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HomeMy WebLinkAboutPermit D2000-320 - WORLD LIGHTING - STORAGE RACKSWORLD LIGHTING 300 ANDOVER PARK WEST EXPIRED DEC 22 2001 D2000 -320 City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION RUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 262304-9139 Permit No: D2000 -320 Address: 300 ANDOVER PK W Status: ISSUED Suite No: Issued: 10 /10/2000 Location: Expires: 04/08/2001 Category: ARET Type: DEVPERM Zoning: TUC Const Type: Occupancy: STORE Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: .0 Water: N/A Sewer: N/A Wetlands: Slopes: N Streams: Contractor License No: TAYLOEI062B4 OCCUPANT WORLD LIGHTING Phone: 300 ANDOVER PK W, TUKWILA, WA 98188 OWNER SEGALE M A INC PO BOX 88050, TUKWILA WA 98188 I- I-- Z CONTACT BILL TAYLOR Phone: 206- 241 -5990 rY 1 ' 15427 11 SW, SEATTLE WA 98166 -- CONTRACTOR TAYLOR EQUIPMENT INC Phone 206 -241 -5990 U 0 15427 11th. SW, SEATTLE, WA 98166 0 : l• k: k** kkkk4 ** *•k*:k•k•k•k**k* **k:k: ** k*** k** k* kkk*** k** kkk**** kkk• k ** *k**k•kil*** *•k•k**** *** -Akk NW ' W = , -II- Permit Description:, INSTALL PALLET RACKS. (0 1.1- ********: k kkk: k ******** k******** k********** k********* k• k ** **** *:kk*k* *** *•k **** * **** * *; ** W Construction Valuation: $ .00 g s- PIIBLIC WORKS PERMITS: * {Water Meter Permits Listed Separate) Eng: Appr: 1.1..< Curb Cut /Acces's /Sidewalk %CSS: N = d' Fire to Hydrant N No Size( in) .00 F- = ' Flood Control Zone: N 7 .1 Hauling: N Start Time; End Time: z Land Altering: N Cut: Fill: WW • Landscape Irrigation: N Dp Moving Oversized Load: N Start Time End Time '0 w, Sanitary Side Sewer: N No: ,per, Sower Main Extension: N Private: N Public: N = W' . Storm Drainage N • I- :Street Use N ,�-p Water Main Extension: N, Private: N Public: N 'wZ k• k*****4******* ** **:k *** * ** ** * ** *** * * *** ***** 4:4 *•k: *** * * *k* * ***** * *** *:[ *•k** * *k** * N =` ,F: .0 k*..k******** * ** *** *:k* ** * *** *'k****** * *** * k** k***** k***• k :k•kk******** **•k ******** ***•kk Z TOTAL DEVELOPMENT PERMIT FEES: $ 442.16 Permit Center Authorized Signature: Signature: Print Name : __jl1__ (206) 431 -3670 Date _Ia i I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the 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 permit. Date: - - 1141, IC 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. Address: 300 ANDOVER PK W Suite Tenant : Type: D VPE RM Parcel #: 62304-9119 Status: ISSUED Applied: 09/26/2000 issued: 10/10/2000 •A* **A`***•k* *k**•k ***•A•Ak k****** k**• A**• k* kk*• k**• k• k *k * *•k *•k;tk * *** *•kk * * * * *k* Permit C ions: 1. No changes w i l l be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2 All construction to,be done in. with approved plans and r�equireme`nts of therUnitorm Building Code (1997. Edition) as amended-, Uniform Mechanical Code .(1997 Edition)., and Washington State Energy Code.(1997 Edition) • Validity of P t The. issuance of a permi,t' or approval ' of .•..'Plans, ; spe:ci f icatioris, and computations shall ,':not be .con- st:r.ued to be a 'permit t for , or an approva l of, any;" violation of any the ,,pr oV'isio'ns of : °therbui iding code or Of any 'other ordinance-of the `.jurisdiction. No permit presuming to give -attthcrity, to, violate or. cancel the provisions• of this :•F code, sha l`l, be valid. '_� . A111,perm,its inspection records and approved plans shall be, a.va3i` at the job site prior to the start of any con struction These ,documents-are to' "be-maintained and avai'i -'', able'unti 1 final inspeci' ion approval is granted. } ' 1..hereb ;i f. certi.y that, 1 ; have read these conditions and will co with ,them s outl ine'd All .provision,s of law and ordinances governing this works wi 1 1 lie •;comp l,i ed with, ; whether ' spec i,f i ed herein or not The grant1ngt of this permit does not o: presume to give authority to violate or' cancel the provisions of any ,Other wort' or local; laws regulatingE ` uction: or the performance. Of ;Work Signature: Print Name: I CITY OF TUKWILA Permit. No: D2000-320 Date: .:;.r'J:4.n.puei.J : l'r.i. w.'. �:. ;uw.w.:�t..:.iS1ea:...ML:NW.:if '..i:.+'+i'' • •' � M.a'+ - . Project Name/Tenant: A D e alue of Co struction: Site Address: City State /Zip: rxD AQ D0Q tom. R..��� �k) iv k .,. Tax P el r i � ." y - q I I °I Property Owner: e ... , , ( 7.- 4 1--'E '.ze (A_S) \.02/71 q 00 V Phone: Street Address: • ' ` /� r7) t „ i Y G &' CIty State /Zip: , t. ; t: c al / ltd1" City State /Zip: Fax #: Phon e �1 155.90 l t Fax #: Contractor: & )624- (/L Street Address: Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: � 0 Phone: c_2 ak 5-f 90 Fax #: -. s' 441 , C. o t 9 lw 4 Cit State /Z �i - c. 9 Street Address: 4_ z-`7 1I `met.) Contact Person: ' 1' QQ , I [10 I2 Phone: . _ .9'i r 9 _ 9 , 9 , Street Address: I . 7 11 4' � 4 C a t 57 W- Fax #: 1- 4 l/ - % q Description of work to be done: ? e D e Existing use: lJ Retail El Restaurant El Church El Manufacturing ❑ School /College /University El Multi- family • Warehouse El Hospital El Motel /Hotel El Office ❑ Other Proposed use: Tr Retail El Restaurant El Multi- family El Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes rJ no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? riles El no Existing fire protection features: sprinklers © automatic fire alarm El none El other (specify) Building Square Feet: 22.- 2 existing Area of Construction: (sq. ft.) Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF TU,`NILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Project Number: Permit Number: nah -320 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. CTPERMIT.DOC 1/29/97 APPLICANTsREQUEST.FOR PUBLIC: WORKS, SITE /CIVIL: PLAN REVIEW:OF THE.FOLLOWING: ; :(AdditlonaI reviews may be determined by the. Public Works Department) Curb cut /Access /Sidewalk ❑ Flood Control Zone Size(s): cubic yds. 0 Fill cubic yds. ❑ Sewer Main Extension El Water Main Extension 0 Deduct El Channelization /Striping El ❑ Fire Loop /Hydrant (main to vault) #: El Land Altering 0 Cut ❑ Sanitary Side Sewer #: El Storm Drainage El Street Use ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s): El Water Meter Temp # Size(s): Est. quantity: ❑ Miscellaneous ❑ Hauling El Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date appli ion acce led: 0 Date application expires: -2-Co -01 Appllo lion taken by: (Initials) PLEASE SIGN BACK OF APPLICATION` FORM ,eommaase/ Z ~ W 00 W I-- � W w CL co o d Z = t- 0 w ~ O • � O I— Ww I— 1-- • • = H I - 0 Z BUILDING OWN R OR AUTHORIZED GENT: Signature: / -I Je . e . j.ei .,. Date: G l ?�. Print name: /31 1 I ,« � Phone 24 r Y 6 9 £Cl Fax #: . 4 Address / JS 44-0-1 / r ' C } O Q ,( City /State /Zip a 1.-0-1 ALL COMMERCIAL/MULTI.' ILY TENANT IMPROVEMENT /A RATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: D ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED 0 ❑ 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 v 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). ❑ Ll� 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 ,�/ re hazardous materials; dimensions of proposed tenant space. ZJ #� .icinity Map showing location of site ❑ L� Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack g 9 g �p p Y 9 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 detail ❑ ❑ 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. ❑ ❑ 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. CTPERMIT.DOC 1 /29/97 z w tr y UO Q u) w J H u) w w 2 J co ±" w F- = z � zI- w w 0 t— ww t- L" O w U — O z rr 3. ri •k•k ** *•k ,4 *.k * *•k•k•k.k * ** *•A*•AA:t* * 4 •A & * *A••k•k *A•A• *•k•A *•A4 *A *•h* CITY OF TU1WILA, WA TRANSMIT k ' kkkk k• kk .** 0 r * k• hkk****• k****• k***** k• k• k• k** *•k ** * * ***•k * **•k * * *•k *4' * * **** TRANSMIT :Number . R9800373 'Amount: 269.75 10/10 /00 15:'07- .PaYment Method: CHECK Nota.tion:•' TAYLOR EOUIPMENT Init BLH Per t' :No: D2000 -320. Type .DEVPERM DEVELOPMENT PERMIT Parcel :`,Nu : 262304 -9119 Addrey •: 300 ANDOVER .Ply: W Itad Total Fees: 442.16 T his• Payment 269.75 Total ALL Pmts 442.16: • Balance 00 *4"ar4k4 *** *A *A':* *A4 ***444- 4 *. :•.AA.4- *44x0.4* ** •* AA'# A•.A *4'44A**'4.4.4441*4.*4`.40. 'Account Code,`' ;t}e$c i pt i or+ Amount 000/322.100 BUI DING N��NRES 2 25 000/ :386.904 STATE :BUILDING SURCHARGE ,7 to 1 lit 1 7143• 55 '0TAL 269.75 ) '� fr f li �:# i�lj a'S "iH+ • `GtY �a • p ^ :en -�.. r r: l {� u F.' i '�`�" '� `lC); 1 t N • T't' 0 t -.. �y a., L Y r4 , �1. 1• *k::.. %.rt h.F•k A.* k*. A#*..s..A. A*Ak t• k:* AaAA: 1),. s. *A:h:t * *:1•,1 *'+1 *:1 *- k *•A•t4.4 x*A4A.A..A! *:k � 'i : iiNSi h t :k $ •.l• el :k •A• .5 k # t * •4• * •1• * :l * A * A• :4 1):&"--)(-)n 1 �' ":l• �r •A• it t sl * • * � :1 • a �. ,1 * :• k A• * A * k � . :i : 1"p,NSMlT 1`umber : F 9E100365 (mount: 17 2.4i 09 /26/O() 14:16 r Payment Me L•I CHECK( Notation: If4YLolt EQ1.111Iiiii NT In i t: TI_ll Permit 14o: 1)2()00••• -320 'fvpr &: DEVPCIH.t 1 )F:VELQP141:N'C P1EIZIIXT Parcel No: 2623.04-.9119 , 13 i be Address: 300 (HI)OVEld PR W Tfn�fi P�vmi~r,t 1.72". , Total Fees. 442.1E. 41 Total ALL. Pmts: 17 ..41 • *Fa+1A,1 :4 *oIl$ *,t* 11 #fib1�1 dA *Aa ,t . 13a1ance 269.7 *.k i∎ 5 . k * :A A L- if /% A• *F .1 * :% * 4 :k ik * A * ,1 * Accoun I; ,Cade ' Descriptinn Amount 000/345.830 PL:a,N CHECK ` NONP.ES .''» 3390 09/28 9710 TOTAL 172.4 • J:'�,u"iiawi.a �'r:'i %tin itJ.t,.1'.•r ^K:a�[. s+.,.t�.i�+Jrh .,..:,y,.u.VT' Project: r W.Wr h\q tthci ecti Type of Inspection: S c i 0. Address: �t 30C> Arkaovev, .�_ In.I Date called: . - -o Special instructions: Date wanted: • a.m. P.m. Requester:.. k' Phone: Inspecto INSPECTION NO. INSPECTION RECORD " hieX' Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. (206)431 -3670 Corrections required prior to approval. COMMENTS: -P ? c� �1 � �l P ' e'`'+>e A� P,4�v , c, tyr - n" W i h •.. 5 C to% i;0 . RED DEC 22 ZOO Date Li $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: u bu q &7a?ti ?iltt 31U .wG aY 44 4 m °nu w. U ; UO .tn 0 : ' ,tn al; W Z; J u- w u. Q' N W,; ZO s ',0 w Z s V : 0; w O ~` Z Project• id LA d ATM arr T •e of Inspection. ‘--4 1 r Address: 300 Andaver Pk. W *(W Da e . e.: i2 -12 - 00 Special instructions: Date wanted: )7.' 13 - oo a.m p.m. Requester JCS Phone: (, 0(0)aTS - 6(0 9 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98 dl pproved per applicable codes. • PERMIT NO. 6)431 -3670 Corrections required prior to approval. COMMENTS: Oxi M O K , ;.r" la" d Date:, $4 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: a+ !d. , : «..aa:.t...,At+ �. r'+✓a 4�Y:aa + ', . -"' :a7.a".6,".W.}Nbxr, Sa`a.WkF3 t .*..aa..t.+3i 'si:l�'4Mml�.ww .++•rlwtiU 1�ry aan7:tiG o. wb?.",i7.rrw.c:li'at G':n.,r..ro «+;, irti: W 0O ' cow W O, ' J'. I- _ ;. Z Z 0 }- W U o u y 0— W W` IL I=. /7", —0 Z,. = i 0 Z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit I PERMIT NO. (206)431 -3670 Type of Inspection: SpeCot Date called: 1 .— Project: (.a9 ,r`( ) Address: ,t 3o0 ,kr Q.G\JQ ` Special instructions: Date wanted: a.m. p.m. Requester: 1 Phone: Approved per applicable codes. Corrections required prior to approval. COMMENTS: pcp■ \led g-, Y A\ \ Q ()Q,e. Sec A 7)r•N1" S irN. e t/NCd`�'T� Inspect Date: ' lb. l • $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins ection. 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Type of Inspection: Date called: z Date wanted: a .m. p.m. Address: Proje, c r Special ins ructions: Requester: 1 1 Phone: COMMENTS: rr� aM A A nn Tes - Tv - r 4r taLk vv '. S p eCtci Corm a1 � r lr nCre t r, , ,0 Scw ( c\ 1 1 �Q.\ L in ' t �, S +v e4- AL + , ., �() PCt` A � � 1 I U $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. (Receipt No: Date: 22 -0 1 wl..c eJ." Ld4. LAc4 44:4. t ? Project Address, FINALAPP.FRM Retain; current inspection schedule, Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: /Po a 1I /). -0 v TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM John W. Rants, Mayor Thomas P. Keefe, Fire Chief Permit No. fl aUacD -;S c,`) Authorized Signa`'re Date Suite # 6 01 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 Didw%`Jt „ 0. } ,�. � w' t t'J�{j t .Te j+eSl• r A , ,v' ,6P City of Tukwila Fire Department z 00 co w W I w • O ga • D 0 I- W Z F = . I- 0 z F- . LLI U � 0 I w w LI 0 .z Ill - 0 O z 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 lEVISION SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT GEORGIA IDAHO ILLINOIS SEISMIC ANALYSIS OF GONDOLAS FOR WORLD LIGHTING ALDERWOOD PARK LYNWOOD, WA JOB #:00 -152' INDIANA OHIO KANSAS OKLAHOMA MICHIGAN OREGON MINNESOTA PENNSYLVANIA MISSOURI TEXAS MONTANA UTAH NEVADA VIRGINIA NEW MEXICO WASHINGTON WISCONSIN RECEIVED CITY OF TUKWILA DEC 1 5 2000 PERMIT CENTER 32D 161 ATLANTIC STREET • POMONA • CA 91768 • TEL : (909)869 -0989 • FAX : (909)869 -0981 0 0 co o to • O g Q co a : I- al zl_ 1- O, Z I- w 2 0 I- w W' I — O l .. z ' w U) ' O z SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869.0989 • FAX: (909) 869.0981 181 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 2 OF 24 CALCULATED BY M.T. DATE 8/22/00 TABLE OF CONTENTS DESCRIPTION PAGE TITLE PAGE 1 TABLE OF CONTENTS 2 PROJECT SCOPE & SPECIFICATIONS 3 GONDOLA W/ FAN CLOUD 4 TO 10 CONFIGURATIONS 5 LOADS AND SEISMIC DISTRIBUTION 6 FAN CLOUD CONNECTION ANALYSIS 7 COLUMN ANALYSIS 8 BASE ANALYSIS 9 OVERTURNING ANALYSIS 9 SLAB AND SOIL ANALYSIS 10 144 5 LVL GONDOLA 11 TO 17 CONFIGURATIONS 12 LOADS AND SEISMIC DISTRIBUTION 13 ARM & CONNECTION ANALYSIS 14 COLUMN ANALYSIS 15 BASE ANALYSIS 16 OVERTURNING ANALYSIS 16 SLAB AND SOIL ANALYSIS 17 84" 4 LVL GONDOLA 18 TO 24 CONFIGURATIONS 19 LOADS AND SEISMIC DISTRIBUTION 20 ARM & CONNECTION ANALYSIS 21 COLUMN ANALYSIS 22 BASE ANALYSIS 23 OVERTURNING ANALYSIS 23 SLAB AND SOIL ANALYSIS 24 �v! .00: LW; 'W • OE • a; N om' I W _< Z � I- 0` Z g LIJ , -- O I- • LLI 0 Z U - I_ 0 17 SCOPE PARAMETERS: TOP PANEL RETAINER PEG BOARD PANELS PROJECT WORLD LIGHTING SEIZMIC FOR SYNDICATE SYSTEMS 116 INC. SHEET NO. 3 OF 24 MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/22/00 TEL: (909) 8690969 • FAX: (909) 869 161 ATLANTIC AVENUE • POMONA • CA 91768 PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE RACK TO CONFORM TO THE REGULATIONS SET BY THE 1997 UNIFORM BUILDING CODE SECTION 1632.2. THE LIGHT DUTY STORAGE RACK USED IN THIS PROJECT CONSISTS OF GONDOLAS TYPE SHELVING COMPONENTS. THE STABILITY OF THE SHELVING DEPENDS ON THE MOMENT RESISTING FRAMES IN THE TRANSVERSE DIRECTION THE PANEL BOARDS IN THE LONGTITUDINAL DIRECTION. BACK TO BACK SHOWN SHELVING COMPONENTS: 1 = UPRIGHT 2 = BASE TUBE 3 = BASE LEG 4 = ANCHOR BRACKET 5 = ANCHOR 6 = ARM 7 = BASE DECK 8 = SHELF 9 = FULL DRESS KIT 10 = SIDE KICK PLATE L "4 'aad.}waYs tir U O co o � 9 _ N IL. W O g :3 u . w not 3 CI co = uJ Z ILI CO F= I i Z PARAMETERS FAN & LIGHT CLOUD AND MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 CONFIGURATION. 144" 6" - SEISMIC - MAIN STEEL - ANCHOR - SLAB -SOIL 30 " 102" SEIZMIC _ Fp= ap *Ip•Ca'Wp /(1.4'Rp) Fy = 33,000 PSI 1/4" 0 x 2" MIN. EMBED. HILT! WEDGE TYPE (ICBO# 4627) 4" x 2,000 PSI 1,000 PSF INC. HEADER WOOD HEADER BRACKET 1 60" TYP. ., M I: yl 1 PROJECT FOR SHEET NO. CALCULATED BY LIGHT CLOUD FIXTURE 41/4" r 191 /8" r� WORLD LIGHTING • SYNDICATE SYSTEMS 5 OF. 24 M.T. 108" DATE 8/22/00 144" 2 U 0' N W w` J w 1L Q ZI- D 0' o _0, • I- I- - 0, w Z` CO • z MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/22/00 TEL: (909) 869-0969 • FAX: (909) 8690981 161 ATLANTIC AVENUE • POMONA • CA 91768 FAN CLOUD COICTOR ANALYSI THE FAN CLOUD IS MADE OF 3/4" THICK x 4" DEEP SENTRA BOARD W/ A MIXIMUM LOAD EQUAL TO 651E AND BY SIMPLE INSPECTION THE SYSTEM IS MORE THAN ADEQUATE. IN THIS ANALYSIS ONLY THE AIRCRAFT CABLES AND CHAINS W BE CHECKED FOR THE REQUIRED LOADING. CHECK TENSION CAPACITY OF CHAINS: TENSION(cap) = 250 LB <= McMASTER GUIDE ARM SPAN = 45.0 IN VERTICAL LOAD = 95LB/LEVEL SEISMIC LOAD = 20.7 LB PROJECT WORLD LIGHTING SEIZM FOR SYNDICATE SYSTEMS INC. SHEET NO. 7 OF 24 Pdiag = 179 LB < 250 LB THEREFORE OK CHECK TENSION CAPACITY OF AIRCRAFT CABLES: Tcap = 0.6 x Fy x AREA = 0.6x160000 PSI x0.012IN"2 = 1,178 LB Pdiag = 179 LB < 1178 LB THEREFORE OK h = 36.0 IN L= 45.0 IN diag= 57.6 IN Fy(cables) = 160 KSI CABLED = 0.125 IN AREA = 0.01 IN^2 COS CO W W 0 d` = W Z 1-0` Z H, .; W W O N • W W ". u 0 ,, Li Z - ` MATERIAL HANDLING ENGINEERING CALCULATED BY TEL: (909) 869 -0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 BASE BRACKET ANALYSIS 1Abase = Mcol / 2 = 2,412LB -IN Fb(member) = 0.6 x 33000PSI = fb/Fb = 8932PSI / 19800PSI = 0.45 < 1.33 THEREFORE OK fb = Mcol(total)/Sx = 2412LB -IN /0.27 INA3 = 8,932PSI 19,800PSI OVERTURNING ANALYSIS ANCHOR CAPACITY: Movt = V•H = 20.7 LB x 108 IN = 2,236LB -IN COMBINED STRESS: PROJECT '' WORLD LIGHTING r igliZ71116116641111- FOR SYNDICATE SYSTEMS INC. SHEET NO. 9 OF 24 Mst = (LIVE LOAD + 0.85DEAD LOAD) • NO. OF LEVELS • (DEPTH OF SHELF/2) = ((75LB/LEVEL+ 0.85 x 40LB/LEVEL) x 1LEVELS) x 191N /2 = 1,036LB -IN Puplift = (Mot x 1.15 - Mst)/DEPTH OF BASE = (2236IN -LB x 1.15 - 1035.5IN-LB)/ (19IN) = 80.81 LB = UPLIFT FORCE ANCHORS REQUIRED USE (2) 0.25 in 0 ANCHOR WITH 2 in MIN. EMBEDMENT FOR EACH BRACKET # ANCHORS = 2 PULLOUT CAPACITY = 265LB SHEAR CAPACITY = 400LB fa/Fa + fh/Fb= (81 LB /(2 x 265) + 21 LB /(2 x 400)) = 0.18 0.18 < 1.0 THEREFORE OK M.T. DATE 8/22/00 Sx(member) = 0.27 INA3 Fb = 33,000PSI Base Depth = 19.0 IN U' .0 O W 0 }} u. a ;; W; Z 0, 11J uf 0; w Z ' .0 _CO; Z SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869.0989 • FAX: (909) 869.0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 11 OF 24 CALCULATED BY M.T. DATE 8/22/00 144" 5 LEVEL GONDOLA 04 0 0 A `. v) € " to W 9 g . N d' I =. Z .11 tit Z g. , "U 0" 0 Ns w 'X U LL 1:11 Z 0 �� SEIZMIC INC. MATERIAL HANDUNG ENGINEERING TEL: (909) 869-0969 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS AND DISTRIBUTION PER '97 UBC SECTION 1632.2 AND TABLE NO. 16-0 Fp = ap *Ca'Ip*Wp✓1.4 *Rp = O.7'Ca'Ip'Wp/1.4 ap= 2.50 I= 1.00 Ca = 0.36 Wp = DEAD LOAD + LIVE LOAD Rp =4.0 NOTE: ap/Rp = 0.625 < 0.7 THEREFORE EON 32 -3 CONTROLS LEVELS= 5 DEAD LOAD = 10LB/LEVEL LIVE LOAD = 140LB/LEVEL COLUMN MOMENTS Fp = 0.7x1 x0.36x(140LB /LEVEL +10LB /LEVEL) /1.4 = 27.00LB/LEVEL V = Fp * NO. OF LEVELS = 27 LB/LEVEL * 5 = 135.00LB Pcol = (Wp * NO. OF LEVELS) = (140LB/LEVEL +10)x 5 LEVELS 750LB Mcol(stat.) = Wp * NO. OF LEVELS * (DEPTH OF SHELF/2) = (140LB + 10LB) x 5LEVELS x 22IN 2 = OLB -IN Mcol(sels.) = Fp'H = 27LB x 380IN = 10,260LB -IN Mcol(total) = Mcol(stat.) + Mcol(seis.) = 10,260LB -IN PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 13 OF 24 CALCULATED BY M.T. DATE 8/22/00 28" 22" 14 22" 124 100 4 „ 76 52 28 H = 380.0IN 004, cool W 0, u. Q; = I- Z � % N ! ` 0 I--' 2 Oi • UJ . 0 0� SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0969 • FAX: (909) 869-0961 161 ATLANTIC AVENUE • POMONA • CA 91788 PROJECT FOR SHEET NO. CALCULATED BY WORLD LIGHTING SYNDICATE SYSTEMS 15 OF 24 M.T. DATE 8/22/00 COLUMN ANALYSIS ANALYZED PER AISI & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 750 LB M= 10,260 IN -LB KxLx/rx = 1 IN /0.91 IN 158.2 KyLy /ry = 1'24 IN/0.4 IN • = 60.0 AXIAL SINCE, THEN, THUS, <= (KI/r)max Fe= n^2E/(KUr)max ^2 = 11.8 KSI Fy/2= 18.0 KSI Fe < Fy/2 Fn= Fe = 36 KSI'(1 -36 KSI /(4 KSI)] = 11.8 KSI Pn= Aeff'Fn = 9,696 LB C) 1.92 Pa= Pn/Oc = 9696 LB/1.92 = 5,050 LB P/Pa= 0.15 < 0.15 FLEXURE, CHECK: P/Pa + Mx/Max s 1.33 Pno= Ae'Fy = 0.82 IN^2'36000 PSI = 29,520 LB Pao= Pno /Oc = 29520 LB/1.92 = 15,375 LB Myield =My= Sx *Fy = 0.49 INA3 36000 PSI = 17,640 IN -LB Max= My /Of = 17640 IN- LB/1.67 = 10,563 IN -LB Pcr= n ^2E1 /(KL)max ^2 = n ^2 KSI/(1 IN) ^2 = 9,281 LB (750 LB/5050 LB) + (10260 IN-LB/105631N-LB) = px= [1- (Oc *P/Pcr)) = (1- (1.92750 LB/9281 LB)) = 0.84 SECTION PROPERTIES Aeff = 0.82 INA2 Ix = 0.65 IN ^4 Sx = 0.49 INA3 rx = 0.91 IN Iy = 0.13 IN ^4 Sy = 0.26 IN ^3 ry = 0.40 IN Kx = 1.00 Lx= 144.0 IN Ky = 1.00 Ly = 24.0 IN Fy= 36 KSI E= 30,000 KSI Of= 1.67 Cmx =.1.00 Cb= 1.00 1.02 < 1.33, OK S...1ty G�:.;.ti5:.:35U,:A7's;:nVinJa U O O WW " O LL -J co $3 d U.L. Z E..; 11J ut 3Or .: O I -; = W: • 111 Z. 0 ►O I-r Z MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869.0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SLAB AND SOIL SCOPE THE SLAB WILL BE CHECKED FOR PUNCTURE. IF NO PUNCTURE OCCURS, THE SLAB WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL, AND THUS ACT AS A FOOTING. PUNCTURE: Pmax = 1.4'Pcol + 1.7'(Mot / d) = 1.4 x 750LB + 1.7 x 10260LB -IN / LOAD x (ARM SPAN/2)IN = 1,843LB Fpunct = 2 * (fc) ^.5 = 2 x 2000PSI^0.5 = 89.4PSI • SEIZN INC. Apunct = ((w +t/2) +(d +t/2))'21 ((2.75IN +4IN/2) +(1IN +4IN2)) x2 x4IN = 62.00 IN ^2 SLAB TENSION: fa/Fa = Pmax / ( Apunct. x Fpunct.) = 1842.81818181818LB / (621N ^2 x 89.44PSI) = 0.33 < 1.0 THEREFORE OK Asoil = Pmax / (1.33 • fsoil) = 199.52IN^2 L = (Asoil) ^0.5 = 14.13 IN B = (Beff Deff)^0.5 + t = 5.94 IN I= (L -B) /2 = 4.09 IN Mconc = wI ^22 = (1.331soil *1 ^2)/(144'2) = 77.61 LB -IN Sconc = 1'02/6 = 2.67 INA3 Fconc = 50•(fc)^0.5 = 201.25 PSI fb/Fb = Mconc/(Sconc*Fconc) = 0.14 SINCE 0.14 < 1.0 THE SLAB & SOIL IS OK PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 17 OF 24 CALCULATED BY M.T. DATE 8/22/00 BASE PLATE Beff = 2.750 IN Deft = 1.000 IN SLAB & SOIL t = 4.0 IN f'c = 2,000PSI fsoil = 1,000PSF 3 0 0 O N 0 W uJ cn IL w 0 `; J'. N 3 ' 1 a H W 1- 0 Z uj 2 D 0 : ,0 u), '01— w W ` w in F ., 0 Z INC. MATERIAL HANDUNG ENGINEERING TEL: (909) 869.0969 • FAX: (909) 869.0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY WORLD LIGHTING SYNDICATE SYSTEMS 19 OF 24 M.T. DATE 8/22/00 PARAMETERS 84" GONDOLA WITH 4 LEVEL,$ CONFIGURATION - SEISMIC - MAIN STEEL - ANCHOR - SLAB - SOIL Fp= ap•Ip•Ca•Wp /(1.4•Rp) Fy = 33,000 PSI 1/4" 0 x 2" MIN. EMBED. HILTI WEDGE TYPE (ICBO# 4627) 4" x 2,000 PSI 1,000 PSF 4--- 60" —+ FRONT VIEW TYPE 84" GONDOLA 78" • 7 EQUAL EQUAL t� 84 EQUAL .1.22L �� ECVAL SIDE VIEW INC. MATERIAL HANDUNG ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 ARM ANALYSIS ARM CHECK: CHECK TENSION CAPACITY: ARM SPAN = 22.0 IN LOAD = 14 LB/LEVEL M = LOAD x (ARM SPAN/2) = 14 LB/LEVEL x 22 IN/2 = 154 LB-IN ASSUME ONLY THE TOP CLIP IN TENSION TENSION CAPACITY = T= 0.6Fy x A 0.6 x 33000 PSI x 0.09 INA2 = 1,782 LB MOMENT CAPACITY = T x d = 1782 LB x 1.125 IN = 2,005 LB -IN > 154 LB THEREFORE OK CHECK FOR SHEAR CAPACITY: Varm = LOAD/2 (10 +4)/2 = 7 LB/LEVEL r ial."11111116 *"■SEIZMIC PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 21 OF 24 CALCULATED BY M.T. DATE 8/22/00 SHEAR CAPACITY = 0.4Fy • A = 0.4 x 33000 PSI x 0.09 INA2 = 1,188 LB > 7 LB THEREFORE OK A = 0.090 INA2 Fy = 33,000.0 PSI d = 1.125 IN v0I• N p I co • .,w O IL ct Z Z U 0 O � � H w V .z( U N ` O F 2,'; INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 23 WORLD LIGHTING SYNDICATE SYSTEMS OF M.T. 24 DATE 8/22/00 \Abase = Mcol / 2 = 2,916LB -IN Fb(member) = 0.6 x 36000PSI = tb/Fb = 10800PSI / 21600PSI ANCHOR CAPACITY: COMBINED STRESS: fa/Fa + fb/Fb= fb = Mcol(total)/Sx = 2916LB -IN / 0.27 IN^3 = 10,800PSI 21,600PSI = 0.50 < 1.33 THEREFORE OK OVERTURNING ANALYSIS Movt = Fp•H = 108LBx216IN = 5,832LB -IN Mst = (LIVE LOAD + 0.85DEAD LOAD) * NO. OF LEVELS • (DEPTH OF SHELF/2) = ((140LB/LEVEL+ 0.85 x 10LB/LEVEL) x 4LEVELS) x 4 4 1 / 2 = 13,068LB -IN Puplift = (Mot x 1.15 - Mst)/DEPTH OF BASE = (5832IN -LB x 1.15 - 13068IN-LB)/ (44IN) = - 144.57LB NO UPLIFT FORCE USE (2) 0.25 in 0 ANCHOR WITH 2 in MIN. EMBEDMENT FOR EACH BRACKET # ANCHORS = 2 PULLOUT CAPACITY = 353LB SHEAR CAPACITY = 533LB ( -145 LB /(2 x 353)) ^(5/3)+ (108 LB /(2 x 533)) ^(513) = 0.02 0.02 < 1.0 THEREFORE OK Sx(member) = 0.27 INA3 Fb = 36,000PSI Base Depth = 22.0 IN UO! cow, w o: gQ = d; Z HO Z I- O 0 ;O —1 O F WW'; 11: h-} O' t! J Z H r O Z TEL : (909) 869 -0989 TO WHOM IT MAY CONCERN, MATERIAL HANDLING ENGINEERING EST. 1985 STRUCTURAL CORRECTION FOR WORLD LIGHTING & DESIGN DATE : 11/23/00 PLEASE BE ADVISED THAT WITH REGARDS TO THE CIRCULAR ANCHOR PLATES LOCATED AT THE FOO OF THE UPRIGHTS, STRAP BRACES ARE ADEQUATE SUBSTITUTE FOR THESE MEMBERS, SO LONG AS THESE STRP BRACES ARE LOCATED NO MORE THAN 2" FROM THE FACE OF THESE UPRIGHTS. PLEASE FEEL FREE TO CALL ME WITH ANY FURTHER QUESTIONS YOU MAY HAVE. 1RSt i. d} dtixS ::Feeix7il,::fd'+.iiu�ilxtl'w` vi1:.k RECEIVED CITY OF DEC 1 a 26(1 PERMIT CENTER FAX : (909) 869 -0981 ct W; 6 D. J.U. 0o Co o w • U., W 0 = • a 1w o z � w W; D '0 I- = v; .z` z ill ill 1 111111k • ii 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX (425) 450-4076 STRUCTURAL CALCULATIONS FOR: World Lighting Tukwila, WA PROPOSED BY: World Lighting ARCHITECT: SHUTLER CONSULTING ENGINEERS, Inc. Sconzo/Hallstrom Architects 919 124 Avenue NE Bellevue, WA 98005 425 -455 -3203 DESIGN CRITERIA: R ..7 ! f ! * ' , RECEIVED CITY OF TUKWILA DEC 1 5 2000 PERMIT CENTER CODE JOB World Liq,...,iq- Tukwila SHEET NO. COVER OF CALCULATED BY BLT DATE 12/14100 CHECKED BY DATE SCALE JOB NUMBER 00-47 FiI.E_ CQP� EXPIRED DEC 22 2001 UNIFORM BUILDING CODE, 1997 Edition -J 0 O ',co la • u. W O g J u_ 4C` co d` � H O; Z H, UJ V ° ; o1= UJ ; • v or z w o z � HUTLER doe Mill MOM JNSULTING <� ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 SHEET NO OF CALCULATED BY DATE SCALE I re 2 U U O to O W W ' ' W O 2 lL co g ' I_ t— O Z I Lu U O N C UJ IL I Z iI�il1 Ilil 111 II ili ; illlli! II !� i t 1 1 I i l I 7•- ?t/ � I 13sf,j,r-W � �i ; 4 /•-�'G� Jam/ — I ! ,- '.,, - • I / ,.416-1 / m r _/ Y Gr/ I i i I I i I! I I I I I I I i / 4 , 71 ' i I i I /' 1 ,_ /iJ.t/= 1 /O I l i S #F'4' fniM I I koei)tvc /,,e./ 111 i I ld I I i i ! I I � I a I I I II I 1 I l i 1 I I I 1 I I Pi 1 ,/ i , i I i I I N l _ I I I I I I I I o6 „C`/L i /w G /tr?” )h I I 1 I I I /e/ j 4 / /A4k i /, zS" r 1 I i I S - i• c n I /C- , p12 %zr PAIIII i3' . // I I 8 ( / , 0 'll s /0, ;,wss 1 � HUTLER doe Mill MOM JNSULTING <� ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 SHEET NO OF CALCULATED BY DATE SCALE I re 2 U U O to O W W ' ' W O 2 lL co g ' I_ t— O Z I Lu U O N C UJ IL I Z - IUTLER _U EMIL JNSULTING MI/ MIN ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB ✓ - �� SHEET NO • OF CALCULATED BY DATE SCALE UO` (n 0 ; w w w 0 gQ F-- w ' . z o uj C 0 o 1- w � 0 • Z U N� 0 Z. II �� i1 I I�! II 11 , II I I i III 'IIII I 1 l i I! I I I • I .��' I I I i I 1 I I, III 1 ; i s I �,zI i I I I V I I I i 1i i I i ( I 1 I I C I t ;'. ; 1 ',2 ~ /.... I I I I; I I► , ! I I , 1 / ,y2 : /I ;,i' Ca)72,Jr t . I I I I I - I , . r S i I i ! I 2. ! I i • , ! /?-_ 03= W! /d,5 ' I ' 2 I 8 I ; , , 4' � I 1 I I l ,J I I I I I I ' I i I 1 ! I! 11 I ►ICI 1 1 I I 1 1 1 I 1 i I II - IUTLER _U EMIL JNSULTING MI/ MIN ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB ✓ - �� SHEET NO • OF CALCULATED BY DATE SCALE UO` (n 0 ; w w w 0 gQ F-- w ' . z o uj C 0 o 1- w � 0 • Z U N� 0 Z. MEI _I • Dan MISS .I )w, Ile r.u, ff fwr4Mb Mon Multi -Span Steel Beam Page „1, Description Description Span Steel Section End Fixity Unbraced Length Results L Query Values unistrut General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy - Yield Stress 36.00 ksi Spans Considered Continuous Over Supports Span Information ft ft Live Load Used This Span ? Point #1 DL k LL k @X ft Point #2 DL k LL k @X ft Reactions & Deflections Shear @left k Shear @ Right k Reactions... DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Span/Deflection Ratio Location ft Shear k Moment k -ft Max. Deflection in SHUTL ',CONSULTING ENGRS 12503 Bet -Red Road Suite 100 Bellevue, WA 98005 (425)450-4075 • (425)450 -4076 Z- sii�'J /G i•'id> ? (2) sow/ •Ju e/J un.w 8.50 Pin -Pin 8.50 _ Loads Yes 0.110 1.330 0.110 nwr 10.50 Pin -Pin 10.50 Load Duration Factor Yes 0.110 2.660 0.110 6.670 8.000 Mmax @ Cntr k -ft 0.11 0.21 @X= ft 1.36 7.98 Max @ Left End k -ft 0.00 -0.27 Max @ Right End k -ft -0.27 0.00 fb : Actual psi 0.0 0.0 Fb : Allowable psi 0.0 0.0 Bending OK Bending OK fv : Actual psi 0.0 0.0 Fv : Allowable psi 0.0 0.0 Shear OK Shear OK 0.08 0.13 0.14 0.09 0.08 0.27 0.00 0.00 0.08 0.27 0.27 0.09 0.00 0.00 0.27 0.09 0.000 0.000 0.00 0.00 0.0 0.0 Title : Dsgnr: Description : Scope : 1.00 Job# Date: 11 :23AM, 8 NOV 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.27 0.00 0.00 0.00 0.00 0.00 0.00 23.68 26.19 0.00 0.00 0.00 0.00 0.00 0.00 CHANNEL General Information Finish: Plain, painted green or pre - galvanized Stock Length: 10' and 20', other lengths on request Order By: Part No., Length & Finish PS 200 — Steel Channel (1 x 1W x 12 ga.) Modulus of Elasticity: 29,000,000 PSI PS 200 H — Channel with Holes r . 1 13A 6 ' T gm' Dia. Holes Weight: 186 IbsJ100 ft. PS 200 H3 — Channel with Holes f 9 A6' Dia. Holes 1 %/8'— ( ) Weight: 175 IbsJ100 ft. PS 200 S — Channel with Slots 73 5 . x 3' Slot O O O 0 ) 4' Weight 185 IbsJ100 ft. 1 5 413• L ELEMENTS OF SECTION 12 Ga. POWER- STRUT PS 200 EH — Channel with Elongated 9 /ie' x 1W Dia. Holes Weight 185 lbs. /100 ft. s3 Y .915' X .710' PS 200 K06 — Channel with Knockouts W Dia. Knockouts 1W H- PS 200 SB — Channel with Slotted Back 6 Weight: 190 IbsJ100 ft. — 4 Weight 173 lbs. /100 ft. z re 11 6 UO O W W � CO LL W O g CO � _ Z t- z0 W 2 o ` U ift O 0 LL F" tll Z U O z Weight (Ibs./100 ft.) Area of Section (Inch X -X Axis Y -Y Axis Moment of Inertia (Inch`) Section Modulus (Inch') Radius of Gyration (Inch) Moment of Inertia (Inch`) Section Modulus (Inch') Radius of Gyration (Inch) 176 0.519 0.176 0.192 0.581 0.222 0.273 0.654 CHANNEL General Information Finish: Plain, painted green or pre - galvanized Stock Length: 10' and 20', other lengths on request Order By: Part No., Length & Finish PS 200 — Steel Channel (1 x 1W x 12 ga.) Modulus of Elasticity: 29,000,000 PSI PS 200 H — Channel with Holes r . 1 13A 6 ' T gm' Dia. Holes Weight: 186 IbsJ100 ft. PS 200 H3 — Channel with Holes f 9 A6' Dia. Holes 1 %/8'— ( ) Weight: 175 IbsJ100 ft. PS 200 S — Channel with Slots 73 5 . x 3' Slot O O O 0 ) 4' Weight 185 IbsJ100 ft. 1 5 413• L ELEMENTS OF SECTION 12 Ga. POWER- STRUT PS 200 EH — Channel with Elongated 9 /ie' x 1W Dia. Holes Weight 185 lbs. /100 ft. s3 Y .915' X .710' PS 200 K06 — Channel with Knockouts W Dia. Knockouts 1W H- PS 200 SB — Channel with Slotted Back 6 Weight: 190 IbsJ100 ft. — 4 Weight 173 lbs. /100 ft. z re 11 6 UO O W W � CO LL W O g CO � _ Z t- z0 W 2 o ` U ift O 0 LL F" tll Z U O z Span, or Max. Load Static Beam Load (X -X Axis) of Column Loaded at C.G. Total Uniform Load Deflection Total Uniform Load 01/240 Total Uniform Load 01/360 Column (K =1.0) @25,000 PSI @25,000 PSI Span Deflection Span Deflection In Lbs Lbs In Lbs Lbs 12 10,580 3,230 0.01 — — 18 9,720 2,150 0.03 — — 24 8,670 1,610 0.06 — — 30 7,530 1,290 0.09 — 1,230 36 6,360 1,080 0.13 — 850 42 5,240 920 0.17 — 630 48 4,420 810 0.22 720 480 54 3,830 720 0.28 570 380 60 3,390 650 0.35 460 310 66 3,040 590 . 0.42 380 250 72 2,760 540 0.50 320 210 84 2,310 460 0.69 230 160 96 1,980 400 0.90 180 120 108 1,710 360 1.14 140 120 — 320 1.40 120 80 ROWER - STRUT' General information Finish: Plain, painted green or pre- gaivanized Stock Length: 10' and 20', other lengths on request Order By: Part No., Length & Finish 0 - Beam & Column Loads s - Column loads are for allowable axial loads and must be reduced for eccentric loading. For concentrated load at center of span, divide uniform load by 2 and multiply corresponding deflection by 0.8. This load table is based on a solid channel section. PS 200 - Crush Loads For Pierced Channels, reduce beam load values as follows: PS- 200 -EH 15% PS -200 -S 15% PS -200 -H 10% PS- 200 -K06 5% PS- 200 -SB 30% For Extruded Aluminum Channels, reduce beam load values 38 %. Resistance to Slip -1,500 lbs. per bolt when /z' PS NS channel nuts are used. Pull Out Strength -2,o00 lbs. per bolt when Y' PS NS channel nuts are used. CHANNEL a J U • o N 0 U)w CO tL W 0 ` i_co d • w Z ▪ O Z F- ▪ tu U 0 O N 0 l--% I v • ; � _ C.) Y2 0 Z reproduction from portions of the Ilth Edition of THE MANUAL 'STEEL CONSTRUCTION by express permlc_.an of the American Institute of Steel Constructi BEAM DIAGRAMS AND FORMULAS For various static loading conditions SIMPLE BEAMS 148 R = 2 R R V max. = M Max. = VIII) P� Amax. = 48E1 M ..IIIIIIIIIIIIIIII4. BEAMS FIXED AT ONE END, SUPPORTED AT OTHER r L / R V (Illlllll P 1111111111 "HI" R SP 16 V max = 1 16 M max. 16 V Amax. at x = 0.447L Amax. = 0.009317 -1" M El BEAMS FIXED AT BOTH ENDS V max. = Max. =B 3 Amax. = 192EI """II III .n1IlIIII1u . 11 1 R= 2 V RUM. = M max. eL Amax. = 5WL 384E1 R1 8 V max. = 8 M max. 8L Amax. at x = 0.4215L Omax = WL3 185E1 M V max. = M max. =11 Amax. 384E1 V I R 1 v 111111111111 � R2= Pa Vmax.= La M max. =PLb Amax. = Pab(a +2b) 'J3a(a +2b) 27E1L R R1= 2 (a +2L) R2= (3L -a M at point of load = R M at fixed end = Eq(a +L) a1 (3a +b) R2= (a+3b) M =P- M2= 2 2 Z ce V0 co p N W' W I : J co u W d ' 1— W I0 — W W; U W W _ F- — u. 0 { ll W � ` z • ,(:. BEAM LOAD (STATIC) CONVERSION FACTORS • rvo I• \ wont. S Power -Strut beam loads shown for varoius channels throughout this catalog are for single span, simple beams, with uniforr Loading or other support conditions can be calculated by multiplying the channel beam load by the appropriate factor listed LOAD AND SUPPORT CONDITION 1. Simple Beam, Uniform Load r SPAN 2. Simple Beam, Concentrated Load at Center } } 3. Simple Beam, Two Equal Concentrated Loadcs at 1/4 pts 1 } } 4. Beam Fixed at Both Ends, Uniform Load • • 5. Beam Fixed at Both Ends, Concentrated Load at Center } 6. Cantilever Beam, Uniform Load Amour APAIrAPAVA/ 7. Cantilever Beam, Concentrated Load at End 8. Continuous Beam, Two Equal Spans, Uniform Load on One Span �--- SPAN SPAN 9. Continuous Beam, Two Equal Spans, Uniform Load on Both Ends 10. Continuous Beam, Two Equal Spans, Concentrated Load at Center of One Span } 11. Continuous Beam, Two Equal Spans, Concentrated Load at Center of Each Span } 1 LOAD FACTOR 1.00 0.50 1.00 1.50 1.00 0.25 0.12 1.30 1.00 0.62 0.67 PROBLEMS & SOLUTIONS 1.) To determine the load and deflection of a PS -200 simple beam 72' long, with a concentrated load at the center of span: From the PS -200 Beam Load Chart (page 15), the maximum uniform load for a 72' span is 560# with a deflection of .50'. Multiply the above factors: Load = 560 x .50 = 280# Deflection = .50 x .80 =.40' DEFLECT FACTO! 1.00 0.80 1.10 0.30 0.40 2.40 3.20 0.92 0.42 0.71 0.48 2.) To determine the load and deflection of a PS- 200 -2T3 cantilever beam 24' long with a concetrated load at en From the PS- 200 -2T3 Beam Load Chart (page 16), the maximum uniform load for a 24' span is 3130# with a deflection of .02'. Multiply the above factors: Load = 3130# x .12 = 376i Deflection = .02 x 3.20 = .( __ S TLER _ ■- CONSULTING MI/ MIN ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (42S) 450 -4075 FAX (425) 450.4076 JOB SHEET NO S .7 CALCULATED BY DATE OF SCALE 0 0 X 01 W : W0 2 gQ CO = a . I- Ili z � Z0 V 0, 2 ▪ W ' • • Z' 0 I I z :.: I II! II III,!! 1 I • I I I /—, II I ! i � I I I 1 d' I 0 a .....-0;74 9r I ?A' „2 ?' i - l i I L I I I i ,lq I j 1 ; I i ' i ,1 $. / «2$ I 4.'•7t I I I I � ; I 1 L i 1 I I,. 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IL i z 'i 0 Yi- H ~' Z .. 11 I illl 1 1 1111 I i!1 I 1 I / 1 j i,11 1 ! I ± 11 , I iI � I I I � I i I• - ! 1 I ...G ( I ( I i I Z I I I i �i 1 ; i I 111 I 111 I I i I I I ( t I i I 1 i f i I i I � •. , I I 1 I I! ; I I I I ! I ' � I I I 1 i I I ( 1 f � 1 1 1 111 __1UTLER _11111111111L _.SNSULTING ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB eve '%/ SHEET NO _ • / OF CALCULATED BY DATE SCALE Q O coo; W =' J �f CO LL' W 0 ` u. II• al Z U1 w` U O N '0 1_ ''. = 01 U. H 111 Z N 0 Z.. Section Sections... Prop Label Group Tag Material Area Depth Width Tf Tw lxx lyy 0 000 Node Displacements & Reactions Node Label Load Combination Node Displacements Node Reactions X Y Z X Y Z In in Radians k k k -ft Materials... Member Youngs Density Thermal Yield Label ksi kcf in/100d ksi Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X . / Y Moment # # 2 # 3 # 4 # 5 L b0:24AM. 9 NOV 00 FastFrame 2 -D Frame Analysis V 5.0.8 Page 1 Nodes... Node Label 1 2 3 4 Member... Member Endpoint Nodes Property Label Label I Node J Node 1 TS5x5x114 ✓ 2 TS8x4x3 /16 3 I TS5x5x1 /4 Member Label 1 2 3 2 3 4 Unbraced Lengths Lu:Z ft Lu:XY Member Length ft 14.000 11.000 14.000 Slenderness Factors K:Z K:XY I End Releases X Y Z. J End Releases X Y Z Member Stress Check Data... AISC Bending & Stability Factors Cm Cb 1 2 1 2 3 4 Default Default Node Coordinates X ft Default TS5x5x1 /4 T Steel TS8x4x3/16 T Steel 0.000 0.000 11.000 11.000 (c) 1988 -97 ENERCALC 0.000 14.000 14.000 0.000 14.000 11.000 0.500k lateral lateral lateral lateral T T X Restraint Fixed 14.000 11.000 Fixed 1.00 0.000 29,000.00 0.490 1.000 in 4.590 in2 4.270 in2 0.96005 0.95978 0 // e 1.00 1.00 1.00 o .uuu in 0.000 in 5.000 in 5.000 in 8.000 in 4.000 in 0.00080 - 0.00080 0 Title Job # : Description.... Y Restraint Fixed Fixed 1.00 1.00 1.00 0.000650 -0.00092 -0.00091 -0.00811 c: \S CEDOCS \0047 \Frames \trans_1.FFW . in 0.000 in 0.250 in 0.250 in 0.188 in 0.188 in -V. - 0.24997 Z Restraint Internal Internal Internal 46.00 0 0 Date: Internal Internal Internal Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y # Load Combination Factors #2 #3 #4 #5 - V. VJVJV 0 0 0.63636 Node Temp e F 0 0 0 0 0.00 in4 16.90 in4 16.90 in4 35.30 in4 12.00 in4 0 0 0 V 5.0.8 Z UO` .0 cow. N tL w O _ g d W : Z � i- 0 Z 0 co W UJ Z • Z liJ co , H = 0 F- Materials... Member Youngs Density Thermal Yield Label ksi kcf in/100d ksi Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X . / Y Moment # # 2 # 3 # 4 # 5 L b0:24AM. 9 NOV 00 FastFrame 2 -D Frame Analysis V 5.0.8 Page 1 Nodes... Node Label 1 2 3 4 Member... Member Endpoint Nodes Property Label Label I Node J Node 1 TS5x5x114 ✓ 2 TS8x4x3 /16 3 I TS5x5x1 /4 Member Label 1 2 3 2 3 4 Unbraced Lengths Lu:Z ft Lu:XY Member Length ft 14.000 11.000 14.000 Slenderness Factors K:Z K:XY I End Releases X Y Z. J End Releases X Y Z Member Stress Check Data... AISC Bending & Stability Factors Cm Cb 1 2 1 2 3 4 Default Default Node Coordinates X ft Default TS5x5x1 /4 T Steel TS8x4x3/16 T Steel 0.000 0.000 11.000 11.000 (c) 1988 -97 ENERCALC 0.000 14.000 14.000 0.000 14.000 11.000 0.500k lateral lateral lateral lateral T T X Restraint Fixed 14.000 11.000 Fixed 1.00 0.000 29,000.00 0.490 1.000 in 4.590 in2 4.270 in2 0.96005 0.95978 0 // e 1.00 1.00 1.00 o .uuu in 0.000 in 5.000 in 5.000 in 8.000 in 4.000 in 0.00080 - 0.00080 0 Title Job # : Description.... Y Restraint Fixed Fixed 1.00 1.00 1.00 0.000650 -0.00092 -0.00091 -0.00811 c: \S CEDOCS \0047 \Frames \trans_1.FFW . in 0.000 in 0.250 in 0.250 in 0.188 in 0.188 in -V. - 0.24997 Z Restraint Internal Internal Internal 46.00 0 0 Date: Internal Internal Internal Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y # Load Combination Factors #2 #3 #4 #5 - V. VJVJV 0 0 0.63636 Node Temp e F 0 0 0 0 0.00 in4 16.90 in4 16.90 in4 35.30 in4 12.00 in4 0 0 0 V 5.0.8 Z UO` .0 cow. N tL w O _ g d W : Z � i- 0 Z 0 co W UJ Z • Z liJ co , H = 0 F- Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X . / Y Moment # # 2 # 3 # 4 # 5 L b0:24AM. 9 NOV 00 FastFrame 2 -D Frame Analysis V 5.0.8 Page 1 Nodes... Node Label 1 2 3 4 Member... Member Endpoint Nodes Property Label Label I Node J Node 1 TS5x5x114 ✓ 2 TS8x4x3 /16 3 I TS5x5x1 /4 Member Label 1 2 3 2 3 4 Unbraced Lengths Lu:Z ft Lu:XY Member Length ft 14.000 11.000 14.000 Slenderness Factors K:Z K:XY I End Releases X Y Z. J End Releases X Y Z Member Stress Check Data... AISC Bending & Stability Factors Cm Cb 1 2 1 2 3 4 Default Default Node Coordinates X ft Default TS5x5x1 /4 T Steel TS8x4x3/16 T Steel 0.000 0.000 11.000 11.000 (c) 1988 -97 ENERCALC 0.000 14.000 14.000 0.000 14.000 11.000 0.500k lateral lateral lateral lateral T T X Restraint Fixed 14.000 11.000 Fixed 1.00 0.000 29,000.00 0.490 1.000 in 4.590 in2 4.270 in2 0.96005 0.95978 0 // e 1.00 1.00 1.00 o .uuu in 0.000 in 5.000 in 5.000 in 8.000 in 4.000 in 0.00080 - 0.00080 0 Title Job # : Description.... Y Restraint Fixed Fixed 1.00 1.00 1.00 0.000650 -0.00092 -0.00091 -0.00811 c: \S CEDOCS \0047 \Frames \trans_1.FFW . in 0.000 in 0.250 in 0.250 in 0.188 in 0.188 in -V. - 0.24997 Z Restraint Internal Internal Internal 46.00 0 0 Date: Internal Internal Internal Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y # Load Combination Factors #2 #3 #4 #5 - V. VJVJV 0 0 0.63636 Node Temp e F 0 0 0 0 0.00 in4 16.90 in4 16.90 in4 35.30 in4 12.00 in4 0 0 0 V 5.0.8 Z UO` .0 cow. N tL w O _ g d W : Z � i- 0 Z 0 co W UJ Z • Z liJ co , H = 0 F- L b0:24AM. 9 NOV 00 FastFrame 2 -D Frame Analysis V 5.0.8 Page 1 Nodes... Node Label 1 2 3 4 Member... Member Endpoint Nodes Property Label Label I Node J Node 1 TS5x5x114 ✓ 2 TS8x4x3 /16 3 I TS5x5x1 /4 Member Label 1 2 3 2 3 4 Unbraced Lengths Lu:Z ft Lu:XY Member Length ft 14.000 11.000 14.000 Slenderness Factors K:Z K:XY I End Releases X Y Z. J End Releases X Y Z Member Stress Check Data... AISC Bending & Stability Factors Cm Cb 1 2 1 2 3 4 Default Default Node Coordinates X ft Default TS5x5x1 /4 T Steel TS8x4x3/16 T Steel 0.000 0.000 11.000 11.000 (c) 1988 -97 ENERCALC 0.000 14.000 14.000 0.000 14.000 11.000 0.500k lateral lateral lateral lateral T T X Restraint Fixed 14.000 11.000 Fixed 1.00 0.000 29,000.00 0.490 1.000 in 4.590 in2 4.270 in2 0.96005 0.95978 0 // e 1.00 1.00 1.00 o .uuu in 0.000 in 5.000 in 5.000 in 8.000 in 4.000 in 0.00080 - 0.00080 0 Title Job # : Description.... Y Restraint Fixed Fixed 1.00 1.00 1.00 0.000650 -0.00092 -0.00091 -0.00811 c: \S CEDOCS \0047 \Frames \trans_1.FFW . in 0.000 in 0.250 in 0.250 in 0.188 in 0.188 in -V. - 0.24997 Z Restraint Internal Internal Internal 46.00 0 0 Date: Internal Internal Internal Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y # Load Combination Factors #2 #3 #4 #5 - V. VJVJV 0 0 0.63636 Node Temp e F 0 0 0 0 0.00 in4 16.90 in4 16.90 in4 35.30 in4 12.00 in4 0 0 0 V 5.0.8 Z UO` .0 cow. N tL w O _ g d W : Z � i- 0 Z 0 co W UJ Z • Z liJ co , H = 0 F- Member End Forces... Member Label Load Combination Node " I " End Forces Axial Shear Moment k k ft-k Node " J " End Forces Axial Shear Moment k k ft-k 1 2 3 lateral lateral lateral - 0.63636 0.25003 0 0.24997 - 0.63636 - 3.50037 0.63636 0.24997 3.49963 0.63636 - 0.25003 . 3.50037 - 0.24997 0.63636 / - 3.49963 - 0.63636 - 0.24997' 0 Steel Stress Checks... L Member I Load Combination Label I Combination 1 1 latera 2 lateral 3 lateral Overall Maximum 0.210 0.159 0.210 @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right End Shear 0.005 0.054 0.104 0.153 0.21 0.159 0.083 0.008 0.072 0.15' 0.210 0.160 0.111 0.062 0.00: 0.005 0.012 0.005 Member Overall Envelope Summary Member Label Axial Shear Moment Deflection Maximum Section I k k ft-k . in Stress Ratio 1 2 3 TS5x5x1 /4 TS8x4x3/16 TS5x5x1 /4 0.636 0.250 3.500 0.981 0.210 0.250 0.636 3.500 / 0.014 0.159 0.636 0.250 3.500 : 0.939 0.210 Title . Job # : Description.... -> Deflection values listed are the maximum of a sampling of 31 points across the member (c) 1988-97 ENERCALC c :\SC EDOCS \0047\Frames \trans_1. FFW Date: 10 :24AM, 9 NOV 00 FastFrame 2 -D Frame Analysis V 5.0.8 - Page 2 141 V 5.0.8 5 u j Ui U` m a; CO W , w O' g J! 3' d p Z I` LU Z cc �!' D Oj 10 N4 ;O F• i W till u . i Z ' tA ' z Node Label Node Coordinates ft X n X Restraint Y Restraint Z Restraint Node Temp 1 2 3 4 0.000 0.000 22.000 22.000 0.000 14.000 14.000 0.000 Fixed `/ ✓ Fixed Fixed Fixed Load Combinations... 0 0 0 0 1 Member... [ Member Label 1 2 3 Property TS5x5x5/16 TS8x4x5 TS5x5x5/16 Label Endpoint Nodes I Node J Node Member Length ft I End Releases X Y Z J End Releases X Y Z .1 1 2 /16 ✓ 2 3 ✓ 3 4 14.000 22.000 14.000 1.000 Member Stress Check Data... Member Label Unbraced Lengths Lu : Z ft Lu : XY Slenderness Factors K : Z K : XY AISC Bending & Stability Factors Cm Cb 1 2 3 14.000 14.000 22.000 22.000 14.000 14.000 1.00 1.00 1.00 1.00 1.00 1.00 internal Internal Internal Internal Internal Internal Materials... Member Label Youngs ksi Density kcf Thermal in /100d Yield ksi Steel t 1.00 29,000.00 0.000 7 0.490 o.000000 1.00 I 0.000650 T 46.00 Section Sections... Prop Label Group Tag Material Area Depth Tf lxx Width Tw lyy Default TS5x5x5/16 TS8x4x3/16 TS8x4x5/16 Default Steel Steel Steel 1.000 in2 0.000 in 0.000 in 1.00 in4 0.000 in 0.000 in 0.00 in4 5.610 in2 5.000 in 0.313 in 20.10 in4 5.000 in 0.313 in 20.10 in4 4 in2 8.000 in 0.188 in 35.30 in4 4.000 in 0.188 in 12.00 in4 6.860 in2 8.000 in 0.313 in 53.90 in4 4.000 in 0.313 in 18.10 in4 Node Loads.... Concentrated Loads and Moments Node Label X Y Moment Load Case Factors # 1 # 2 # 3 # 4 # 5 2 I 0.660k 1.000 Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y Load Combination Factors # 1 # 2 # 3 # 4 # 5 lateral 1.000 1.000 Node Displacements & Reactions Node Label Load Combination Node Displacements X Y Z in in Radians Node Reactions X Y k k Z k -ft 1 2 3 4 lateral lateral lateral lateral 0 0 - 0.00955 1.15775 0.00043 - 0.00156 1.15731 - 0.00043 - 0.00156 0 0 - 0.00955 - 0.33004 - 0.42000 0 0 0 0 -0.32996 0.42000 0 0 0 0 Nodes... (c) 1988-97 ENERCALC '.ffw.FFW Title . Job # : Description.... �r. Date: s L b028AM, 9 NOV 00 FastFrame 2 -D Frame Analysis V 5.0.8. Page 1 V 5.0.8 Member End Forces... Member Label Load Combination Node " I " End Forces Axial Shear Moment k k ft-k Node " J " End Forces Axial Shear Moment k k ft-k 1 2 3 lateral lateral lateral - 0.42000 0.33004 0 0.32996 - 0.42000 - 4.62060 0.42000 0.32996 4.61940 0.42000 - 0.33004 4.62060 - 0.32996 0.42000 - 4.61940 - 0.42000 - 0.32996 0 Steel Stress Checks... L Member Label 1 2 3 Load Combination lateral lateral lateral Overall Maximum 0.230 0.137 0.230 @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right End Shear 0.003 0.058 0.112 0.167 0.23' 0.137 0.072 0.006 0.062 0.13' 0.230 0.175 0.120 0.065 0.00: 0.006 0.005 0.006 I Member Overall Envelope Summary Member Label Axial Shear Moment Deflection Maximum Section k k ft-k in Stress Ratio 1 2 3 TS5x5x5 /16 TS8x4x5116 TS5x5x5 /16 0.420 0.330 4.621 1.181 0.230 0.330 0.420 4.621 0.047 0.137 0.420 0.330 4.619 1.134 0.230 Title Job # : Description.... ir. Date: L 10:28AM, 9 NOV 00 FastFrame 2 -D Frame Analysis V5.0,8 Page 2 -> Deflection values listed are the maximum of a sampling of 31 points across the member (c) 1988-97 ENERCALC '.ffw.FFW V 5.0.8 NOM g: U V Nw , . N w O; LL Q`[ t, Di w . U 0` `0 ,0 1- ul W 0 2 Materials... Member Label Youngs ksi Density kcf Thermal in/100d Yield ksl 1 10:34AM, 9 NOV 00 Nodes... L Node Label 1 2 3 4 5 6 Node Coordinates X ft 0.000 0.000 " Fixed 0.000 14.000 9.000 14.000 V 18.000 14.000 18.000 0.000 9.000 0.000 ✓ Member... Member Label Property Label 1 TS5x5x1 /4 2 TS8x4x3/16 3 TS8x4x3 /16 4 TS5x5x1 /4 5 TS5x5x1 /4 Member Stress Check Data... Member L Label 1 2 3 4 Default I 1.00 29,000.00 Steel Section Sections... Prop Label Group Tag Default TS5x5x1 /4 TS8x4x3 /16 Node Loads.... Concentrated Loads and Moments Node Label 1 x Y Moment 2 T - 1.080k Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y Load Combination Factors #1 #2 #3 #4 #5 lateral (c) 1988-97 ENERCALC Unbraced Lengths Lu :Z ft Lu:XY 14.000 9.000 9.000 14.000 Material Default T Steel T Steel 1 2 3 4 3 1.000 FastFrame 2 -D Frame Analysis X Restraint 14.000 9.000 9.000 14.000 Area Fixed Fixed Endpoint Nodes I Node J Node 2 3 4 5 6 1.000 in2 4.590 in2 4.270 in2 0.490 Member I End Releases Length k X Y Z 14.000 9.000 9.000 14.000 14.000 Slenderness Factors K:Z K:XY 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Depth Width 0.000 in 0.000 in 5.000 in 5.000 in 8.000 in 4.000 in Title . Job # : Description.... Y Restraint Fixed Fixed Fixed 0.000650 1.000 1.000 c: \SCEDOCS \0047 \Frames\long_1.FFW C AISC Bending & Stability Factors Cm Cb Tf Tw 0.000 in 0.000 in 0.250 in 0.250 in 0.188 in 0.188 in V 5.0.8 Z Restraint Internal Internal Internal Internal Internal 36.00 Date: Internal Internal Internal Internal Internal lxx lyy 1.00 in4 0.00 in4 16.90 in4 16.90 in4 35.30 in4 12.00 in4 Page 1 Node Temp deg F J End Releases X Y Z Load Case Factors #1 #2 #3 #4 #5 V 5.0.8 tU re 2 U O too; 1 - L . W ' �[ W lL W 0 F- W; I- 0 ZF D, t] fti W Z 11 1 F= _ 0 z Member End Forces... Member Label Load Combination Axial k Node " I " End Forces Shear k Moment ft -k Axial k Node " J " End Forces Shear k Moment ft -k 10:34AM, 9 NOV 00 Node Displacements & Reactions Node Label 2 3 4 5 6 2 3 4 5 Load Combination atera atera atera atera atera atera atera atera atera atera atera Steel Stress Checks... Member Load Comb nation Label 1 latera 2 latera 3 latera 4 latera 5 latera Member Overall Envelope Summary Member Label 1 2 3 4 5 (c) 1988-97 ENERCALC Section TS5x5x1/4 TS8x4x3/16 TS8x4x3 /16 TS5x5x114 TS5x5x1 /4 -> Deflection values listed are the maximum FastFrame 2 -D Frame Analysis X in 0 - 1.33131 - 1.33066 - 1.33037 0 0 - 0.74105 - 0.33872 - 0.83973 - 0.00055 Overall Maximum 0.363 0.280 0.275 0.363 0.421 Axial k Node Displacements Y in 0.840 0.741 0.339 0.840 0.001 of a sampling of 31 0 - 0.00106 6,888.E -010 0.00106 0 - u. 000aa 0.84027 0.83973 - 0.33872 - 0.40233 Shear k Title Job # : Description.... Z Radians 0.01118 0.00142 0.00020 0.00142 0.01117 4.74532 2.81553 - 4.74201 - 5.63267 0.339 0.840 0.840 0.339 0.402 points across the member c: \SC E DOCS \0047 \Frames\iong_1. FF W X k 0.33895 0 0 0 0.33872 - 0.84027 0.74105 0.33872 0.83973 0.00055 Moment ft -k 4.745 4.745 4.742 4.742 5.633 V 5.0.8 1.359 0.024 0.020 1.302 1.297 Date: Page 2I Node Reactions Y Z k k -ft • 0.84027 0 0 0 0 - 0.83973 0.33895 - 0.84027 - 0.83973 0.33872 0.40233 @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right Enc 0.009 0.094' 0.180 0.265 0.36: 0.280 0.175 0.071 0.050 0.16' 0.165 0.060 0.051 0.156 0.27: 0.363 0.277 0.192 0.106 0.00; 0.421 0.319 0.218 0.116 0.00' Deflection in - 4.74532 2.81714 4.74201 0 0 Shear 0.009 0.019 0.019 0.009 0.011 Maximum Stress Ratio 0.363 0.280 0.275 0.363 0.421 0 0 0 V 5.0.8 I I I I i I I I I I I 1 I I l i I ! i I I I i i l l i i j ! I,j ; � ' ,� 1 In ...) ••'• I 1 q , ti l 1 C I "111 � � ; L ! ! ( I ! , �� I� \ I ` �� 4 I� 1 . I i i . — — 1 i = I I ; ; L � .� I i 4 I \ —\ I\ � I I i l l I II - ` T i . 1 I � I � fffff �. � � .- i--- ; 1 I i -- I i I i 1 1 I I ! 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BY m A-yc (ZA-N: 449 VS 2poo LPs :. 17(t- pa qt. or= I3e s ..W4 $0 this _ /L e ES-. 974 D in TE1./1+ -tsi, D ca - 1,i7 J(4-4 tx 1k =3 +(o-I- 12+ l$ =r3 f . ,0$(ok r ,1'�b r = r .342 P oi ri .5i2 II/t 9 28O,. s4, 14.° �— clr r -1C4Ls 6 Ad- i /J 4 ; DATE 9 -a 0 PROJECT 1004 n t- /614fl4 G9 SHEET NO. / OF 4 DATE TU 411 LA / OA JOB NO. 0 05 4- Sic. 2122, 1.I iEr:f M. = 7-4 0.31 It -" (- 3(0_3 3?) Ts 2,34 V'� ,qo' /�cLi hylA G4.4f ?c. v 144k. LOA d►.1 TO? L ie. o13L' . kiTT y 0.300 @ 214" T " 0. 94.r`' V o. /5' / e- L 2 x 5 Yz y 1$-rtr 4Si4 I 6S 3) per- gnt pL r7 . 1 . 0 0 It 0, 9/ 7 x 4 /3 = z4,5 VA = 2g 1.84 ' o • 917 4/3 = 4.501` g'?ect -L. Iticp EGi L J C�1TQ)5�3 + v1vk'513 = 0,619 crn ) a- 4 I,0 N M 30 RECEIVED CITY OF TUKWILA PERMIT CENTE rit &S . Tom x-442 ? L u7 u Iris V _ /3 2 = 54.03 PO-k P s 3.24 • ge-Atks , at 14 Gib S•ratigs A p d . 2s1 mf CIG / = 120. 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Vs, , Os ,.0 c. ,r rrF& r gp•X "F 14 c. a I. s 0,6 / 4010 t ZWi, D,Szr(5 a- 2,93/ 4'1" Z S; '.37 k- k.: Piro t :� //uG trr [2ctu SrE, 41. usl, j oS 1/. o, 0183 .J V . , 0 78 31 ' OS /2 = 0,247 6r _• • b ! Z r 3 4 „ .023 �� (% � . 03S`/` � , 047 1'S a ,060 ' ,106 k'/' 7 U c.)O a ' v) w LL w o LL a : =v mo uj z � k Z ~; O- w w - o LA co Z, 0 BY g) CHKD. BY ti.23? DATE /- PROJECT SHEET NO. 3 OF DATE JOB NO. ODS4- 1 Li- •\ t)) 41 7 34 Ivy. 5 fr. 74 Lb. i44 Wet. 0) 6E-krws PAILe MAST ca-t-Ttc/e- • to" PpeAlsts Oeios . , G2.11 (e- " 1.4 44,A $12-ArcrA41"5 43 CID faiiirvIA ; 7 I .14 .a9 r.;6.1 1,5,5o 1,,)&to m Ca-kir/14W' mit, 0. (1.0%). 10/2 = t)c Ar 12,5 %. C-4 Flie.rTY (toot-Ti tzko epo K .125. Css [I. k it fr- 2, 3S co*, Lbe 7. 0. 5 Got 0M9J Ai 4C.-ugot S 1-#1 3 AW 2 ' 0, t 44• 3 7 3 /As. 4 ' A e 7:t 1"! S x .o. 0.1/5 4:1-s S,W) 444. L. r it 2 24 .2* 5 .orT 3 kv„.• Le.° 1 S xe 9.89T,K....' -EL. 1,22 4 FII9 Fy o ' 3 11-1,A 04 TR-tac. r.‘ 1.144 ou , 3 5 ,i 7 .157 4.--) 1JS re. s. S.11 Ark' 6, 3SG, ■,' '• t,,4,14;:u.e5:tiJuote.N,L.Q.4 Z BY ?fl- DATE 9 -0 PROJECT SHEET NO. 4- OF 4- CHKD. BY DATE JOB NO. 0054- ‘1 34. Q 48 " k 1135 N C (.1..`r') 14 it. 44, (A •e9_____ 6 774-4-14 qt.% 7, Is1,1,4 fA.ti 6t s c�z, s 3 &,; ;G, 141 Ida Se vs P 155. 5-4 / 69, 93 '- 0.35 f P. l& &S1 ■4 G 1.33 ciffeg 144 SPA s ; /364114i 1..i .. 354- kl .,a4- 3.4 r 4.4-CK S 41J l 13E641 13 .fi z ikto3y 44..x' 5 7. 3619 3 3 -941- feac,xe s &eV Nlk z ! S. VO � 1D &J&1.0J J-fts /VIA 1. 7, $ e,0,01 ,04 Js A4 (.2.051/2 ) [44lg IF, 4.5 14 - 1e.5 /' CWD f i r, f F4 .44-g/1-7y Edo Ael i z -(s s Nc) s • 44 w K aGc. < /44 4 M 16,E4 k' a -4cd : 29.17 ks,' of < F = 3a ts ' 4i = A. 80" ak. &) Liao z .to" 1 / I TYPICAL 'FINGER WALL' TYPICAL 'PUSH -UP FEATURE END' UNIT END UPRIGHTS ARE SECURED VITH ANCHOR STRAPS AS SHOVN. (2 EACH PER END UPRIGHT) .FINISH: DIE NUMBER: DIE NUMBER: CONNECT FROM ROOF STRUCTURE, ON 48' WOOD 'TEE' TYPICAL AT EACH UPRIGHT IN FINGER VALLI (BY OWNER) STANDARD JOIST HANGER, TYPICAL (BY OWNER) ECt4 REMARKS SEE NOTE R1 MATERIAL TOLERANCES (UK.ESS O111ERMiSE SPECIFED) SID. A IfS NE 9Q /t CLES = t i' FWCID6 e t 1/32' WE ■ t 1/16' 2 PUCE OECWLS = i 0.015' 3 PUCE OECW S = t 0.005• m e4 BY : P. PLEW BOW FtE: AS NEEDED AS NEEDED coiPUIER 000363804.0Wt; TYPICAL (FULL UP 11 NOTE! 2' x 6' P1 INTENDED TO SU 12 OWNER TO SUPPL A. WOOD (2' X 6 B. WOOD MOUNTIN C. BRACING FOR D. FLOOR ANCHOR CATE 7/07/2000 SYNDICATE SYSTEMS MIDDLEBURY, INDI. TOLERANCES ONES 011€RM1SE SPEWED) 510. /WCtfS ME W IMO = r MACRONS . t 1/32 . f t /te' 2 PUCE OEcW S • t 0.015' 3 PIKE OECUMS • t a005' CRAW er : P. PLEW COI PUT R flE: 000363804.OWG FILE: BCH SYNDICATE SYSTEMS, INC. MIDDLEBURY, INDIANA TYPICAL (FULL TRUSS PLATE ASSEMBLY) TYPICAL /— (HALF TRUSS PLATE ASSEMBLY) TYPICAL 'FREE STANDING GONDOLA' UNIT (FULL UPRIGHTS) 11 NOTE: 2' x 6' NQIINAL CONSTRUCTION INTENDED TO SUPPORT VERTICAL LOAD 12 OVNER TO SUPPLY: A. WOOD (2' X 6`) B. WOOD MOUNTING HARDVARE C. BRACING FOR ROOF STRUCTURE D. FLOOR ANCHORS DATE 7/07/2000 NFC. PROJECT SOO - 0363 E, .JOIST HANGERS F. FIELD FITTING OF ALL COMPONENTS G. FURRING STRIPS ON EXISTING VALLS D2r)co- (R EF t NO ANCHOR TO VALL VITH TAPCONS INTO 1' X 3' FURRING STRIPS PROVIDED BY INNER NWBER USED OH : RECEIVED CI'Iy OF TUKWILA DEC 1 5 2000 PERMIT CENTER TYPICAL VALL UNIT (HALF OR WALL UPRIGHTS) E PIKED 0 M221001 ANCHOR ALL MOUNTING PLATES TO 4' CONCRETE FLOOR (WITH HILTI OR EQUIVALENT, 2 EACH, 3/B' X 3' EMBEDMENT AT EACH LOCATION) GRADE LUMBER USED AS STABALIZING BRACING. THEY AR \U'' WORLD LIGHTING INSTALLATION DETAILS (TYPICAL) EET 1 OF 1 i:!FcyaGli.e444 irri CL 2 U ` U0 N • WW F ' u. 0 . = W ` z � I-0 Z 1` cu U ON 0 1 w w 0 ; Z U 0 z I• I January 16, 2001 File: 00 -290 Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Tukwila Lighting Store (World Lighting) Address: 300 Andover Park W. Suite G00 Permit No 82000494— ilt'' 94 f 006�320` This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of those reports have already been sent. * Aproved drawings for racking were not availble at time of inspection of original inspection. Final inspection report dated 1- 16 -01, number 28236 is enclosed. 1. Reinforced concrete 2. Epoxy dowels /anchors 3. Steel decking Structural steel erection to include on site welding and high strength bolting z " sioiij nc io�J��lt i'�slaltatro HV �1Seis(11rcV611 $,. • To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC. Ait ()Pelt f t .---- Kimberle Anderson President cc: Sconzo- Hallstrom Shulter Consulting Engineers Pennon Construction -faxed to jobsite I ! , I ,III • I •, I *REVISED FINAL I II • , � I A A rr it';11tH; AIIIIIIAIlIll, III Ri,CF pit ED .01; ,' ,'fill) d:'rq • II,•,Inu Client: Sconzo - hallstrom 919 124th Ave NE Bellevue, WA 98005 Contact: Date: 1/16/01 _NJ Distribute Client WI Distribute Engineer gl] Distribute Municipality '.Z Distribute Contractor E Distribute Architect Field Report Time: Project Number: 00-290 Permit #: , , D2000=320 - • Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila Project Name: Inspector: Ice, Gerold Reviewed by: Jerry Anderson Report Number: 28236 Temperature: Racking that was observed, while installation was in progress ( ref. Report # 26951 dated 12 -18- 00) is now complete and acceptable per. Engineer and City of Tukwila approved drawings. Ref. Drawing # S00 -0363 Workmanship is in accordance with approved drawings. All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVE FER 12; "1•1 comiviUmry DEVEI..OPMEt Revision ' No.. Date Received Staff Initials - Date Issued . Staff Initials Staff Initials 1 I 12.-15-00 I I I- I2 l Staff Initials Summary of Revision: Summary of Revision: A be st eel. Su • • •et St 9 -}p t „.a . ' EleC ical ganG ' dispIauj/ 'x . VCrk i 1 FI x:to . Received By: ._..J (►\A 1:3,.:--(k T Revision I No. ' '. Date Received I Staff Initials Date Issued Staff Initials Staff I Initials I Date Issued Staff Initials Summary of Revision: Received By: . • • Received By: Revision No. I Date Received Staff Initials Date Issued Staff Initials Staff I Initials I Date Issued Staff Initials Received By: . • Summary of Revision: • Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: . PROJECT NAME: Wo. Ll Yl PERM, NO:.. Dz Site Address: >P� - Date: OVe ! �' Original Issue - g ssue Date. I� l0 Go Revision No. .. Summary of. Revision: Date Received REVISION LOG Staff Initials Received By: Date Issued (please print) (please print) (please print) (please print please print)' Staff Initials r. rr+-. �prmmrnr� .n rY+!µaaa�r'!y?aro� tnrifi mw n'nlrl' la'9'ar.YASVMPY +1 OONNWItgm n!.v »,.. ct co w = ' fi— a W O LLQ = W F- Z �. z � 2 U 0 Ni o W • � — tL0 w 0 1 - Z ACTIVITY NUMBER: D2000 -320 DATE: 12 -15 -2000 PROJECT NAME: WORLD LIGHTING SITE ADDRESS: 300 ANDOVER PK W SUITE NO: 600 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: VKKR01111.1)0C Yr� Buil i g Division � 2 -jai Pub is orks Complete Comments: Approved PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP n DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12-19-2000 TUES /THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Structural Incomplete I I Not Applicable Approved with Conditions CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: Fire Prevention n Planning Division .► REVIEWER'S INITIALS: Permit Coordinator No further Review Required DATE: DUE DATE 1-16-2000 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) n DATE: 5 t` re a ea. tIc o U O` co o w= J � CO V- w 0 II z 0 `. 0 N O F uj 111 z 1= 0 z ' ACTIVITY NUMBER: D2000 -320 DATE: 9 -26 -2000 PROJECT NAME: WORLD LIGHTING SITE ADDRESS: ` 300 ANDOVER PK W SUITE NO: XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Buildii Division Fire P Awe -zt I to 44o Public Works 1. j Structural n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Pxeoutwoc WI Incomplete TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved n REVIEWER'S INITIALS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Planning Division Permit Coordinator DUE DATE: 9-28-2000 Not Applicable No further Review Required II DATE: DUE DATE 10-26 -2000 Not Approved (attach comments) I I DUE DATE Approved with Conditions U Not Approved (attach comments) DATE: W JO 00 w J w g Q ; w ; F_ z o 1-; LIJ 0 (22 0 1_- w w! 0 111 Z = O 1— Z City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: do Plan Check/Permit Number: 172CCOJ 0 Res • onse to Incomplete Letter # ❑ Response to Correction Letter # Revision # 1 after Permit is Issued Project Name: Project Address: 2L I> o AJDo�►4EiL t om- A Contact Person: C M -- r -- -- -, (1...t....‘ Phone Number: ''2- /S S 3 20 3 Summary of Revision: A). /3 4 /T.-. • u P Po,2 - ...k 12-�c-- 1- L- L-12_..t,=. +a u. (o P o (2.... - 1 - - - EL " L C- l21 cz I cs" Dts PLi[41 �c2-E Fty.-r. /S p e' a-i L F 2cTz -1, l e e S DEC 1 5 2000 Sheet Number(s): S- % ¥ - ` • t "Cloud" or highlight all areas of revision including date of revision Receivftd at the City of Tukwila Permit Center by: Entered in Sierra on / �--� �-t4 T t CITY pr j l.'!E'D,fl PFo�.. T 1/4.42:0 rER 08/30/00 city of Tukwila Fire Department Review Control #D2000 -320 (512) Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief October 3, 2000 Re: World Lighting - 300 Andover Park West, Suite # 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. 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) 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 13) High -piled combustible storagt. is combustible materials in closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206 -575 -4439 .. ,,„,(0.. ...,...m.w. ...,...""+rcart .*Mporw...wvu „wn, ..w...ow.w.. orewora vops,n..a....w. ......* w+; .r.�... i . . r..: '°""!�i, LIJ et 2 O; . co 0' w w; U LL W z ' w w gi p ON o w • U. H — z , O ff " ' ' z City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 2 special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 13) 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 sprinklers at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 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. Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 231c 4 -3.1) 3. 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 - 575.4404 • Fax: 206 - 575 - 4439 Steven M. Mullet, Mayor Yours truly, Cii of Tu Fire Department Page number 3 ,54/v The Tukwila Fire Prevention Bureau TFD file ncd Steven M. Mullet, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 5754404 • Fax: 206 -575 -4439 •,••• , 1;1 ; • t DEPARTMENT OF 4 . .. REGISTERED AS PROVIDED BY LAW AS CONST CONT SPECIALTY REGIST. # EXP. DATE CCBT TAYLOEI062B4 09/01/2001 EFFECTIVE DATE 01/24/1994 TAYLOR EQUIPMENT INC 15427 11TH SW: SEATTLE WA 98166 OR AND INDUSTRIES atH • TYPE "A" "R" " LOAD - N C CO , CO 45 tau 6r 12 .sa# 45 1/8" 48" 11 1/16" 31.2# 45 1/8" 96" 11 1/8" 62.4# 451 /8" 94 3/4" 11 21/32" 62.4# 2215/16" 60" 11 1 /8" 19.3# 60" 60" 11 1/8" 48.75# 45 1/8" 45 1/8" 11 1/2" 31.2# 45 1/8" 94 314" 11 21/32" 62.4# FRONT KICK PLATE ANCHOR ICBO #4627 UPRIGHT 9 y 4 5 3/4„ SIDE KICK PLATE BASE DECK (20 GA. 22 ga 41 1 10 11 0 2 314" 41414111411t1114 CO LEG E ER (BACK TO BACK) UPRIGHT ASSEMBLE DETAILS CABLE ATTACHED FROM EYEHOLE TO CEILING HEADER ALL MATERIAL IS 2/4" SENTRA BOARD 6" TYP. 118" 0 m CONNECT RIVETS TO TEARDROP HOLES ON COLUMN. U a TYP. 0TH SIDES 2 3/4" TOP PANEL RETAINER PEG BOARD PANELS Q 0 4 � 0 0 10 GENERAL CONFIGURATION LIGHT CLOUD SCHEDULE; SEIZMIC EST. 1985 O 1! BASE TUBE BASE LEG LIGHT CLOUD FIXTURE J RIVET PLATE HORIZONTAL BRACING 1. LIGHT CLOUD DIMENSION SCHEDULE WOWS 4 -12 -2002 CALIFORNIA CONTRACTORS LICENSE NO. 665374 DRAWN BY: A.G. DATE: 8/9R LAST REV. BY: DATE: APRVD BY: SAL E. FATEEN SCALE: NONE ■ ESCR PTIO GONDOLA SHELVING DETAILS (SYNDICATE TYPE) ADDRESS: WORLD LIGHTING 300 ANDOVER PARK WEST TUKWILA, WA DRAWING NUMBER: 00 -1523A CM Of MA RPpRO \1ED DEC 1 9 2�1 AS MOO J NOTES: 1. STORAGE RACK DESIGNED PER SECTION 1632.2 OF THE 1997 UBC. 2. STORAGE CAPACITY: SEE TABLE 3. ASTM A570 FOR SHAPE Fy = 36,000 PSI GRADE 36 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILT! KWIK BOLT II OR APPROVED EQUAL ICBO #4627. 6 SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHOR INSTALLATION. 6. CONCRETE " T- K x 2000 PSI 7.` SOIL. BE' : ' E URE 1000 PSF 19 1/4" k MIN. EMBDMNT 9/32" �. 1 REQ'D /STRAP 1 t 1 1111 1 ��\ 1111 1 cc - 3 2. BACK TO BACK SHOWN SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, CA 91768 Tel. (909) 869 -0989 • (909) 889 -0981 J • 1 I . 7 1 1 , r ■ , 1 ' ' 11 :, I , , `,`, 1, ` ` • • � 4 O I '�� t %Op, , / �� 0 "X" COLUMN ' 1 I SHAPED ♦ Y . • , � •' , I , i : r ,11 ' A ,s, .4,,:. ` J`1, art, e TAB IS FITTED INTO OPENING (51h8" DEEP) IU! O O O O O O 0 5 1 V a /2" 0 0 O O O 0 5 1 /2" 51/8" / 51/8" O O O O O O FRONT VIEW FRONT VIEW � CROSSBAR/ SUPPORT BRACKET CONNECTION SLOTTED SLOTTED EXTENSION BLADE SIDE VIEW k 1/8" V 3 /4" TYP. EXTENSION 1/8" TYP. 7 29/ 32" a 7 29/32" n SIDE VIEW * ' ' ' 7 3 29/64" 29/32" ' 1 n v n , O 4 25132" r 4 ;,` 3/16" "j , n • 3 5/32" . // :� 3 9/64" TYP. P P ' 1/8" O 3/4" TYP. -,-- 3 9/64 "-4 1 5/8 "4 TOP VIEW 4_ TY "-4 1 5/ ' - TOP VIEW - TYPICAL TOP TIE PLATE CONNECTION ` "T" TOP TIE PLATE 14� "X" TOP TIE PLATE ` 7 CROSSBAR LIJ CONNECTOR TYPE L.C. GONDOLA TYPE 144" GONDOLA TYPF " 1 14 � 1. R CAPACITY: GI fi ;;;; T GONDOLA - 70#/LVL TYPE 84" GONDOLA- 70#ILVL i 9 Zer VEC c I (NS h � ; c.. e < - ---- , , (SEE TABLE ON 00 -1523A FOR STORAGE CAPACITY) HEADER WOOD HEADER BRACKET 60" TYP. HEADER WOOD HEADER BRACKET - f- 60" TYP. ---L - 1 1 ** NOtE : 2X6 " TOP TIE DOES NOT EXIST ON r GONDOLAS CONNECTING TO A LADDER RAIL - 51r1E - lilt& 1- s t 58a111. M U& MUIg 144" 80" i 41/4, \ 144" SEE LAYOUT DEPICTING LOCATIIONS ;'` -'�'I ' , , ' � , , , , , --. ' 22 " 24" 24 r — 24" 144" 24 „ r-- Jr 2$" 22" 36 „ 84" GONDOLA ' � SEIZMIC ERIALHANDLING ENGINEERING 161 Atlantic Street Pomona, CA 91768 869 -0989 • (909) 869 -0981 - „ y 60 1 ri *Tf �' '�-_ ` �,, n vy . = SE MA > �,i" . 6 A 1 "A" } 144" LIGHT CLOJD FIXTURE 1 u EQUAL EQUAL , EST, 1985 / , Tel (909) , 1 02" 1 08" 1 02 ` ��, *�� CALIFORNIA r,� D RAWN BY: A.G. LASTREV - BY: DATE 8/9/00 DATE 191/8" 84" ,� . . CONTRACTORS 84' 78" r_ � �� EQUAL EQUAL AL LICENSE `s +r 4- 12-2002 I Na 665374 APRVD BY SAL E. FATEEN SCALE NONE r SCRIPTION: SHELVING DETAILS (SYNDICATE TYPE) , f 2 w FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW t` FRONT VIEW SIDE VIEW ADDRESS: WORLD LIGHTING 300 ANDOVER w LA, WA WEST R G NUMBER. 00-1523B �l TYPICAL ELEVATIONS 4 -c 4- TYP. 1/8" BASE 'CONNECTION UPRIGHT 7 12 BASEPLATE- (11 GA. THK. BASE PLATE 2 25/32 2 -- - - -C '•ELECTRICAL NUT 2" MIN. EMBDMNT 4 1 REQ'D /STRAP ANCHOR ICBO #4627 , ' LEVELER FOOT � �11111111111111111111111111�I 3" 0 HOLE PATTERN 1/2" 0 TYP. BASE TUBE UPRIGHT LEVELER /8" If TYP. "NOTE: LEVELER ON TYPE 13 BASEPLATE IS WELDED ONTO CENTER OF BASEPLATE BASEPLATE- (11 GA. THK.) 24" 84" 24" 24" 1. TYPICAL GONDOLA ELEVATIONS TYPICAL 'DELTA' GONDOLA 1/8" I 1/2" VERTICAL PLATING 11 GA. TYP. TUBE UPRIGHT 6 2 i UPRIGHT BASEPLATE 'DELTA' GONDOLA 'Y GONDOLA 24" 1 1/4" 0 'NOTE: LEVELER IS WELDED ONTO CENTER OF TYPE 12 BASEPLATE CONNECT RIVETS TO TEARDROP HOLES ON COLUMN. 2 BASE TUBE 11 RIVET PLATE TYPICAL 'Y' GONDOLA EXTERIOR VERTICAL PLATING TYP. 2 3/4" ADDRESS: TYPICAL 'DELTA' GONDOLA GENERAL CONFIGURATION NOTES. DESCRINTIUNI: ES 4-12-2002 CALIFORNIA CONTRACTORS LICENSE NO. 665374 AFRV'D WORLD LIGHTING 300 ANDOVER PARK WEST TUKWILA, WA DRAWN BY: LAST REV. BY:. TYPICAL 'Y' GONT.20L4 1. STORAGE RACK DESIGNED PER SECTION 1632.2 OF THE 1997 UBC. 2. STORAGE CAPACITY: 30 LB /ARM 3. AST A570 FOR SHAPE Fy = 36,000 PSI GRADE 36 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL, ICEIO #4627. 6. SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHOR INSTALLATION. 6. CONCRETE 4" THICK x 2000 PSI 7: SOIL BEARING PRESSURE 1000 PSF D z 32O SEC SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, CA 91768 Tel. (909) 869 -0989 • (909) 869 -0981 A.G. BY: SAL E. FATEEN DATE: 8/900 DATE: SCALE: NONE 'Y' AND 'DELTA' GONDOLA DETAILS (SYNDICATE TYPE) DRAWING NUMBER: 00 -1523C ASSEMBLED WALL SECTIEIN WITH PANELS', INSTALLED TO 9' -0'H, FROM FLOU R mNISH DIE NUMBER DIE H UMBER 48 "D,C, (TYPICAL) ASSEMBLED WALL SECTION Y.'ITH PANELS IIJSTALLED TO 12' -0`H. FROM FLOOR EXPLODED ASSEMBLY ISOMETRIC VIEW SCALE 3/4' =1' -O' Confidentiality: (Property of Syndicate. Systems, Inc. I he Information and concepts col LuIriL4 it l LF Ii drawing are PRIVILEGED and CONFIDENTIAL. This drawing Is Intended only for the use of' the Individual or entity to whom It is presented, SYNDICATE SYSTEMS, INC. MIDDLEBURY, INDIANA 504-0363 I TRIPLE-MAC GONDOLA CYSTTP' BASIC COMPONENTS FULL TRUSS PLATE ASSEMBLY USED ON GONDOLA UNITS FUR • 2x6 WOOD SUPPORTS AT EACH UPRIGHT HALF TRUSS PLATE ASSEMBLY USED TIN VALI UNITS FOR 2x6 WOOD SUPPORTS AT EACH UPRIGHT. END UPRIGHT WITH TRIPLE —TRAC PANEL RETAINER TO I08'H. AND KEY HOLES FOR STRETCHERS ON ONE SIDE ONLY. TUBULAR STRETCHER WITH WELDED PANEL RETAINER IS REVERSIBLE FOR USE AT TOP OR BOTTOM OF PANEL, (2) INTERMEDIATE STRETCHERS TO FIT BEHIND PANELS AND HOOK INTO WINDOWS IN TRIPLE —TRAC PANEL RETAINER ON UPRIGHTS, TUBULAR STRETCHER WITH WELDED PANEL RETAINER IS REVERSIBLE FOR USE AT TOP OR BOTTOM OF PANEL, CENTER UPRIGHT WITH TRIPLE -TRAC PANLL KLIAINLR IU lUtl'H. AND KLY HOLES FOR STRETCHERS ON TWO SIDES, BASE LEG WELDED TO UPRIGHT (1 FOR WALL UNITS & 2 FOR GONDOLA UNITS) BASE LEG WITH LEVELER PLATE FOR SECURING TO FLOOR. STEEL DECK, /° °/°° % STEEL TOE—KICK, o NOTE -- TOP TUBULAR STRETCHER WITH WELDED PANEL RETAINER IS ALWAYS USED AT TOP OF PANEL REGARDLESS OF HEIGHT ABOVE FLOOR. TOLERANCES Mien now (M.X10, SIDMOM 1P 'gr. 1 tul /4R CS: tAN: /VII PlAww3 • k 0.gy PEGBOARD OR SOLID PANELS TO 60'H, WITH EITHER 48'H, OR 841H, (NOMINAL) EXTENSION BACKS CONNECTED WITH STEEL H— CHANNEL PANEL SPLICERS.• tMwl N I RICK RAt,f,IfTT Wino riK, 6)0X0 I ,au nn as 106116/02 108" 144" E3y Date. Permit No - FILE COPY I understand that the Plan'Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. REVISIONS BE h, =.' E TO WITHOUT MO: OUfLCI'i.:0, A N 1 F J R:io MAY 1',,]E RAN r.t'ISIOM MO,. P:ECEIV PD crr of ouown.;. DEC S 5 2000 PERMIT CENTER .-320 CENTER UPRIGHT WITH KEY HOLES FOR STRETCHERS ON TWO SIDES. 3/4'TH, PANEL TO 9' -0•H. SECURED WITH ANGLE PANEL RETAINCRS, SYNDICATE SYSTEMS, .INC, d III) EDURY. INDIANA it , FULL TRUSS PLATE ASSEMBLY 11SFD ON GONDOLA UNITS FOR zxo WUUD SUYYUKIS Al EACH UPRIGHT. HALF TRUSS PLATE ASSEMBLY USED ON WALL UNITS FOR 2x6 WOOD SUPPORTS AT EACH UPRIGHT, END JPkIGH1 WITH KEY HOLES FOR :'TRETCHERS ON ONE SIDE ONLY. TUBULAR STRETCHER USED AT (3) LOCATIONS. PACE LEG WELDED TO UPRIGHT 'I FOR WALL UNITS & 2 FOR GONDOLA UNITS) BASE LEG WITH LEVELER SECURING FOR SECURING TO FLOOR. is CROSSBAR WITH (2) HOOKS TO SUPPORT BACK EDGE OF LIGHT CLOUD. ATTACHING KIT - FORLIGHT CLOUD CONSISTING OF (2) CHANNEL BRACKETS, (,) EYEBOLT & (I) LOCKING NIT. NOTE c- 1) LIGHT CLOUD MOUNTED WITH BACK EDGE IN HOOKS ON CROSSBAR AND (3) ATTACHING KITS SECURED WITH CHAIN TO TOP SLOT OF UPRIGHT - (3) ATTACHING KITS & <4) LENGTHS OF CHAIN REQUIRED FOR EACH LIGHT CLOUD. 2) WIRE/CHAIN CABLES TO ROOF. STRUCTURE PROVIDED BY OWNER. AS_ SEMBLED WALL .SECTION WITH NO PANEL OR LIGHT CLOUD LIGHT CLOUD <NOM. 48' x 60'4) OF OPEN GRID CONSTRUCTION. • • ANGLE PANEL RETAINERS 102'L. TO SECURE PANEL - CO RIGHT & (D LEFT REQUIRED PER PANEL - D 2 coo '3 20 6OD,C, (TYPICAL) EXPLODED ASSEMBLY , I SDMETRIC VIEW SCALE 3%4' -0' NOTE, SUPPORT TO BUILDING ROOF STRUCTURE, TYPICAL AT - EAC4 l.CCATIQN. ASSEMBLED WALL SECTION WITH PANEL AND LIGHT CLOUD INSTALLED 108" 144" CITY OF TUV4Ii.A APP: OVEP INC 1 9 25,1 As Confide atialitys (Pro ertyAof. Syndicate Systems, Inc.) TFNe Irtrurt url4 t.t�ri4 uur NLullit.d It LIIII drawing are` PRIVIL�EGEA And CONFIDENTIAL, This drawing is inter+ded only for the use or the indlvid` Gl o [`t entity:'-to whpm: it Is presented. ECEIVED CITV R OF TUKWILA DEC 15 2000 PERMIT CENTER J, PER PLAN NP EXISTING WALL NOTE: SEE PLAN FOR LOCATION OF ALL THREADED RODS 4s " CAP R TS BEAM PER PLAN (TYP.) TS COLUMN PER PLAN J, PER PLAN 4M "0 ALL THREAD ROD THREADED RODS BY OTHERS DOUBLE STANDARD NUTS (TYP.) TS BEAM PER PLAN PROVIDE 1/2"0 HOLE 0 ALL THREADED ROD LOCATIONS UNISTRUT PER PLAN EE WASHER (TYP. .1 TAI iiiL SECTION A -1.0 SCALE: Fs =1' -0" PER PLAN SCALE: 44 " =1' -0" SEE SECT. D -1.1 FOR BASE 12 SECTION E -1.0 SECTION J -1.0 SCALE: 4'4 " =1 -0" fh" IC w /4- 4M ° 0 A325N BOLTS (TYP.) 3 SIDES TYP. TS PER PLAN PER PLAN 1 SPACE FRAME TRUSS BY OTHERS TS BEAM PER PLAN EXISTI WALL 1, PER PLAN 4's "0 ALL THREAD ROD N. WASHER (TYP. PER PLAN SCALE: 34 " =1' -0" SCALE: 4'4 " =1 -0" J, PER PLAN r PER PLAN ,L SECTION K -1.0 DOUBLE STANDARD NUTS (TYP.) TS BEAM PER PLAN PROVIDE 1/2"0 HOLE 0 ALL THREADED ROD LOCATIONS UNISTRUT PER PLAN SECTION B -1.0 SCALE: 3'4 " =1' -0" SECTION F -1,0 UNISTRUT PER PLAN SPACE FRAME TRUSS BY OTHERS (.) SPACE FRAME TRUSS BY OTHERS THREADED ROD BY OTHERS PER PLAN ;L 4.3x3x V4 x0' -4" w/ 34 "0 A325N BOLT (TYP.) 1 V2= " PER PLAN N 3 A 6 x3x0' -5" N. WASHER (TYP.) I, PER PLAN TS COLUMN PER PLAN SEE SECT. D -1.1 FOR BASE N�o INCREASE N. WIDTH FOR SKEWED BEAM N. WASHER 43x3x14 (TYP.) TS COLUMN PER PLAN 7-1 114 11Y2" 2" SECTION C -1.0 SCALE a " =1' -0 TS COLUMN PER PLAN SECTION C -1.0 SCALE: 3'4" =1' -0" SECTION L -1.0 SCALE: 3'4 " =1' -0 4M " CAP N. 1/2" 12 w/4 -% "0 A325N BOLTS (TAP.) TS BEAM PER PLAN (TYP.) (NO BEAM AT SIM. SECT.) PER PLAN Y2" IE w /4 -4M A325N BOLTS (TYP.) BALANCE PER SECTION C -1.0 TS BEAM PER PLAN (TYP.) TS BEAM PER PLAN (TYP.) PER PLAN 4 BALANCE PER SECTION C -1.0 TS COLUMN PER PLAN EXISTING WALL EXISTING CONC. SLAB FL WASHER 43x3k1/4 (TYP.) IBI SCALE: 3'4" =1' -0" COL ER PLAN SCALE: 4 0" D I 2 35" N. w /2 - 3'4 BOLTS PH" LEVELING GROUT SECTION D -1.0 2- 3'4 "0 A325N BOLTS (TYP.) SECTION M--1.0 ADJUST N. WIDTH TO ALLOW FOR BOLT INSTALLATION TS BEAM PER PLAN (TYP.) TS COLUMN PER PLAN GENERAL NOTES CODE: UNIFORM BUILDING CODE, 1997 EDITION LIVE LOADS: SOH., PROFILE TYPE .................... SD SEISMIC ..................... .ZONE III EPDXY: EPDXY FOR FASTENING ANCHOR BOLTS INTO EXISTING CONCRETE TO BE MT HIM50 INJECTION ADHESIVE AS MANUFACTURED BY HI.TL ANCHOR BOLTS AND REBAR TO BE INSTALLED IN DRILLED HOLES PREPARED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS AND ICBO REPORT #5193. STRUCTURAL STEEL: TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B (Fy= 46,000 psi). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A -36 (Fy = 36,000 psi) OR ASTM A -572 GRADE 50 (Fy = 50,000 psi). APPLY PRIMER COATS PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS DI.1 -96 AND BY WABO CERTIFIED WELDERS. USE FRESH 1370XX LOW HYDROGEN ELECTRODES. MACHINE BOLTS TO BE A307; HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N; EXPANSION BOLTS INTO CONCRETE SHALL BE HILTI "KWIC BOLTS -II" (MANUFACTURED AND INSTALLED PER ICBO REPORT #4627 DATED JULY 1998) OR APPROVED EQUAL. ANCHOR BOLTS INTO CONCRETE AND /OR MASONRY SHALL BE A307. ALL A325N BOLTS SHALL BE INSTALLED USING THE A- I.S.C. "TURN -OF -NUT- TIGHTENING" METHOD. THREADED RODS: RODS SHALL BE HOT ROLLED STEEL CONFORMING TO ASTM A -575 OR ASTM A-576. UNISTRUT TYPE CHANNEL: UNISTRUT CHANNELS SHALL BE PROVIDED BY POWERSTRUT CORPORATION & FORMED FROM HIGH QUALITY CARBON STEEL WITH A MINIMUM YIELD STRENGTH OF 33 KSI AND I:ILNI UM TENSILE STRENGTH OF 52 KS/ CONFORMING TO ASTM GRADES A -527, A -570 OR A-446. ALTERNATE STRUT MAYBE CONSIDERED UPON SUBMISSION OF PROPOSED ALTERNATE MANUFACTURER'S PRODUCT INFORMATION THAT INCLUDES SECTION PROPERTIES & LOAD TABLES. INSPECTIONS: A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, SHUTTER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUI DING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY TEE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. AN INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHALL PROVIDE SPECIAL INSPECTION FOR ALL FIELD WELDING, HIGH STRENGTH BOLTING, EPDXY BOLT P.ND EXPANSION BOLT INSTALLATION AS REQUIRED BYUBC SECTION 1701.5. SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL NOT BE ACCEPTED AS SHOP DRA WLNG.S NOR REVIEWED BY THE STRUCTURAL ENGINEER AS SUCH. 1) STRUCTURAL STEEL ITEMS THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF ALICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR A CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF TIM STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND APPROVED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. SPECIAL CONDITIONS: DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES.. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECTS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOORAND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. SECTION H -1.0 1)2 c)0(..)--- g 2,c) TS BEAM PER PLAN (TYP.) • SCALE: 3'4 " =1' -0" e" N 2 -F4 "5 A325N BOLTS (TYP.) N PER PLAN GIP OF T.i1( ,Qpa2tpr n D EC 1 9 22)) AS NJi REVISION NO,_ SECTION N -1'.0 CT'S OFE75555 P DEC 1 5 nu PERMIT CENTER NO C z a. W W z Z Z � U W 11111 11.11 11111 REVISIONS DATE 11 -10 -00 REVIEW SET OWNERSHIP OF DO MENTS These drawings are the property of The Engineer of Record & are not to be changed, altered, added to, nor deleted from without the direct supervision of the Engineer of Record PERMIT SET 11 -xx -00 BID SET CONSTRUCTION SET JOB SITE DESCRIPTION SECTIONS GENERAL NOTES JOB No. 00 -47.0 ENGINEER RL CHECKED BT DATE 11 -XX -00 6 MP'O - TO - NHS \O -TO NHS \DMP0 \TO \LP \00 \ :N ggejogs 05 :95 :91 00T/60 /TT S -1 1 of 2 TS8x4x3 fi CONN. PER SECT_ H -1.6 W.P. AT FACE OF COLUMN- TS8x4x4ie x4x4ys 7' -2" I 7' -2" f� 3' -3 V BOTTOM OF SPACE FRAME TRUSS 13, \Qe 11' -6" AT THIS LOCATION 8' -6 4'4" Ifn CONN. PER SECT. H -1.0 'POW " ' I® 32 "o.c. ATTACHED OIBf1TOM OF SPACE F , BY OTHERS ( 16'- 2 FOR 5'- 4 "o.c. TIONS 0"110 7' -2" NOTE: GENERAL CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS PRIOR TO SUBMITTING SHOP DRAWINGS. E -1.1 E -1.1 TS8x4x 0-.0 J 1.0 F -1.0 LOW 1' -8" BOTTOM OF SPACE FRAME TRUSS 7' -2" 10' 0 ue FACE OF GWB CEILING FAN DISPLAY STRUCTURE FRAMING PLAN SCALE: Y4 " =1 -O NOTES: 1) TOP OF TUBE STEEL BEAMS RUNNING EAST /WEST IS 13' -0" ABOVE FINISHED. FLOOR, NORTH /SOUTH BEAMS, ARE 14' - -3 ABOVE FINISHED FLOOR UNLESS NOTED OTHERWISE. 2) ORIENT LONG DIRECTION' OF COLUMN BASE PLATES IN EAST /WEST DIRECTION UNLESS NOTED OTHERWISE. CONN. PER SECT. H -1.0 NOTE: STEEL FABRICATOR TO FIELD LAYOUT COLUMN LOCATIONS PRIOR TO FABRICATION. BOTTOM OF SPACE FRAME TRUSS 9' -6" AT THIS LOCATION GITY OF 111.11 AIL - REVISIONS NO. DATE DESCRIPTION 11 - - REVIEW SET — — OWNERSHIP OF Dr'. MENTS These drawings ore the property of the Engineer of Record do are not to be changed, altered, added IS nor deleted from without the direct supervision A the Engineer of Rewrd. PERMIT SET 11 —xx -00 BID SET CONSTRUCTION SET JOB SITE JOB No. 00 -47.01 DATE 11 -XX -00 SECTIONS CEILING FAN DISPLAY STRUCTURE FRAMING PLAN C V OF SCALE: Y4 " =1' -0" k e, CEILING FAN DISPLAY STRUCTURE VIEW NOTE: ALL DIMENSIONS TO BE FIELD VERIFIED PRIOR TO FABRICATION. H -1.0 TS8x4x4i OF f• G -1.0 9P� %1 0 TOP OF TUBE STEEL BEAM 14' -3" A.F.F. PER PLAN 11 10'-6 8' D" II1 #If. WAY-TA 1 _ 'UNISTRUT' PER PLAN 9 , -6 " III �- II 3' -3 Y4" 10' -5rS' " B THREADED ROD FROM 'UNISTRUT' TO SPACE FRAME BY OTHERS 9' -74'4" 9'-11 1' -8" W.P. AT FACE OF COLUMN 5 -2 1 /a" SCALE: 'Vz " =1' -0" C -1.0 0+1.0 54' -3 Y4" 14' -4" 4's "0 THREADED ROD FROM TS BEAM TO 'UNISTRUT' 1 I SECTION A -1.1 UNISTRUT CENTERED OVER SPACE FRAME TRUSS. UNISTRUT TO BE PS -150 BY POWER- STRUT. SPACE FRAME TO BE BY OTHERS. 1' 9'14" E' 10.F 6" UNISTRUT' CENTERED OVER SPACE FRAME TRUSS. SPACE FRAME TRUSS TO BE BY OTHERS 9' -5 4 '4 " 17' -0" PROVIDE 3 43 "0 THREADED ROD SUPPORT DOWN FROM TS SUPPORT BEAMS TO 'UNISTRUT' AT LOCATIONS SHOWN THUS: • I - .111■ J -1.0 -1.0 ` � -TS BEAM PER PLAN (TYP.) SPACE FRAME TRUSS (TYP.) (BY OTHERS) 11' -5 Y2" F -1.D TS8x4x4'is 2 -0 r3 ACE OF ORB 0 6 MP1 - 1S - 34 \4 TS IHS \ \IO \L6 \00 \:N 44DJ L0 99 AT 001/60/TS PLAN VIEW 1/16' =1' .531 SQUARE LM30: 12GA ASTM A570 GR50 BASE 3/8 THK A36 MILD STEEL BPS20 OR BPS30 BASE PLATE LENGTH SEE FRAME ASSY 14GA ASTM A570 GR50 STRUT & DIAGONAL DETAIL 1 1/2 DEC 22 2001 RECEIVED CRY OF TUKwIUi 0 5 .aaa ce Z 0 F (9 Z_ co 3> F- Es Q Q Dwoo- 32.0 cc RE TITLE: RACK LAYOUT JOB NUMBER: 710 DWG. NUMBER: T -1 STRUCTURAL NOTES: 1. Racks are manufactured by Lodi Metal Tech (LMT) of Lodi. CA 2. Minimum Yield (Fy) and Ultimate (Fu) Steel Strength shall be as follows: (a) Beams and Columns Fy= 50 ksi Fu =65 ksi ' (b) Bracing Struts Fy= 45 ksi Fu= 60 ksi (c) Base Plates Fy= 36 ksi Fu =58 ksi 3 Maximum rack load shall be 2,000 Lbs. Per level per pair of beams 4. Concrete slab is given as 5 -1/2" thick with fc'= 3,000 psi a 5. Allowable soil bearing is given as 4,000 PSF XP for gravity loads. 6. Tie -down anchors shall be Hilti Kwik Bolt Use 2 ea. 1/2" dia. X 5 -1/2" anchors with 3 -1/2" OM 22 embedment per base plate. SPECIAL INSPECTION IS NOT REQUIRED 7. ,Post load signs not less than 50 square inches in area specifying the design capacity at conspicuous location. 3 ® + O LOCK I I I STUB BRACKET ASTM BRACKET I 0 Il I � I i O O 6 BRACKET ASSEMBLY 2 3/4 — 7 /8 + BRACKET ASSEMBLY 2 3/4 7/$ ' 1 1/2 3 1/2 ,' j / / ////„_' Q' 3/e 5 -1/2' o ❑ o ' ❑ e e • A ° • ❑ -_ e NOM. • e • ❑ e• l � ,❑ ❑ • e ° e • °• A • •e A ❑e 3 - 1/2' EMBEDMENT e • ❑ e , , A • 5 1 MIN i TYP L 1/8 TvP lie L 'Ta ®o lir 1 vz 3 vz .075 LBF354 � ., + n ❑ • e • A ° ° TYP • 1/B i BEAM SECTION N ASTM A570 GR50 , Iva r TYP ANCHOR BOLT 1/2' HILTI KwIK BOLT PER ICED ER - 4627 TWO ANCHORS REQUIRED PER COLUMN. 5/8 CROSS STAKE 3 PLACES BEAM 3 1/4 7 G A570 GR36 ASSEMBLY v2 - 8 1 /2 - s THK. 144 BEAM SECTION .060 THK. ASTM A570 GR50 LBF356 -106 I " su ANCHOR DE I ,35 1 c 8 t anyddfI . epancy-o ' �, for Clarifircatfon . _ . a _ = Y c rs, contact the engineer , 1 F c : ^ ` Ii't O .n $p �tsTBRb 7 2560 9 � = 9-7 e. PLAN VIEW 1/16' =1' .531 SQUARE LM30: 12GA ASTM A570 GR50 BASE 3/8 THK A36 MILD STEEL BPS20 OR BPS30 BASE PLATE LENGTH SEE FRAME ASSY 14GA ASTM A570 GR50 STRUT & DIAGONAL DETAIL 1 1/2 DEC 22 2001 RECEIVED CRY OF TUKwIUi 0 5 .aaa ce Z 0 F (9 Z_ co 3> F- Es Q Q Dwoo- 32.0 cc RE TITLE: RACK LAYOUT JOB NUMBER: 710 DWG. NUMBER: T -1