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HomeMy WebLinkAboutPermit D97-0392 - GARDEN AT HOME - STORAGE RACKSCity of Tukwila Parcel No: 261320 -0086 Address: 4487 S 134 PL Suite No: Location: Category: AWSE Type: DEVPERM Zoning: C /LI Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: (206) 431-3670 D97 -0392 ISSUED 02/23/1998 08/22/1998 Const Type: Occupancy: WAREHOUSE Gas /Elec.: UBC: 1994 Units: 001 Fire Protection: SPRINKLERS /AFA Setbacks: North: .0 South: .0 East: .0 West: .0 Water: 125 Sewer: TUKWI Wetlands: slopes: N Streams: 1 Contractor License No.: Signature: Print Name:_ Permit Center Authorized Signature: OCCUPANT GARDEN AT HOME Phone :. 206- 431 -2994 4487 S 134 PL, SEATTLE WA 98168 OWNER FOSTORIA PARK ASSOCIATES Phone:; (206)643 -3780 1805 136TH PL NE #201,..BELLEVUE WA 98005 CONTACT RICK GARDNER ,4487 :S. 134TH. PL, SEATTLE WA 98168 ******************** ********************************** * * * * * * * * * * * ** * * * * * * * * * * * * * * ** Permit Description: ERECT RACKING FOR ,STORAGE THROUGHOUT BUILDING. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 3,500.00.:. PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate).. Eng.'Appr: Curb Cut /Access /Sidewalk /CSS: N Fire. Loop Hydrant: N No Size(in): .00 Flood Control Zone: N Hauling: N Start Time End Time Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: Sanitary Side Sewer: N No: Sewer, Main Extension: N Private.: N. Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N r******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ . 292.43 r******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * **' * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Ph "one : 20'6 - 431 -2994 End _Time: . Public: Date: 2'-2- y 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 developm permi Date: 02 "a� L q 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. • ..`": • 7"P"*"""."•-•.;‘::1' ' • • . ; • • • • • .2=.' „ 4 :17.Y . • , :.0f.TUK.WILA'!;';''::•:''"-••• , '"-.2' . Address. .. '-. •' .. .-'.:•..,:-.-,- ' ': t"ht - ' 04 ' • S S ,-',...,, i.0:t.,0:: . • ..-- — , . ., :. :: . ,... . : •ei , :.:',.. ; ISSUED .... ;t:.I ':',;'.'5 - , - •:.• , . ... . ..',7ri,970,0 ... ' d ••••": • , - , - , ....--:: ... '' '. Li ed;':.::::02/ 2;3/49.98;,:•...- .•:-,:.,: •.:.:,,,.„ „ ' . ‘:'''') :--:'::,. . .. . •, - '';' '1.' ''*::'''': 264.320 ".6086 ':'''''. ' - '' ' . 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'• s• •.''. • 11 'N:t.*;„ '. • - 1•• , '.'''' ••:' , . ' • ,.:. '''. ' l ' ; '' • • ' I T ,, , , ...„, • . i 0 ‘,.t' :,,,, . i ; . :,:;;,13••e,'4.--& , ; 1,e, ,, . • . .; .": 1 e : :': . ,: . .. • .. , I _i ....,,.!,•'., silf -, 'z' ::: 1 • , ict .., : . , • : ::: . ; i .,, ; : ., i 1. • • ,,.....s, ,. , I.: .,,,,,,,.., • ..,:,,, 0 Is:. 0: 4 . 4 wsliii:‘,., ,.. , ; '. .., ":,,.4...;(•,,ez:;..):::4...;:.:4:0 F: .. . ,,' .' ; , i :, :. : : .i ::-A ''-o.• ',.: 4 4 ': : ' • ' ir;,- . i '11.,,-....4'vC3',"..N?. . if•ik '‘'... . ' h'',, 4 '• ; ''' l ' :. ' IP) . : , ....., i'i ‘k ''''4 : ' . ' f ,'Y ' ' I P 0 4;' 7. • , 4 „.. .0-f»t: .:•,1::• i . . e . i ::t "o b ,,..( ! 4' ' 9 „,..! ...':". V '„. f' A Project Name/Tenant: Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family El Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi - family ®. Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel/Hotel ❑ Office ❑ School /College /University ❑ Other Value of Construction:00 c!`" Site Address: '- l S' i3'- ` �'� . ` - ..a,\\ it St- to /Zi•: . = Tax Parcel Number: . c.p f - 5aca - Doa C, Property Owner: , 1 N Ot∎ - C}{ �1 Qa` ��, Q(?--\?--T \e.3 e) /6„0 Phone: / o Co - s 'Zg (0,3Oo Street Address: v � i 4 (1110 K1? \" - n b , W Ati �, t City ( State /Zip: '--'Q4 �y l 6'033 Fax #: ,9.0 L -- t - „W --(AL: otU Contractor: w4\ Phone: Street Address: City State /Zip: Fax #: Architect: N` Phone: Street Address: City State /Zip: Fax #: Engineer: _.,)c i ` - \eti 1 - - . Phone' i 06 - 5 W - 3 i0 `{ Street Address: - 1 - o ?_ .V \∎c\ �,„:\e.aC; - '.� City State /Zip: �. \ \ r 59f0.5 Fax #: Contact Person: NCC� ( ■?--c -- Phone: J0 6 -- X1. 31 -,- 99V Street Address: 7 ` `-! T ` T)� • ` .; \JL\ \. \ 1 ' � 0, t_4•Q City State/Zip: 1q �. E14_cc Fax #: 4f ...433 - oa i Description of work to be done: C ti- ..c . ` t= - 211 -4. t1C_... - 5 - ; z7 Y-=;.- - (z_. Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family El Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi - family ®. Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel/Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes 21 no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? r yes ❑ no c Existing fire protection features: 5 sprinklers I�1 automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 1n,,- -�� existing Area of Construction: (sq. ft.) /J /f} T-7haoQg Yi-Ou4 Will there be storage of flammable /combustible hazardous material in the building? ❑ yes 51 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' "WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 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 APPLICANT REQUEST FOR PUBLIC WORKS'SITEICIVIL,PLAN'REVIEWOF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Fire Loop /Hydrant (main to vault) #: Size(s)* ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date applic (ion accepted: ? 1t.-i1 Date application expires: Application taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM ❑ Hauling BUILDING OWNE OR AUTHORIZED AfEN • Signature: ) % Date: , 7 • Print name: r ti 7 -` C � L • f Ph le « I I I F - 3/-: Address L/L / g ' 7 ' � f t g . /A City /State /Zip ALL COMMERCIAUMULTI -FAIL V TENANT IMPROVEMENT /ALT.' ' TION PERMIT APPLICATIONS MUS► E SUBMITTED WITH THE FOLL . ING: ➢ ,,,4LL.DRAWII#IGO�TO+BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, _'t. Tlgl'?'CTURAL ENGINEER OR CIVIL ENGINEER D. ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBM TTED ❑ Complete Legal Description ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10), Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ F Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ Vicinity Map showing location of site ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ Construction details 1 ,E1 ❑ 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. P i El 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. j 71 ❑ 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. CTPLRMIT.DOC 1/29/97 Proje : Address: GA A Special instructions: INSPECTION RECORP Retain a copy with perk__ _ Date calle • : Date wanted: Requester: IN ECTION NO. C I OF TUKWILA BUILDING DIVISION 6300 SouthcenteY,. Blvd., #100; Tukwila, WA 981886) 431 -3670 Type of i ection: Phone No.: ( 47) 211Y Approved per applicable m od r--' Corrections re'gai nor to approval. COMMENTS: Inspe I be paid at 6300 Southcente I Receipt No.: Date: PERMIT NO. I ue /Ill• All $47EINSPECTION E REQUIRED. Prior to inspection, fee must Blvd., Suite 100. Call to schedule reinspection. Date: fatzt.1 Fe sa T ALL Hurts;..; Dalaiiced '*•**4, *AA * **1%** * * *sI•k, t4,. *•A.•AA*k* *•AIAA Att.A *** * *•�A4,44A A.c+~ount'F ciie .Dedcr i pt i on 0v0/322 ],0 � 33U]:I.rD3.NG - NOr EE 000/343,3 �, ; PLAN CHECK - «• NONI2GS' 000138,5..9,04 1'A E . BI.IILDI:NG ftURCI(ARGE k it*l•k *.de.:l*1Ak'*k*A.' kk****•k•k/f4*1 'k*. *.k* * *.A:4444k' i .4* i k,t* k ; *'A kkkk C ITV `0f r WA 1;t?Rik1c1n:T : *.• k* k• 441.! i• *t•kh * *dr*A*k*Ak'•k•kk *•k'A. *•k * *A +,tk ** i * :A• * *. **•A.*:t +,t *�t•.k:4:*4k*:. TRANSMIT ,Numb r 89700717 :Amau.n t• ,5 72 :02/23198 11 -:21.. n ayent:Mebhud CH1 CIS ' :No ka i 'an GAIID,E14 AT TOM in•i : �i,,l� Permtt" too. `D91 -0;382 Type DEC/REAM', DEVCI..ORMLN'f PEI■ hiI.'r ., 261..320- .00E36 S•iteThddresss .448' S »1 :34. PL Th'i s Pay m'ent P�} * * *k**1 *•k *k ***4ti * *ttkk. k4t*• kkt**** A** k * * * *kk4ckk•k *k1*A*A•k * * CITY OF 1 UKWIL A.. WA . 1.-C:1 TRANSMIT.. *.*s4 *�F'k•k�kk+41VitIt .ytkskAk.* *k.r•k)t*:t.k*Ah.kh k�e. * *!rk.k* * k 4c4 , *st,k`:4 * * TRANSMIT Number: R97006'9+2 'Amount: ' 56.71 12/16/97 12:54 P'ayment Method: CHECK ' Notation: GARDEN AT HOME:: Inite. tLH Permit No D97-0392 Tvpe DEV `• DEVELOP PERMIT: Parce l. No 261320 -0086 ite 'Address: 44137 S. 134 PL Total Fees. 14846 56..71 Total ALL Pmts: 56.71 • Bal once: *. 4c** A4** *.4>kk *ik *-k *11. /..h * *•k* * * *, **++•444 * *ikN * + A 4 • ;t** *� ki —A *11 d 1; *•k * ** Account: Code _ Descri Amount 000/322.100 EiUIL-,DIN 3 - NONREa . 56,71 6880 12/18 9717 . TOTAL 56.71 ACTIVITY NUMBER: D97 -0392 DATE: 7 -20 -98 PROJECT.NAME: GARDEN AT HOME Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # xx Revision After Permit Is Issued DEPARTMENTS: BtiildiQg Division Pilblic Works ittA DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Comments: TUES /THURS ROUTING: Please Route ❑ Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 8 Approved ❑ Approved with Conditions Not Approved (attach comments) E REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/911 Fire Prevention Structura Incomplete C Planning Division C Permit Coordinator • DUE DATE: 7 - 23 - 98 Not Applicable No further Review Required Approved with Conditions ❑ Not Approved (attach comments) ❑ • DEPARTMENTS: Building Division Public Works TUES /THURS ROUTING: Approved REVIEWERS INITIALS: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D97 -0392 DATE: 7 -20 -98 PROJECT NAME: GARDEN AT HOME Original Plan Submittal Response to Correction Letter # xx Revision After Permit Is Issued Response to Incomplete Letter • DETERMINATI N OF COMPLETENESS: (Tues, Thurs) Complet Incomplete Comme s: APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: 1PR•ROUTE.DOC 6l9B Fire Prevention Structural Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) Planning Division ❑ Permit Coordinator DUE DATE: 7 -23 -98 Please Route ❑ No further Review Required Not Applicable ❑ REVIEWERS INITIALS: DATE: DUE DATE: 8 -20 -98 Approved with Conditions ❑ Not Approved (atta comments) DATE 3D DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: Pekwa toorct. dopy PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0392 DATE 12/16/97 PROJECT NAME CIO"dell - -{oife DEPARTMENT: BUII.D DMSION ❑ PREVENTION PLANNING ❑ c, PREVENTION NING D i 1a , () 1Ji 1 - t � - � LIC WORKS !J STRUCT ❑ PE COORDINATOR DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 12/18/97 COMPLETE 1:2q COMMENTS TIDES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED ❑ APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) 11 REVIEWERS INITIAL CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F • NOT COMPLETE ❑ NOT APPLICABLE ❑ DATE DATE DATE �} DUE DATE 1/2/98 DUE DATE APPROVED 17 APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) rt. Vig ef.krt healti =itz-It'Y ACTIVITY NUMBER D97 -0392 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE COMMENTS ' TUES /THURS ROUTING: PLEASE ROUTE REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED El APPROVED W/ CONDITION REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED ' [} APPROVED W/ CONDITIONS REVIEWERS INITIAL C :ROUTE -F DATE PLAN REVIEW / ROUTING SLIP DATE 12/16/97 PROJECT NAME (ara9r) a+- Acxy DEPARTMENT: BUILDING DIVISION FIRE PREVENTION PLANNING DIVISION PUBLIC WORKS [J STRUCTURAL : El 4 ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DATE (Z 1'1 �► 1 DATE I z 1 ( c; PERMIT COORDINATOR E1 DUE DATE 12/18/97 NOT COMPLETE E NOT APPLICABLE Ej NO FURTHER REVIEW REQUIRED r DUEDATE 1/2/98 NOT APPROVED (attach comments) El DUE DATE NOT APPROVED (attach comments) Q (Certification of occupancy required. ) rgA'o.t i s' REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER PROJECT NAME DEPARTMENT: REVIEWERS INITIAL 4-4 S' // D97 -0392 ERECT RACKING FOR STORAGE DETERMINATION OF COMPLETENESS: (T,Th) APPROVALS OR CORRECTIONS: (ten days) APPROVED ❑ APPROVED W/ CONDITIONS ❑ DATE DATE 12/16/97 BUILDING DIVISION ❑J FIRE PREVENTION PLANNING DIVISION n PUBLIC WORKS ❑ STRUCTURAL ❑ PERMIT COORDINATOR ❑ r DUEDATE 12/18/97 COMPLETE n NOT COMPLETE ❑ NOT APPLICABLE 0 COMMENTS ' TUES /THUJRS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED [54 ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DATE / V/F/ q? DUEDATE 1/2/98 NOT APPROVED (attach comments) FT CORRECTION DETERMINATION: DUE DATE APPROVED ❑ APPROVED WI CONDITIONS Li NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE (Certification of occupancy required. REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER 1)97 -0392 PROJECT NAME FAR — STORAGE 61 - G('ef ") 64 HOP - 1-Q__ DEPARTMENT: BUILDING DIVISION PUBLIC WORKS [ J FIRE PREVENTION ❑ STRUCTURAL El 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE ❑ NOT COMPLETE ❑ COMMENTS TUES /TLHURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) CORRECTION DETERMINATION: APPROVED I l APPROVED W/ CONDITIONS DATE 11 +6111 - DATE DATE 12/16/97 PLANNING DIVISION REVIEWERS INITIAL DATE DUEDATE 12/18/97 NOT APPLICABLE ■ PERMIT COORDINATOR ❑ APPROVALS OR CORRECTIONS: (ten days) DUEDATE 1 APPROVED n APPROVED W/ CONDITIONS . NOT APPROVED (attach comments) ❑ ..S DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) ,iFJ'z ragkiM 1�� ``.�'15iV�3a'��tut*s?i:7fi REVIEWERS INITIAL ACTIVITY NUMBER D97 -0392 PUBLIC WORKS COMPLETE E COMMENTS PLAN REVIEW / ROUTING SLIP DETERMINATION OF COMPLETENESS: (T,Th) DATE 12/16/97 PROJECT NAME 60-J en 4 t r1rvt DEPARTMENT: BUILDING DIVISION [I) FIRE PREVENTION El PLANNING DIVISION STRUCTURAL El PERMIT COORDINATOR 0 4 NOT COMPLETE El TUES /TEURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF I I (If routed by staff, make copy to master file & enter Sierra.) DATE la I I YI L DUE DATE 12/18/97 NOT APPLICABLE E3 APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F DATE DATE DUE DATE 1/2/98 APPROVED n APPROVED WI CONDITIONS NOT NOT APPROVED (attach comments) C DUE DATE APPROVED • Cl APPROVED WI CONDITIONS p NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) REVISION SUBMITTAL DATE: - '' PLAN CHECK/PERMIT NUMBER: c h c Al C) ") PROJECT NAME: PROJECT ADDRESS: \-- YA% - ) ( L +q - CONTACT PERSON: REVISION SUMMARY: Bldg; CITY OF TUKWILA Department of Community Development Building Division-Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 • -- "7" --- "‘ C \-7 a T ( Z \ SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. PHONE: c.9 - , - fJ • c l RECEIVED CITY OF TUKWILA SUBMITTED TO: JUL 2 0 1998 PERMIT CENTER CITY USE ONLY 'Publia.WOrks, 3/19/96 m aa 5=0 EXIT EXIT EXIT `t ‘01•5 5o.. 3 Lf Pl. .o 4- t,-1A. 4k4L!V .-. Ra■Ks.its• V • 640 C °ANIS u' i_r r ' cOP' • ,. P1.2.11N111 NO. !_i•Z__03-i1.-._ F APPROVED PLAIT.-; ,, i ,, ,::111111.-1..1„A:i....: (:ii.....)1`11,1::(.0011UiCI:"1:1(r.../11.11. .11 I{(\N'I A\ r !..1_1')11.1(.' DIVISION C0101'110 hA^nuMll.1 LIEVEL (tP011tlr 1 _ _. -.mow ��..• 1)I I10:4I ` RECEIVEUD V V. 1;1 11 CITY OF TKWILA 1`.0 JUL 2 1998 ,, ► -`•► PERMIT CENTER " rlll.l)Ih1C,1)1V 0 • 1 ,1 1 anek EXIT EXIT FILE COPY t .mderstand that the Plan Check •,biect to errors and omit t=. ;irid etv: rio)PS nos st"t _,,,:lp ;1t vo:Jtdtiet! ccx,I7 Ui 1 (t t�:u ; or ppr12+ d pia nsackncawleciried. By Date Permit No. vri 10 C oolo N % 199 -039 p• I FINIS,IEO SLAB I ELEVATION 58.0' I t1Ni5NED SLAB I BLVATION" 42.0' CITY OF ryKwlt . JAN 8 1Syd BUILDING :SO �� o � Afi t) le% 0 9y 9 00-D39Z EXHIBITBi i irso f y i (O., St' ; ..}. A `\ tae • • • '`. \` • Building Plans ..0•0 • ..� . o'°° BRACE 1 -5/8' NOTE' IT IS LESS CRITICAL SEISMICALLY TO USE LOWER LOADS OR LOWER BEAM LEVELS THAN ARE SHOWN • 3' - 0' z J 0 L.) 12' z f J C] U UPRIGHT 14 GA THK -0' 0.11'x 3'x. 3' BASEPLATE (1) 1/2'0 ANCHOR 1/8. ' 1 -1/2' EA FACE COLUMN 8. BASE PL TYPE "A' LOAD BEAM TYPE B 'B' 5' 'C' 4.5' 1 -5/8'H x 7/8'W STEP :0 1 -5/8x 3x CITY OF TUKWILA 3/16' THK APPROVED JAN 8 f998 I4GA THICK no Ivy oLu BUILDING DMSION TYPE "A" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATI ❑N STATING 300011 CAPACITY @ 48' 2000# CAPACITY @ 96' 1000# CAPACITY @ 144' 1/8 10' -0' CONNECTOR LOAD BEAM ELEVATION 14GA THK COLUMN & BASE PL TYPE 'B' & 'C' 3 /S'x 4'x 7' BASEPLATE (1)._1/2'0 ANCHORS (2) PIN CONN 0 CONNECTOR i .+- .cat- �e+'lY "T•rt• -M+� 1-1/2' EA FACE (2) AISI A502 -2 RIVETS LOAD BEAM 4'oc HOOK SLOTS IN IN COLUMN 1/8 V VERTICAL EDGES TYPE "B" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 2000# CAPACITY @ 48' 4000# CAPACITY @ 96' 4000# CAPACITY @ 144' C 1.5 x 1.25 1.5 14 GA THK I 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE 10' -0' LOAD BEAM ELEVATI ❑N COLUMN -BEAM CONN SAFETY PIN TO RESIST 1000# UPLIFT LOAD TYPE "C" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 3500# CAPACITY @ 48' 3500# CAPACITY @ 96' LOAD BEAM ELEVATION Q Q. N o N Wv., Z a ° Ce I- 1- o p L�I W > co J CC J - _ Li D W N 1 X q VI CL ¢ V1 WEW p r, V1 ( X 0U O- q Z 1- V) NLJ ¢¢ W U1 L I 0 C V) 0 I W W T L U ) Z X� o II J U p La ,.._• L+ LI >.J. J J' c L�¢In¢ U m = J U W Li aLJ W > W I Z ZJ0L_ 0-N 0 1-D J N a W Q U Q a V1 II Z a Z CI W II L?W Vf =Z i- II V) H - -a ¢ U C3 II W¢ WpZX Z I I cm cnJ¢ -:. Cu ^ ^ C) c U) 101281 RECEIVED CITY OF TU KWI DEC 1 619 PERMIT CE z W Q L 0 I` 0' CU LU CL. • • ' •,•• •• , • • CITY OF TUKWILA APPROVED JAN 8 1998 by : Ben Riehl • . t • • r• Registered,Engineer , WA#:21008' • •:" ivOtLu BUILDING DIVISION: EXPIRES 10/28/ G M' INTA3cPb Depth • Flange Lip Thickness R. Blank = • A = Ix = Iy = a a bar b bar c bar gamma 1.0000 R' . 0.1375 Section Removing: • .- , , . . . . . . 0.640,inch'slot 0.75 inches each side of center On web .0.376inChhole 0.87 inches from in each flange, 0.152 in2 . ' A' = 0.389.in2 • - ' . x bar = 0.728 in ,S'x= , 0.382 in3 R'x= 1.213 in S'y= ' 0.184 in3 .12 .'0.666rin'' • Depth Flange Lip Thickness Blank = A= Ix = Iy = a a bar b b bar C c bar, U ' geirtme R' ',Cold, 000 i 3. n 1.625,in 0.750 in 0.0750 in 0.1000 in 7.21 in 0.541 in2 0.750 in4 0.217 in4 2.6500 2.9250 1.2750 1.5500 0.5750 0.7125 0.573,in4- 0.172 in4 Cold, Formed Channel 1.500 in 1.250 in 0.000 in 0.0750 in 0.1000 in 3.73 in 0.280 in2 0.106 in4 0.046 in4 1.1500 1.4250 1.0750 1.2125 0.0000 0.000() :'0.2160.. q.0000 0.1375 12 = wt = 1.8 plf Sx = 0.500 rin3 - Rx'= -1:177 in Sy = 0.223 in3 Ry =- 0.633 in Web w/t 35.3333 r Fig wit 17.0000 x bar • 0.6139 m 0.9488 xO -1.5627 ' J 0.0010 x web 0.6514 x lip 0.9736 h/t 38.0000 Sx S y Fy = 50 ksi wt = 1.0 plf = 0.141 in3 Rx = 0.614 in = 0.056 in3 Ry = 0.403 in Web w/t 15.3333 Fig w/t 14.3333 x bar 0,3946 m 0.5298 x0 -0.9244 J 0.0005 x web 0.4321 x lip 0.8179 h/t 18.0000 • OoLui4NsEdTiON:.'.. ••• • ' • • • • •• • • '.." •••• „ • • • BRACE SECTION • ; • ' •• ; • • Cold Formed Section .. . - HEIGHT OF BEAM . A.000 INCHES, '. ' .MAT'LTHICKNESS 0.075 'INCHES INSIDE RADIUS • 0.100 INCHES ' • WIDTH . 2.750 INCHES STEEL YIELD. 50.0 KSI .. . : STEP 1.625 INCHES HIGH ' 1 .,000 INCHES :WIDE , ABOUT THE HORIZONTAL AXIS ABOUT THE , VERT LONG SIDE 3.6500 2.0000 7.3000 14.6000 TOP 1.4000 3.9625 5.5475 21.9820 STEP SIDE 1.3500 '3.1500 4.2525 13.3954 STEP BOTT' 0.7250 2.3375 1.6947. 3.9613 SHORT SID 2.0250 1.1875 2.4047 2.8556 BOTTOM 2.4000 0.0375 0.0900 , 0.0034 CORNERS 0.2160 3.9125 0.8450 3.3063 2 0.2160 3.9125 0.8450 3.3063 3 0.2160 2.3875 0.5157 1.2311 4:0.2160 2.2875 0.4941 1.1302 5 0.2160 0.0875 0.0189 0.0017 6 0.2160 0.0875 0.0189 0.0017 TOTALS 12.8459 25.3500 24.0270 65.7748 AREA .= 0.963 IN2 CENTER GRAVITY = 1.870 INCHES Ix = 1.934 IN4 Sx= 0.908 IN3 Rx = 1.417 IN 0.0000 0.6920 0.0000 0.0004 TO BASE 1.246 INCHES' TO LONG SID Sy = 0.691 IN3 Ry = 1.039 IN 4.0523 ' '0.0375 0.0000 0.8750 0.2050 1.7125 2.2125 2.7125 1.3750 0.0875 0.0004 :1.6625 0.0004 1.8000 0.0004 2.6625 0.0004 2.6625' 0.0004 0.0875 4.9516:17.8875 3 • , • 0.0189 0.3591 0.3888 0.5751 0.5751. 0.0189 16.0064 0.1369 • 1:2250.- •.• ••••, • • 1.6041 • f 5 • -• • RIVETS 'CONNECTOR WELDS 'COLUMN, MATERIAL THICKNESS. 0.075 - LOAD BEAM DEPTH = 4 ; TOP: OF BEAM TO TOP.OF CONN = ....0 000 WELD .@ BTM OF 0.000 LOAD = 3000 CONNECTOR VERTICAL LOAD= 750 4 " oc 0:43.75' " "DIA ".A502 -2 " 1 "BELOW TOP CONNECTOR 0.150 IN2.EACH Fv - 22:0:'KS2 3:'307 KIPS :EACH RIVET :BEARING-Ob 65.0 KSI 2.:133 KIPS -.EACH RIVET RIVET:VERTICAL CAPACITY: 4.266. S = "; 0.131 IN3 Mcap-=. 3:924 K -IN W/ 1 /3:INCREASE 5.232 K -IN, RIVET MOMENT RESULTANT.@ 0;4 IN FROM:BTM•OF :CONN 1.6 IN Pmax = Mcap/L 3`.270 KIPS: 18% RIVET P1' P2 P3. P4 LOAD .• DIST MOMENT 2.844 ' 4.600 13.081. RIVET OK 0.371 0.600 0.223 0:000 0.000` .0.000 0.000 0.000 0.000 TOTAL 3.215 '. 13.304 CONNECTOR OK 0.125 " 0.125." x 0.125`," x O " x O "- x O " . x 4.000 2.375 1.625 1.000 2.750 1.750 FILLET WELD UP OUTSIDE FILLET WELD UP INSIDE FILLET WELD UP STEP SIDE FILLET WELD STEP BOTTOM FILLET WELD ACROSS BOTTOM FILLET WELD ACROSS TOP. USE EFFECTIVE 0.075 " THICK WELD L = 8.00 IN A = .0.600 IN2 S = 0.400 IN3 Fv = 26.0 KSI Mcap = 10.40 K -IN W /1/3 INCR= 13.87 K -IN :.•, : '.:, , ,... .;.:' ,: ::,' ,';‘ , .:.. : : - .;..•... - .:':.... 7 ..,. . ,,, ' , . . :..,..,-;•: ‘, ;,.. ....... , ... . /•..•." ...i ':..... .............„ In ,Upright Plane SINOLE ROWS ' • Seismic 'Load Distribution „ per 1994 UBC , Zone 3 60 #.Per frame weight . , Columns (V 36 " Levels ' . 'Load r WiHi ' : FiHi Column: (inches):' (#) (k-in) (#) (k-in) C 3 .000x 3::625X 0.075 144 1060 153 261 38 96-.. 2060 198 • 48, ' 3060 147 ' 251 '12. KLX. = 48 in. 0 KLy . 41 in 0 A = 0.389 in 0 0 0 0 Pcap = 11098 lbs 6180 497 850 82 Column 48% Stress Max column load = 5369. # Min column load = 813 # Overturning' = Anchors: V= Braces: Use : TCap = 425 # Brace height =. Brace width = Length = P = 0.30 1.33 Allowable Stress Increase 1.00 = 6 . 0 .0 = 2.750 V = (ZIC/Rw)W 41 " 36 " 55 " 1288 # OTM 82.0 K-IN X 1.15 = 94.4 K-IN RM = 111.2 K-IN REQUIRED HOLD DOWN = 0.00 KIPS , Special Inspection(Y or N)? NO 0 No uplift anchors req'd 1 0.5 " diameter Hilti-KB II 2.75 "embedment in 2000 psi concrete 680 # 0% Stressed per leg. Vcap = 1840 # = 23% Stressed C 1.500x 1.250x 0 075 A= 0.280 in L/r = 135 Pcap = 3098 # 42%. per '1994 UBC In Plane SINGLE kows Seismic Load Distribution TOP LOAD ONLY 60 # per level frame weight ' 1 , •,". 1 . Columns @ -••7'3•6 0.30 1.33 Allowable Stress Increase 1.00 Rw = 6.0 2.75 V = (ZIC/Rw) W Levels Load WiHi Fi FiHi Column: • (inches) ',(#)• (k-in) (#) (k-in) C 3.000x 1.625x 0.075 144 1060 ," . 153 -. 154 22 96 60 6 6 1 41 in 0 Pcap 11098 lbs 1.180 161 . 162 23 Column 11% Stress Max column load = 1224 # Min column load = -44 # Uplift 'Overturning Anchors: Braces: Use : OTM = 22.8 K-IN X 1.15 = 26.2 K-IN. , Rm = 21.2 K-IN REQUIRED HOLD DOWN = .0.14 KIPS Special Inspection(Y or N)? NO 1. T= "139# 1 0.5 " diameter Hilti-KB II 2.75 "embedment in 2000 psi concrete Tcap = 680 # 20% Stressed V = 81 # per leg Vcap = 1840 # = 4% Stressed Brace height = Brace width = Length = P = 41 " 36 " 55 " 246 # C 1.500x 1.250x 0,075 A = 0.280 in L/r = 135 Pcap = 3098 # 8% MSU: STRESS- 11 :'VERSION, INPUT:DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Type Plane Frame Number of 'Joints 14 Number of Suppor : Number of Members 15 Number of Loadings 1 Coordinates l:. 0.0.:. 48.0 S 2 0.0 96:0 S 3 .. 0.0 144 0.: S 0.0 S 61.5 48.0 6 61.5 96 .0 7 61.5 144.0 8 184.5 0.0 ° S 9: 184..5 48.0 184.5 `. 96:0' 11 ' i84 .. 5 144 . 0 .. 12 „..246.0: 48.0 S 13 246.0.' 96.0 .S 14 ': `246'.0 144:0 S Joint Releases: 4; Moment Z 8 Moment Z.... 1: Force 'X.Moment Z. 2 Force X Moment Z. 3 Force X Moment Z 12;Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 l ;: 5 7 9 10 11':.. 9 12 10 13 11 14 Plane OF DAY ':7' 08 :38.:3 1.934 5 7 8 8. 9 10 10 ` 5 '. 11 9 12 6 13 10 14 7 15 11 Member Properties 1'Thru ' 3, Prismatic Ay '0.674 DATE::'::12/1i/977.:TIME-OFAJAY.:48 4 Tfirli 9 Prismatic Ax 0.389 Constants E 29000. All G 12000. All Tabulate All 10.'Thrti 15. Prismatic Ax 0'.963 AY: 0.674 1.73: Loading Dead + Live + Seismic Joint Loads 5 Force Y. -1.53 . • ••••• • 6 .•Force 7 • • 10 Force Y 03 11 Force Y • '• -0.53 5 Force X 0.065 6•: X. 0.087 7 Force X 0.067 ':,,•••• • 0.06 10 Force X.' 0.087 1]. Force X • .•:• 0.067 • • , PROBLEM CORRECTLY SPECIFIED, .EXECUTION TO PROCEED •• • • . Seismic Analysis per 1994 UBC 12/11/97 wi di widi2 fi fidi in 3060 0.6111 1143 130 :79.3, 2060 0.7847 1268 174 136.2 1060 0.8560 777 134 114.7 0 •0.0000 • ' 0 0 0.0 0 0.0000 ... 0, 0 0.0 0 0.0000 '0 0 0.0 6180 3188 437 330.2 g = 32.2 ft/sec2 T = 0.993190 sec C=1.25*S/(T 1.884 Assumed S = 1.5 Z* I = 0.30 Rw = 8 C/Rw = o . 235 V= (ZIC/Rw)W V= 0.071 W 437 # PAGE 65 _130 87 173 67 437 100% ivith6 STRESS-11:VERSION 9/89 DATE 12/11/9 Structure Storage Rack in Load Beam Plane 3 Levels ' Loading Dead + Live + Seismic MEMBER FORCES • MEMBER. JOINT AXIAL FORCE SHEAR FORCE '0.00 1. 5 0.000 ' 0.106 6.50 . 0.00 L2.22 • 10.43 - 2.99 4.01 1.11 1.53 . 0.00 10.60 3.37 3' 7- • ,, 0000 • . • • • " , . -3;067.: 1.543 8. 10, t 11 -0.522 10 -0.006 10 0.006 , 11 9 0.000 11 12 0.000 12 6 -0.004 12 10 0.004 13 '10 0.000 13 13 0.000 14 7 0.012 14 11 -0.012 15 11 0.000 15 14 0.000 0.007 0.217 -0.217 0.146 -0.146 0.055 - 0.055 0.221 -0.221 0.162 - 0.162 0.079 -0.079 -0.111 0.111 - 0.117 0.117 - 0.045 0.045 - 0.055 0.055 - 0.015 0.015 -0.023 0.023' APPLIED JOINT LOADS, FREE JOINTS /6 -- TIME OF DAY: 08:38:33 • . - MOMENT 1.63 2.16 -6.92 - 6.77 0. 4.10161444;erre - 2.89 -2.69 AftlytkEntir 0.00 - 1.09, -0.76 -1.40 0.00 PAGE , • , /11,40/#14.041 = JOINT . ;: -. :FORCE X , - JOINT FORCE X FORCE Y MOMENT Z 2 0.000 -0.036 0.00 -0.007 4 -0.217 3.067 3.067 12 0.000 0.117 0.055 14 0.000 0.023 4?" PAGE MSU STRESS -:11 VERSION 9/89 - - - DATE.: .- 12/11/97- --- TIME OF :DAY : .08 :38 :33 : 10 0.087 -14030 0.00 11 0.067 -0.530 0.00 REACTIONS APPLIED LOADS SUPPORT JOINTS . FREE. JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.6111 -0.0131 • -0.0026 0.7847 0.0196 ' -0.0011 0.8560 -0.0218 -0.0005 9 0.6111 -0.0131 -0.0024 -0.0009 0.7847 -0.0196 11 0.8560 -0.0218 -0.0002 SUPPORT JOINT DISPLACEMENTS. JOINT X-DISPLACEMENT 1 0.6111 2 0.7847 3 0.8560 4 0.0000 8 0.0000 12 0.6111 13 0.7847 14 0.8560 Y-DISPLACEMENT , ROTATION 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0.0010 0.0001 -0.0003 -0.0177 -0.0177 0.0015 0.0009 0.0006 eam Column Check == 12/11/97 0.075 0.389 in2 0.382 in3 = 1.213 in 1.00 Pallet` Load.. 3000 lbs Assume,'. 0.5 pallet load on each beam M = PL /8= 22.50 k -in fb = . _ 24.78 ksi Fb 30 ksi `=. :Mcap, 27.24 k -in 36.33 k- in: with .1 /3'increase Defl 0.59 in = L/ 203 25% added , to` one pallet ' load M.= .282 PL = 25.38 k-in 1.333' P M Lx Ly Pcap Mcap Ratio 9 3 10.6 48.0 41.0 11.32 ' 15.27 97%. 15.27 ° ' 0 1.5'. ',4 4 .: 48.0 41.0 1T.32 � . 42% i 0.5, 2. 2 `:: ; 48.0 41.0 11.32 : ':: 15.27 19% • 0 0.0, 0.0 48.0 41.0 11.32 15.27 0% 0 0.0' 0 0 48.0 41.0 11.32 `15.27... '' 0.0 48.0 41.0 11.32 15.27 `% 0'k OOx 2.750x•047.5 Fy = 50 ksi A 0.963 in2 E = 29,500 E3 ksi." Sx = 0.908 in3 Ix: = ;1.934::in4`.;.. Length .120 inches Column Load 4.0 kips • Allowable Soil ,1500 psf -basic ‘• . Assume Footing . 19.7 in square on side .Soil Pressure 1484 psf „ ..•• , '•••• • Beriding• AssUthe'.the'::Concrete4sIab 'works as a that :is: rotation at thejenci of the base plate , and is free to.deflect the eictretfie,...:•...: edge Of the assumed footing; but not free to Mmax = w]."2/3 • U se 3 "square footprint , •:-. W - 10.3 psi 1 -= 8.35 in Load': factor = , ' 1.67 M = 400 #-in ,,,-;:. ,•.•. , h•,. '...; ." . * • ' • .' - •,..'', ... -' ' ': 5,.in. thick slab f'c = 3000:psi • .-. . '; ' s = , 4.17 ir13, fb .=.. . • 96 psi Fb = 5(phi) (f'c.5) = . 178 psi , OK n • . Shear : Punching • Footprint Bearing Use 0.11 " thick 7.75 inches long under column section 0.295 inches wide 2.28625 in2 Bearing: 1.75 ksi 2.100 ksi Allowable Base Plate Design fv = 29 psi Fv = 93 psi . fv =- 35 psi Fv = 186 psi • . • oading: 2000 # load level © 48" 4000 # load level @ 96" 4000 # load level @ 144" Seismic Zone 3 100% Utilization Calculations for Depth , 3.060 in Flange 3.000 in Lip - 0.750 in Thickness', 0.0750 in R 0.1000 in Blank = 9.96 in wt= A= 0.747 in2 Ix = 1.191 in4‘ SX = 0.794 in3 . Rx = 1.263 in • Iy = 0.935 iri4 Sy 0.544 in3 Ry = 1.119 in a 2:6500 Web w/t .35.3333 a bar 2.9250 Fig w/t 35.3333 b 2.6500 x bar 1 2423 • b' bar , 2.9250 - ' m 1.6690 c 0.5750 ' x0 -2.9114 c bar 0.7125 J 0.0014 u 0.2160 x web 1.2798 gamma 1.0000 x lip 1:7202 R' 0.1375 h/t 38.0000 • Section Removing: 0.640 inch slot 0.75.-inches each side of center on we 0.375 inch hole 0.87 inches from web in each flange 0.152 in2 A' = 0.595 in2 x bar = 1.478 in . I'x = 1.014 ind S'x= 0.676 in3 R'x= 1.305 in i'y = 0.743 in4 S'y=. 0.476 in3 R'y= 1.117 in Depth 1.500 Flange 1.250 Lip 0.000 Thickness 0.0750 R 0.1000 Blank = A = Ix = Iy = a a bar b b bar c bar gamma R' Cold Formed Channel Cold, Formed Channel- • 3.73 0.280 0.106 0.046 1.1500 1.4250 1.0750 1.2125 0.0000 0.0000 0.2160 0.0000 0.1375 in in in in in in in2 in4 Sx in4 Sy Fy = 50 ksi wt = 1.0 plf = 0.141 in3 Rx = 0.614 in = 0.056 in3 Ry = 0.403 in Web w/t 15.3333 Flg w/t 14.3333 x bar 0.3946 m 0.5298 x0 -0.9244 J 0.0005 x web 0.4321 x lip 0.8179 h/t 18.0000 BRACE SECTION Cold Formed Section HEIGHT OF BEAM 5.000 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES i WIDTH 2.750 INCHES" STEEL YIELD 50.0 KSI STEP 1.625 INCHES HIGH '• ;. 1.060,INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT ,THE:VERT • ' " 1. LONG SIDE TOP' STEP SIDE STEP BOTT T SID SHORT BOTTOM CORNERS 2 3,. 4 5 6 - - . • CENTER GRAVITY •Ix= Sx.= :Rx = Y. 4.6500 2.5000 1.4000 4.9625 ,1.3500 - , 4.1500 0.7250 3.3375 3.0250 1.6875 2.4000, 0.0375 0.2160 .4.9125 0.2160 4.9125 0.2160 3.3875 0.2160 3.2875 0.2160 0.0875 0.2160 0.0875 TOTALS 14.8459 33.3500 LY LY2 Ii X- ' ' LX • ‘:-"' 11.6250 29.0625 8..3787..:0.0375 0.1744 6.9475 34.4770 0:0000 0 1.2250 5.6025. 23.2504 0.2050 1:7125 '2.3119 2.4197 8.0757 0.0000 2.2125 1.6041 • 5.1047 8.6142 2.3067 2.7125 8:2053 , 0.0900 0.0034 0.0000 1.3750 3;3660 0.0004 0.0875 0.0189 • *0.0004 1.6625 0.3591 0.0004 1.8000 0.3888 0.0004 2.6625 0.5751 0.0004 0.0875 0.0189 0.0004 . 2.6625 0.5751 ' 1.0610 5.2124 1.0610'.5'.2124 0.7316 2.4784 0.7101 2.3343 0.0189 0.0017 0.0189 0.0017 35.3909 118.7238 10.8928 17.8875 18.7564 1.113 IN2 2.384 INCHES TO BASE 3.394 IN4 Iy = 1.297 IN3 Sy. = 1.746 IN Ry = 1.263 INCHES TO LONG SID 1.310 0.881 IN3 • 1.085 ‘.:., ,•• ..„ ..„ . . .....WIL•044■41.MrefeW.i■■•■■;0■4*14Xiiabie1.1... BEAM:END6ONNECTOR 12/11/97 COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH .= 5 IN , TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAN = 0.000 IN LOAD = 4000 LBS PER PAIR ' • • - -• - CONNECTOR VERTICAL LOAD = 1000 LBS EACH - 2 RIVETS @ 4 " oc 0.4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR ' - `• ' AREA = .. 0.150 1N2; EACH Fir = . 22. O. KSI Vcap = 3.307 KIPS EACH RIVET . ' BEARING Fb = . , 65.0 KS I '. ., BliG •, CAP= 2.133 KIPS EACH RIVET . , .1* TOTAL RIVET VERTICAL CAPACITY = 4.266 KIPS CONNECTOR 6 " LONG CONNECTOR ANGLE - Fy = 50 KSI • 1.625 x 3 " x 0.1875." THICK S= .0.131 IN3 Mcap = .. 3.924 K- IN . . . . , W/ " /3 INCREASE = 5.232 Kr IN • RIVET MOMENT RESULTANT @ 0.25 IN .FROM BTM- OF CONN L.= ..., 0.75 IN Pmax = Mcap/.L .1--- . 6.975 KIPS RIVET LOAD DIST MOMENT ' . P1 2.844 4.750 13.508 RIVET OK P2 0.449 0.750 0.337 P3 0.000 0.000. .0.000 P4 •0.000 0.000 0.000 TOTAL 3.293 13.845 »CONNECTOR OK WELDS ›c .5.000 " .FILLET WELD UP OUTSIDE •. " x 3.375 " FILLET WELD UP INSIDE 0.125 " x 1:625 " FILLET WELD UP STEP. SIDE p, x 1.000 " FILLET WELD STEP BOTTOM. 0 " x 2.750 " FILLET WELD ACROSS BOTTOM. 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 10.00 IN A = 0.750 IN2 S = 0.625 IN3 Fv = 26.0 KSI Mcap = 16.25 K-IN W/1/3 INCR= 21.67 K-IN / 2 • , In Upright .' Plane .' SINGLE ROWS • Seismic Load Distribution' = ex' 1994 UBC . . .. : , .. .., „ . . , E = . 0.30 1 -Allowable' Stre6s , increaSe - ..s. ',: C , = 2.750 V = (ZIC/Rw),W ". •:qo -#: per level frame weight,: Columns ® 36' .‘• . Levels Load ,.. •WiHI Fi FiHi . Column: • ; . (k-in) (#) (k-in) 1.0 3.,000x 3.000x 0.075 144 4060 585 762 110. -96 4060 . .390 48 .. 2060 99 129 ., ' 6 - KLx = 48 in 0 0 . 0 KLy= 41 in, • 0 0 0 0 ' ' A= 0.545 in 0 :•Pcap = :19506 lbs Braces: ======== T = Use : Brace height = Brace width = Length = P = 10180 . 1073,, , 1400 • 165 : Column' 50% Stress Max .column - load = 9661 # • • Min column load ,= 513 # OTM = 164.8 K-IN X 1.15= 189.5 K-IN RM = 183.2 K-IN s_ REQUIRED HOLD DOWN = 0.17 KIPS Anchors: Special Inspection(Y or N)? NO 1 --= i 0.5 " diameter Hilti-KB II 2.75 "embedment An 2000Tsi .Tcap = 680 # 26% Stressed V = .700 # per leg Ntap = 1840 # -; 38% Stressed 41 " 36 " 55 " 2121 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 135 Pcap = 3098 # 68% 2. In Upright Plane SINGLE ROWS Seismic Load Distribution TOP LOAD ONLY per 1994 UBC Zone ' 3 ' Z = 0.30 1.33 Allowable Stress Increase 1= 1.00 Ilw = 6.0 'Levels Load . WiHi Fi FiHi 'Column: (inches) -. (#) (k-in) (#) (k-in) ' C 3.000x 3.000x 0.075 • •-: .144 , 4060*. ' ' 585- : 566 82 ,96 ' 60 6. -. '.., .6 1 48 '' 60 . . 3 3 0 KLx= 48 in , .. 0 0 0 0 0 KLy = 41 in 0 0 A= 0.595 in ' P•x: ' 0 . 0 : .." .0 . 0 0 Pcap = 19506 lbs Jeight 60 ."# per level frame weight • Overturning Anchors: Braces: Columns @ ".. . 36 " 4180 593 575 82 Max column load = 4374 # Min column load = -194 # Uplift V = Use . • • • - • OTM = 82.2 K-IN X 1.15 = 94.6 K-IN RN= 75.2 KIN REQUIRED HOLD DOWN = 0.54 KIPS Special Inspection(Y or N)? NO 1 T = 537 # 2 1 0.5 "diameter Hilti-KB II 2.75 "embedment in 2000 psi concrete Tcap = 680 # 79% Stressed 287 # per leg Vcap = 1840 # = 16% Stressed Brace height = 41 Brace width = 36 Length = 55 P= 871 II II • C 1.500x 1,250x 0.075 A = 0.280 in L/r = 135 Pcap = 3098 # 28% Column 22% Stress .' • Is .PAGE MSU.STRESS= 11 9/89 DATE 12 /11/97 TIM OF DAY '08 52 =_ = INPUT: DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane '3.Levels Type Plane Frame Number of Joints 14 • Number of Supports 8:" Number of Members 15 Number of Loadings 1 , .Joint Coordinates 1, 0.0 48.0. S 0.0 ,. .. 96.0 S .: 0.0 144.0 S 61:5 0 O S 61.5 48.0 • 61:5 960 61..5 144.0 184.5 O: O: S .184.5 .. :48.0 :184: :56:0 11 184.5 144.0 12 246.0 48.0 S ;13 246 :0 96.0S 14 246 144.0'S Joint Releases 4 Moment Z 8 Moment Z 1' Force' X Moment Z 2 Force X Moment Z .3.:Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member.. Incidences 1 2 3, 3 4 .: 4 5 5 6 8 9 10 9 10 11 12 13 14 15 Member Properties 1 Thru 3 . Prismatic 9 6 10 7 11 5 '. 6 7 5 6 7 9 10 11 9 12 10 13 11 14 1.113 Ay 0.779 Iz 3.394 PROBLEM CORRECTLY: SPECIFIED, EXECUTION TO PROCEED • . . • • .• " •••, • Seismic Analysis per 1994 MC = 12/11/97 di - widi2 fi` fidi in 2060 0.5581 642 64 35.9 4060 0.7514 2292 252 189.1 4060 0.8569 2981 378 323.9 0 0.0000 0 0 0.0 0 0.0000 0 0 . 0.0 0 0.0000 0 0 0.0 10180 5915 694 548.9 g = 32.2 ft/sec2 T = 1.049318 sec C=1.25*S/ (T"' .667) = 1.816 Assumed S = Z • * I = 0.30 Rw C/Rw = 0.227 V = ( ZIC/Rw)W V = 0.068W = 693 # MSU STRESS-11 VERSION 9/89 --- DATE: 12/11/97 - -- TIME OF DAY: 08 :52:03 Loading Dead + Live + Seismic Struttnre, Storage . Rack in Load Beam Plane 3 Levels: 8 9 MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE -0.180 1 5 0.000 0.180 0.000 -0.080 0.000 0.080 0.000 -0.022 0.000 0.022 5.039 0.344 4 5 -5 -0.344 4.020 0.298 - 4.020 -0.298 2.011 0.160 6 7 -2.011 -0.160 5.039 0.350 - 5.039 -0.350 4.020 0.332 - 4.020 -0.332 9 10 2.011 0.218 9 11 -2.011 .... -0.218 10 5 -0.013 . -0.191 10 9 0.013 0.191 11 9 0.000 -0.202 11 12 0.000 0.202 12 6 -0.012 -0.100 12 10 0.012 0.100 13 10 0.000 -0.121 13 13 0.000 0.121 14 7 0.029 -0.041 14 11 -0.029 0.041 15 11 0.000 -0.060 15 14 0.000 0.060 APPLIED JOINT LOADS, FREE JOINTS PAGE . MOMENT - .0.00 -11.08 6.00 16:50 6.47 7.84 3.44 4.25 16.82 7.21 8.71 4.69 5.77 -11.89 -11.61 C 601.-A.40iel-7717,e -6.40 - 5.95 0.00 - 2.91 -2.10 -3.67 0.00 PAGE MSU STRESS-14 VERSION 9/ - 7 .- DATE 12/11/97 --- OF : 52 : 03 • JOINT FORCE X . FORCE, Y, - MOMENT Z 5 0 032 : . 0.00 9 0.632 -1:030 ' : 0.00 , 10 0.126 '-2 :036 ' 0.00 0.00 REACTIONS ,APPLIED LOADS: 'SUPPORT JOINTS . . . • JOINT FORCE X FORCE: Y MOMENT ' Z 1 0: 000 -0 180 4 5:03 8 5039 - 0:00'; 12 0'.000 0202 . 14,. 0000 0060 FREE' JOINT DISPLACEMENTS 1.!1 JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 ' -0.5581 ' -0:0140 6 0.7514 -0.0252 ' -0.0014 7 0.8569 -0.0308 . -0.0008 :9 ' 0.5581 -0:0140 ' -0.0024 10 0.7514 -0.0252 -0.0012 11 0.8568, -0.0308 -0.0003 SUPPORT:JOINT'DISPLACEMENTS • JOINT .X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.5581 2 0.7514 3 0.8569 4 0.0000 8 0.0000 12 0.5581 13. 0.7514 14 0.8568 0 00 0A0 0.00 0.00 .. 0.0000 0.0009 0.0000 0.0001 •0.0000 -0.0004 0.0000 -0.0160 0.0000 -0.0161 0.0000 0.0015 0.0000 0.0012 0.0000 0.0009 023 Beam-Column Check " 000x 3.000x 0.075 kx= 1:00 : 1:oo • • * , Stress Factor 1.333 • P., M Ly Pcap Mcap Ratio 5' 1'. 16 .8 48.0 41.0 2 . - "88V. 11 2.0 5.8 48.0 41.0 19.53. 27.03 ' 0' 0.0 0.0 48.0 41.0 19.51. 27.03 0% 0 ' =0.0 0.0 48.0 41.0 19.51 27.03 25k Load .4Beam : Check 5.00x 2.750x 0.075 Length = :=. 120 inches • Pallet Load 4000 lbs • Assume,: On: beam • Mcap =.. .= 38.92 k-in . • • -in with 1/3 increaae., w/ 25% added to one pallet load • M = k-in. .;'12/13./9 :k4 • , 1.117', in • • • = 50 ksi'f• = 29,500 E3 ksi , . • •, •• •• • •. • • • Oading: '3500 # load level. @ ':.• 3500 # load level @96 . 1 „ • • • • Ben Riehl Registered Engineer WA# Blank = 9.96 in A= 0.747 in2 1.191- in4 Iy 0.935 in4• a 2.6500 a bar 2.9250 b 2.6500 :,b bar 2.9250 c 0.5750 • c bar 0.7125 u 0.2160 • ' • • • .0.1375 Depth 1.500 Flange 1.250 Lip 0.000 Thickness 0.0750 R 0.1000 Blank = A = Ix = Iy = a a bar b b bar c c bar u gamma R' in in in . in'• in Cold Formed Channel 12/11/97 Depth . 3.000 in Fy = 50 ksi Flange 3.000 in , Lip 0.750 in , Thickness 0.0750 in '`COI.A.114N 'SECTION R 0.1000 in S ection ' Removing: • 0.640 -inch:. slot - 0.75 inches each. side of center' on web 0.375 inch hole 0.87 inches from web in each flange - = 0..152 in2 A' = 0.595 in2 x bar = 1.478 in I'x = 1.014 in4 Six= 0.676 in3 R'x= 1.305 in I'y'= 0.743 in4. S'y= 0.476 in3 R'y= 1.117 in e . wt = 2.5 plf Sx = 0.794 in3 Rx 7 1.263 in Sy = 0.544 in3 Ry = 1.119 in Web w/t 35.3333 , Flg w/t 35.3333 x bar 1.2423 m 1.6690 x0 -2.9114 J 0.0014 x web 1.2798 , gamma 1.0000 x lip 1.7202 hit 38.0000 Cold Formed Channel Fy = 50 ksi 3.73 in wt = 1.0 plf 0.280 in2 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in 1.1500 Web w/t 15.3333 1.4250 Flg w/t 14.3333 1.0750 x bar 0.3946 1.2125 m 0.5298 0.0000 x0 -0.9244 0.0000 J 0.0005 0.2160 x web 0.4321 0.0000 x lip 0.8179 0.1375 h/t 18.0000 BRACE SECTION - - r - Cold Formed.. Sect ion • .: HEIGHT OF BEAM 4.500 INCHES MAT' L THICKNESS 0.075 INCHES INSIDE: RADIUS 0.100 INCHES 2.750 INCHES: 50.0 KSI. ••••• • STEEL YIELD STEP ,r,.1.,625 INCHES. ,HIGH : '1 INCHES ' WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE 1IERT .. . ' . LONG SIDE '4.1500 2.2500 9.3375 21.0094 5.9561 0`.0375 0.1556 TOP 1.4000 4.4625 6.2475 27.8795 0.0000 0.8750 . 1.2250 STEP SIDE 1.3500 3.6500 4.9275 17.9854 0.2050`' 1.7125 2:3119 ' 'STEP' BOTT 0.7250 2.8375 2.0572 5.8373 0.0000 2.2125 1.6041 SHORT SID 2.5250, 1.4375 3.6297 5.2177 1.3415 2.7125 6.8491 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.375d 3.3000 CORNERS 0.2160 4.4125 0.9530 4.2053 0.0004 0.0875 0.0189 2 0.2160 4.4125 0.9530 4.2053 0.0004 1.6625 0.3591 3 0.2160 2.8875 0.6236 ' '.1.8008 0:0004 1.8000 0.3888 4 0.2160 2.7875 , 0.6021 1.6783 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 13.8459 29.3500 29.4589 89.8255 7.5050' 17.8875 17.3814 . , AREA = 1.038 IN2 CENTER GRAVITY = 2.128 INCHES TO BASE Ix = 2.599 IN4 Sx = 1.096 IN3 Rx = 1.582 IN • 1.255 INCHES To LoNG SID Iy = • 1.174 Sy = 0.786 IN3 Ry = 1.063 IN. Q. • WELDS BEAM END CONNECTOR 12/11/97 COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 3500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 875 LBS EACH Z:RIVETS-@- @ 1 . 7 F41 , = BRG .CAP= TOTAL - : - CONNECTOR • 6 " LONG CONNECTOR 1 •:P4 TOTAL 3.215 0.125 " 0.125 " 0.125 " 0 " 0 " 0 " 4 " oc ,: 0.4375 ":)DIk A502-2 • - 1 "BELOW TOP OF CONNECTOR . .: -' -' 0.150 IN2 EACH Flt = , , 224KSI:;, 3.307 KIPS:EACH RIVET • '. BEARING,Tb = : 6.0 2.1 i 3 KIPS EACH RIVET RIVET VERTICAL CAPACITY = 4.266 KIPS: _ . - • .• 'S'= 01311N3 - ANGLE 4.500 2.875 1.625 1.000 2.750 1.750 3 " Mcap = W/ 1/3 INCREASE RIVET MOMENT RESULTANT @ 0.4 M = PL L= 1.1 IN Pmax = Mcap/L = 4.756 KIPS RIVET LOAD. DIST MOMENT P1 2.844 4.600 13.081 P2 0.371 0.600 0.223 0.000 0.000 0.000 0.000 0.000 0.000 13.304 0.1875 " THICK IN4ROM BTM CONN, RIVET OK CONNECTOR OK FILLET WELD UP OUTSIDE FILLET WELD UP INSIDE FILLET WELD UP STEP SIDE FILLET WELD STEP BOTTOM FILLET WELD ACROSS BOTTOM FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 9.00 IN A = 0.675 IN2 S = 0.506 IN3 Fv= 26.0 KSI Mcap = 13.16 K-IN W/1/3 INCR= 17.55 K-IN 091 ' • In Upright Plane ' SINGLE ROWS," Seismic Load. Distribution • per 1994 UBC Zone Levels Load WiH3. Fi Fi Hi Column: (inches) (#). (k-in) (#) (k-in) ,C 3.000x 3.000x 0.075 96 3560 342 48 '3560 171 326 16 0 0 0 0 0 KLx= 48 in Braces: '• , I , • , , Max column load = 5736 -# : • Mm column load = 1384.# Use Brace height = Brace width = Length = P.= C 1.500x A = L/r = Pcap = 41 36 55 1484 1.250x 0.075 0.280 in - 135 3098 # Overturning , '-- OTM = . 783K-IN X 1.15 = RM = ' . REQUIRED HOLD DOWN = ..-: Anchors: Special Inspection(Y or N)? NO ,.- -,, 0 No uplift anchors req' d 1 0.5 " diameter Hilti-ICB II 2.75 "embedment in 2000 psi concrete Tcap = 680 # 0% Stressed:' V = 490 # per leg Vcap = 1840 # = 27% Stressed 48% _ - ..'InUPright:•Plane , „ :': ;SINGLE ROWS . - ... Seismic Load Distribution ' -, TOP LOAD ONLY -,:' - . -'.-.•.: ._,. .. , - • . , .. . „ • , . per-'1994:UBC , ::-'- ' .: Zone: Levels Load Willi (inches) . (#) (k-in) Overturning Braces: • • , Z = • 0.30 1.33 Allowable Stress Increase • C= .•... , • " •• ••••• ••• 60 # per level ' • • ••• ; • • • • • • • • ' .• . " • " • • • • • • - • . • ,• • - " • • • • . • • •" • • ; , ."! •• • " • • • • , , "„.• • • • „ • • • ..;•••••:•••.. • frame 'weight • • • - • Columns @ - • ' •-• ••• -36 • • : Fi C 3.000x 3.000x 0.075 0 '' ' , - 0 '%*• ' •• 0 0 K.Lx = 48 in • 0 ' 0 0 • 0 imy = : 41'in A= 0595in - ; Pcap = 19506 lbs 'Column 16% - Stress ==== 3620 345 498 48 Max column load = 3132 # • Min column' load = : 488.#. • . OTM = 47.6 K-IN X 1.15 = 54.7 K-IN RM = 652 K-IN REQUIRED HOLD DOWN = 0.00 KIPS Anchors: Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 1 0.5 " diameter Hilti-KB II 2.75 "embedment in 2000 psi concrete Tcap = 680 # 0% Stressed V = 249 # per leg Vcap =. 1840 # = Use : Brace height = 41 " Brace width = 36 " Length = 55 " P = 754 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 135 Pcap = 3098 # / 24% 14% Stressed :PAGE,: MSU STRESS-11 VERSION 9/89 --- DATE: 12/11/97 --- TIME OF DAY: 08:59 ' INPUT DATA LISTING TO FOLLOW: Structure ' Storage Rack in Load. Beam ,Plane 2 Levels Type Plane Frame 1 Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 • • Joint Coordinates • • 1 0.0 48.0 S 2 0.0 960S 61.5 0.0 S 4 61.5 48.0 5 61.5 96.0 6 184.5 0.0 S 8 184. 96.0 9 246.0 : 48.0 S 10 246.0 96.0 S • Joint Releases 3 Moment Z - 6 Moment Z i Force X Moment 2 Force X Moment.- Z 9 Force X Moment Z 10 Force X Moment Z Member 'Incidences 5 . 6 - 7 7 9 10 8 10 Member Properties •1 Thru 2' Prismatic Ax- 1.038 Ay 0.727 Iz 2.599 • 3 Thru 6 Prismatic Ax 0.595' Ay. 0.298 Iz .1.014 : 7 Thru 10 Prismatic Ax , 1.038 Ay 0:727' Iz 2.599 •Constants E 29000. All G 12000. All . Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.78 5 Force.Y -1.78 7 Force Y -1.78 8 Force Y -1.78 4 Force X 0.095090 5 Force X'0'190181 7 . Force :X ; 0. 095090 8 Force X:.0'.:190181 ' Solve r b PROBLEM? CORR ..SP ":EXECUTION! TO :PROCEED` eismic Analysis per 1994. i.7BC .12/11/97 widi2 f'i fidi 3560 ; 0' 4750 803 190 90.3 3560 '0 6122 1334 380 232.9•,.. 0.;0000 0 0:.0000, 0 0000: 0' 0 ' 0 : 0 :' ; 0 :0' Assumed• S Rw = V _ (ZIC /Rw)N1 • 0.080 .W IME OF';; D .100% - . MStJ STRESS-liliERSION:9/89DATE12/1 • Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic 'NEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE 0.134 - 0.038 1 • 4 .0.000 3 3 3 4 -3.546 4 1. 772 ...!;^. 4 5 • • 6 - 8 -1772 . 7 -6.010 7 • 7 , 0.010 8 • 7 .0000 . 9 • 0.000 9 10 8 . 10 10 JOINT 4 • 5 7 -0.012 • • 0.000 0.000 FORCE X FORCE Y 0.095 -1.780 0.190 -1.780 0.095 -1.780 0.190 -1.780 0.283 -0.283 0.178 - 0.178 0.287 -0.287 0.202 -0.202 - 0.140 0.140 -.0.147 0.147 - 0.045 0.045 - 0.053 0.053 APPLIED JOINT LOADS, FREE JOINTS MOMENT Z 0.00 0.00 0.00 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS - TIME OF DAY:' '08:59:18 • s P 0. 00 *s •••••' • O 00 3.33 5.22 0.00 0.00 'PAGE „ • , 0141( /�a/$4 0 . 00 c olt) 4 e .... civ e - 2.91 - 2.63 /Ito-14,c. -3.24 JOINT ` X DISPLACEMENT. ; Y;- DISPLACEMENT ROTATION. . 4 :0.4750 - 0.0099 0.0,024 5 0.6122 0.01 48 0'.0009 7 '0 .4750 0. 0099 . , 0.0023. 8 '' 0. 6121 0.0148 -0 :0006 JOINT;X- DISPLACEMENT., 1 :0 :,4750 2 0 3 0 ,0000 6 0.. 0000 ". 0.4750 0 1 21.?':.: ROTATION 0.0009 � 0.0135 70 .:0136 0.0014 ; ':'.. 0.0007 MSU,STRESS 11 VERSION:9 /89•: DATE 12/11/97 TIME OF DAY ;08 59: 'JOINT. FORCE X `FORCE Y MOMENT Z` 1 0.000 , =0 134 ' 0.00 2 '01,060:., -0.038 • 04 3 0 :283: 3.,546, , :0.00,. 6 -0 287 3.546: 0.00 0 9 0 00 :0 147 000 :: .: O''. • cy. 000: '0 .053' 0 00 • • • 3.000x 3.000x'0 Fy..=' • , '....., :-... A. = 0.595 in2 R :::: ' 1.305 in •- 11'". = ),, 1 in do Stress .Factor 1.333 .• - Point P M Lx Ly Pcap : ' M cap . , ,, rag. `-- - 8 1.8 - - 5...9... 48.0 41.0 51 ' 27.03' . . 0% 0 ''--- . O . 0 ' ° . ° 48.0 ' 0.0 0 0 19.51 27.03 05k-' - ''. ;!ii. 0 . :' 41* ' , , •)•7 , , - - 0.,.. --., :-.•`..' - ' . 48 0 - 41.0 1.9 •' - ' d3 0% ....J., '.‘ ...,: .. ..',..:.,'' ...- 7 .. , !''.s . ':!- - ..''' . .'",,,-'-''''• .'• - . , .';'.,,:-. , ; ..-...;:,;...''-','., --'','-, :'-.. .* . , ..,,,,,,.? .... . : ;-,' , ,,. ..-.,..1 ,'-''.:;':.,:,..' .::::,.:: ‘ • "'';',.,,,,, .:, '.,- ,;., '...; 4.50x 2.750x 0.075 Fy = 50 ksi 1.038 in2 E = 2 9 ' 500- • 4 Length = 120 inches Assume 0.5 pallet load on each beam ' - M =PL/8=. 26.25 k-in fb = 23.96 •ksi Fb = 30 jsj. 43.82 k-in with 1/3 increase Defl = 0.51 in = L/ 234 • :25% added to one pallet load ' M = .282 PL = 29.61 k-in ". 90% . .• •,' • ' , „ Base Plate Design Column : ,Load . 4.3 kips Allowable Soil 1500--psf.basic AssumeFooting 20.3 in square on. side Soil Pressure , 3:500 psf , • . ":: ';' 2. • • . . , Assume the c oncrete slab works as a beam that is fixed :against • ati of, the bage plate and is free to deflect 'at. the extreme edge of the assumed footing, but not free to - rotate. • Use 4 "square base plate . " fb * 93 s pai'r : • , Fb = 5 (phi)- .5) = -, 178 psi OK H Shear : „ • Beam - fv ,= 28 psi, FAT = 93 psi . OK .. Base Plate Bending- Use 0.375 " thick , * • fb = . 12905 psi Fb = 27000 psi OK ! .•, ATE OF WASHINGTON UNTY OF KING certify that I know or have satisfactory evidence that the person appearing before me and • i grung this document is the person whose true signature appears on this document On this 11 day of - ktex4aEg.. , 1992_, before me personally appeared Richard B. Nowitzky, to me known to be the Vice President, Management Operations of Northstream Properties, Inc. that executed the attached and foregoing instrument, and acknowledged the said instrument to be the free and voluntary act of said corporation for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument. ciA &lily 0 CITYR R E TRWILA DEC 1 6 1997 PERMIT CENTER Dec-1197 02 58P Linda Nordstrom (206) 828-6606 C December 11, 1997 • . Kick Gardner Garden At Home 4487 134 Place Seattle, WA 98168 Re : Tenant Improvements Dear Rick : Tis letter responds to your recent request regarding the Landlord's approval of the proposed installation of additional tenants improvements in your existing offices. The drawings that you have submitted are approved by Northstream, contingent on the following conditions being met : 1. That the proposed improvements be properly permitted with all appropriate agencies and jurisdictions; 2. That the proposed improvements be properly inspected and approved; 3. That a licensed contractor be used to accomplish the improvements; 4. That the contractor have at least $2,000,000 combined single limit and $1,000,000 per occurrence general liability insurance and have submitted a certificate to me evidencing that coverage; . All other terms and conditions of your lease regarding tenant's improvements will continue in effect. Should you have any questions, I encourage your call. Very truly yours, Richard B. Nowitzky Vice President 620 Kirkland Way Suite 102 Kirkland Washington 98033 Phone 206/828.6300 Fax 206/828.6606 091•039?- 1- 5/8 "-\ NOTE IT IS LESS CRITICAL SEISMICALLY TO USE LOWER LOADS OR LOWER BEAM LEVELS THAN ARE SHOWN z 31 10 O U 3' -0" z 31 10 0 12' UPRIGHT COLUMN & BASE PL TYPE "A" 275" 14GA THK -0" 0.11 "x 3 "x 3" BASEPLATE (1) 1/2 "0 ANCHOR 1/8 1 - 1/2° EA FACE 1 -5/8 "H x 7/8'W STEP LOAD BEAM TYPE D JAN 8 1998 'A' 4' B' 5' 'C' 4.5' flu ,SU I LU BUILDING DIVISION 10' TYPE "A" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE 'LACED IN CONSPICUOUS LOCATION STATING 3000# CAPACITY @ 48" 2000# CAPACITY @ 96" 1000# CAPACITY @ 144" LOAD BEAM CONNECTOR LOAD BEAM ELEVATION 14GA THK COLUMN & BASE PL TYPE "B" & "2" (2) PIN CDNN 0 14GA THICK 1 -5/8x 3x o 0 CITY OF TUKWILA 3/16" THK—' APPROVED CONNECTOR 3/8 "x 4 "x 7" BASEPLATE (1) 1/2 "0 ANCHORS CONNECTER LOAD BEAM (2) AISI A502 -2 RIVETS LOAD BEAM 4'oc HOOK THRU SLOTS IN COLUMN 1/8V VERTICAL EDGES BRACE TYPE "B" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 2000# CAPACITY @ 48" 4000# CAPACITY @ 96" 4000# CAPACITY @ 144" C 1.5 x 1.25 1.5 14 GA THK n 2" OF 1 /8" FILLET WELD EA END TO COLUMN I0' -0" LOAD BEAM ELEVATION 7 CONNECTOR BRACE CENN SAFETY PIN TO RESIST 10000 UPLIFT LOAD C❑LUMB -BEAM C ❑NN TYPE "C" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 3500# CAPACITY @ 48" 3500# CAPACITY @ 96" 10' -0" LOAD BEAM ELEVATION Z O > ES J ES ES ES C 0` Le W LL ES U W ES W ES Z L? W n ES W q 0 Ce F- U w J W X CD ES W ES Z F - Q > LJ J W W > O m Q cX ?iRES 163 1��j O ES ES CE LJ o CL Z Z Z Q W C7 W m Y Z E!J E- J Ln z 0 W CU ES RECEIVED CITY OF TUKA PERMIT CENT R. ES 0 IU