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Permit D2000-144 - OAK BARN / A-AMERICA - STORAGE RACKS
OAK BARN /A- AMERICA 18255 Segale Pk Dr "B" D2000 -144 ?MwN: K! Y?? 1aK: 4' MAi_. �` i�! 4�'( �D.°FWT.MM`tti.'?,AfVM1Q7u�.?e9w. City of Tukwila 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. (206) 431 -3670 Parcel No: 352304 -9119 Permit No: D2000-144 Address: 18255 SEGALE PARK DR B Status: ISSUED Suite No: Issued: 06 /14/2000 Location: Expire_-.: 12/11/2000 Category: AWSE Type: DEVPERM Zoning: Const Type: RACKS Occupancy: WAREHOUSE Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: SPRINKLERED/AFA Setbacks: North: .0 South: .0 East: .0 West: .0 Water: TUKWILA Sewer: TUKWILA Wetlands: Slopes: N Streams: Contractor License No: RHBROC *130BK OCCUPANT OAKBARN /A- AMERICA Phone: 18255 'REGALE PARK DR 'B', TUKWILA, WA 98188 OWNER LAPIANTA'LTD PARTNERSHIP Phone: (206) 575 -3200 PO BOX 88050, TUKWILA WA 98138 CONTACT TIM EARLY Phone: 206 -624 -3100 19004 AV S, SEATTLE, WA 98124 CONTRACTOR R H BROWN COMPANY PO BOX 3046, SEATTLE WA 98114 **• A• A************ k*** k**• k****** AA**** ** * **•A*A *k ** *•k**** Permit Description: ERECTION OF NEW RACK- MOVEMENT OF .EXISTING RACK. ** *k *•k * * *k44* * * **** * AAk ** k** k**** 4* *'k•kk•k•k ******k**** *•k *k* *•k* **k:4 * **•k * **** **** *** * Construction` Valuation: $ 44,005.20 PUBLIC WORK'S PERMIT'S: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No Sizetin): .00 F16od Control Zone: Hauling: Start Time End Time Land Altering: Cut: Fill Landscape Irrigation: Movi. Load: Start Time: End Time: Sanitary Side Sewer: No Sewer Main Extension: Private: Public: Storm'Dr�ainage': Street Use Water Main E xtension: Private: Public: • k k**:r c* *•k ** * * **c* * *•k * *A* * * * ***** k *•k *•k ** A* **c** * *** k*** k****** *•k *•A *:k **** *A ** * *•k *** * *•k * *, TOTAL DEVELOPMENT PERMIT FEES: $ i 983.36 ******: 4*******• kA** ***A* * *k *�l�t*• * **** ***:4 *•k * **A ** ***** **•k•k ****•AA * **k*A * * * *•k ** * *•k k )4 . ij Permit Center Authorized Signature : Date: ,A.4&_-L.. _HA 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 cancel the provision of any or - the performance of work. development .permit. does not presume to give authority to violate or other state or local laws regulating construction i am authorized to sign for and obtain this Date: ‘ . 1 4 1'Z00O Signature :_ Print Name:____J 1C�1__ LLCv 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. UD N 0 • UJ 9 w • 0 g:3 co 3 Z w w RCI 0 I- w z, 0 Address: 18255 SEGALE PARt( DR 'B SuiLe: Tenant: Type: DEVPERM Parcel it: 352304-9119 Permit Na: 02000 -144 Status: ISSUED App;l ied :' 05/18 /2000 Issued: - '06/14/2000 * ** ** * * * ***. ** kit * * ***444kR *1.:**** *A * * *ii * * ** * * * *R : ** *ik * *•Ak :*:k*** **'k *,l• *** Permit Conditions: 1. No changes wi 11 be made to the plans unless approved by the, ,Engineer , ' and the Tukwila 'Building Division. Al l', ° consr t action to be done in conformance with approved ,plans' and requirements, o the . Un i form B u i l d i n g Code (1997 � of Edition) as amended, Uniform Code (1997 ,Edit ion) ';, and', Washington State Energy Code ( :1997 Edition) . V a l i d i t y 3. of Permit'. The issuance: of a permit or approval o Plans, specifications, -; and 'computations shall not be con- strued to be , a permit;' for or an approval :of, any violation of` ` any of the provisions of the bui °lding code or of. any 'other ordinance of the jurisdiction No .permit presuming to authorit to violate or cancel the provisions of this l l code sha l'`1 "' be .valid . "All permits,, •inspection records, and approved. plans shall be available at the job site prior to the ',. startof any con struotion. These, documents are: to be maintained and avail -- able until final inspection approval is granted. OF TUKWILA: 4 ;1A4ArAS. ttdr2F.±'h re41'd!d'td'!ecw4r qt«w vorIsx., 7ersse ■ir,),.V.41i ✓c� �,< It 1 U a . N ' 0 uj 0 LLI Z O H O z Description of wor to be done: /-� 'i Orr ,i) r G'/.4.) A — � 0 t eaq ,--7 r� .v ..sl i, . Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse / ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi - family ld- Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes 0 no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? rihres ❑ no Existing fire protection features: sprinklers automatic fire alarm ❑ none ❑ other (specify) g Square 0O 00 0 ex isting Buildin S uare F eet: Area o f Construction: (sq. ft.) - -'' ,�� Will there be storage of flammable /combustible hazardous material in the building? ❑ yes LJ no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material, Safety Data Sheets Project Name/Tenannt: .! %v x 2 Ss - s 301/t,' ,40 / zr.4 /II c.__ )V/y Value of Construction: I /'/ ()CIS: 2) Site Address: /) _ City State /Zip: ./ 51 Z .C.0 .�e7e," e A.( . --ivry / /r/ kAlei /r.)// YS /4R Tax Parcel Number: / Property Owner: N-/ /. / / / % ( J !., /+- / . . fr '. ` 4 - Phone: Street Address: � ___- / Cit State/Zip: //I A,.), / /l)/ 9� � ' / s� p Fax #: . Contractor: n g# Kri94 ,)h Phone: Z06, , Z 1 -/ - -3/00 Street Address: City State /Zip: - A le .S, 5&,a /J1 9S' /2y 1900 y YA / Fax #: 206 F Z 7 /Z Architect: /f/,- Phone: Street Address: / 9/f City State /Zip: Fax #: Engineer aP�Ag, Wi 2/ MR ` /v. 4 - Z.'4 - 34 9 Street Address: 7,z r) E na..4 ,c 7 2 7 City State /Zip: ) 7 5, 1 , ; „ 4 . - s All ,S” 9 M .s Fax #: Conta • -rson• 41. /A.i. . / a/ id Zi. ,- S' -1113 Phone: .'e . - , -2 - 00 Street Ad• e s s : City State /Zip: /f ob.- ike S. s 0 /� � 9eJ2 v ax Fax #: 20 4 4,9Z - 7 9 • CITY OF TUK' 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 PPL,ICANT REQUE •PUBLIC: WORKSSITE/CIVIL PLAN REVIEW THE FOL`LOWI (Additional reviews may be 6k:4:Mined.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 I. ❑ Hauling 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 ( --tort pteo Date Tplicatl In ° cpires: � Appl/ca_ tlg�ytaken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM M1hi. (si z w CC 00 a i w J t u) w 0 LL Q to _° � z = Z1- w w 0 1-- w w 2 t- LO tii U = O ~ z BUILDING OWNER OR AUTHORIZED AGENT: Signature: Date: Print name: Phone: Fax ft: Address City /State /Zip ALL COMMERCIAUMUL TENANT IMPROVEMENT /A RATION PERMIT APPLICATIONS MN BE SUBMITTED WITH THE FO OWING: ➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of z 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 w tY� 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) v CO o 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- co Lu 9). -1 H ❑ Floor plan: show location of tenant space with proposed use of each room labeled ui 0 ❑ ❑ 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. u_ i co El Vicinity Map showing location of site H W ❑ ,�j z I LLJ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack i_ layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of w O ,..� / rack. Structural calculations are required for rack storage eight feet and over. w 71 LJ Indicate proposed construction of tenant space or addition and walls being demolished D N ❑ Construction details 0 t - w w ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of ►_- H water supply to sprinkler vault with documentation from contractor stating supply line will meet or LL' z exceed sprinkler system design criteria as identified by the Fire Department. w 0 U ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. - • H ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). z ❑ ❑ 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 1 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 r um. r ow Iwo ' rasa all r ow m i t. , `r . IrA4t*kA. kfrAk * x'r A * k hA I *:kk. A! rA h I*1•A•44 *4*4•-M1•*toA *•k CITY CF •4i►kYl7:LFt 14A , — ' 4-11.-1 TPAh43M):T -A A; * A I- AA.kA -A 4*•AAA. kAn4* AA. :4 •AAAAA *A*,1A•k*.44k•d•hr k e A 1'411NSNIT ' PIurn,berr: R'af104)301 Antourit ; 0( /1.4/00 10;08 Pavment Method: CIi1:G1( Natation: 11H 13t ).1?1IN In t; .11!EI? Perusit ,ho: 1)1.00O••:144 Typet I)CVF1 1ti4 »EVEI.4)Pi41:it+T PEISIiIT I"ar eeI No: 352304-9119 Site Arl dr e. s a : 1825:i SE01)1. t: PARK R Gk B Total Fees: 33,,;3ti This Fdvmermt 7.75 Total ALL Pmts: 983.36 131.11ance O k * *A* AAA*** A***•k 4:** AA• * *4 * * *A *AAPA- ke4*** * * * ** * * *A4 d *AA* Acct.). t Cod ty Deser {z1; i on Amount. • 000/322.100 BUILDING -- "ILI'IRES 5ra3 2 '.)00/38f$ 904 STATE BUILDING SUIICIHtu SE 4.50 5156 06/15.1717 TOTAL x97.7 las '..dr..Wi,.u.�e:A 14..a.«4�L - .1ua?,�i..; .3•. t!t % ti's ti: -..i . <.s,'. "�z �.r.1..t;, :54 : r,V A•A'1 *l * * * *•14*14>tiA.33 *k *t**3 4• *A 31 ***33 **** **t3 ' :1'T( Or 1L1KltIl t4 NA (`�F I fl? WSMIT ** * *14* *:lip ** *A701kA *# *'•A1' p * : s rr * :11 * * * ** *: * *14 * * *1%4A** ** * * * *d• *3 * TRANSMIT 14urntser : R9800206 A►nolint:: 013.61 05/18/00 16 :,21 Payment; Method': t CH CK thAzit ion: RH BROWN CO In it 11:1i .•I ^nrrL14.0 s 0: - :1.44• Type:, DE.VPERM DEVELOPMENT PERMIT Par c61 . Nor. 352304-.911' Si r t'e Addr'es t 0 13255 ' 5EOALE N -U 1< OR it Iota! Fen::; 903.36 Thies . P a vnieii . 385,,,G1 Tot?! L.L. A Pmts: S85.61 Hal spray 597.7S 333" "" * * * **** ** **333 *3 *1 * *33* **1!3:3 *I k* * * * **A * * ** * * * *A **A3 Accou,n.t Code , Des cc. iption Amount. 0 830 PLAN CHECK i■!Ok1RES 305.61 ar ?: Fir` 1 4444 05/19 9717 TOTAL 385.61 .4 r f x,'" ytl t '�`j`tnri''?"; } ' ,s +t,, 7 H T wx'? R"�sur,^ 3x�;r,`,v4: 7:{pw.aQ +SI'.i+..4:x+zbro d- ati,'A�ti•::;liu.s. L, i3i;} itCiiY�sY .��._,Y;in {:kdwL- .o.ri.4his t;..fi tiN:Lta�,),.17aN & Lk..tbJ�.M.vc)}.a:pt. ..11.. y,::i..l .,A off, µY..«1 rr.. ..•..w, .;y Project: Pj ct r n A — Amer 1 t el Ty e of Inspection: c c_ 1 Addy s: s / - �4 � S Y'61 le PK D to called: t �-) - D o �_--d pecial instruction s% Date wanted: P - ?_ (l..` a.m. p.m. R que,ster: J - v C: l �l t 1 ,f r Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: G /5 TE) /8 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Callao schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 c, ,,, ? 'wts.es M e.f'k ,Fiii�,t oi.i S:li3:.:h'• * s..w -.' , r`i1�rr.4i€ 1e4,1. Project: (Oa klarr Type of spect on: e ei Address: // tS I S - ) % r . / '" . GE K. Date called: •j // ' / 0 ' Special instructions: Date wanted: a.m. Requester Phones. 7S , 3c)1-/ • •, .• INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 70-0, / S 9-_-/ 4,..,, /- c ' /" 4 1 4-- ,7_171 l eaf., C-, ).'1_ / 41 6( I /1 , 2- 1 r 13 `...4,1011art‘ . 7 4 -4 4...-^,_,- -02, arALL Ei $47.0 i INSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �Soi�s�lJ ida` �'. 4a:3.::G:.::atF..sm.�r�r: -- w.. �x...>.... u.:,:.._... �.._._ a.. w?: �L. S.' �;, �. r'. �. �. ax. ........:�r..:.:.:,�s.:,a7.!�.r !] i6ifx-. ..vusiv�ri:l,�s�Tu .H9;;�§bt vo,WA i d ntJt; m Z v O U) 0 : V) w w 0 N O H W ZO O uj U 0 _ ii D I- WU) Z U N ( = z Project: �� ( "sr( �. f (z. c 0' i I 1 4 rh f ,�c Type of Inspection: , �C. 0••l: k I v t� Address: 7% ... t ::, (( ( a i—' . . Date called: <7. - 0 . 0 Special instructions: r ) Date wante /' Requester: c' vv, A Phone: INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 - 3670 COMMENTS: G — /' in (5 Approved per applicable codes. El $47. 00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: „ snt u:±' �u` �:` 63: i'. �ii:.+''", �t.' s^, nti ��'" �?' ��.. isL�'.".. �:, ��.. �i�.. t,"» �d -,"�+i2�°i.s��StX:�.:�:��..�'� Corrections required prior to approval. "" `' ,.r"° .roti�.i::�3 mzh _i ...sar•:,,:;�ti�.., n� 4a-' J. F">;,€. na., tu�G�+ �Y' m, GNbY .kr°�s'"% Y < < -- "4�.uL.mu,tt.�+.i. �i641i% 4$ trrd€`a��U.t?::�Yt #d•:�ti<3,.d� o�.diJ;'.�d�,•.l+7ay( ?.iti8. Project: // Type of In c Addre s - - d✓ _.. to c lal ed: Special instructions: lJ 1 .; Date wanted• j) Requester: Phone: riz t_4 INSPECTION RECORD :` 'Retain a copy with permit INSPECTION NO. ., CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 pproved pproved per applicable codes. (206)431 -3670 PERMIT NO. Corrections required prior to approval. COMMENTS: $47. I i SPECTION EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: i , •..„ -,,,,,,,„......„.......„- „:„.,,,....,..:4,...„....„..........‘„..„..3...,....„.„,,, ....„A:„.., V 7.-' tlt ■.;,i: 1 i..c�.:rJ�7cw�Y.,a.�n ow�E: ssu�k�.. i:,}; a:. i. 4iuF..± e, cAV r "vL.k. ».eSYt�Y55dw,.n'G+.iar �Jc s1:T�'liniS 4.g.* l taar+4.4.1i l tii: 1L' t1 .F�..'`.`71ilkf.....++fFH•Y.+t' W .1 ed':..1+.' Project: ; 5' H,r.4 K bct g T e of Inspection: t cA c.Y..t r-)c.� N int- S uc, le.. Der' Date called: I t — -� - d) Special instructions: ' Date wanted: -1 - a S - a P.m. ) R nester �e^- t >r Phone: ac -- CGS - - cQcf l INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bi d, #100, Tukwila, WA 98188 INSPECTI NOr>< ' (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1\67 / Ae-t -t 0 $47. "REINSPECTION F>`E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: :;yrs ' s mss•: s1Fai , 4 v L ti�rs�t.'uEL;i u Ela : r: wc:.v, ._ v. yL r • wtL�i,, sixJt4P{•` '' "Cit. "xY9iLsiN�d�zti5bSk *U citiisPd rrtti9 Sti KL'' :59 Prot t: ( z. r h Type. f I sp ctio, Address: S e 5 L ' k . Dat Ile • / z _ 0-- Special Special instructions: t ./ p /�� C. /C�O ` � w � 1 /)5 � 0 q l RatJwani Req er: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per codes. J INSPECTION RECORD Retain a copy with permit ar M!`.::I.irw....,,wt .ve.�.�uu - a.a,�+ewt..4li+a6.a;i'tt t�3c: �_'4.i:'hti�iti�F1G+�c'sNSivkYSG PERMIT NO. (206)431 -3670 COMMENTS: tar Ob-r Inspector: 4e—,foo Date ��� t _ e 6 Corrections required prior to approval. 0 $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: Vt :t{`�` i�. lt± a.•' d�. i+• a:+ �.: i?iai�l -sa:�::�'�� Sir; ksitii:�li•s�:.taixv.:�ia"� °'�i �a.a;`ti`s'n':fla •rvtt4bu% �2�1�u >�d�Aha^�a.kt� ��: ree W 0 O w0 W W W O' g Q H Z H Z� O �. C11— W W' 0 Z . V N i • INSPECTION RECORD 'Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. Project: n (� vh 1,5 : 5 > So "MI) S ecial instructions: VP-S4 i ht r V-e. Type of,ta.1pegon: Date called: 7- 13-00 Date wanted: 7 -Iii - Requester: 1 tCY �\f Phone: L ISc I `315 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 7 (206)431 -3670 Date: $47.00 EINSPECTION F E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blv•., Suite 100. Call to schedule reinspection. 1 Receipt No: i Date: •_r5r.:nr.t, : t ..... . .r ...»n.G': Y. .. ∎.,US` KUILA+ ear7t:..?t.v'w..u.i.. ..lVnf5luW "4.t:ry;`.s't6 •ceY1 s :;i7:tY6�d ti�lx2:� . :•`u..a"^ ...5...�- 'e�.'� aL" - .'..:tp.1 YA444 i cC8 +ors t:.t: +Gr�. Project:: Dc Type Inspection: Address: t- Date called:? Special instructio �� >1e /4- `�'a �" 1( J Date wanted: `7— 7- CO ,m. p m� Requester: Approved per applicable codes. COMMENTS: o /f Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 So uthcenter Blvd, #100, Tukwila, WA 98188 Corrections required prior to approval. Date: PERMIT NO. (206)431 -3670 7f7-1) El $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: [., � c,• JT � .`: �:cii:Si�"i. = <YYC2i��2LSx:.� n'a�:..s _ 4..AV, itds;mil3 v�U�i! {34tiar Sprinklers: Fire Alarm: Hood .& Duct: Halon: ,Monitor: :Pre -Fire: Permits: £ / , >!t >. i3 ti. Approved without correction notice Approved with correction notice issued FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fin' Chief Project Name s C 6 /7 /r,n/ Address /' 2- 5 S" I+'Y'Y• �V(�.,� ✓�N V fyCti+{ a�' L%ati:��l'�I'ri�YfrY { Ir i`t1 '1.-7', .., n.. a .i'� Y;f'.l` », . 'l.. ..1... .. TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM /1 f i ) i 1 . 0 Permit No. �. • oc / z J U. UO co 0 W = W O . 2 J u- _ = d. 1 _W __ z o z � uj U O -- 0 H W W U F . 1- ' —O w z 0 ~ z Calculations for : OAK BARN TU KW I LLA, WA Loading: 500 # load levels 3 pallet levels Q 60,120,180 Seismic Zone 3 100% Utilization Ca = 0.36 Cv = 0.54 144 Uprights: 48 C 3.000x 3.000x 0.075 C 1.500x 1.250x 0.075 5.00x 8.00x 0.375 4.00x 2.750x.0.075 by : Ben Riehl Registered Engineer WA# 21008 05/15/2000 " Load Beams " wide SINGLE ROWS Columns Braces Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column Load, beams w/ 3 -Pin Connector RECEIVED CITY OF TUKWILA MAY i 8 2000 PERMIT CENTER 1 /5 - 4/ Dz000•- em ...s. rWMPISE VIN SSrRwww , re N § ; �nw w O g u_ a Z H0 Z H; D IO N w W ? LL 111 Z ' co Z Depth 3.000 in Flange 3.000 in Lip 0.750 in Thickness 0.0750 in R 0.1000 in Blank = A = Ix = Iy = a a bar b b'bar c c bar u gamma R' Depth Flange Lip Thickness R Blank = A = Ix = Iy a a bar b b bar c c bar u gamma R' 9.96 in 0.747 in2 1.191 in4 0.935 in4 2.6500 2.9250 2.6500 2.9250 0.5750 0.7125 0.2160 1.0000 0.1375 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 0.0000 0.2160 0.0000 0.1375 Cold Formed Channel Section 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 A- = 0.152 in2 A' = 0.595 in2 x bar = 1.478 in I'x = 1._014 in4 S'x= 0.676 in3 R'x= 1.305 in in4 S'y= 0.476 in3 R'y= 1.117 in Cold Formed Channel t,.)01 • Fy = 50 ksi wt = 2.5 plf Sx = 0.794 in3 Rx = 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 x lip 1.7202 h/t 38.0000 Fy = 50 ksi wt = 1.0 plf Sx = 0.141 in3 Rx = 0.614 in Sy• 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 COLUMN SECTION BRACE SECTION Cold Formed Section HEIGHT OF BEAM 4.000 INCHES MAT'L THICKNESS 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 VERTIC L Y LY LY2 Ii X LX LONG SIDE 3.6500 2.0000 7.3000 14.6000 4.0523 0.0375 0.1369 TOP 1.4000 3.9625 5.5475 21.9820 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.1500 4.2525 13.3954 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.3375 1.6947 3.9613 0.0000 2.2125 1.6041 SHORT SID 2.0250 1.1875 2.4047 2.8556 0.6920 2.7125 5.4928 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3.9125 0.8450 3.3063 0.0004 0.0875 0.0189 2 0.2160 3.9125 0.8450 3.3063 0.0004 1.6625 0.3591 3 0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 0.3888 4 0.2160 2.2875 0.4941 1.1302 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 12.8459 25.3500 24.0270 65.7748 4.9516 17.8875 16.0064 AREA = CENTER GRAVITY = Ix = Sx = Rx = 0.963 IN2 1.870 INCHES TO BASE 1.934 IN4 Iy = 0.908 IN3 Sy = 1.417 IN Ry = LOAD BEAM 1.246 INCHES TO LONG SIDE 1.039 IN4 0.691 IN3 1.039 IN RIVETS BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 125 LBS EACH 3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 2% CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK WELDS S = 0.131 IN3 Mcap = 3.924 K -IN W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 0.9 IN FROM BTM OF CONN M = PL L = 1.1 IN Pmax = Mcap /L = 4.756 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.100 11.659 RIVET OK P2 1.457 2.100 3.059 P3 0.069 0.100 0.007 P4 0.000 0.000 0.000 TOTAL 4.370 14.725 CONNECTOR OK 0.125 " x 4.000 " FILLET WELD UP OUTSIDE 0.125 " x 2.375 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " 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 '( ,Q: W Q , CO u V) W 9 W 0' g u- < I- al'. H 0 Ui 0 v N 0 111,- Vi u- - Z'.. CO' :Z per 1997 UBC Weight Braces: In Upright Plane SINGLE ROWS Seismic Load Distribution Use : Z = I = Ca = Zone 3 Brace height = Brace width = Length = P = 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 60 # per level frame weight U Columns @ 48 " CO W N Levels Load WiHi Fi FiHi Column: N r IL .. (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 W 0 180 560 101 123 22 2 120 560 67 82 10 g J 60 560 34 41 2 KLx = 60 in U.< 0 0 0 0 0 KLy = 43 in a 0 0 0 0 0 A= 0.595 in I W 0 0 0 0 0 Pcap = 18830 lbs Z F ; 1680 202 245 34 Column Z 8% Stress IIJIIM Max column load = 1556 # a Min column load = 124 # 133--WF: W ' Overturning H V' OT = 34.4 K -IN X 1.15 = 39.5 K -IN LL WPC = 40.3 K -IN W Z REQUIRED HOLD DOWN = 0.00 KIPS W N: ; 0 Anchors: Special Inspection(Y or N)? NO 2 Z F T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 1750 # 0% Stressed V = 123 # per leg Vcap = 3680 # = 3% Stressed 43 " 48 " 64 " 330 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 160 Pcap = 2221 # s 15* per 1997 UBC Weight In Upright Plane Seismic Load Distribution Z = I = Ca = Zone 3 60 # per level frame weight Columns © 48 " SINGLE ROWS TOP LOAD ONLY 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 560 101 90 16 120 60 7 6 1 60 60 4 3 0 KLx = 60 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 18830 lbs Overturning Anchors: Braces: Use : 680 112 99 17 Column 4% Stress Max column load = 697 # Min column load = -17 # Uplift T = Tcap = Brace height = Brace width = Length = P = OTM = 17.1 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO 70 # 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete 1750 # 4% Stressed V = 50 # per leg Vcap = 3680 # . = 43 " 48 " 64 " 133 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 160 Pcap = 2221 # 6% 19.7 K -IN 16.3 K- IN 0.07 KIPS 2 2 1% Stressed Cl) Ul 9 u.. W 0 ' 2 g J' u. a _ �' H W ; Z UJ m' a N; 'o W W� VI -- O! Z' U Ni t MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:34:49 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 60.0 S 2 0.0 120.0 S 3 0.0 180.0 S 4 73.5 0.0 S 5 73.5 60.0 6 73.5 120.0 7 73.5 180.0 8 220.5 0.0 S 9 220.5 60.0 10 220.5 120.0 11 220.5 180.0 12 294.0 60.0 S 13 294.0 120.0 S 14 294.0 180.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 1/ 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 9 10 10 5 11 9 12 6 13 10 14 7 15 11 Member Properties 10 11 9 12 10 13 11 14 7 1 Thru 3 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 PAGE 1 1 MSU STRESS-11 VERSION 9/89 --- DATE: 05/15/:0 TIME OF DAY: 15:34:49 = •••• = 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -0.28 6 Force Y -0.28 7 Force Y -0.28 9 Force Y -0.28 10 Force Y -0.28 11 Force Y 5 Force X 0.016 6 Force X 0.031 7 Force X 0.046 9 Force X 0.016 10 Force X 0.031 11 Force X 0.046 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1997 UBC 1680 323 186 85.9 g = 32.2 ft/sec2 T = 0.619862 sec I = 1.00 Cv = 0.54 V min = .11*Ca*I*W = R = 5.6 V = (Cv*I)/(R*LF*T)*W LF = 1.4 V= 0.111 W = 187 # 0.0396 W PAGE 2 wi di widi2 fi fidi # in 4 560 0.3279 60 32 10.5 16 32 560 0.4509 114 62 28.0 31 62 560 0.5158 149 92 47.5 46 92 0 0.0000 0 0 0-0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 187 MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:34:49 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES APPLIED JOINT LOADS, FREE JOINTS 9 PAGE 3 MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.050 0.00 1 5 0.000 0.050 -3.69 2 2 0.000 -0.025 0.00 2 6 0.000 0.025 -1.81 3 3 0.000 -0.010 0.00 3 7 0.000 0.010 -0.71 4 4 0.836 0.093 0.00 4 5 -0.836 -0.093 5.56 5 5 0.557 0.076 1.88 5 6 -0.557 -0.076 2.66 6 6 0.279 0.044 1.08 6 7 -0.279 -0.044 1.54 7 8 0.836 0.093 0.00 7 9 -0.836 -0.093 5.60 8 9 0.557 0.078 1.95 8 10 -0.557 -0.078 2.74 9 10 0.279 0.048 1.20 9 11 -0.279 -0.048 1.70 10 5 -0.001 -0.051 -3.76 10 9 0.001 0.051 -3.74 11 9 0.000 -0.052 -3.81 /1142Gi/t/tt,44 11 12 0.000 0.052 0.00 12 6 -0.001 -0.026 -1.93 CO AlAiersme 12 10 0.001 0.026 -1.91 "l 13 10 0.000 -0.028 -2.04 13 13 0.000 0.028 0.00 14 7 0.002 -0.011 -0.84 14 11 -0.002 0.011 -0.78 15 11 0.000 -0.012 -0.91 15 14 0.000 0.012 0.00 Q V fn D U) W0 J` N _ ° ` F- W 0 . W 2 p W : : U p. 0 MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:34:49 JOINT FORCE X FORCE Y 5 0.016 -0.280 6 0.031 -0.280 7 0.046 -0.280 9 0.016 -0.280 10 0.031 -0.280 11 0.046 -0.280 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y 1 0.000 -0.050 2 0.000 - 0.025 3 0.000 -0.010 4 -0.093 0.836 8 -0.093 0.836 12 0.000 0.052 13 0.000 0.028 14 0.000 0.012 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 5 0.3279 0.4509 0.5158 0.3279 0.4509 0.5158 6 7 9 10 11 JOINT X- DISPLACEMENT 1 0.3279 2 0.4509 3 0.5158 4 0.0000 8 0.0000 0.3279 0.4509 0.5158 12 13 14 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y- DISPLACEMENT - 0.0029 - 0.0048 - 0.0058 - 0.0029 - 0.0048 - 0.0058 SUPPORT JOINT DISPLACEMENTS Y- DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ROTATION - 0.0017 - 0.0009 - 0.0004 - 0.0016 - 0.0008 - 0.0003 ROTATION 0.0008 0.0003 0.0001 - 0.0073 - 0.0073 0.0009 0.0005 0.0003 PAGE 4 V) W co W 0 g J:' Q co Vi Z �.. H 0; Z D 0 ` 0 N u. -O; ui It) -∎ O' Point Beam - Column Check C 3.000x 3.000x 0.075 A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in kx = 1.00 Stress Factor 1.333 Load Beam Check = = 4.00x 2.750x 0.075 A = 0.963 in2 Sx = 0.908 in3 Length = 144 inches Fy = Ry = ky = Fy = E = Ix = 1 1 50 ksi 1.117 in 1.00 P M Lx Ly Pcap Mcap Ratio 9 0.8 5.6 60.0 43.0 18.83 27.03 25% 10 0.6 2.7 60.0 43.0 18.83 27.03 13% 11 0.3 1.7 60.0 43.0 18.83 27.03 8% O 0.0 0.0 60.0 43.0 18.83 27.03 0% O 0.0 0.0 60.0 43.0 18.83 27.03 0% O 0.0 0.0 60.0 43.0 18.83 27.03 0W 50 ksi 29,500 E3 ksi 1.934 in4 Pallet Load 500 lbs Assume 0.5 pallet load on each beam M = PL /8= 4.50 k -in fb = 4.96 ksi Fb = 30 ksi 17% Mcap = 27.24 k -in 36.33 k -in with 1/3 increase Deft = 0.17 in = L/ 845 w/ 25% added to one pallet load M = .282 PL = 5.08 k -in 19% Base Plate Bending Base Plate Design Column Load 1.2 kips Allowable Soil 1500 psf basic Assume Footing 10.6 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1"2 /3 Use 5 "square base plate w = 10.4 psi 1 = 2.79 in Load factor = 1.67 M = 45 #-in 6 in thick slab f'c = 3000 psi = 6.00 in3 fb = 8 psi Fb = 5(phi)(f'c = 178 psi OK !! Shear : Beam fv = 8 psi Fv = 93 psi OK !! Punching fv = -1 psi Fv = 186 psi OK !! Use 0.375 " thick 1 = 1.5 in w = 47 psi fb = 2241 psi Fb = 27000 psi OK !! Calculations for : OAK BARN TUKWILLA, WA Loading: 500 # load levels 5 pallet levels @ 6,56,106,156,206 Seismic Zone 3 100% Utilization Ca = 0.36 Cv = 0.54 05/15/2000 108 " Load Beams Uprights: 48 " wide SINGLE ROWS C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x.0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column 4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer WA# 21008 /3 per 1997 UBC Weight Braces: Overturning Anchors: In Upright Plane Seismic Load Distribution Use : Z = I = Ca = 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 206 560 115 159 33 156 560 87 120 19 106 560 59 82 9 KLx = 6 in 56 560 31 43 2 KLy = 49 in 6 560 3 5 0 A = 0.595 in 0 0 0 0 0 Pcap = 19002 lbs 2800 297 409 63 Column 14% Stress Max column load = 2705 # Min column load = 95 # Zone 3 OTM = 62.7 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 101 # 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 1750 # 6% Stressed V = 205 # per leg Vcap = 3680 # = 6% Stressed Brace height = Brace width = Length = P = 49 " 48 " 69 " 585 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 170 Pcap = 1960 # SINGLE ROWS 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 30'& 72.1 K -IN 67.2 K -IN 0.10 KIPS 2 2 per 1997 UBC Weight Overturning Anchors: Braces: In Upright Plane SINGLE ROWS Seismic Load Distribution TOP LOAD ONLY Use : Z = I = Ca = Zone 3 60 # per level frame weight Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 206 560 115 100 21 156 60 9 8 1 106 60 6 6 1 KLx = 6 in 56 60 3 3 0 KLy = 49 in 6 60 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 19002 lbs 800 135 117 23 Column 5W Stress Max column load = Min column load T Tcap = Brace height = Brace width = Length = P = 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Columns m 48 " 871 # -71 # Uplift OTM = 22.6 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO 142 # 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete 1750 # 8% Stressed V = 58 # per leg Vcap = 3680 # = 49 " 48 " 69 " 167 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 170 Pcap = 1960 # l� 9% 26.0 K -IN 19.2 K -IN 0.14 KIPS 2 2 2% Stressed .uvsuaavr.a..oarerwbu. aria 1P i7CiF 1 •^— •�°�"'�"V°�4.... ... . Q: W 2, o N 8 CO Ul ID W u. _ d W uj A3 H WW i . — i O : U 0: Z MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 TIME OF DAY: 15:45:02 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Number of Joints 22 Number of Supports 12 Number of Members 25 Number of Loadings 1 Joint Coordinates 1 0.0 6.0 S 2 0.0 56.0 S 3 0.0 106.0 S 4 0.0 156.0 S 5 0.0 206.0 S 6 55.5 0.0 S 7 55.5 6.0 8 55.5 56.0 9 55.5 106.0 10 55.5 156.0 11 55.5 206.0 12 166.5 0.0 S 13 166.5 6.0 14 166.5 56.0 15 166.5 106.0 16 166.5 156.0 17 166.5 206.0 18 222.0 6.0 S 19 222.0 56.0 S 20 222.0 106.0 S 21 222.0 156.0 S 22 222.0 206.0 S Joint Releases 6 Moment Z 12 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 3 3 9 4 4 10 5 5 11 " (I PAGE 1 \li MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:45:02 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 12 13 12 13 14 13 14 15 14 15 16 15 16 17 16 7 13 17 13 18 18 8 14 19 14 19 20 9 15 21 15 20 22 10 16 23 16 21 24 11 17 25 17 22 Member Properties 1 Thru 5 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -0.28 8 Force Y -0.28 9 Force Y -0.28 10 Force Y -0.28 11 Force Y -0.28 13 Force Y -0.28 14 Force Y -0.28 15 Force Y -0.28 16 Force Y -0.28 17 Force Y -0.28 7 Force X 0.003 8 Force X 0.024 9 Force X 0.046 10 Force X 0.067 11 Force X 0.089 13 Force X 0.003 14 Force X 0.024 15 Force X 0.046 16 Force X 0.067 17 Force X 0.089 Solve ;PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED 1'1 PAGE 2 Structure Storage Rack in Load Beam Plane 5 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.065 0.00 1 7 0.000 0.065 -3.63 2 2 0.000 -0.090 0.00 2 8 0.000 0.090 -4.99 3 3 0.000 -0.075 0.00 3 9 0.000 0.075 -4.18 4 4 0.000 -0.049 0.00 4 10 0.000 0.049 -2.72 5 5 0.000 -0.018 0.00 5 11 0.000 0.018 -1.02 6 6 1.383 0.228 0.00 6 7 -1.383 -0.228 1.37 7 7 1.103 0.225 5.92 7 8 -1.103 -0.225 5.32 8 8 0.826 0.199 4.83 8 9 -0.826 -0.199 5.10 9 9 0.550 0.151 3.52 9 10 -0.550 -0.151 4.05 10 10 0.275 0.082 1.73 10 11 -0.275 -0.082 2.37 11 12 1.383 0.230 0.00 11 13 -1.383 -0.230 1.38 12 13 1.103 0.227 5.96 12 14 -1.103 -0.227 5.41 13 14 0.826 0.205 4.99 13 15 -0.826 -0.205 5.28 14 15 0.550 0.161 3.74 14 16 -0.550 -0.161 4.29 15 16 0.275 0.096 2.04 15 17 -0.275 -0.096 2.76 16 7 -0.001 -0.066 -3.66 16 13 0.001 0.066 -3.66 17 13 0.000 -0.066 -3.68 17 18 0.000 0.066 0.00 18 8 -0.002 -0.093 -5.15 18 14 0.002 0.093 -5.12 19 14 0.000 -0.095 19 19 0.000 0.095 20 9 -0.001 -0.079 -4.44 20 15 0.001 0.079 -4.38 21 15 0.000 -0.084 -4.65 21 20 0.000 0.084 0.00 18 PAGE 3 MSU STRESS-11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:45:02 • III /144/6. 'S°( ,ur MSU STRESS -11 VERSION 9/89 - -- DATE: 05/151:0 - -- TIME OF DAY: 15:45:02 22 22 23 23 24 24 25 25 JOINT FORCE X FORCE Y MOMENT Z 7 0.003 -0.280 0.00 8 0.024 -0.280 0.00 9 0.046 -0.280 0.00 10 0.067 -0.280 0.00 11 0.089 -0.280 0.00 13 0.003 -0.280 0.00 14 0.024 -0.280 0.00 15 0.046 -0.280 0.00 16 0.067 -0.280 0.00 17 0.089 -0.280 0.00 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.065 0.00 2 0.000 -0.090 0.00 3 0.000 -0.075 0.00 4 0.000 -0.049 0.00 5 0.000 -0.018 0.00 6 -0.228 1.383 0.00 12 -0.230 1.383 0.00 18 0.000 0.066 0.00 19 0.000 0.095 0.00 20 0.000 0.084 0.00 21 0.000 0.060 0.00 22 0.000 0.028 0.00 8 9 10 11 13 14 10 16 16 21 11 17 17 22 -0.002 0.002 0.000 0.000 0.007 -0.007 0.000 0.000 APPLIED JOINT LOADS, FREE JOINTS REACTIONS,APPLIED LOADS SUPPORT JOINTS FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT 7 0.0082 0.1644 0.3181 0.4372 0.5058 0.0082 0.1644 Y- DISPLACEMENT - 0.0005 - 0.0037 - 0.0061 - 0.0077 - 0.0085 - 0.0005 - 0.0037 -0.055 0.055 -0.060 0.060 - 0.023 0.023 - 0.028 0.028 ROTATION - 0.0012 - 0.0017 - 0.0015 - 0.0010 - 0.0005 - 0.0012 - 0.00.7 -3.06 - 2.99 - 3.33 0.00 -1.35 - 1.22 -1.54 0.00 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:45:02 _____________ _ -= 15 16 17 JOINT 1 2 3 4 5 6 12 18 19 20 21 22 0.3181 0.4373 0.5058 X- DISPLACEMENT 0.0082 0.1644 0.3181 0.4372 0.5058 0.0000 0.0000 0.0082 0.1644 0.3181 0.4373 0.5058 wi di in 560 0.0082 560 0.1644 560 0.3181 560 0.4372 560 0.5058 0 0.0000 2800 3 = I = Cv = R = LF = _ =__ = =_ == - 0.0061 - 0.0077 - 0.0085 SUPPORT JOINT DISPLACEMENTS Y- DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Seismic Analysis per 1997 UBC - 0.0014 - 0.0010 - 0.0004 ROTATION 0.0006 0.0007 0.0006 0.0003 0.0000 - 0.0014 - 0.0014 0.0006 0.0009 0.0009 0.0007 0.0004 widi2 fi fidi 0 6 15 48 57 92 107 134 143 178 0 0 0.0 7.9 29.3 58.6 90.0 0.0 322 458 185.8 32.2 ft /sec2 1.00 0.54 5.6 1.4 T = 0.420860 sec V min = .11 *Ca *I *W = V = (Cv *I) /(R *LF *T) *W V = 0.164 W 458 # _ 3 24 46• 67 89 0 0.0396 W PAGE 5 6 48 92 134 178 0 458 100% Beam - Column Check C 3.000x 3.000x 0.075 Fy = A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = kx = 1.00 ky = Stress Factor 1.333 50 ksi 1.117 in 1.00 Point P M Lx Ly Pcap Mcap Ratio 13 1.4 1.4 6.0 49.0 19.00 27.03 13 14 1.2 6.0 50.0 49.0 19.00 27.03 28% 15 0.9 5.3 50.0 49.0 19.00 27.03 24% 16 0.6 4.3 50.0 49.0 19.00 27.03 19% 17 0.4 2.8 50.0 49.0 19.00 27.03 12% 0 0.0 0.0 50.0 49.0 19.00 27.03 Oak Load Beam Check 4.00x 2.750x 0.075 A = 0.963 in2 Sx = 0.908 in3 Length = 108 inches Fy = E = Ix = 50 ksi 29,500 E3 ksi 1.934 in4 Pallet Load 500 lbs Assume 0.5 pallet load on each beam M = PL /8= 3.38 k -in fb = 3.72 ksi Fb = 30 ksi 12% Mcap = 27.24 k -in 36.33 k -in with 1/3 increase Defl = 0.07 in .. =. L/ . 1503 w/ 25% added to one pallet load M = .282 PL = 3.81 k -in a l 14% ..w,.uwenq�U.NYtKTSWwv�w� Z re W N § S. • N Wi W O. u. Q'? CO _ a ` , CI, u f 301 O co; .O ! W 11 Z' U N' 0 ~ 2 Column Load Allowable Soil Assume Footing Soil Pressure Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1"2/3 Use 5 "square base plate w = 10.4 psi Load factor = 1.67 Shear : Beam fv = Punching fv = Base Plate Bending Base Plate Design 2.0 kips 1500 psf basic 14.0 in square on side 1500 psf 6 in thick slab f'c = s = 6.00 in3 fb = Fb = 5(phi) (f'c".5) = 1 = fb = 1 = M = 13 psi Fv = 5 psi Fv = as 4.48 in 116 # -in 3000 psi 19 psi 178 psi 93 psi 186 psi Use 0.375 " thick 1.5 in w = 81 psi 3896 psi Fb = 27000 psi OK !! OK !! OK !! OK !! N w W W W o: J . E O LL! ltl V 0 0 N '0,. W W H V u. 1L Z; N, 0 Z, Calculations for : OAK BARN TU KWI LLA, WA Loading: 500 # load levels 2 pallet levels @ 100,180 Seismic Zone 3 100% Utilization Ca = 0.36 Cv = 0.54 120 " Load Beams Uprights: 36 " wide SINGLE ROWS C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column 4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer WA# 21008- a3 05/15/2000 per 1997 UBC Weight Overturning Anchors: Braces: V = In Upright Plane SINGLE ROWS Seismic Load Distribution Use : Z = I = Ca = Zone 3 60 # per level frame weight Brace height = Brace width = Length = P = 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 560 101 105 19 100 560 56 58 6 0 0 0 0 0 KLx = 100 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 15491 lbs 1120 157 164 25 Column 8% Stress Max column load = 1248 # Min column load = -128 # Uplift OTM = 24.8 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 232 # 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 1750 # 13% Stressed 43 " 36 " 56 " 255 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 9% 28.5 K -IN 20.2 K -IN 0.23 KIPS 2 2 82 # per leg Vcap = 3680 # = 2% Stressed per 1997 UBC Zone Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution Use : Z = I = Ca = 60 # per level frame weight Brace height = Brace width = Length = P = Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 560 101 85 15 100 60 6 5 1 O 0 0 0 0 KLx = 100 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 15491 lbs 620 107 91 16 Column 5% Stress Max column load = 752 # Min column load = -132 # Uplift OTM = 15.9 K -IN X 1.15 = RM REQUIRED HOLD DOWN = Special Inspection(Y or N)? NO T = 198 # 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 1750 # 11% Stressed 45 # per leg Vcap = 3680 # = 1% Str_essed 43 " 36 " 56 " 141 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 a-� 5% SINGLE ROWS TOP LOAD ONLY 18.3 K -IN 11.2 K -IN 0.20 KIPS 2 2 V�. N WF 9 cow: W J, lLQ N DI of O N' ;0 W • W'H! _ pt .Z U N" 0 Z MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:51:20 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 Levels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 1 0.0 100.0 S 2 0.0 180.0 S 3 61.5 0.0 S 4 61.5 100.0 5 61.5 180.0 6 184.5 0.0 S 7 184.5 100.0 8 184.5 180.0 9 246.0 100.0 S 10 246.0 180.0 S Joint Releases 3 Moment Z 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 3 Thru 6 Prismatic Ax 7 Thru 10 Prismatic Ax Constants E 29000. All G Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -0.28 5 Force Y -0.28 7 Force Y -0.28 8 Force Y -0.28 4 Force X 0.015 096 0.963 Ay 0.674 Iz 1.934 0.595 Ay 0.298 Iz 1.014 0.963 Ay 0.674 Iz 1.934 12000. All PAGE 1 MSU STRESS-11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:51:20 5 Force X 0.028 7 Force X 0.015 8 Force X 0.028 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1997 UBC wi di widi2 fi fidi # in # 560 0.5835 191 30 17.5 560 0.6729 254 56 37.7 0 0.0000 0 0 0.0 0 0.0000 0 0 0.0 0 0.0000 0 0 0.0 0 0.0000 0 0 0.0 1120 444 86 55.2 g = 32.2 ft /sec2 T = 0.906869 sec I = 1.00 Cv = 0.54 V min = .11 *Ca *I *W = R = 5.6 V = (Cv *I) / (R *LF *T) *W LF = 1.4 V = 0.076 W = 85 # a7 15 28 0 0 0 0.0396 W PAGE 2 30 55 0 0 0 0 85 99% Ii 9 , 0 Ia Z 1.. Pi LU 10 2 10 Di = W I V Z : U N! Z MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:51:20 MEMBER FORCES __ Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.041 0.00 1 4 0.000 0.041 -2.49 2 2 0.000 - 0.010 0.00 2 5 0.000 0.010 -0.59 3 3 0.557 0.043 0.00 3 4 -0.557 -0.043 4.28 4 4 0.278 0.026 0.81 4 5 -0.278 -0.026 1.31 5 6 0.557 0.043 0.00 5 7 -0.557 -0.043 4.32 6 7 0.278 0.030 0.92 6 8 -0.278 -0.030 1.44 7 4 -0.001 -0.042 -2.60 7 7 0.001 0.042 -2 56 8 7 0.000 -0.043 -2.67 8 9 0.000 0.043 0.00 9 5 0.002 -0.011 -0.72 9 8 -0.002 0.011 -0.65 10 8 0.000 -0.013 -0.79 10 10 0.000 0.013 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.015 -0.280 0.00 5 0.028 -0.280 0.00 7 0.015 -0.280 0.00 8 0.028 -0.280 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS PAGE 3 CoNa . Mar..t.a7uT' MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:51:20 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.041 0.00 2 0.000 -0.010 0.00 3 -0.043 0.557 0.00 6 -0.043 0.557 0.00 9 0.000 0.043 0.00 10 0.000 0.013 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 0.5835 - 0.0032 -0.0010 5 0.6729 - 0.0045 - 0.0003 7 0.5835 - 0.0032 - 0.0009 8 0.6728 - 0.0045 - 0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.5835 0.0000 0.0004 2 0.6729 0.0000 0.0000 3 0.0000 0.0000 - 0.0083 6 0.0000 0.0000 - 0.0083 9 0.5835 0.0000 0.0005 10 0.6728 0.0000 0.0002 PAGE 4 W0 u. I W. O ' ;W W 30' 0 H' V Z; U N O ~ 2 Beam - Column Check Point P M Lx Ly 7 0.6 4.3 100.0 43.0 8 0.3 1.4 80.0 43.0 O 0.0 0.0 80.0 43.0 O 0.0 0.0 80.0 43.0 O 0.0 0.0 80.0 43.0 O 0.0 0.0 80.0 43.0 Load Beam Check 4.00x 2.750x 0.075 A = 0.963 in2 Sx = 0.908 in3 Length = Pallet Load Assume M = PL /8= fb = Mcap = C 3.000x 3.000x 0.075 Fy = A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.333 w/ Defl = 120 inches 500 0.5 3.75 4.13 27.24 36.33 0.10 25* added to one pallet load M = .282 PL = 4.23 k -in Fy = E = Ix = lbs pallet load on each beam k -in ksi Fb = 30 ksi k -in k -in with 1/3 increase in = L/ 1217 3 SO ksi Pcap Mcap Ratio 15.49 27.03 20* 17.37 27.03 7% 17.37 27.03 0% 17.37 27.03 0* 17.37 27.03 0% 17.37 27.03 0% 50 ksi 29,500 E3 ksi 1.934 in4 14% 16% Base Plate Design Column Load 0.9 kips Allowable Soil 1500 psf basic Assume Footing 9.5 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 /3 Use 5 "square base plate w = 10.4 psi 1 = 2.24 in Load factor = 1.67 M = 29 # -in Shear : Beam fv = 6 psi Fv = 93 psi OK !! Punching fv = -2 psi Fv = 186 psi OK !! Base Plate Bending 6 in thick slab f'c = 3000 psi s = 6.00 in3 fb = 5 psi Fb = 5(phi) (f'e.5) = 178 psi OK ! ! Use 0.375 " thick 1 = 1.5 in w = 37 psi fb = 1798 psi Fb = 27000 psi 3/ OK !! Calculations for : OAK BARN TUKWILLA, WA Loading: 2250 2 Seismic Zone Ca = Mf9-X 144 Uprights: 44 C 3.000x 3.000x 0.075 C 1.500x 1.250x 0.075 5.00x 8.00x 0.375 4.00x 2.750x 0.075 # load levels pallet levels @ 80,176 3 100% Utilization 0.36 Cv = 0.54 " Load Beams n wide SINGLE ROWS Columns Braces Base Plates with 2- 0.50Oin x 3.50in Embed Anchor /Column Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer WA# 21008 ET P 4 - co ur W N .7= an Z O H, W W� O H W '. Z ' 0 per 1997 UBC Weight Levels (inches) 176 80 0 0 0 Overturning Anchors: Braces: In Upright Plane SINGLE ROWS Seismic Load Distribution Use : 60 # per level frame weight Load WiHi Fi FiHi Column: ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 2310 407 464 82 2310 185 211 17 O 0 0 0 KLx = 80 in O 0 0 0 KLy = 43 in O 0 0 0 A= 0.595 in O 0 0 0 Pcap = 17369 lbs Brace height = Brace width = Length = P = Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Columns @ 44 " 4620 591 675 99 Max column load = 4550 # Min column load = 70 # 43 " 44 " 62 " 944 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 # 33 39% Column 26% Stress OTM = 98.6 K -IN X 1.15'= 113.3 K -IN RM = 101.6 K -IN REQUIRED HOLD DOWN = 0.27 KIPS Special Inspection(Y or N)? NO 2 2 T = 266 # 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 1750 # 15% Stressed V = 338 # per leg Vcap = 3680 # = 9% Stressed sr ' ::T,!i per 1997 UBC Weight Overturning Anchors: Braces: In Upright Plane SINGLE ROWS Seismic Load Distribution TOP LOAD ONLY Use : Z = I = Ca = 60 # per level frame weight Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 176 2310 407 342 60 80 60 5 4 0 O 0 0 0 0 KLx = 80 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 17369 lbs 2370 411 346 61 Column 15% Stress Max column load = 2561 # Min column load = -191 # Uplift OTM = 60.6 K -IN X 1.15 = 69.6 K -IN RM = 52.1 K -IN REQUIRED HOLD DOWN = 0.40 KIPS Special Inspection(Y or N)? NO 2 T = 398 # 2 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 1750 # 23% Stressed V = 173 # per leg Vcap = 3680 # = 5% Stressed Brace height = Brace width = Length = P = Zone 3 C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 # 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) * W LF = 1.4 Columns @ 44 " 43 " 44 " 62 " 484 # 34 20% MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:57:39 INPUT DATA LISTING•TO FOLLOW: Structure Storage Rack in Load Beam Plane Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 1 0.0 80.0 S 2 0.0 176.0 S 3 73.5 0.0 S 4 73.5 80.0 5 73.5 176.0 6 220.5 0.0 S 7 220.5 80.0 8 220.5 176.0 9 294.0 80.0 S 10 294.0 176.0 S Joint Releases 3 Moment Z 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 0.963 Ay 3 Thru 6 Prismatic Ax 0.595 Ay 7 Thru 10 Prismatic Ax 0.963 Ay Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.16 5 Force Y -1.16 7 Force Y -1.16 8 Force Y -1.16 4 Force X 0.034 2 Levels 0.674 Iz 1.934 0.298 Iz 1.014 0.674 Iz 1.934 PAGE 1 I0 MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:57:39 = = = = ==_ 5 Force X 0.075 7 Force X 0.034 8 Force X 0.075 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1997 UBC wi di widi2 fi fidi # in # 2310 0.8421 1638 68 57.3 34 68 2310 1.1997 3325 150 180.0 75 150 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 4620 4963 g = 32.2 ft /sect I = 1.00 Cv = 0.54 R = 5.6 LF = 1.4 218 237.2 T = 1.462017 sec V min = .11 *Ca *I *W = V = (Cv *I) /(R *LF *T) *W V = 0.047 W 218 # 0.0396 W PAGE 2 218 10 MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:57:39 Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.077 0.00 1 4 0.000 0.077 -5.68 2 2 0.000 -0.024 0.00 2 5 0.000 0.024 -1.80 3 3 2.313 0.108 0.00 3 4 - 2.313 -0.108 8.67 4 4 1.156 0.072 2.95 4 5 -1.156 -0.072 3.94 5 6 2.313 0.110 0.00 5 7 -2.313 -0.110 8.77 6 7 1.156 0.078 3.21 6 8 -1.156 - 0.078 4.29 7 4 -0.002 -0.080 -5.94 7 7 0.002 0.080 -5.86 8 7 0.000 -0.083 ( ?T)-. m,qe w,'1 8 9 0.000 0.083 0.00 CeNN M i "' (,fiUl- 9 5 0.003 -0.028 -2.15 9 8 -0.003 0.028 -1.97 10 8 0.000 -0.032 -2.32 10 10 0.000 0.032 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.034 -1.160 0.00 5 0.075 -1.160 0.00 7 0.034 -1.160 0.00 8 0.075 -1.160 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS 37 PAGE 3 9 tODF } g J cy Ili au W Q Z � (3 0' , 0 '.W W LL Z i ILI O �.. Z f JOINT 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 15:57:39 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.077 0.00 2 0.000 -0.024 0.00 3 -0.108 2.313 0.00 6 -0.110 2.313 0.00 9 0.000 0.083 0.00 10 0.000 0.032 0.00 FREE JOINT DISPLACEMENTS X- DISPLACEMENT Y- DISPLACEMENT ROTATION 0.8421 - 0.0107 - 0.0026 5 1.1997 - 0.0172 - 0.0010 7 0.8421 - 0.0107 - 0.0025 8 1.1997 - 0.0172 - 0.0008 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.8421 0.0000 0.0011 2 1.1997 0.0000 0.0002 3 0.0000 0.0000 - 0.0144 6 0.0000 0.0000 - 0.0145 9 0.8421 0.0000 0.0015 10 1.1997 0.0000 0.0007 3g PAGE 4 y Beam - Column Check C 3.000x 3.000x 0.075 Fy = A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = kx = 1.00 ky = Stress Factor 1.333 Load Beam Check 4.00x 2.750x 0.075 A = 0.963 in2 Sx = 0.908 in3 Length = 144 inches Fy = E = Ix = 3y 50 ksi 1.117 in 1.00 Point P M Lx Ly Pcap Mcap Ratio 7 2.3 8.8 80.0 43.0 17.37 27.03 46% 8 1.2 4.3 96.0 43.0 15.90 27.03 23' O 0.0 0.0 96.0 43.0 15.90 27.03 0% O 0.0 0.0 96.0 43.0 15.90 27.03 0% O 0.0 0.0 96.0 43.0 15.90 27.03 0% O 0.0 0.0 96.0 43.0 15.90 27.03 0% 50 ksi 29,500 E3 ksi 1.934 in4 Pallet Load 2250 lbs Assume 0.5 pallet load on each beam M = PL /8= 20.25 k -in fb = 22.30 ksi Fb = 30 ksi 74% Mcap = 27.24 k -in 36.33 k -in with 1/3 increase Defl = 0.77 in = L/ 188 w/ 25% added to one pallet load M = .282 PL = 22.84 k -in 84% Shear : Column Load Allowable Soil Assume Footing Soil Pressure Base Plate Bending Base Plate Design Beam far = Punching fv = 3.4 kips 1500 psf basic 18.1 in square on side 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 /3 Use 5 "square base plate w = 10.4 psi 1 = Load factor = 1.67 M = 6 in thick slab f'c = s = 6.00 in3 fb = Fb = 5(phi) (f'c".5) = 19 psi Fv = 14 psi Fv = Use 0.375 " thick 1 = 1.5 in w = 136 psi fb = 6552 psi Fb = 27000 psi yo 6.55 in 249 # -in 3000 psi 41 psi 178 psi 93 psi 186 psi OK !! OK !! OK !! OK !! eAur7L v ? /�i4eGg- /6' 129 F,P404 3 @ „r " C AvS (3) ke•zt s /5-,p ¢8 Le•t Id3t00 /04 -e-evl X15: -r Uc c�G3 Pez /997 6 x fix_ /o 71 14= ot iN Yx s 30 4 ,T Yy. /a5 1e s 3,z9' yr 063�- /G•ir s gs9L t Jxu »':7,C'r..tiiira7 S. �Awr.oervaas;nrin�.�irn•.w. -.... iwas�u!GSbYWIti:ki Tube Section Depth 4.000 in Fy = 50 ksi Width 4.000 in Thickness 0.1350 in R 0.1350 in Blank = 15.11 in wt = 6.9 plf A = 2.040 in2 Ix = 5.015 in4 Sx 2.508 in3 Rx = 1.568 in Iy = 5.014 in4 Sy = 2.507 in3 Ry = 1.568 in a 3.4600 Web wit 25.6296 abar, 3.8650 Flg wit 25.6296 b 3.4600 x bar 1.9325 b bar 3.8650 m 2.5027 �( ° 2o Cox• �) c 1.7300 x0 - 4.4352 _ / . �_/� c bar 1.9325 J 0.0124 '� �� u 0.3181 x web 2.0000 gamma 1.0000 x lip 2.0000 R' 0.2025 h/t 27.6296 ARM SECTION r5 SX l', /Zo J 3`• 3i " 93 42' C /3 /(z) 7z 3 = X,06.,., / (1 f- 2. o /.- 5.6 5 .2 z rif 3 9v:c) 5',036 /237, is /N 4 -Z �Z.ZZi•cl¢ Sx= ,f .Zy 5,4; /a/ 4 ,4 /' f zo7 = 4, /9,,)z � 89(z) ,iz<', / I L 7•d9= 45/ ��¢ z r; T4s. / /4, /9 = 5,Zs,AJ .rr Z s _ 1: /#-' r s� k4/key = 8o = S2 &k = z, (l9Z)/Sr s = 1/7 Ra -o= 9 1 .o z(5°x.�.)= 7/ if - /.L 3 " C.) Q. r CO W • W 3 Q CO g W F O; Z Hs 11J uj; D ,o N{ W Wi U U. WZ Z -1s),•z _I /7/1) (p-oz) /6/ -Dn ary � ..9' 4 $ 'd' 0 „'L� 8� b S - 2 ( 2 ' ( "g -A`8d "Z = J %2g • %z N�� g9 / =( '0/ 0 s }fin .w ���i•m nt , .1 , =(zX -, ( *7''° (vs95'Z s 71 / r)'/O / fr/o7 e) /G/ �8 f _ (z/ad / /8R' =1w Fey erg) <iv >s •� '/1 r//- 'L$ r4 =H * 0•s -- O ..,.70 /5 /1.6u n� tnirr77 Depth 9.000 in Flange 2.500 in Lip 1.500 in Thickness 0.1350 in R 0.1000 in Blank = A = Ix = Iy = a 8.5300 a bar 8.8650 b 2.0300 b bar 2.3650 c 1.2650 c bar 1.4325 u 0.2631 gamma 1.0000 R' 0.1675 A = Ix = Cold Formed Channel Fy = 50 ksi 16.17 in wt = 7.4 plf 2.183 in2 25.025 in4 Sx = 5.561 in3 Rx = 3.386 in 2.035 in4 Sy = 1.205 in3 Ry = 0.965 in DOUBLE SECTION Web w/t 63.1852 Flg w/t 15.0370 x bar 0.7438 m 1.2860 x0 - 2.0298 J 0.0133 x web 0.8113 x lip 1.6887 h/t 64.6667 4.367 in2 50.049 in4 Sx = 11.122 in3 Mcap = 334 k -in w/ 1/3 Increase = 445 k -in BASE SECTION 77n g¢k �D ; ¢ -7Z _ ,// OW) 7Cf r /9 O /e", (D Calculations for : OAK BARN TUKWILLA, WA Loading: 2250 3 Seismic Zone Ca = A.0 144 Uprights: 44 C 3.000x 3.000x 0.075 C 1.500x 1.250x 0.075 5.00x 8.00x 0.375 4.00x 2.750x 0.075 # load levels pallet levels @ 56,116,176 3 100% Utilization 0.36 Cv = 0.54 by : Ben Riehl Registered Engineer WA# 21008 4t_ 05/15/2000 " Load Beams 11 wide SINGLE ROWS Columns Braces Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column Load beams w/ 3 -Pin Connector i N w � LL; w 0} u <' co 3 ` 0, Z w uJ!_ 2 U 0 O N O H . LU tu t u. Z o , . . 0 ' Z. per 1997 UBC Weight Overturning Anchors: Braces: In Upright Plane SINGLE ROWS Seismic Load Distribution Max column load = 6610 # Min column load = 320 # Use : Tcap = Z I = Ca = Brace height = 43 " Brace width = 44 " Length = 62 " P = 1416 # Zone 3 60 # per level frame weight Columns @ 44 " 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 176 2310 407 512 90 116 2310 268 338 39 56 2310 129 163 9 KLx = 56 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 19072 lbs 6930 804 1013 138 .Column 35% Stress OTM = 138.4 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 # v7 58% 159.2 K -IN 152.5 K -IN 0.15 KIPS Special Inspection(Y or N)? NO 2 T = 152 # 2 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete 1750 # 9* Stressed V = 506 # per leg Vcap = 3680'# = 14% Stressed per 1997 UBC Weight Overturning Anchors: Braces: In Upright Plane SINGLE ROWS Seismic Load Distribution TOP LOAD ONLY Use : T = Tcap = Z = I = Ca = Zone 3 60 # per level frame weight 0.30 1.33 Allowable Stress Increase 1.00 R = 4.4 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Columns © 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 176 2310 407 346 61 116 60 7 6 1 56 60 3 3 0 KLx = 56 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.595 in O 0 0 ==== 0 -_ - 0 Pcap = 19072 lbs _ - - _ - - 2430 417 355 62 Column 14% Stress Max column load = 2619 # Min column load = -189 # Uplift OTM = 61.8 K -IN X 1.15 = RM = REQUIRED HOLD DOWN = Special Inspection(Y or N)? 400 # 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete 1750 # 23% Stressed V = 178 # per leg Vcap = 3680 # = 5% Stressed Brace height = Brace width = Length = P = 43 " 44 " 62 " 496 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 # 20% 71.1 K -IN 53.5 K -IN 0.40 KIPS 2 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 16:02:47 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 56.0 S 2 0.0 116.0 S 3 0.0 176.0 S 4 73.5 0.0 S 5 73.5 56.0 6 73.5 116.0 7 73.5 176.0 8 220.5 0.0 S 9 220.5 56.0 10 220.5 116.0 11 220.5 176.0 12 294.0 56.0 S 13 294.0 116.0 S 14 294.0 176.0 S Joint Releases 4 Moment Z 8 Moment Z 1i 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 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 y5 PAGE 1 lc f MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 16:02:47 ============== = ====== = = = = = = = = = = = = = = = = = = = = = =_= 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -1.16 6 Force Y -1.16 7 Force Y -1.16 9 Force Y -1.16 10 Force Y -1.16 11 Force Y -1.16 5 Force X 0.033 6 Force X 0.067 7 Force X 0.103 9 Force X 0.033 10 Force X 0.067 11 Force X 0.103 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1997 UBC wi di widi2 fi fidi # in # 2310 0.5999 831 66 39.6 33 66 2310 0.8656 1731 134 116.0 67 134 2310 1.0097 2355 206 208.0 103 206 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 6930 4917 g = 32.2 ft /sec2 I = 1.00 Cv = 0.54 R = 5.6 LF = 1.4 406 363.6 T 1.175484 sec V min = .11 *Ca *I *W = V = (Cv *I) / (R *LF *T) *W V = 0.059 W 406 # 56 _ 0.0396 W PAGE 2 406 100% MSU STRESS -11 VERSION 9/89 - -- DATE: 05/15/:0 - -- TIME OF DAY: 16:02:47 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.103 0.00 1 5 0.000 0.103 -7.60 2 2 0.000 - 0.051 0.00 2 6 0.000 0.051 -3.77 3 3 0.000 -0.019 0.00 3 7 0.000 0.019 -1.39 4 4 3.465 0.202 0.00 4 5 -3.465 -0.202 11.30 5 5 2.308 0.165 4.18 5 6 -2.308 -0.165 5.72 6 6 1.154 0.094 2.33 6 7 -1.154 -0.094 3.30 7 8 3.465 0.204 0.00 7 9 -3.465 -0.204 11.44 8 9 2.308 0.175 4.47 8 10 -2.308 -0.175 6.04 9 10 1.154 0.112 2.81 9 11 - 1.154 -0.112 3.92 10 5 -0.004 -0.107 -7.88 10 9 0.004 0.107 -7.81 APPLIED JOINT LOADS, FREE JOINTS 5/ 11 9 0.000 -0.110 -8.09 11 12 0.000 0.110 12 6 - 0.004 -0.057 -4.27 12 10 0.004 0.057 -4.18 13 10 0.000 -0.064 -4.68 13 13 0.000 0.064 0.00 14 7 0.009 -0.025 -1.91 14 11 -0.009 0.025 -1.70 15 11 0.000 -0.030 -2.22 15 14 0.000 0.030 0.00 PAGE 3 /64-fi Coin MSU STRESS-11 VERSION 9/89 --- DATE: 05/15/:0 --- TIME OF DAY: 16:02:47 JOINT FORCE X FORCE Y 5 0.033 -1.160 6 0.067 -1.160 7 0.103 -1.160 9 0.033 -1.160 10 0.067 -1.160 11 0.103 -1.160 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y 1 0.000 -0.103 2 0.000 -0.051 3 0.000 -0.019 4 -0.202 3.465 8 -0.204 3.465 12 0.000 0.110 13 0.000 0.064 14 0.000 0.030 JOINT 5 6 7 9 10 11 FREE JOINT DISPLACEMENTS X-DISPLACEMENT 0.5999 0.8656 1.0097 0.5999 0.8656 1.0097 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT 1 0.5999 2 0.8656 3 1.0097 4 0.0000 8 0.0000 12 0.5999 13 0.8656 14 1.0097 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y-DISPLACEMENT -0.0112 - 0.0193 - 0.0233 -0.0112 -0.0193 - 0.0233 Y-DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ROTATION - 0.0035 - 0.0019 - 0.0009 - 0.0034 - 0.0018 -0.0007 ROTATION 0.0015 0.0006 0.0000 -0.0142 -0.0143 0.0019 0.0013 0.0008 PAGE. 4 ' ' • • 341::.11.4a7 Beam - Column Check C 3.000x 3.000x 0.075 Fy = A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = kx = 1.00 ky = Stress Factor 1.333 Point P M Lx Ly 9 3.5 11.4 56.0 43.0 10 2.3 6.0 60.0 43.0 11 1.2 3.9 60.0 43.0 0 0.0 0.0 60.0 43.0 0 0.0 0.0 60.0 43.0 0 0.0 0.0 60.0 43.0 Load Beam Check 4.00x 2.750x 0.075 A = 0.963 in2 Sx = 0.908 in3 Length = Pallet Load Assume M = PL /8= fb = Mcap = Defl = 144 inches Fy = E = Ix = 2250 lbs 0.5 pallet load on each beam 20.25 k -in 22.30 ksi Fb = 30 ksi 27.24 k -in 36.33 k -in with 1/3 increase 0.77 in = L/ 188 w/ 25% added to one pallet load M = .282 PL = 22.84 k -in 84% .53 50 ksi 1.117 in 1.00 Pcap Mcap Ratio 19.07 27.03 60% 18.83 27.03 35% 18.83 27.03 21% 18.83 27.03 O% 18.83 27.03 0% 18.83 27.03 0% 50 ksi 29,500 E3 ksi 1.934 in4 74% N 'W u.Q i D. F- W 2 � Z LU m Ou W of h - � O Z Assume Footing Soil Pressure Base Plate Bending Base Plate Design Column Load Allowable Soil 5.0 kips 1500 psf basic 21.8 in square on side 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Shear : Beam fv = Punching fv = Mmax = w1'2/3 Use 5 "square base plate w = 10.4 psi Load factor = 1.67 1 = M = 6 in thick slab f'c = s = 6.00 in3 fb = Fb = 5(phi)(f'c ".5) = 24 psi Fv = 23 psi Fv = 8.41 in 410 # -in 3000 psi 68 psi 178 psi 93 psi 186 psi Use 0.375 " thick 1 = 1.5 in w = 198 psi fb = 9519 psi Fb = 27000 psi OK !! OK !! OK II OK !! TO: Material Handling Products & Systems 1900 4" AVENUE SOUTH (98134), PO BOX 3565, SEATTLE, WA 98124 (800) 426 -9806 • (206) 624 -3100 • FAX (206) 682 -7469 COMPANY: DA'L'E: ,44 CITY OF TUKWILA, PERMITS 8/16/2000 FAX NUMBER: AUTO PHONE NUMBER: AUTO Dear Dave, There are two issues we are bringing to your attention with this Revision: 1. Layout change on the 22" x 34" (d) size drawing which shows one side Of the bays on column line 17 as removed from the overall scope of this job. This is because that column line has no sprinklers on it. Please forward this to the fire department for their review. 2. As you noted earlier, there are several uprights between column lines 18 & 19 that have only two Cross Braces. I have a drawing faxed to me by my engineer, Ben Riehl, showing the calculations and his seal. If there are any other issues, please contact me. DAVE LARSON Tim Early Industrial Sales Cell # 206 4591915 e -mail: Time @rhbrown.com ••i w•w••••• WON OWE/ ■wwN • ■ • ���■ rNUIFI IN lb • REVISION TO PERMIT # D2000 -144 FROM: TIM EARLY NO. OF PAGES (INCLUDING COVER): 1 REFERENCE: A AMERICA / OAK BARN PERMIT RECEIVED Corporate Office 1900 4th Ave So., (98134) • PO Box 3565, Seattle WA 98124 - 3565.206/624- 3100.206/682 -7469 PANTY OF TUKWILA Branch Office 5 NE Hancock, Portland OR 97212 503/287 -7028. 503-287-8613 FAX E -Mail: info @rhbrown.com • Website: ww.rhbrown.com AUG 1 6 2000 w PERMIT CENTER End Permit # D2000 -144 REVISION NOI 2WO- I '-I'-I TO: Material Handling Products & Systems 1900 4" AVENUE SOUTH (98134), PO BOX 3565, SEATTLE, WA 98124 (800) 426 -9806 • (206) 624 -3100 • FAX (206) 682 -7469 FAX NUMBER: AUTO Dear Dave, 2 REVISION TO PERMIT # D2000 -144 DAVE LARSON COMPANY: CITY OF TUKWILA, PERMITS PHONE NUMBER: AUTO AWN AAAua/A■ WPM MY■ 111111111•1111 ■ ■ • MI WSW III MI r► • FROM: TIM EARLY DATE: 8/17/2000 NO. OF PAGES (INCLUDING COVER): 1 REFERENCE: A— AMERICA / OAK BARN PERMIT Permit # D2000 -144 This is a rD REVISION to this permit. The previous layout revision (8/16) was incorrect. A- America has decided to put the row of rack back into the plan, but with enough clearance to meet fire codes. As per Al Meztler, (Tukwila Fire Inspector 575 4404), the minimum clearance from the face of the rack to the column line is 3.5'. We have accounted for 4' from the centerline in this revision. Please note the difference on this Revision Drawing. If there are any other issues, please contact me. Sincerely, Tim Early T) 1 114 Industrial Sales Cell # 206 4591915 e -mail: Time @rhbrown.co End RECEIVED CITY OF TUKWILA AUG 1 7 2000 •ERNIIT CENTER Corporate Office 1900 4th Ave So., (98134) • PO Box 3565, Seattle WA 98124-3565 • 206/624-3100 • 206/682-7469 FAX Branch Office 5 NE Hancock, Portland OR 97212 503/287 -7028. 503 - 287 -8613 FAX E -Mail: info @rhbrown.com • Website: www.rhbrown.com Material Handling Products & Systems 1900 4" AVENUE SOUTH (98134), PO BOX 3565, SEATTLE, WA 98124 (800) 426 -9806 • (206) 624 -3100 • FAX (206) 682 -7469 TO: FAX NUMBER: AUTO PHONE NUMBER: AUTO Dear Dave, Sincerely, AIN 11111111%4A1111/1111111 WPM EWE 1111111111/110 ■ ■ • BM WWII. VW III 1111 I 2 ND REVISION TO PERMIT # D2000 -144 DAVE LARSON COMPANY: CITY OF TUKWILA, PERMITS FROM: TIM EARLY DATE: 8/17/2000 NO. OF PAGES (INCLUDING COVER): 1 REFERENCE: A AMERICA / OAK BARN PERMIT Permit # D2000 -144 This is a 2ND REVISION to this permit. The previous layout revision (8/16) was incorrect. A- America has decided to put the row of rack back into the plan, but with enough clearance to meet fire codes. As per Al Mezder, (Tukwila Fire Inspector 575 4404), the minimum clearance from the face of the rack to the column line is 3.5'. We have accounted for 4' from the centerline in this revision. Please note the difference on this Revision Drawing. If there are any other issues, please contact me. Tim Early — Industrial Sales 2400 Cell # 206 4591915 e -mail: Time @rhbrown.com REVISION Nal_. Corporate Office 1900 4th Ave So., (98134) • PO Box 3565, Seattle WA 98124 - 3565.206/624- 3100.206/682 -7469 FAX Branch Office 5 NE I lancock, Portland OR 97212 503/287 -7028. 503 - 287 -8613 FAX E -Mail: info@rlibrown.com • Website: www.rhbrown.com End RECEIVED CITY OF TUKWII A AUG 1 7 2000 PERMIT CENITER ACTIVITY NUMBER: D2000 -144 DATE: 5 -18 -2000 PROJECT NAME: OAK BARN I A- AMERICA SITE ADDRESS: 18255 SEGALE PARK DR 'B' XX Original Plan Submittal Response to Incomplete Letter # Response to. Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: ill ding Divisi L Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention rIVT I�iNL 51.01e0 Structural Comments: TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) n Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions REVIEWER'S INITIALS: /ii Planning Division Permit Coordinator DUE DATE: 5-23-2000 Incomplete n Not Applicable No further Review Required n DATE: DUE DATE 6 -20 -2000 DATE: DUE DATE Not Approved (attach comments) Li DATE: ACTIVITY NUMBER: D2000 -144 DATE: 8-16-2000 PROJECT NAME: OAK BARN / A- AMERICA SITE ADDRESS: 18255 SEGALE PARK DRIVE "B" Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: Buil.. n: :vision .' €•(1 -oc) Public Works Li DETERMINATIO OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved `' Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Ti \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire reP vention 11 6,_ :311 -DO Structural Incomplete n ■ REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 8 -17 -2000 Not Applicable n No further Review Required DATE: DUE DATE: 9 -14 -2000 Not Approved (attach comments) I DATE: DUE DATE Approved with Conditions Not Approved (attach comments) DATE: ACTIVITY NUMBER: D2000- 144:;. DATE: 8 -17 -2000 PROJECT NAME: A- AMERICA / OAK BARN SITE ADDRESS: 18255 SEGALE PARK DRIVE "B" Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 2 After Permit Is Issued DEPARTMENTS: Buil id'ng Division • Fire Prevention e-setoo 4i B- 2. -e Public Works Structural DETERMINATIO Complete Comments: Approved \PRROUTE.DOC 5/99 PLA C_QPX SLIP OF COMPLETENESS: (Tues., Thurs.) Incomplete APPROVALS OR ORRECTIONS: (ten days) • TUES /THURS ROUT! G: Please Route Structural Review Required REVIEWER'S INITIALS: Planning Division Permit Coordinator n U DUE DATE: 8-24-2000 Not Applicable nI No further Review Required DATE: DUE DATE: 9 -21 -2000 Approved with Conditions ( I Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions (n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: z re 2 w - 0 O! N 0 CO w w CO I w O g J . P. d w , I- O z � Lu U 0 ', o- H w W. - O III CO • O � z Revision - No.. Date Received Staff Initials Date Issued Date Issued '"Staff Initials 1 — I Lv E I Summary of Revision: Summary of Revision: 0 c‘ p � -I- Se e 54 Received By: Received By: Revision No. • • Date Received Staff Initials Date Issued I Staff Initials Date - - Issued . I I I. ) rROJ ECT NAME: r PERM∎ 40 :.. -000 Site Address: l8d,SS &e9q.I Q Park b}• - Original Issue Date: (o -Ii-i- 00 Revision No. Summary of Revision: REVISION LOG Revision Date I Staff No. Received Initials 2 1 8 -11 -00 I id) _ Summary of Revision: C L 1 .e ��(� �c y Off'{- d' - 4-0 -C-i re, 1SSues. Summary of Revision: Received By: Date Received Staff Initials Received By: Received By: Date Issued Date Issued MSZtE" -' 'x x xnM tl.`u"Ta xsC eMtlit .parm t^ •.. v�«.r..w..aaanr w >y , :!t mlenK k`a+w""+e.x•e�!rnce Ntm.F.rs+1A`$iFROYn'1',WAVI AMMTIii ..m.r... (please print) . (please print (please print) • (please print) Staff Initials Staff Initials i z 00 . 0 0. Vn W W I: N LL W ! } }}}} LL ' , Y.2 0 z � W U !O co 0 I- 111; U. O ui z O Revision No. Date Staff Received I Initials Date - - Issued Staff Initials I Summary of Revision: Received By: ) rROJ ECT NAME: r PERM∎ 40 :.. -000 Site Address: l8d,SS &e9q.I Q Park b}• - Original Issue Date: (o -Ii-i- 00 Revision No. Summary of Revision: REVISION LOG Revision Date I Staff No. Received Initials 2 1 8 -11 -00 I id) _ Summary of Revision: C L 1 .e ��(� �c y Off'{- d' - 4-0 -C-i re, 1SSues. Summary of Revision: Received By: Date Received Staff Initials Received By: Received By: Date Issued Date Issued MSZtE" -' 'x x xnM tl.`u"Ta xsC eMtlit .parm t^ •.. v�«.r..w..aaanr w >y , :!t mlenK k`a+w""+e.x•e�!rnce Ntm.F.rs+1A`$iFROYn'1',WAVI AMMTIii ..m.r... (please print) . (please print (please print) • (please print) Staff Initials Staff Initials i z 00 . 0 0. Vn W W I: N LL W ! } }}}} LL ' , Y.2 0 z � W U !O co 0 I- 111; U. O ui z O City of Tukwila Department of Community Development John W. Rants, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: c / i' et'? Plan Check/Permit Number: Project Name: 1 ` //,i'ri 6-'4 � Project Address: /9 2- 5 Contact Person: / ; G9? / Received at the City of Tukwila Permit Center by: Entered in Sierra on ' 1 - 7 -0() Response to Incomplete Letter # Response to Correction Letter # Revision # . after Permit is Issued Phone Number: 40 / y - l q/S Summary of Revision: 2 r' <;' /41.4 AD,/ °/ REVISI Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision RECEIVED CITY OF TI IKWU A AUG 1 7 2000 ' 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 CY 0 N 0 w =� w 0 ` gQ w rr � ; I- 2 uj n 0 . N_ 0 F- w W V LL o . uJ H 0 ~' z Department of Community Development t ift 1 11.7 . .. o hteA 111 atl rj 6 L • +1v Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: c.J / 7 7 Plan Check/Permit Number: 1S e2V0 / G/ G7 [] Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: • �Yr �`'' Project Address: 2- ,c S r-' Contact Person: J2-' ,f7L / Received at the City of Tukwila Permit Center by: Entered in Sierra on �G7 L17 Ac` . O- yzG _. 9F0ld o�F Summary of Revision: 2 e /' ,(_4(/, • / G ' . , Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision John W. Rants, Mayor Steve Lancaster, Director Phone Number: . G 4 / ,s" `7 /Vs cc 7 UAlr jam' / r' 951V11110 e RECEIVED _JTY OF MK IA le n AUG 1 7 2000 -06/29/99 6300 Southcenter Boulevard; Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 City of Tukwila 0 v le /9`uti4,4 l7 /9 //-, 6 91-o John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: seh z , /� 2t!' 7 Plan Check/Permit Number: i2 2- C 00 -- f 0 Response to Incomplete Letter # 0 Response to Correction Letter # Revision # / after Permit is Issued Project Name: /T 4 ' � 6 ' Ce- Project Address: J ez 5 S s,P e_.-/ /�/ i r/ e/ Ste-fie- lG Contact Person: / �i Phone Number: 7 (? 6 - ? - 70S %/ /rs1 ;u/ /y eiy 101/- 459' - /q /S �� �� �o Summary of Revisio /J � � �/ � c? � S � � /1) I i £) 1 (Z) .p S 4! f ' A) »`5i/ r / t7e. _ Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1#1O Entered in Sierra on 8 ' (lo' 00 e #1 41 /r RECEIVED i OF l�riWah AUG 1 6 2000 PERMIT CENTER 06/29/99 pa� n .o...,.t,,m, r.,R,,,,bam/Arrtavita.»t,t.1'a_ .. -T.r. r 441,1- Wa<sbInztan_D8L.8 . G. 1206) 431.3670 • Fax 1 2061 431-3665 � N � z CC I N ° cow co u. w 0, LL Q' _° ,-w z � o . Z �. V o �' w` . Z U t- 11 O U N O ' p grINOMMISORTOWNVIMMOIPMNIMISOMM 1 Fire Department Review Control #D2000 -144 (512) Dear Sir: City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas P Keefe, Fire Chief May 25, 2000 U ; U O co o co w 9 ai O g:3 u-? Re: Oak Barn America - 18255 Segale Park Drive B Z p ' ul The attached set of building plans have been reviewed by v The Fire Prevention Bureau and are acceptable with the 0 I— f ol lowing concerns: I W ! 1. Maintain fire extinguisher coverage throughout. ~ U ' O en U w 0 Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206-575-4439 Ciiy of Tukwila Page number 2 Steven M. Mullet, Mayor Fire Department Thomas P Keefe, Fire Chief or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W. S . R . B . , Factory Mutual, Industrial Rtst Trrsrxrers, — Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) High -piled combustible storage 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 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 231C) Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) 5. This review limited to speculative tenant space only - Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206.575.4404 • Fax: 206-575-4439 C4 2 U0 U) w 9 LL w 0 g u. d U O. 0 N4 O H. w w ! 1 .. z z City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 3 special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or 'V't01 tion of- the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwi rPrevention Bureau cc: TFD file ncd Steven'M. Mullet, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 - 5754439 '•,• ••-•• ■ ••• • ■• . .... . „. F625-052.0(X) (8/97) • - , : , • ... • • :A• ••••• • F F625-052-000 (8/97) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST.. # EXP., DATE CC01` . RHBROC*130BK 07/01/2000' EFFECTIVE DATE 01/12/1987 R H CO PO BOX 3046 SEATTLE WA 98114-3046 Detach And Display Certificate REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST.. #$ EXP. DATE CCO1 'RHBROC#130BK- 07/01/2000 EFFECTIVE DATE 01/12/1987 R HBROWIT:CO:: PO BOX 3046 _ SEATTLE WA. 98114-3046 Signature Issued by D PARTMENT 0 130R AND INDUSTRIES • M Please Remove And Sign Identification Card Before Placing In Billfold ve4,4#57.* tr4 i•e . , • • • CD 36" WIDE MAN-DOOR UNLOCKED FROM INSIDE Q. C. NEW RAMP CD CD (13 NOTES: TAGING FOR SHIPPING CPU STORAGE AREA 34'-11" OFFICES ED 1. MAX. DIST. TO NEAREST MAN DOOR IS: 200' 0 2. SIGNAGE: POSTED ON AISLE ENDS; PER DESIGN RATING . bFETNATERS: ON FILE E. 4. i 6" -3,000 # PSI REINFORCED -- SOILS; 2,500 # PSF 5. FNPA RATING OF MATERIAL: 3 6. ENGINEERING: BEN RIEHL 0 27' — ( a) 36" WIDE MAN-DOOR UNLOCKED FROM INSIDE 36 WIDE MAN-D OR UNLOCKED FROM INSIDE .3 V STAGING FOR RECIEVING 18325 SEGALE PARK DRIVE B Southern—most Warehouse 50' DIOOD-- 141 C PHASE 3 29' APPROVED / North _ 4XTP,'; C z 01 :It :IC gil lla gig APPROVED BY DRAWN BY: SCALE DATE TiE P ER PORTION ED 03/19/2000 AutoCAD FILENAME 031 90AKBAR N 1 PROJECT NUMBER 7,236,922 SHEET 1 OF PERM; D2_000 tql4 i ' - . � ___ 36" WIDE MAN —DOOR V ' UNLOCKED FROM INSIDE ,; x;10` ! X12) V , ` �� �. 1 • t� ••\ T j 1 i y I / / ---- j' 20' — G H — G — r G rG 1H H r--1— G G I--11-1 HH ' PROPOSED; I EXISTING . - -- -,, ,c -- - ___ -- 20' I - HH H H - HH N IH HH - - H HH - -� i H 1_______ - - - � -- --- ) I ' 1 1 20' d HH f 1 i - ,� i 20' 0 HH HH _ HH HH HH — II H 1 L j : II II H H [- 4 (G) zo' EXISTING A II H II H II fi H 0 20' I 1 I \ \ 1 HH HH — GG — HH G GG i ( 20' -..,_ -...,,,, - 7 z r ! Ct C� Q C� I PROPOSED - (J) I. � i {,F V � t - - - ---- V V j ' ' I I 4 - V - -- 50' 7 50' - -- — 50' 50' 50' - i 50' 50' ` ...\/ `._ I V \PIPS! 10/28/r, C1 I INOTES: 1. MAX. DIST. TO NEAREST MAN DOOR IS: 180' 2. SIGNAGE: POSTED ON AISLE ENDS; PER DESIGN RATING 3. SPRINKLERS: ON FILE 14. FLOOR: 6" -3,000 # PSI REINFORCED -- 5. FNPA RATING O OF MATERIAL: 3 6. COLUMNS: STEEL PIPE; 10" ROUND 7. ENGINEERING: BEN RIEHL 1 -1-- ur ( I APPROVED cvsro.a w.c an B — 18255 SE GALE PARK DRIVE North MIDDLE T 7NI 1 CA CA a APPROVED BY DRAWN BY: SCALE DATE TJE N.T.S. 03 -19 -00 Au toCAD FILENAME 03190AKBARN2 PROJECT NUMBER 7,236,922 SHEET 2 OF 5 RECEIVE? C • . - JF TIIk. , E.11 ,ENTI r E GR 3E MA, - :OOP NOTES: 1. MAX. DIST. TO NEAREST MAN DOOR IS: 200' 2. SIGNAGE: POSTED ON AISLE ENDS; PER DESIGN RATING 3. SPRINKLERS: ON FILE 4, FLOOR: 3,000 # PSI REINFORCED -- SOILS; 2,500 # PSF 5. ENLA RATING OF MATERIAL: 3 6. COLT_TivINS• STEEL PIPE; 10 ROUND 7. ENGINEERING: PEN RFIHL; WA STATE SEALED, 00 d" E F 101111101 I tz:J 12' E01111E1111E111ZEK3 I t:7 II 1 7J 12' 12' t7 18255 SEGALE PARK DRIVE 13 1 2 ' 36" WOE MAN—DOOR ,NLOC,ED FROM NS boOo Lig NW, — 50' I , rt.: 1 1 I I I I I TY, 12' H 7 , 1 7 1 I I I t = I 1 ;; I I I I I tv I I tz=i I I D ,E,E0sEo ,:EvER,HING N Dzooci 4PP RCED 6 North _ REVISION cr4OZ,,, AUG 1 7 2000 PERMIT CENTER A PPRO vEni IL DA ,• 'RO, EC'T :u31 • )/ APPROVED CUSTOMER NAME / DATE DOco-1 RECeivEc I, ?Y 'JF 'TUKY lA PERMIT CEN .fl DATE SCALE PERP0RTI0NED 03/19/2000 Au toCAD FILENAME 03190AKBARN4 PROJECT NUMBER 7,236,922 SHEET T OF 5 .//ji PLAN VIEW PLAN VIEW 48" 44" I PLAN VIEW I PLAN VIEW I 44., PLAN VIEW ® PIAN VIEW i KIROV OI MIOQ CURT. 28' PLAN VIEW 48" I I a 38" r I 9' ELEVATION FRONT VIEW I I 144" "-111 i t o a s0' d y O o F., x -- --1 120" 108" 144" 144" CAPACITY: 500# 108" }} CAPACITY: 500# 216" al Et 18' L - CAPACITY 1650 # CAPACITY 2250 # ELEVATION CAPACITY: 1650 11E2" 60" ELEVATION 80" i I ELEVATION i 176" . CAPACITY: 500# CAPACITY: 1650 # 50" ELEVATION 50" I 50" ELEVATION SIDE VIEW / 1000 # EACH ARM CAPACITY: 500# M CAPACITY: 500 116" y CAPACITY 2250 ; 192" 116" Bo" ELEVATION 100" CAPACITY: 1650 # CAPACITY: 500 ; P L] , j } CAPACITY 2250 , I CAPACITY: 500# CAPACITY: 500 ; 192" 176" - 1- eo" BOCK TO -BACK ROWS (NO SINGLES) - , ( �TD. BULK RACK (4 LEVELS) r III - I I BACK -TO -BACK ROWS (NO SINGLES) K RACK (4 LEVELS) DOUBLE SIDED / TWO UPRIGHTS MAX WGT 1,000 #5 PER LEVEL CANTILEVER RACK � Detail Scale: 4z 192" 178" 192" CAPACITY: 500# I 80" i I 00" 50" 1 CAPACITY: 500# SINGLE & BACK -TO -BACK ROWS FURNITURE RACK A O SINGLE & BACK -TO -BACK ROWS WIDE BULK RACK (3 LEVELS) SINGLE & BACK -TO -BACK ROWS CART RACK I b SINGLE &BACK -TO -BACK ROWS i - STD "' BULK RACK (3 LEVELS) SINGLE & BACK -TO -BACK ROWS UPHOLSTRY, RACK Detail Scale: 4x J Detail Scale: 4z Detail Scale: 4z Detail. Scale: 4x Detail Scale: 4z APPROVED CUSTOMER NAME / DATE DOco-1 RECeivEc I, ?Y 'JF 'TUKY lA PERMIT CEN .fl DATE SCALE PERP0RTI0NED 03/19/2000 Au toCAD FILENAME 03190AKBARN4 PROJECT NUMBER 7,236,922 SHEET T OF 5 .//ji PLAN VIEW ���777111 666 44" I PLAN VIEW I 44" PLAN VIEW ® KIROV OI MIOQ CURT. 28' I 9' ELEVATION FRONT VIEW 108" 144" "-111 i t o a s0' d y O o F., x -- --1 58" CAPACITY 2250 # ae" �„ mi .. al Et 18' L - CAPACITY 2250 # CAPACITY 1650 # i I ELEVATION i 176" . CAPACITY: 1650 # ELEVATION SIDE VIEW / 1000 # EACH ARM I. � _� \ 1000 M ELEVATION 178 116" CAPACITY 2250 # 192" 116" CAPACITY: 1650 # 192,. P L] 1 56" ' I 58" I FLOOR LINE HEIGHT BOCK TO -BACK ROWS (NO SINGLES) - , ( �TD. BULK RACK (4 LEVELS) r III - I I BACK -TO -BACK ROWS (NO SINGLES) K RACK (4 LEVELS) DOUBLE SIDED / TWO UPRIGHTS MAX WGT 1,000 #5 PER LEVEL CANTILEVER RACK � Detail Scale: 4z : Detail scale: 4x IN AU, BUILDINGS �u� Detail Scale: 4x APPROVED CUSTOMER NAME / DATE DOco-1 RECeivEc I, ?Y 'JF 'TUKY lA PERMIT CEN .fl DATE SCALE PERP0RTI0NED 03/19/2000 Au toCAD FILENAME 03190AKBARN4 PROJECT NUMBER 7,236,922 SHEET T OF 5 .//ji I I BRACE 192' UPRIGHT TYPE 'A' PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 500# CAPACITY @ 60', 120', 180' 12' -0' CONNECTOR LOAD BEAM CONNECTOR LOAD BEAM "-CONNECTOR LOAD BEAM ELEVATION TYPE 'A' PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1000# CAPACITY ON EA OF (3) ARMS EA SIDE 4' -0' LOAD BEAM 16' -0' i 106' SIDE ELEVATION UPRIGHT TYPE 'B' 5' -I' 5' -0' 5' -0' BASE SECTION LOAD BEAM CONNECTOR LOAD BEAM LOAD BEAM ELEVATION TYPE 'B' 3' - 0' 3' - 8' UPRIGHT TYPE 'C' FRONT ELEVATI ❑N 16' -0' PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 500# CAPACITY @ 6', 56', 106', 156', 206' 9' -0' 4' -2' BRACE DETAIL COLUMN -BASE CONNECTION DETAIL UPRIGHT TYPE 'D,E,G,H' PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 500# CAPACITY @ 100', 180' 10' -0' LOAD BEAM ELEVATION TYPE 'C' 2 -1/2'x 018' FACE SECTION TYPICAL / 1/8 VS'28' 2 2 -7/8' 2 COLUMN SECTI ❑N BASE SECTI ❑N 2' 2.5' 2.5' 4,5' it 10GA MAT'L 3/16' BRACKET PLAN VIEW W/ (4) 1/2'0. PINS 15' \_(4)PIN CONN ARM DETAIL 3' 6' -8' 8' -4' r 4' L x 3/16 , 2' TILT FROM HORZ ELEVATION VIEW 2.75' LOAD BEAM HORZ STRUT 14 GA THK 3 /B'x 5'x 8' BASEPLATE (2) 1/2'0 ANCHORS /8 ' 1 -1/2' EA FACE COLUMN & BASE PL �1 -5/8'H x 1' W -� STEP 14 GA THICK PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING, 2250# CAPACITY @ 80', 176' 9' -0' LOAD BEAM ELEVATION TYPE 'D' DIAGONAL BRACE IS 2x 3/16 BAR W/ 1/2'0 GRD 5 BOLT EA END STRUT IS L2x 2x 1/8 W/ 1/2'0'. GRD 5 BOLT EA END BRACE DETAIL (3) PIN CONN ip (3) AISI A502 -2 RIVETS 11 Q If LOAD BEAN/ 7/16'0 2'oc HOOK THRU SLOTS 1 -5 /Br. 3x� IN COLUMN 3/16' THK CONNECTOR 1/91/ VERTICAL EDGES 1/4' TAB WELDED TO 1 COLUMN TO CONNECT IIII BRACES 3/16 I/2'0 GRD 5 BOLT C 1.5 x 1.25 ,5 14 GA THK 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1650# CAPACITY @,80', 176' 3/16' WEDGE SIDE PL WELDED EPLR SIDE Cr COLUMN LOAD BEAM `CONNEC 3/16' FORMED WEDGE BRACKET —' WELDED TO EACH SIDE OF BASE SECTION BASE SECTION 12'-0' 9' - 0' LOAD NAM ELEVATION TYPE 'E' COLUMN N- 3 --t 1/8 1 -1/2' / EA SIDE 6' - 8' (I) 1/2'0 GRADE 5 BOLTS 2 BASE COLUMN SECTION 1 /2'x1.5' CONN BAR COLUMN -BASE CONNECTION FF 3/16 V ///''' 3/8x 5x 8 BASEPLATE / (2) I /2'0 ANCHORS / 6'cc 3.5' 6' 6' CONCRETE SLAB ON GRADE COLUMN BASE X- SECTION SAFETY PIN TO RESIST 1000* UPLIFT LOAD COLUMN -BEAM CONN PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 2250# CAPACITY @ 56', 116', 176' NOTES LOAD BEAM ELEVATION TYPE 'G' 1/2'0 ANCHOR BOLT 2 EA END OF BASE FF \) LN 1.) DESIGNED PER 1997 UBC CHAP, 22 DIV X. a) MATERIAL SPECS Fy = 50 ksi ALL WELDS E70xx ELECTRODES 6' CONCRETE SLAB 3000 psi ALLOW SOIL PRESSURE 2500 psf 3,) SEISMIC ZONE 3 4.) LOAD PER LEVEL' SEE NOTE ABOVE ELEVATIONS 5.) ANCHORS TO BE HILTI KB -II ANCHORS MINIMUM OF 3.5" EMBEDMENT PER ICBO REPORT# 4627 SPEC. INSPECTII7N NOT REQ'D 5' - )' 4' -8' (NOTES 1 PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 1650# CAPACITY @ 56', 116', 176' 12' -0' `CONNECTOR LOAD BEAM QI `CONNECTOR LOAD BEAM IU 5 CONNECTOR LOAD BEAM LOAD BEAM ELEVATION TYPE 'G' 1.) DESIGNED PER 1997 UBC 2.) MATERIAL SPECS' Fy = 50 UN> EXCEPT AS NOTED ALL WELDS E70xx ELECTRODES 6' CONCRETE SLAB 3000 psi ALLOW SOIL PRESSURE 2500 psf 3.> SEISMIC ZONE 3 4.) LOAD PER LEVEL SEE NOTE ABOVE ELEVATION 5.) ANCHORS TO BE HILTI KB -II or EQUAL MINIMUM OF 35' EMBEDMENT PER ICBO REPORT*4627 w/ NO SPECIAL INSPECTION REQUIRED -0' 0' 4' -8' ITY OF TU NIIA ER L APP BY BY, DRAWN T t BY: SCALE DATE 05/16/2000 AutoCAD FILENAME 0319OAKBARN1 PROJECT NUMBER 7,236,922 SHEET 5 OF