 O.K. L BASE PLATE: Beff = 3.75 IN Deff = 1.5 IN SLAB: t = 4.0 IN fc' = 2,000 PSI SOIL: fs = 500 PSF MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COMP- USA FOR LOZIIrt (NE) SHEET NO. 33 OF 37 CALCULATED BY J.J. DATE 08 -1 7-199 8 STORAGE SHELVING ANCHORAGE (LOCK -UP. WILL CALL, TECH DEPT) MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981. 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COM` - 'JSA FOR LOZI ER (NE) SHEET NO 34 OF 37 CALCULATED BY J .J . DATE 08 -17- 1998 OVERTURNING ANALYSIS: (18 "D x 84 "H SHELVING UNITS1 DEPTH OF UNIT = 18 IN TOP SHELF HEIGHT = 84 IN (A) FULLY LOADED: NO. OF LEVELS = 7 LVL Wp = 50 LB/LVL-(LL) +20 LB/LVL (DL) Fp= Ca *Ip *Wp = 0.361 *(50 LB /LVL (LL) + 20 LB/LVL(DL)) = 18 LB/LVL W/ WORKING STRESS REDUCTION V = 126.0 LB Mot = >(Fp *h) * 1.15 = 6,955.2 IN -LB Mst = Z(LIVE LOAD +.85 *DEAD LOAD) *(D /2) = (350LB + 0.85 *(140)) *18 IN /2 = 4,221.0 IN -LB Puplift = (Mot - Mst)/D = 151.9 LB <= UPLIFT (B) TOP SHELF LOADED Vtop = 18.0 LB Mot = (Fp *h) *1.15 = 18 LB* 84IN *1.15 = 1,738.8 IN -LB Mst = (LIVE LOAD +.85 *DEAD LOAD) *(D /2) = [50 LB +.85 *(7 LEVELS * 20 LB] * (18 IN /2) = 1,521.0 IN -LB Puplift = (Mot - Mst)/D = 12.1 LB <= UPLIFT ANCHORS QUANTITY= 1 PULLOUT CAPACITY = 265 LB SHEAR CAPACITY = 400 LB Fp - Fp Wp 84 IN Wp 84 IN COMBINED STRESS1 = 152/265 +63/400 = 0.73 < 1.00 O.K. COMBINED STRESS2 = 12/265 +9/400 = 0.07 < 1.00 O.K. USE (1) 1/4 "0x2" MIN. EMBED. HILTI KWIK BOLT II ( I.C.B.O. 4627) OR EQUIVALENT PER BASE PLATE. • N MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981• 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COMP ' ISA FOR LOZI Ell (NE) SHEET NO 35 OF 37 CALCULATED BY J.J. DATE 08-17-1998 NET SECTION PROPERTIES MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR LOZI ER (NE) SHEET NO 36 OF 37 CALCULATED BY 1 ' DATE 08-17-1998 COMr ISA SELECTIVE RACK COLUMN SECTION PROPERTIES MAKER ILOZIER TYPE (COLUMN - NAME SELECTIVE RACK COLUMN (X -X) PROJ. ICOMP USA 1 AREA = 10.4295 I S = 10.4576d DIST. TO C.G1.500 I= 10.6864 1 r= HEIGHT 3 DIST TO WIDTH HEIGHT C.G.(D) PART 1 .0747 Y .75 .375 PART 2 1 .0747 1 .03735 PART 3 .375 .0747 .03735 PART 4 .0747 .375 .1875 PART 5 .0747 .75 1.5 PART 6 PART 7 PART 8 PART 9 .0747 .375 2.81251 .375 .0747 2.96265 1 .0747 2.96265 .0747 .75 2.625 MAKER TYPE COLUMN NAME SELECTIVE RACK COLUMN (Y -Y) PROD. [COMP USA AREA = 10.4295 1 S = [0.2282 1.2642 AREA AREA • DQ NTRQID 0.0560 0.0210 j 1.5000 1.1250 0.0735 0.0747 0.0028 1.5000 0.0280 0.0010 0.0280 0.0053 0.0560 0.0840 0.0280 0.0788 0.0280 0.0830 0.0747 0.2213 0.0560 0.1471 0.4295 0.6443 DIST. TO C.G:0.927 1= 0.2114 HEIGHT 1.625 DIST TO WIQ.T.H..j JQaUT C•G.(P) PART 1 .75 .0747 1.58765 PART 2 PART 3 PART 4 PART 5 PART 6 PART 7 PART 8 PART 9 . 0747 .0747 1 1.375 .375 .1875 .375 .75 .0747 .03735 .0747 .03735 .375 .0747 .0747 .03735 .375 .1875 . 0747 .75 1 1.375 .0747 1.58765 r= 0.7016 1.4627 0.1598 1.4627 0.0599 1.3125 0.0486 0.0000 0.0026 1.3125 0.0486 1.4627 0.0599 1.4627 0.1598 1.1250 0.0735 0.6864 ARM. ,AF3gA.".1? Q NTIhQIP 0.0560 0.0889 0.9266 0.6610 0.0245 0.0747 0.1027 0.9266 0.4484 0.0212 0.0280 ! 0.0053 0.0280: 0.0010 0.0560 = 0.0021 0.0280 = 0.0010 0.0280 0.0053 0.0747 ' 0.1027 0.0580- 10.0889 0.4295 0.3980 0.7391 0.0156 0.8893 0.0222 0.8893 0.0443 0.8893 0.02221 0.7391 0.0156 0.4484 0.0212 0.6610 0.0245 0.2114 1 10.7700 l MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981' 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT COM' USA FOR LOZI tR (NE) SHEET NO. 37 OF 37 CALCULATED BY J.J. DATE 08- 1 7-1998 MULTI- FUNCTION SHELVING COLUMN SECTION PROPERTIES MAKER COZIER TYPE !COLUMN , J NAME MULTI- FUNCTION (X -X) PROJ. :COMP USA AREA = 10.3605 1 DIST. TO C.G0.875 I= 0.2138 1 HEIGHT 1 1.75 I DIST TO WIDTH „ HEIGHT C.G.(D) PART 1 .0747 .375 .1875 PART 2 1.4756 .0747 1 .03735 PART 3 .0747 .5625 .28125 PART 4 ; .0747 j .5625 1.46875 PART 5 1.4756 .0747 1.71265 PART 6 PART 7 PART 8 PART 9 .0747 4 .375 1.5625 MAKER [LOZIER TYPE [COLUMN NAME MULTI- FUNCTION (Y -Y) PROJ. [COMP USA AREA = 10.3605 1 s= 0.1491 S = 10.2443 1 x LAW AREA AREA* .PQgNTFlQID 0.0280 0.1102 0.0053 0.8750 0.0041 0.8750 0.6875 0.0136 0.8377 0.0774 0.0420 0.0118 0.0420 0.0617 0.1102 0.1888 0.0280 0.3605 0.3155 1 DIST. TO C.G.0.905 1= 10.1349 1 HEIGHT 1.625 DIST TO WPM vilg!gHT .375 .0747 1.58765 PART 1 PART 2 PART 3 PART 4 PART 5 PART 6 PART 7 PART 8 PART 9 .0747 1.4758 1.0625 .5625 .0747 .03735 .5625 .0747 .03735 .0747 1.4756 1.0625 .375 .0747 1.58765 r= 10.6117 1 0.5938 0.0159 0.5938 0.0159 0.8377 0.0774 0.6875 0.0136 0.8750 0.0000 0.8750 0.0000 0.8750 0.0000 0.2138 ANA. AREA.. *.PQgNIFIQ!P 0.02801 0.0445 0.9052 0.6825 0.1102 0.1171 0.9052 0.0420 1 0.0016 0.0420 1 0.0016 0.1102 1 0.1171 0.0280 0.3605 0.3263 0.1573 0.8678 0.8678 0.1573 0.0131 0.0227 0.0317 1 0.0317 0.6825 0.9052 0.0227 0.0131 0.0000 0.0000 0.9052 0.9052 0.0000 0.1349 i Pv»vZf £ei eon PLAN RE IEW /ROUTIN SLIP ACTIVITY NUMBER: D98 -0298 DATE: 9 -2 -98 PROJECT NAME: COMP USA XX Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: ViOng_Division Pub is Work j , n Fir�e� Prevention ruural - I- -U ❑ Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete n Comments. DUE DATE: 9 -3 -98 Not Applicable n TUES /THURS ROUTING: Please Route No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWERS INITIALS: DUE DATE: 10 -1 -98 Not Approved (attach comments) DATE: CORRECTION DETERMINATION: DUE DATE. Approved n Approved with Conditions n Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 City of Tukwila Fire Department Fire Department Review Control ##D98 -0298 (512) John W. Rants, Mayor Thomas P. Keefe, Fire Chief September 9, 1998 Re: Comp USA - 17400 Southcenter Parkway Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. No point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC 1004.2.5.2.2) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) 3. Storage may not be closer than 36 inches in all directions to ceiling - hung "Space or Unit" heaters. (UFC 1109.2) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) The critical storage height for high -piled combustible stock in closely packed piles is 12 feet. (UFC 9.110) Storage above 12 feet may necessitate increasing the sprinkler density to extra hazard and adding smoke removal capabilities. (UFC 8101) (NFPA 231) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 5754404 • Fax (206)575.4439 City of Tukwila Fire Department Page number 2 John W. Rants, Mayor Thomas P. Keefe, Fire Chief To use any building or portion thereof exceeding 500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 8101) In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 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 231C, 3 -2.3) Racks designed for high -piled storage must comply with section 2207 of The Uniform Building Code. Please contact The Tukwila Building Department for details pertaining to design and installation standards. 4. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 City of Tukwila Fire Department Page number 3 Yours truly, John W. Rants, Mayor The Tukwila Fire Prevention Bureau cc: TFD file ncd Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .575-4404 • Fax (206) 575-4439 I have examined the original document and certify this i ,;s opy of that ori:inal. IC/7,A 4:vary Public i. a • for the S le of Washington s' ',mg at /1i My Co • Dated n e pines griAleAMMY /. /1/,. DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST.:. # CC01. SIERRCC145N2 EFFECTIVE DATE SIERRA CONSTRUCTION 16715 NE 79TH ST REDMOND WA 98052 F625- 052-000 (3/97) EXP. DATE 03/31/1999 08/28/1986 CO INC TOP_3ALL__24_GA. GF�LTERS3AIL 24GA CONNECZOES_UH" SECTION © -, O .. hi. 8 ABE SEOT WELDEDSO SHELF �� „ b O ff. QO or M r” /� '''' %, %' ° � ' lI v'� \\ i i �' N 0�37' END. TE Ili `` \,l� ,� il�: SOTTO [d_BALL 2CtA ,,,-K. 9 1 6 (� 110 / ( �. � � % � ' 1 � CO 9 SHELF (22 GA.) \ 2S /7G 2 ti Or M � l„ y 8 � RAIL ,�� 1`A TYP y ,_„/ I� 2 11 9\N t e / 00 X 1 0 / BASE BRACKET TRIM (22 GA.) \ / GENERAL CONFIGURATION NOTES 1. STORAGE RACK 2. STORAGE CAPACITY: 3. ASTM A570 FOR 4. ALL BOLTS A307 5. ANCHORS HILTI ICBO #4627 (CARBON 6. CONCRETE 4" 7. SOIL BEARING r_________ I -.'ieISl 1hi3. '. «,,0,7 l � uI Ilr clvr nl luvy f + f P�rm, N u- DESIGNED PER DIVISION X 50# PER SHELF SHAPE Fy = 33,000 PSI GRADE 33 (UNLESS NOTED) KWIK BOLT II OR APPROVED EQUAL STEEL TYPE) THICK X 2000 PSI PRESSURE 500 PSF �- -• ---- ' " — FILE rOPY i , t , , FI.in l he 4. dUU,3:0,,, 1 5 bIF. �( ,. eel 4 L . __ '_ At • � P • - J b 6 1 2, END TRH > 1/4" 01/4'`1" ey 3LL6" THK * 44 . ® ® _ ;1 (r 1! V [t ig / 7 SHELF CONNECTOR (1 GA.) NOTFS N!1MBER OF HAT GO VARY DFPFNDINti ON RFPT 2 \Ao0. O e l K S , SFE DWG NC) 9R- 09455fOR_ MULTI -Ft INCTIO±LANNCHORING SEE DRAWING No. 98 -0948F FOR ELEVATIONS 6 STEEL BASE DECK (22 GA.) TOP VIEWS (SHELVES REMOVED FOR CLARITY) 7 GA PIN / 0 \'' 1I`6 L \/ 1/2" ��\ / 0 HCLFS .11, / 22., Or \ / LEVELING L F 0 4 ; ANCHOR PLATE (12 GA.) = /� SEIZMI MATERIAL HANDLING 11 GA. 7 6' � i ' - AA , �, 1 j , /, ENGINEERING INC. 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 3/8 0 BOLT 2 MIN. EMDDMNT ' ■ I�� _� ' ' i11I,II(II,•I1 i ) ONE ANCHORS USED I ... r ` Is 4 -12 -2000 I CALIFORNIA CONTRACTORS NO. ICENSE4 6653 SCALE NONE DRAWN BY Y.Y. P_EH--BASE PLATE O DATE 8/17/98 APPROVED ev SAL E. FATEEN BASE CONNECTOR 1 /4" 11) ANCHORS RE7V PER ANCHOR P AT DESCRIPTION SHELVING DETAILS (LOZIER / GONDOLA T YPE) ELATE SEE TOP VIEW FOR ANCHORING LOCA710N4 ) ADDRESS SOUT COMP U.S.A. A, WA 98188 DRAWING NUMBER 98 L CITY OF TUKWILA 1 � UPRIGHT a "2 " BASE BRACKET — ` 3 � ANCHO 5 ■ / BASE FRONT (20 GA. PERMIT CENTER 5/16" 1 3/8" 1" DECK CONNECTOR BACK BEAM (12 GA.) 1 11/16" 3/16" 7/8" — 7 — 7" 3/16" 1 1/4" 3/16" 3/8" COLUMN TO BASE SHELF ATTACHMENT FRONT BEAM (12 GA.) II II II II II II II II " II II 8* 0 8* N 8* DET1OTFS ANCHORING LOCATION SEEDW G NO 980948AF9g OQNDOLA_ANCHORING SEE ' RAWING_No. 98 -0948C FOR ELEVATIONS TOP VIEWS (SHELVES REMOVED FOR CLARITY) \ 1 J Np X 3 1 ( 1 , SUPPORT @ 1/4 POINTS ALONG BEAM SPAN Ei& 4 3 ?, - 1 . rr . I I Sig" I I `J CONNECTOR BRACE `7 TO GONDOLA UPRIGHS SFE DRAWING NO. 98 -0368A 1 � eImsai 1/4" MIN. EMBDMNT SFE TOP VIFW FOR ANCHORING I °CATIONS (-J ANCHOR .i:: •' •- - 0 z 9 . 11 I I ' ` YP 1/8" 1'✓ 5/8" / 1 516 CONNECTOR BRACE LATE 1/8° 1/ 15/8" I'. LQ-MULT I -FI INCTJON_UP131GHI GENRAL CONFIGURATION S_EE DBAWIf NO 98- 094994 FOR ELEVATIONS NOTES. 1. STORAGE RACK DESIGNED PER DIVISION X OF THE 1997 U.B.C. 2. ASTM A570 FOR SHAPE Fy = 33,000 PSI GRADE 33 3. ALL BOLTS A307 (UNLESS NOTED) 4. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO #4627(CARBON STEEL TYPE) 5. CONCRETE 4" THICK x 2000 PSI 6. SOIL BEARING PRESSURE 500 PSF EXPmms 4 -12 -2000 ADDRESS COMP U.S.A. 17400 SOUTHCENTER PKWY, TUKWILA, WA 98188 rj SEE_D_RAWINGA0_98 4948A FQR.DEIAILS MATERIAL HANDLING ENGINEERING 161 Atlantic Street ESL 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 CALIFORNIA CONTRACTORS LICENSE NO. 865374 SCALE NONE DATE 8/17/98 DRAWN BY Y.Y APPROVED BY SAL E. FATEEN DESCRIPTION SHELVING DETAILS (LOZIER / MULTI - FUNCTION TYPE) DRAWING NUMBER 5010,948B 48B CITY OF TUI(WII A SEEDRAWiNG_Nn fl6= 494&AFOI - GONDOLA COMPONENT pFIAI�,`i SE URAWIN�N4_9 &4948A EE_ D_9A-WTNG_N4._98- 0998AF0(3 FOB S GONDOLA A • G A�O�ONENL2ESALL CO1dPONENT_DETAILS 96" 22" 31" 96" ' 22" 31" 96" or ,, or I/ - 7 / or 31" . _. SEESZBAWING No. 98_0948B Ha SEE DRAWING NO. _ SEEDBAWING_No.._ 99.0248A.FOR_ CO PONE NTIQLL C01Y1PONENi_ DETAILS r FOR TI- FUNCTION 98 -09481 CQMPS2NENT DETAILS C.OMEO ENLUE Mt 11 COMPONENT DETAILS J _- - 3 19 . 19 19" 19" „ / 4 25" 31" 7 120 120" 120" 3 120" 2 120" 120" ' 2 31" Front View Side View Front View Side View Front View Side View TYPICAL MULTI- FUNCTION SHELVING ELEVATIONS SEE L/BAWING No 98 -0948A FOR_ SEF DRAWING Nn. 98 -0940A FOR- NOJ'ES 1. S TORAGE RACK DESIGNED PER DIVISION X OF THE 1997 U.B.C. 2. STORAGE CAPACITY: 50# PER SHELF 3. ASTM A570 FOR SHAPE Fy = 33,000 PSI GRADE 33 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO #4627 (CARBON STEEL TYPE) 6. CONCRETE 4" THICK x 2000 PSI 7. SOIL BEARING PRESSURE 500 PSF ' ANCHOR EVERY UNIT AT FRONT & BACK GONDOLA COMPONENT DETAILS_ A GON) D�COMPONFNT DETAILS / 96" / � 22" 22" or 31" 96" of 31" 120" SEE DRAWING No , 120" ----- SEF DRAWING_NO_ 25" 4 .1 943,9948R FOR 96 -494RR FOR MITI TI- FUNCTION MUL.TIESUNGILQSL 2o" 25" - 5 f 3 1 20" COMY1P_ONENIDETAILS 120" COMPONENT DETAII S 4 � --/--- 1J 10 • i_ 3 1 2 ' ( •% !< 4, r r , �y ro� -ii.u. v 1 IBS 4 - 12 - 2000 1 II MATERIAL HANDLING 31" �"- 1 1 ENGINEERING INC. 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 . / 6' 6 " Front View Side View Front View S ide View CALIFORNIA CONTRACTORS LICENSE NO. 8 65374 SCALY NONE DRAWN BY Y.Y. DATE 8/l7196 APPROVED BY SAL E. FAT EEN DESCRIPTION ELEVATIONS (LOZIER TYPE) ADDRESS COMP U.S 17400 SOUTHCENTER PKWY, TUKWILA, WA 98188 DRAWING NUMBER 98 -09480 f TYPICAL MULTI - FUNCTION SHELVING ELEVATIONS RECEIVED CITY OF TUKWILA PLirL1;1T GuVfEfl ?�8 -0298 PERMIT CENTER ,I 0 ;�� i - �1 it /%' C , ' U/ 1� ..- TYP 7/16 "0 ASTM SAFETY 4 RIVETS -C1018 CLIP / � O / 118" i> 1 1/4 TYP. . � % / -- - 0 \ / n # 2 3/8" — — 035 thk. 1/8" , V <TYP. 4" < i LL } 3" APPROX. 3" APPROX. — 13/16" { r 2 ® 0 \ 1 27/32" 3/16" 4., V - , TYPICAL BRACING TO COLUMN CONNECTION J SAFETY CLIP ; GENERAL CONFIGURATION PALLELBACK SHELVING V - 13 TYPICAL BEAM TO COLUMN CONNECTION NOTES: 1. STORAGE RACK DESIGNED PER DIVISION X OF THE 1997 U.B.C. 2. STORAGE CAPACITY: TECH DEPT PALLET RACK = 1000 # PER LEVEL BACK ROOM PALLET RACK = 1500 # PER LEVEL PALLET RACK SHELVING = 1200 # PER LEVEL 3. ASTM A572 FOR SHAPE Fy = 50,000 PSI GRADE 50 ASTM A36 FOR BASE PLATE Fy = 36,000 PSI 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO #4627(CARBON STEEL TYPE) 6. CONCRETE 4" THICK x 2000 PSI 7. SOIL BEARING PRESSURE 500 PSF TE.CHDEPT PALLELBACK SACK ROOM PALLET RACK " 96" f 36 -- - 36 " - - , I � 3 7 96" - - 24 "- - 96" --f- -'f- _ I r 28 81" \ 28" 51" . 51„ , 34" 39" 96 „ 38 „ 120" 38" 1 95 ., 28" 39" t T FRONT VIEW 6 " SIDE VIEW FRONT VIEW \ SIDE VIEW FRONT VIEW T SIDE VIEW TYPICAL STORAGE RACK ELEVATIONS n �12 1411111411H A . I , 21/2" 1 5/8" � 1!8" 1/2" -{TYP. y ,L 1/8 3/4" TYP, 1 5/8" 34" TY 0 GA. �I 7/8" � /2" 1 " I t ' t I 2„ I - - - = _ _ _ 1 11' 16 ga 4 1 14 � -- 9 a 1 1 /2" 3/4 "TYP. 3" 4h IIV 2 4 ` ./ HORIZONTAL & DIAGONAL BRACE k \ .. -• I �•-/ I i' r :� i 1r 1 1 f �'' J I + / .. - • ' SEIZMI MATERIAL HANDLING O 7 ga INC ENGINEERING 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 _ `- 4 2 15/16" - 1 7/16 3 1/2" 9/16 "D TYP. 3 1/2" MIN. EMBDMNT. I ii, ( I i 1 /8" 73 -5/8" ` CALIFORNIA OONTRA LICENSE NO. 66 SCALE NONE DRAWN BY Y-Y `TYP 1 /8" 3/4" 1 - M la w !IIIIIIIIIIIII�I)(III�, DATE 8/17/98 APPROVED BY SAL E. FAl EEN TY P. 1/8" 4.1/2 TYP. � x PALLET RACK DETAILS (COZIER TYPE) X21 BASE PLATE I REQUIRED PER BASE PLATE 6` . 5 i CONNECTOR BEAM ADDRESS COMP U.S.A. 1 7400SOUTRCENT98 1 8aWY,TUKWILA, WA DRAWING NUMBER gg 0948D ' 1 ) COLUMN ;3� ANCHOR ICBO #4627 ?�8 -0298 PERMIT CENTER L ▪ Try GOER SECTION W /M1TI PUNOTION / r _ 61 Tr BASE BERK (Gess! - - - -- - - -- - - -- Dq. 51 BACK ROOM PALLET RACK FIXTURE PROFILES TECH DEPARTMENT PALLET RACK WALL SECTION tl U 550561884 -5 (STORAGE SHELVING, 1 7B R R TECH EENC GLEE PEERS :15295 PAI J ET RACK 0 - ® U 1 L 1 1o1 4 61036188P-5 l 111 ®J' s ` APPLE SHOP 0A EP I I 0 I I 0 I I I is P2 P2 p2 25B 15 5_,5 -,5 ' IL I 5 1 NEM ®®® all Ts 2 ES 2-CE522 256.4E522- 6522 T T5 T5 L. L Lb Gb P4 Gb 258- MES22 -CES22 250 M ES22 P4 P4 P G4 22 MEP b Az b A20 (� FT RACK pri E5 ES ES oo 1 �La L CIO of lo i CCeoP KIDS ILLE FILLER X10 1� _ _ -. F -z =zz -zz is TAz -oenzo ( KOOKS_- , - COMPACT TECU. R TECH. SERV. El I X ? _k BTb � I 1 1 I I 1 1 ASRIC BALKS GAP LER EP oo 11 os 11 �l0 of y SE I PEG sat c[ s,s EP BUSINESS CENTER 60 H - B LOOSE TECH ENCH SIDED I � a ia mIs B BASKET-PEG ►- P FP K C BYO _IA > 9 O S I, B SRI,S ZWA 24x06 P a= E . L LJ U MAR SCALE LT • 14 IT ESSEX-Cs w ISLAND IsLANU KEY TO FIXTURES ALL OTHER mounEs ARE 4' Mnc Elms GAP sRI 5K SR 3 21 X 52. ®5. d4, p5: !OVE E - IT,�R OP SDRCNNC, GRPE 5 NO GONDOLA SIGN FRAMES ON SECTIONS BASE PECK AK FIXTURE INSTALLATION' LAYOUT SCALE: 7/8" = ,' -O' , 9 Iii 3 jfij