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Permit D98-0137 - KING COUNTY / METRO TRANSIT - STORAGE RACKS
D98 -0137 11911 E. Marginal Way So. King County Metro Transit City of Tukvtwlla ( (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 102304 -9066 Address: 11911 EAST MARGINAL WY S Suite No: Location: Category: AWSE Type: DEVPERM Zoning: M2 Contractor License No: ENGINSP142RA Permit Center Authorized Signature: I hereby c to be tr work wi1 The gra cancel or the develop Signature Print Name Permit No: D98 -0137 Status: ISSUED Issued: 05/06/1998 Expires: 11/02/1998 Const Type: RACKS Occupancy: WAREHOUSE Gas /Elec.: UBC: 1994 Units: 001 Fire Protection: SPRINKLERS Setbacks: North: .0 South: .0 East: .0 West: .0 Water: SEATTLE Sewer: VAL VUE Wetlands: Slopes: N Streams: 1 OCCUPANT KING COUNTY METRO TRANSIT 11911 EAST MARGINAL WY S, TUKWILA WA 98188 OWNER METRO ACCOUNTS PAYABLE SBANNEX - 5432 - 50706- D50344., 821 2ND AVE, SEATTLE WA.98104 CONTRACTOR ENGINEERED STORAGE PRODUCTS Phone: 206 682 -6596 1033 6TH AVENUE SOUTH; SEATTLE, WA 98134 CONTACT BEN RIEHL Phone: 406• -259 -2.901 730 EAST MAIN, SUITE 207, BILLINGS MT r*******************************• k****• k• k**************** * ** *******************'k * * * *•k* Permit Description: PALLET AND RACK STORAGE. r ** * * * * * * * * ** * * * * * * ** sir*******************,**************** * *•k * * * * * **•k ** *•k * *•k * * * * * **** Construction Valuation: $ .00' PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No Sizetin): .00 Flood Control Zone: N Hauling: N Start Time: Land Altering: N Cut: Landscape Irrigation: N Moving Oversized Load: N Start Time.: End Time:: Sanitary Side Sewer: N No:. Sewer Main Extension: N Private: N Public: Storm Drainage: N Street Use: N Water Main Extension: N .Private: N Public: N .. k****************************************• k*** k ****** * * * * * * * * * * * * * * * * * * * *** * ** End Time: Fill: TOTAL DEVELOPMENT PERMIT FEES: 581.59 •********* k * * *•k * * * * * * * * * * * * *•k * * *k*k * * * ** *********** * * * * * * *•k* * * * * * * * * * * * * * * ** * * * ** ) 1 I) /__ Date: that I have read and examined this permit and know the same All provisions of law and ordinances governing this th, whether specified herein or not. t does not presume to give authority to violate or iy other state or local laws regulating construction I am authorized to sign for and obtain this This permit shal , ie null and void if the work is not commenced within 180 days from th date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF TUKWILA Address: 11911 EAST MARGINAL WY S Permit Na:. D98 -0137 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 04:24/1998 Parcel #: 102304- 9066 Issued: 05/06/1993 *** kk• k**• A* k• k* k• k*• k* k• k*• k** kk• k• 4* k*•, 4*• kk* k*• k• kk*•k k: 4 kk• k• k ** * *•k*•A**•k **•k•k *k Permit Conditions: 1 No changes will be made to the plans unless approved by the Architect or Engineer and the Tukwila Building Division. 2. All permits, inspection,.r.ecot ds.' and. approved plans shall be available at the lob- s�i':t'e prior to 'the any con- struction. These- #document,s;;ar;e tu:: =be mainta:. ryed:,and avail- ' able until fina'l^Tnspectiuti approv,:i is granted 3. All construction to be 00 in- conf with approved plans and.;r equirements of the U Build Code; (;1 Edition) as' amended '. Uniform Mechanital • Code.'(1994 Edit,ion), and Wash i'ngton State Energy Code, ( 1994 Edition),.,' 4 Val i d i<t ��of Permit. t -The i s'suar ce .:of. a permi app a o f . Y',. . t o rz, r;o V 1�.�. plans; :s "pec.if i cat ions and, ` computa"t,,ions shal :; not '.he' con- :`• tr'u4d tobe a permit ; for; or an approval of, any vio'lati'on\ of any off . `•ehe provisions of thew building code or' other ,, or,di'nance of the jurisdi•ction: No permit presuming give';author,ity' to violate '. 'cancel ' r the provisions., j th ; is code' sha i t Project Nam eriena t: 1�: 4 Ltti1 �� e o ( retK S1- Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family 51 Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Value of Cons pe R 000 Site Ad7lress: • i 19ll . ►>nctrc,..: t,c„‘ u9a q S , - (u14.4AL City State /Zip : cull' Tax Parcel Numbe : IO23Oy —c , Pro erty Owner: ir � �� � �O "ir Building Square Feet: .&-000 existing Phone: A 0b Street A ress: �v . a' .- C ity State /Zip: (eel -- c J Fax 41: �D Q,C(, W Cc. Contractor: Evn'►weePeD S`kot e � �o u s ,, i) / Phone: �.0 6 - Cog'�,:1 - CpS`�-6 Street Address: n City State /Zip: to'3'3 Ca 40-e S .' Sy_ 1\,t' u)n' ° e1 3 y Fax #: ,/ n. 6? - a8"a ' Architect: Phone:. Street Address: City State /Zip: Fax #: Engineer: - e M N � ' i e\ Phone: 4 ob - s'6 —A(9 r • Street Address: ') 'o e -Med ti S.e ()'- City $tate /Zip: A\ 11s NT Fax #: gob -3.0 -41© 1 Contact Person: ."_ ` z ., QL\ Phone: Cc(' 1/4.A4, Street Address: City State /Zip: Fax #: Descripti n of work to be done Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family 51 Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes (0 no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? pi yes ❑ no Existing fire protection features: ;o sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) "ir Building Square Feet: .&-000 existing Area of Construction: (sq. ft.) X000 -z Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CTPERMIT.DOC 1 /29/97 CiTY OF T!(';WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Project. Number:` Permit Number: 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. APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THEsF.OLLOWING: (Additional reviews may determined: by the Public•Works Department): ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer ft: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage El Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent 0 Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal ❑ Miscellaneous ❑ Flood Control Zone ❑ Hauling Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application acce led: 4 • z4 - q Date application expires: /o -� Appllcptlon taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDI G OW E O AU_ 1 IORIZED AGENT: Signatur • JJ � i, Date: i i 2 c� / - 1 'V.. Print name. ` p�C� � Phojple: ,?�G� .. �� ax t D - 1pg..•q , 75 , .s . Address ' t o - ; . 4 Ave, S S c u a l, c - j q City /State /Zip ALL COMMERCIAL/MULTI -FAI Y TENANT IMPROVEMENT /ALT TION PERMIT APPLICATIONS MU .::E SUBMITTED WITH THE FOLL • ► ING: AL4.DRAWI &pS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, $TRU,CTURA ENGINEER OR CIVIL ENGINEER Y ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED JO" ❑ Complete Legal Description yi El 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) --I. North arrow and scale /2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ❑ Vicinity Map showing location of site ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. Indicate proposed construction of tenant space or addition and walls being demolished T Construction details Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Au by the Sjaeo' obtain pepe - shington, a will be rpquir gent If the applicant is other than the owner, registered architect/engineer, or contractor licensed otarized letter from the property owner authorizing the agent to submit;this permit applicatlort: and as part of this submittal I HREBY C RTI TH III'' HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENA TY OF P: f?J{IA}(= ' IpE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 1/29/97 *kk.t* *' * ** *:tk4*:t4A:t•.k; *kAhA * *A **k*ic : to •kk * **A*khk.A * *!*A * L:nx OF TUhWl:L.A, WA °I RF'iI'1SMIT **4 *•.t. * :k** k*44A *•k k4*****'%.4•444*•.* *AAA• MA:4 w *•a *kk••4*:t•4'A•*. 464* %**•.A * ;t* A. Number: R9700760.AmoUnt: • 954.25 .05(06/98 15 :40 Method: CHECK Notation: Li4GINLERE.) bf0RA Init: ULM. TRANSMIT Payment Permit No: 1)98• -0137 Type: I?EVPERM DEVELOP'iEN7.. PEFtm1T_ Parcel No: 102304 -9066 Site (address: 11911 EAST MARGINAL WY S Total Fees: 581.59 . r i l l s Payment 354..2.3 Total ALL Pints; 581.59 Balance: .00 * k: t***h k*•t * *•A*• ;*•kA *k:tk *k* *kkP*t*k • k• k*** k ;k *k•k *I.A*AA* * *Ak*k*A'* *'•k*k: Account Code , 000/322.100 000/306.304 Descr i pt i on BUILDING NONRC"a STATE IMILDIMO . SURCHARGE . Fr W r r .. Z' , W07 . - '"7 " Amaurtt 3.49.75' 4.50 •��;•'� •t• y. •i !�i� }i= :�i.ut;�rs;�'Si` "�•'1� i - :v 1 .•'t�z tti•C {C``�r,;i ii�C1: 'Y • r 'd''. '4; €.• . }i. �y;4 ° '� "' �•s'A�ai-f "ir �'1�;r 1-4 qgl K.1 **A k #.&.* A*.4k4k•kkk1 *A *Al kkkel4,4. * #•A* *:4 #.4 *:l *** k# 4.4 4 ** A k# * k *A �'k • i *•l #.1*. CITY OF •1•UKWILA WA TRANSMIT *• A* k: l**k• k* kk**•***. A*$***k k: l A4-kA**k#k*.lkkk.l** *A.4 *'.lkA A:4 *kte•k *•k*•klkkk TRANSMIT dumber.: R9700750 Amount: 227.,34 04/24/98 14:29 Payment Method: CHECK( Notation: DONALD ROBINSON Irxit: •BtH Permit No: D98 -0137 Type: IEVPERM .DEVELOPM1 N'f PER14I:T Parcel No: 102304-9066 Site Address: 11911 EAST MARGINAL WY S Total. Fees: This Payment 227„.34 Total ALL Pmts: Balance: 581.59 227.34 354025 *** A• k*4**: l*4k. t• kk• k• k. lk• k• kk **; l*: 4fi•k• kk* 4ket*• k• tE;l•k•k *•k•k » *.A*•A:k:l*,la:4 •k•,l *,4 *A Account Code Descri pt i or► Amattrit 000/345.8 PLAN CHECK `- NONRES 227.34 1468 04/34 9719 TOTAL, 227.34 Prom (T" T sp �! Lr Adc�re�$a; 11 m (. l N r,u� W i Date called: (" i g . Special instructions: „. Date wanted: (0 (G �m.,, P.m. Requ2�f O + t y'� ' \ A/ n om ` : ,, • , . • • a; m.w•rt°QW CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspe or: INSPECTION RECORT” Retain a copy with perti..,t I I Date: , ,. N-013 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: /� � tCT / _" 1 $42.'' INSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcent Blvd., Suite 100. Call to schedule reinspection. Receipt No.: COMMENTS: Type o inspection: Addrdss: Cf // ?it G- `.9<.7 /J pr i.. 5. Date called: S /f:.7- r Ss' Special instructions,,/ G AA( I r t . BILL 4't_Atl • Requester:.. Phone No.: Pad k�-KSP6 f 1sT 1,../34;. L. ,,. , ;- 5i c, �. 0e= So .. i k1. K ,1� & . L. 1 t i 1 T 1 �~ r = 36 !! s . ms-)( . e4sL._ t_ vr . Project: Type o inspection: Addrdss: Cf // ?it G- `.9<.7 /J pr i.. 5. Date called: S /f:.7- r Ss' Special instructions,,/ G Date wanted: a.ao Requester:.. Phone No.: Pad k�-KSP6 :`.,W'�d =: C. wyy��,. w ^mss yT��f: �: - �.�bY Z".4rT�.�..rya K�. y a� .,. .y ��., , -.. .. wlY^l� .S- .4..7fr•It' U' r .;.��i�+.. .. �,.. �.r • 1!x:3:' .J. . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECOFf, Retain a copy with pe h.,:t p7?-o/37 PERMIT NO. (206) 431- 3670--rt Corrections required prior to approval. Date: 5/,3151 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 , 17....••g4! , „, ,„ •Ve, ' • ' I . • . • City of Tukwila Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name /W4- 0 / Address 1 / f/ // S Needs shift inspection . . . Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: FINALAPP.FRM Y Retain current inspection schedule C?4C. CS. Permit No T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Q8-()/3 7 Suite # etAti b 05 2. _ Dat;/ Authorized Signature Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575•404 • Fax. (206) 575-4439 BRACE TYPE I 3' -8' z F 0 U U 16' z 0 U U LOAD BEAM UPRIGHT 0' 3/8'x 5'x 8' BASEPLATE (2) 1/2'0 ANCHORS 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 300014 CAPACITY 2 48', 90', 132', 174' 8' -6' LOAD BEAM I-- CONNECTOR u ce cy LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK fl 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE (3) PIN CONN 3' -6' 3' -6' 3' -6' 4' -0' BRACE CONN o (3) AISI A502 -2 RIVETS • LOAD BEAM 2'oc HOOK 3x� 0 \ IN SLOTS LUM 3/16' THK IN COLUMN CONNECTOR i /8V VERTICAL AND BOTTOM EDGES SAFETY PIN TO RESIST 100011 UPLIFT LOAD COLUMN -BEAM CONN CO ci CE w = 0 r III Z (L N oCL C4 o VJ Q 'N o Z 0 au) 0 000 I- �o ¢ o W W . w w L L7 J J Q X ,L J wpw 0 H to 1- Q Z 1 Q > N w. --'XCy m in oa ° w � A U Ut0 ZY I_ 1 IDe -1J U Q co 0 II -J LF LJ-I Z J a -L A_¢�a tnJ Z W J--+ J oN J 2 r 0 z Y 3 mU �ww I+ -- CZ ▪ w > 0 U L7 L Y W a 0. OJ °w Z O q J D C Z L.1.1 4 - I— w ¢ U a m J In II Z� o � U w II t3 w N 0 z Li I- I I F < U .--. IZ o II w w0ZXvI Z II q � fnJQ •• • ^ •-•!•-: C m • cu c v in o W cu 0 I C') Q 0_ BRACE 3' TYPE II LOAD BEAM 16' z X J 0 U 3' -8' UPRIGHT 12 GA THK 3/8'x 5'x 8' BASEPLATE (2) 1/2'0 ANCHORS 1/8 ' 1 -1/2' EA FACE COLUMN 8. BASE PL 1 -5/8'H x 1' W STEP 14 GA THICK PERMANENT PLAQUE NOT LESS THAN 50 SO INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 30000 CAPACITY @ 60', 90', 120', 150',180' 8' -6' 2' -6' 2' -6' 2' -6' LOAD BEAM n i 1 1 0' 2' -6' LOAD BEAM CONNECTOR 2 2 - 5'-0' 0 0 ii a a (3) PIN CONN CONNECTOR LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK El 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE • I 1/8' BRACE z C., BRACE CONN 0 (3) AISI A502 -2 RIVETS LOAD BEAId 2'oc � HOOK COLUMN SLOTS 1 -5/8x 3x 0 IN COLUMN 3/16' THK 1/8 V VERTICAL AND BOTTOM EDGES SAFETY PIN TO RESIST 100Da UPLIFT LOAD COLUMN -BEAM CONN rn W >- 01 Z L3 t/)C- w m ca a N_ rn q m p Z 0aln o ° I- ~ o Q 0 Li W W U W W > X o C' r Q f/ ) W 0 W O ^ y U a a oa In W W J QQ > s6wo W QO CI re C/ D ca LA U�33 ZYxr 1 45 1 CY Oq II D W .-� W C7 0 Z l.._Qma In C' _ N:171 J O ("I LI La N U W W W CL - 0 JDd q J N W< Uaa. to II Z CC z 0XU W 11 L �W vi Li I- I I ( I- Q U .-. 0 II wQ WOZ�f/) Z 11 o f In J Q Ce AIL V u7 S 0 0 04 us ui d a. W 0 F Z CY Q U W � W z Z Y z O W 4 - J F- BRACE TYPE III N z z J O U 16' z z J O U COLUMN & BASE PL LOAD BEAM 3' -8' UPRIGHT 12 GA THK 0' 3/8'x 5'x 8' BASEPL ATE (2) 1/2'0 ANCHORS 1/8 ' 1 EA FACE 1 -5/8'H x 1' W STEP 14 GA THICK PERMANENT PLAQUE NOT LESS THAN 50 SO INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 3000# CAPACITY @ 66', 108', 150', 192' 8' -6' CONNECTOR _ x 5' -6' U o U Fre ix" LOAD BEAM ELEVATION C 1.5 x 1.25 1.5 14 GA THK I I 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE (3) PIN CONN BRACE CONN o (3) AISI A502 -2 RIVETS LOAD BEAM 2'oc THRU 1 -5/8x 3x�� - HOOK COLUMN SLOTS 3/16' THK \ CONNECTOR 1 /8V VERTICAL AND BOTTOM EDGES COLUMN -BEAM CONN SAFETY PIN TO RESIST 100011 UPLIFT LOAD CU I- O r` z (U U vD Li 1- V) V) 0 Q ao Z d O aln O W ce o i- a' 0 L1 W W CO J CC J U 1 + 1 D W V) x1 V) QV) WOW 0 I,- Vr a ° V) W J Q Q WLl IJJ 1 Np L0 W• -- • 16 - X J OL y I- j WW in WU Dc r U zYmF- R1 II U O W .-. W O = TJ. J V) J. Z VLQONa In ON J =NO U W Li O� M >C1 Ua Z JO�a (=I J 4 Q WQ UaQr V) II ZOC m OXU Li II 0 W V) C1= I- I I V) I- .--. Q U .-. CL O it W Q W O Z F VI Z II qg [n c") vto W 1..L El I— F - z CK q U W Z W Z 7 C- 2: o W 4- Calculations for : KING COUNTY TU KW I LLA, WA by : Ben Riehl Registered Engineer Loading: 3000 # load levels 4 pallet levels @ 48,90,132,174 Seismic Zone 3 100% Utilization 03/20/98 102 " Load Beams Uprights: 44 " wide SINGLE ROWS C 3.000x 3.000x 0.105 Columns C 1.500x 1.250x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 2.75in Embed Anchor Column 3.63x 2.750x 0.075 Load beams w/ 3 -Pin Connector W A# 21008 poo lgo 2 40 ASR a Depth Flange Lip Thickness R Blank = A = Ix = Iy = a a bar b b bar c c bar u gamma R' I'x = I'y = Depth Flange Lip Thickness R Blank = A = Ix = Iy = a a bar b b bar c c bar u gamma R' Cold Formed Channel 3.000 in 3.000 in 0.750 in 0.1050 in 0.1000 in 9.82 in 1.031 in2 1.609 in4 1.258 in4 2.5900 2.8950 2.5900 2.8950 0.5450 0.6975 0.2395 1.0000 0.1525 Section Removing: 0.640 inch slot 0.375 inch hole A- = 0.213 in2 0.75 inches each side of center on web 0.87 inches from web in each flange A' = 0.818 in2 x bar = 1.462 in 1.364 in4 S'x= 0.910 in3 R'x= 1.292 in 0.994 in4 S'y= 0.625 in3 R'y= 1.103 in Cold Formed Channel 1.500 in, 1.250 in 0.000 in 0.0750'in 0.1000 in 3.73 in 0.280 in2 0.106 in4 0.046 in4 1.1500 • 1.4250. 1.0750 1,2125 0.0000 0.0000 0.2160 0.0000 0.1375 03/20/98 Fy = 55 ksi wt = 3.5 plf Sx = 1.073 in3 Rx = 1.249 in Sy = 0.731 in3 Ry = 1.105 in Web w/t 24.6667 Flg w/t 24.6667 x bar 1.2264 m 1.6549 x0 - 2.8813 J. 0.0038 x web 1.2789 x lip 1.7211 h/t 26.5714 Fy = 55 ksi 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 HEIGHT OF BEAM MAT'L THICKNESS INSIDE RADIUS WIDTH STEEL YIELD. CORNERS 2 3 4 5 6 Cold Formed Section STEP 1.625 INCHES HIGH LONG SIDE TOP STEP SIDE STEP BOTT SHORT SID BOTTOM L 3.2800 1.4000 1.3500 0.7250 1.6550. 2.4000 0.2160 0.2160 0.2160 0.2160 0.2160 0.2160 TOTALS 12.1059 22.3900 20.3292 50.8776 AREA = CENTER GRAVITY = Ix = Sx = Rx = 3.630 INCHES 0.075 INCHES 0.100 INCHES 2.750 INCHES 55.0 KSI ABOUT THE HORIZONTAL AXIS Y LY LY2 1.8150 5.9532 10.8051 3.5925 5.0295 18.0685 2.7800 3.7530 10.4333 1.9675 1.4264 2.8065 1.0025 1.6591 1.6633 0.0375 0.0900 0.0034 3.5425 3.5425 2.0175 1.9175 0.0875 0.0875 0.7651 0.7651 0.4357 0.4142 0.0189 0.0189 2.7105 2.7105 0.8791 0,.7942 0.0017 0.0017 0.908 IN2 1.679 INCHES TO BASE 1.520 IN4 Iy = 0.779 IN3 Sy = 1.294 IN Ry = 03/20/98 1.000 INCHES WIDE LOAD BEAM ABOUT THE VERT Ii X . LX 2.9406 . 0.0375 0.1230 0.0000 0.8750 1.2250 0.2050: 1..7125, . 2.3119. 0.0000 2.2125 1.6041. 0.3778 2.7125 4.4892 0.0000 1.3750 3.3000 0.0004 0.0875 ' .0.'0189 0.0004 1.6625.' 0.3591 0.0004 1.8000 0.3888 0.0004 2.6625 0.5751 0.0004 2.6625 0.5751 0.0004 0.0875 0.0189 3.5257 .17.8875, 14.9889 INCHES TO LONG SID 0.939 IN4. 0.621 IN3 1.017 IN sosNIUN °' 199% a?R 90,5 °s RIVETS WELDS BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = LOAD BEAM DEPTH = TOP OF BEAM TO TOP OF CONN= WELD @ BTM OF BEAM LOAD = CONNECTOR VERTICAL LOAD = 3 RIVETS @ 1st @ AREA = Vcap = BRG CAP= TOTAL CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 1.625 " x 3 " x RIVET LOAD DIST MOMENT P1 3.981 3.650 14.532 P2 1.800 1.650 2.970 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 5.781 17.501 0.125 " 0.125 " 0.125 " 0.125 " 0.125 " 0 " 03/20/98 0.105 IN 3.63 IN 0.000 IN 0.125 IN 3000 LBS PER PAIR 750 LBS. EACH 2 " oc 0.4375 " DIA A502 -2 1 "BELOW TOP OF CONNECTOR 0.150 IN2 EACH Fv = 22.0 KSI 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI 2.986 KIPS EACH RIVET RIVET VERTICAL CAPACITY = 8.958 KIPS - 50 KSI 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K -IN W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 1.35 IN FROM BTM OF CONN M = PL L = .0.895 IN Pmax = Mcap /L = . 5.845 KIPS RIVET OK CONNECTOR OK USE EFFECTIVE 0.075 " THICK WELD L = 11.01 IN A = 0.826 IN2 S = 0.499 IN3 Fv = 26.0 KSI Mcap = 12.97 K -IN W /1/3 INCR= 17.29 K -IN x 3.630 " FILLET WELD UP OUTSIDE x 2.005 " FILLET WELD UP INSIDE x 1.625 " FILLET WELD UP STEP SIDE x 1.000 " FILLET WELD STEP BOTTOM x 2.750 " FILLET WELD ACROSS BOTTOM x 1.750 " FILLET WELD ACROSS TOP 80 per 1994 UBC Weight Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x'0.105 174 3060 532 660 115 132 3060 404 500 66 90 3060 275 341 31 KLx = 48 in 48 3060 147 182 9 KLy = 43 in 0 0 0 0 0 A = 0.818 in ' 0 0 0 0 0 Pcap = 29065 lbs 12240 1359 1683 220 Column 38% Stress Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution 60 # per level frame weight Columns @ 44 " Max column load = 11126 # Min column load = 1114 # Use : T = Tcap = OTM = Zone 3 Z = 0.30 1.33 Allowable Stress. Increase I = 1.00 Rw = 6.0 C = 2.750 V = (ZIC /Rw)W 220.2 K -IN X 1.15 = 253.3 K -IN RM = 269.3 K -IN REQUIRED HOLD DOWN = 0.00 KIPS Special Inspection(Y or N)? NO 0 No uplift anchors req'd 2 0.5 " diameter Hilti -KB II 2.75 "embedment in 2000 psi concrete 1360 # 0% Stressed 842 # per leg Vcap = 3680 # = 23% Stressed Brace height = 43 " Brace width = 44 " Length = 62 " P = 2353 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 # 97% SINGLE ROWS otOVAJN 17s \1 CE Ea PERM per 1994 UBC Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution Use : Tcap = 60 # per level frame weight Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 174 3060 532 432 75 132 60 8 6 1 90 60 5 4 0 KLx = 48 in 48 60 3 2 0 KLy = 43 in 0 0 0 0 0 A = 0.818 in 0 0 0 0 0 Pcap = 29065 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 3240 549 446 77 Column 12% Stress Max column load = 3361 # Min column load = -121 # Uplift T = OTM = 223 # per leg Vcap = 3680 # = 6% Stressed Brace height = Brace width = Length = P = Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 Rw = 6.0 C = 2.75 V = (ZIC /Rw)W Columns @ 44 " Special Inspection(Y or N)? NO 382 # 2 0.5 " diameter Hilti -KB II 2.75 "embedment in 2000 psi concrete 1360 # 28% Stressed 43 " 44 " 62 " 623 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 # 76.6 K -IN X 1.15 = RM REQUIRED HOLD DOWN= 26% SINGLE ROWS TOP LOAD ONLY 88.1 K -IN 71.3 K -IN 0.38 KIPS 2 Ito MSU STRESS-11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 11:56:01 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels. Type Plane Frame Number of Joints 18 Number of Supports 10 Number of Members 20 Number of Loadings 1 Joint Coordinates 1 0.0 48.0 S 2 0.0 90.O S 3 0.0 132.0 S 4 0.0 174.0 S 5 52.5 0.0 S 6 _ 52.5 48.0 7. 52.5 90.0 8 52.5 132.0 9 52.5 174.0 10 157.5 0.0 S 11 157.5 48.0 12 157.5 90.0 13 157.5 132.0 14 157.5 174.0 15 210.0 48.0 S 16 210.0 90.0 S 17 210.0 132.0 S 18 210.0 174.0 S Joint Releases 5 Moment Z 10 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 10 11 12 11 12 13 /5 PAGE 1 a0 140 c 7415 wrceR PAGE MSU STRESS -11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 11:56:01 12 13 14 13 6 11 14 11 15 15 7 12 16 12 16 17 8 13 18 13 17 19 9 14 20 14 18 Member Properties 1 Thru 4 Prismatic Ax 0.908 Ay 0.636 Iz 1.520 5 Thru 12 Prismatic Ax 0.818 Ay 0.409 Iz 1 13 Thru 20 Prismatic Ax 0.908 Ay 0.636 • Iz 1.520 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 6 Force Y -1.530 7 Force Y -1.530 8 Force Y -1.530 9 Force Y -1.530 11 Force Y -1.530 12 Force Y -1.530 13 Force Y -1.530 14 Force Y - 1.530 6 Force X 0.043 7 Force X 0.080 8 Force X 0.116 9 Force X 0.154 11 Force X 0.043 12 Force X 0.080 13 Force X 0.116 14 Force X 0.154 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1994 UBC 03/20/98 wi di widi2 fi fidi # in # 3060 0.6029 1112 86 51.8 3060 0.8211 2063 160 131.1 3060 0.9618 2831 232 223.1 3060 1.0422 3324 308 321.2 0 0.0000 0 0 0.0 0 0.0000 0 0 0.0 12240 9330 786 727.4 g = 32.2 ft /sec2 T = 1.144783 sec C= 1.25 *S /(T ".667)= 1.713 Assumed S = Z * I =. 0.30 Rw = C /Rw= 0.214 V = (ZIC /Rw)W V = 0.064 W 786 # 1.5 8 43 86 80 160 116 232 154 308 0 0 0 0 786 100* MSU STRESS-11 VERSION 9/89 --- DATE: 03/20/98 --- TIME OF DAY: 11:56:01 Structure Storage Rack in Load Beam Plane 4 Levels Loading Dead + Live + Seismic MEMBER FORCES PAGE 3 MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.222 0.00 1 6 0.000 0.222 -11.68 2 2 0.000 -0.118 0.00 2 7 0.000 0.118 -6.21 3. 3 0.000 -0.066 0.00 3 8 0.000 0.066 -3.44 4 4 0.000 -0.022 0.00 4 9 0.000 0.022 -1.16 5 5 6.059 0.390 0.00 5 6 -6.059 -0.390 18.74 6 6 4.538 0.335 5.12 6 7 -4.538 -0.335 8.94 7 7 3.023 0.251 4.33 7 8 -3.023 -0.251 6.22 8 8 1.513 0.122 1.76 8 9 -1.513 -0.122 3.38 9 10 6.059 0.396 0.00 9 11 -6.059 -0.396 18.99 10 11 4.538 0.365 5.72 10 12 -4.538 -0.365 9.62 11 12 3.023 0.289 5.11 11 13 -3.023 -0.289 7.02 12 13 1.513 0.186 2.90 12 14 -1.513 -0.186 4.90 13 6 -0.013 -0.231 -12.18 13 11 0.013 0.231 -12.10 14 11 0.000 -0.240 14 15 0.000 0.240 15 7 -0.004 -0.133 -57TO -7.06 15 12 0.004 0.133 -6.94 16 12 0.000 -0.148 -7.79 /14°.°A-4r)%-rr 16 16 0.000 0.148 0.00 17 8 -0.013 -0.085 -4.54 17 13 0.013 0.085 -4.41 18 13 0.000 -0.105 -5.51 18 17 0.000 0.105 0.00 19 9 0.032 -0.039 -2.22 19 14 -0.032 0.039 -1.92 20 14 0.000 -0.057 -2.98 20 18 0.000 0.057 0.00 atOgla&N 0 II 90.1/4000sc` MSU STRESS-11 VERSION 9/89' - -- DATE: 03 /20/98 - -- TIME OF DAY: 11:56:01 JOINT 6 7 JOINT 6 7 8 9 11 12 13 14 APPLIED JOINT LOADS, FREE JOINTS FORCE X 0.043 0.080 8 0.116 9 0.154 11 0.043 12 0.080 13 0.116 14 0.154 FORCE Y -1.530 - 1.530 -1.530 - 1.530 - 1.530 - 1.530 - 1.530 -1.530 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y 1 0.000 -0.222 2 0.000 -0.118 3 0.000 -0.066 4 0.000 -0.022 5 -0.390 6.059 10 -0.396 6.059 15 0.000 0.240 16 0.000 0.148 17 0.000 0.105 18 0.000 0.057 FREE JOINT DISPLACEMENTS X- DISPLACEMENT 0.6029 0.8211 0.9618 1.0422 0.6029 0.8211 0.9619 1.0420 SUPPORT JOINT DISPLACEMENTS MOMENT Z 0.00 0.00 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 0.00 0.00 Y- DISPLACEMENT - 0.0123 - 0.0203 - 0.0256 - 0.0283 - 0.0123 - 0.0203 - 0.0256 - 0.0283 ROTATION - 0.0049 -0.0029 - 0.0019 - 0.0010 - 0.0048 - 0.0027 - 0.0017 - 0.0007 PAGE 4 JOINT X-DISPLACEMENT 1 0.6029 2 0.8211 3 0.9618 4 1.0422 5 0.0000 10 0.0000 15 0.6029 16 0.8211 17 0.9619 18 1.0420 Y-DISPLACEMENT ROTATION 0.0000 0.0021 0.0000 0.0008 0.0000 0.0002 0.0000 -0.0003 0.0000 -0.0163 0.0000 -0.0163 0.0000 0.0027 0.0000 0.0019 0.0000 0.0016 0.0000 0.0011 MSU STRESS-11 VERSION 9/89 --- DATE: 03/20/98 --- TIME OF DAY: 11:56:01 Point Beam - Column Check C 3.000x 3.000x 0.105 0.818 in2 0.910 in3 1.292 in 1.00 A = Sx = Rx = kx = Stress Factor 1.333 P M Lx Ly Pcap Mcap Ratio 11 6.1 19.0 48.0 43.0 29.06. 40.02 69% 12 4.6 9.6 42.0 43.0 29.06 40.02 40% 13 3.1 7.0 42.0 43.0 29.06. 40.02 28% 14 1.6 4.9 42.0 43.0 29.06 40.02 18% 0 0.0 0.0 42.0 43.0 29.06 40.02 0% 0 0.0 0.0 42.0 43.0 29.06 40.02 0% Load Beam Check 3.63x 2.750x 0.075 A = 0.908 in2 Sx = 0.779 in3 Length = Pallet Load Assume M = PL /8= fb = Mcap = Defl = 102 inches 3000 0.5 19.13 24.55 25.71 34.28 0.46 03/20/98 Fy = Fy = •E = Ix = lbs pallet load on each beam k -in ksi Fb = 33 ksi k -in k -in with 1/3 increase in = L/ . 221 55 ksi Ry = 1.103 in ky = . 1.00 55 ksi 29,500 E3 ksi 1.520 in4 74% w/ 25% added to one pallet load M = .282 PL = 21.57 k -in 84% Base Plate Design 03/20/98 Column Load 8.3 kips Allowable Soil 500 psf basic Assume Footing 49.0 in square on side Soil Pressure 500 psf Mmax = w1 /3 Use 5 "square base plate w = 3.5 psi 1 = 22.01 in Load factor = 1.67 M = 936 # -in 9 in thick slab f'c = 4000 psi s = 13.50 in3 fb = 69 psi Fb = 5(phi)(f'c = 206 psi Shear : Beam fv = 14 psi Fv = 108 psi Punching fv = 25 psi Fv = 215 psi Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 334 psi fb = 16021 psi Fb = 27000 psi 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. OK !! OK !! OK !! OK !! 01060 G 7. 4 199% PRg Base Plate Design 03/20/98 Column Load 8.3 kips Allowable Soil 500 psf basic Assume Footing 49.0 in square on side Soil Pressure 500 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 : Use ' 5 "square base plate w = Load factor = Base Plate Bending Mmax = w1 /3 3.5 psi 1.67 9 in thick slab f'c = s = 13.50 in3 fb Fb = 5(phi) (f'c".5) _ Beam fv Punching fv = 14 psi Fv = 25 psi Fv = 1 = .`22.01 in M = 936 # -in 4000 psi 69. psi 206 psi 108 psi 215 psi Use 0.375, " thick 1 = 1.5 in w = 334 psi fb = 16021 psi Fb = 27000 psi OK !! OK !!' OK !! OK I! Ok vik •N 0;l 1 9A ApR A ?e,pa oti, Calculations for : KING COUNTY TUKWILLA, WA 03/20/98 Loading: 3000 # load levels 5 pallet levels @ 60,90,120,150,180 Seismic Zone 3 1000 Utilization 102 " Load Beams. Uprights: 44 " wide SINGLE ROWS C 3.000x 3.000x 0.105. Columns C 1.500x 1.250x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 2.75in Embed Anchor 3.63x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer /7 per 1994 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 Rw = 6.0 C = 2.750 V = (ZIC /Rw)W Weight Overturning Anchors: Braces: V = In Upright Plane SINGLE ROWS Seismic Load Distribution Use : 60 # per level frame weight Brace height = Brace width = Length = P = Columns Q 44 " Levels 'Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 180 3060 551 631 114 150 3060 459 526 ' 79 120 3060 367 421 50 KLx = 60 in' 90 3060 275 316 28. KLy = 43 in 60 3060 184 210 13 A = 0.818 in 0 0 0 .0 0 Pcap = 28115 lbs 15300 1836 2104 284 Max column load = 14105 # Min column load = 1195 # OTM = 284.0 K -IN X 1.15 = 326.6 K -IN RM = 336.6 K -IN REQUIRED HOLD DOWN = 0.00 KIPS Special Inspection(Y or N)? NO T = 0 No uplift anchors req'd 2 0.5 " diameter Hilti -KB II 2.75 "embedment in 2000 psi concrete Tcap = 1360 # 0% Stressed 1052 # per leg Vcap = . 3680 # = 29% Stressed 43 " 44 " 62 " 2942 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 122 Pcap = 3808 # 77% Column 50% Stress Weight Overturning In Upright Plane Seismic Load Distribution per 1994 UBC Zone Z = I C = 60 # per level frame weight Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 180 3060 551 434 78 150 60 9 7 1 120 60 7 6 1 KLx = 60 in 90 60 5 4 0 KLy = 43 in 60 60 4 3 0. A = 0.818 in 0 0 .0 0 0 Pcap = 28115 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 3300 576 454 80 Column 12% Stress Max column load = 3477 # Min column load = -177 # Uplift OTM = 80.4 K -IN X 1.15 = 92.5 K -IN RM = 72.6 K -IN REQUIRED HOLD DOWN •= 0.45 KIPS Anchors: Special Inspection(Y or N)? NO T = 451 # 2 0.5 " diameter Hilti -KB II 2.75 "embedment in 2000 psi concrete Tcap = 1360 # 33% Stressed Braces: V = Use : 227 # per leg Vcap =. 3680 # = 6% Stressed Brace height = 43 Brace width = 44 Length = 62 P = 634 0.30 1.33 Allowable Stress Increase 1.00 Rw = 6.0 2.75 V = (ZIC /Rw)W Columns 6 44 " II II C 1.500x 1.250x 0 075 A = 0.280 in L/r = 122 Pcap = 3808 # 17% /9. SINGLE ROWS TOP LOAD ONLY PAGE MSU STRESS-11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 13:31:59 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 60.0 S 2 0.0 90.0 .5 3 0.0 120.0 S 4 0.0 150.0 S 5 0.0 180.0 S 6 52.5 0.0 S 7 52.5 . 60.0 8 52.5 90.0 9 52.5 120.0 10 52.5 150.0 it 52.5 180.0 12 157.5 0.0 S 13 157.5 60.0 14 157.5 90.0. 15 157.5 120.0 16 157.5 150.0 17 157.5 180.0 18 210.0 60.0 S 19 210.0 90.0 S 20 210.0 120.0 S 21 210.0 150.0 S 22 210.0 180.0 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 PAGE MSU STRESS -11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 13 :31:59 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 0.908 Ay 0.636 Iz 1.520 6 Thru 15 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 16 Thru 25 Prismatic Ax 0.908 Ay. 0.636 Iz 1.520 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.53 8 Force Y -1.53 9 Force Y -1.53 10 Force Y -1.53 11 Force Y -1.53 13 Force Y -1.53 14 Force Y -1.53 15 Force Y -1.53 16 Force Y -1.53 17 Force Y -1.53 7 Force X 0.041 8 Force X 0.061 9 Force X 0.081 10 Force X 0.100 11 Force X 0.122 13 Force X 0.041 14 Force X 0.061 15 Force X 0.081 16 Force X 0.100 17 Force X 0.122 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED MSU STRESS -11 VERSION 9/89. - -- DATE: 03/20/98 - -- TIME OF DAY: 13:31:59 Structure Storage Rack in Load Beam Plane 5 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE 1 1 0.000 -0.235 1 7 0.000 0.235 2 2 0.000 -0.098 2 8 0.000 0.098 3 3 0.000 -0.053 3 9 0.000 0.053 4 4 0.000 -0.021 4 10 0.000 0.021 5 5 0.000 0.001 5 11 0.000 -0.001 6 6 7.536 0.403 6 7 -7.536 -0.403 7 7 6.020 0.330 7 8 -6.020 -0.330 8 8 4.511 0.265 8 9 -4.511 -0.265 9 9 3.006 0.180 9 10 -3.006 -0.180 10 10 1.505 0.057 10 11 -1.505 - 0.057 11 12 7.536 0.407 11 13 -7.536 -0.407 12 13 6.020 0.398 12 14 -6.020 -0.398 13 14 4.511 0.341 13 15 -4.511 -0.341 14 15 3.006 0.264 14 16 -3.006 -0.264 15 16 1.505 0.187 15 17 -1.505 -0.187 16 7 -0.031 -0.249 16 13 0.031 0.249 17 13 0.000 -0.263 17 18 0.000 0.263 18 8 -0.005 -0.119 18 14 0.005 0.119 19 14 0.000 -0.140 19 19 0.000 0.140 20 9 -0.004 -0.078 20 15 0.004 0.078 21 15 0.000 -0.103 21 20 0.000 0.103 PAGE MOMENT 0.00 -12.36 0.00 - 5.14 0.00 - 2.79 0.00 -1.10 0.00 0.04 0.00 24.15 1.35 8.57 2.88 5.07 1.90 3.49 0.30 1.40 0.00 24.45 2.37 9.56 3..96 6.27 3.19 4.74 1.94 3.68 - 13.14 - 13.02 ( 0.00 �:G - 6.30 /VIV en=in f -6.18 - 7.34 0.00 - 4.18 - 4.03 -5.42 0.00 0;‘12 o f c1.1 a 2Z 22 22 23 23 24 24 25 25 10 16 16 21 11 17 17 22 JOINT 7 8 9 10 11 13 14 JOINT FORCE X FORCE Y 7 0.041 -1.530 8 0.061 -1.530 9 0.081 -1.530 10 0.100 -1.530 11 0.122 -1.530 13 0.041 -1.530 14 0.061 -1.530 15 0.081 -1.530 16 0.100 -1.530 17 0.122 -1.530 X-DISPLACEMENT 1.0556 1.1943 1.2754 1.3297 1.3608 1.0557 1.1944 -0.023 0.023 0.000 0.000 0.065 -0.065 0.000 0.000 FREE JOINT DISPLACEMENTS Y-DISPLACEMENT - 0.0191 - 0.0267 -0.0324 - 0.0362 -0.0381 -0.0191 -0.0267 - 0.050 0.050 - 0.079 0.079 -0.024 0.024 -0.049 0.049 APPLIED JOINT LOADS, FREE JOINTS MOMENT Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.235 0.00 2 0.000 -0.098 0.00 3 0.000 -0.053 0.00 4 0.000 -0.021 0.00 5 0.000 0.001 0.00 6 -0.403 7.536 0.00 12 0.407 7.536 0.00 18 0.000 0.263 0.00 19 0.000 0.140 0.00 20 0.000 0.103 0.00 21 0.000 0.079 0.00 22 0.000 0.049 0.00 ROTATION - 0.0053 -0.0026 - 0.0017 - 0.0011 -0.0007 - 0.0052 -0.0024 - 2.69 - 2.55 -4.13 0.00 - 1.44 -1.10 -2.58 0.00 MSU STRESS-11 VERSION 9/89 --- DATE: 03/20/98 --- TIME OF DAY: 13:31:59 MSU STRESS -11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 13:31:59 15 16 17 JOINT 1 2 3 4 5 6 12 18 19 20 21 22 1.2755 1.3298 1.3606 SUPPORT JOINT DISPLACEMENTS X- DISPLACEMENT 1.0556 1.1943 1.2754 1.3297 1.3608 0.0000 0.0000 1.0557 1.1944 1.2755 1.3298 1.3606 wi di in 3060 1.0556 3060 1.1943 3060 . 1.2754 3060 1.3297 3060 1.3608 0 0.0000 3410 4365 4978 5410 5666 0 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 widi2 15300 23829 g = 32.2 ft /sect C =1.25 *S /(T'.667)= 1.411 Z * I = 0.30 C /Rw = 0.176 - 0.0324 - 0.0362 - 0.0381 - 0.0016 0.0010 - 0.0003 ROTATION 0.0021 0.0005 - 0.0001 - 0.0005 - 0.0007 - 0.0236 - 0.0237 0.0031 0.0019 0.0017 0.0015 0.0012 Seismic Analysis per 1994 UBC 03/20/98 fi fidi 82 86.6 122 146.1 162 206.4 200 265.9 244 332.0 0 0.0 810 1037.1 T = 1.532177 sec Assumed S = 1.5 Rw = 8 V = (ZIC /Rw)W V = 0.053 W 809 # PAGE 41H 82 '61 122 81 162 100 200 '122 244 .0 0 809 100% Point 13 14 15 16 17 0 Beam - Column Check C 3.000x 3.000x A = 0.818 Sx = 0.910 Rx = 1.292 kx = 1.00 Stress Factor 1.333 M Lx Ly 19.0 60.0 43.0 9.6 30.0 43.0 7.0 30.0 43.0 4.9 30.0 43.0 0.0 30.0 43.0 0.0 30.0 43.0 P 7.7 6.2 4.7 3.2 1.7 0.0 Load Beam Check 3.63x 2.750x A = Sx = Length = Pallet Load Assume M = PL /8= fb = Mcap = Defl = 0.105 in2 in3 in 0.075 0.908 in2 0.779 in3 102 inches 03/20/98 Fy = Ry = ky = 55 ksi 1.103 in. 1.00 3000 lbs 0.5 pallet load on each beam 19.13 k -in 24.55 ksi Fb = 33 ksi 25.71 k -in 34.28 k -in with 1/3 increase 0.46 in = L/ 221 Pcap Mcap 28.12 40.02 29.06 40:02 29.06 40.02 29.06 40.02 29.06 40.02 29.06 40.02 Fy = 55 ksi E = 29,500 E3 ksi Ix = 1.520 in4 74% w/ 25% added to one pallet load M = .282 PL = 21.57 k -in 84% Ratio 75% 45% 33% 23% 6% 0% Base Plate:Design Column Load 10.6 kips Allowable Soil 500 psf basic Assume Footing 55.2 in square on side Soil Pressure 500 psf Shear : Use 5 "square base plate w = 3.5 psi 1 = 25.10 in Load factor = 1.67 M = 1218 # -in 9 in thick slab f'c = s = 13.50 in3 •fb =. Fb = 5(phi)(f'c ".5) = Beam fir Punching fv = Base Plate Bending 1 fb' _ 16 psi Fir = 33 psi Fir = 03/20/98 Use 0.375 ". thick 1.5 in w = 423 psi 20311 psi Fb = 27000 psi 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 = wl''2/3 . 4000 psi 90 psi 206 psi 108 psi 215 psi OK !! OK !! OK !! Calculations for : KING COUNTY TU KWI LLA, WA Loading: 3000 # load levels 4 pallet levels @ 66,108,150,192 Seismic. Zone. 3 100% .Utilization by : BenRiehl Registered Engineer WA# 21008 102 " Load Beams. Uprights: 44 " wide SINGLE ROWS C 3.000x 3.000x 0.105 Columns C 1.500x 1.250x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in.x 2.75in Embed Anchor /Column 3.63x 2.750x.0.075 Load beams w/ 3 -Pin Connector per 1994 UBC Weight Overturning Anchors: Braces: V = In Upright Plane Seismic Load Distribution 60 # per level frame weight Max column load = 11708 # Min column load = 532 # Use : T = Tcap = Z = I == C Brace height = Brace width = Length = P = Zone 3 C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 # SINGLE ROWS 0.30 1.33 Allowable Stress Increase 1.00 Rw = 6.0 2.750 V = (ZIC /Rw)W Columns © 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 192 3060 588 626 120. 150 3060 459 489 73 108 3060 330 352 38 KLx = 66 in 66 3060 202 215 14 KLy = 43 in 0 0 0 0 0 A= 0.818 in 0 0 0 0 0 Pcap = 27445 lbs 12240 1579 1683 246 Column 43% Stress OTM = 245.9 K -IN X 1.15.= 282.8 K -IN RM = 269.3 K -IN REQUIRED HOLD DOWN = 0.31 KIPS Special Inspection(Y or N)? NO 306 # 2 0.5 " diameter Hilti -KB II 2.75 "embedment in 2000 psi concrete 1360 # 23% Stressed 842 # per leg Vcap = 3680 # = 23% Stressed 43 " 44 " 62 " 2353 # 97% ft loss foolgo Ap ,solc°4 per 1994 UBC Weight Overturning Braces: Use : • Z = I = C • = Brace height = Brace width = Length = P = In Upright Plane Seismic Load Distribution Zone 3 60 # per level frame weight Columns @ 44 " SINGLE ROWS TOP LOAD ONLY 0.30 1.33 Allowable Stress Increase 1.00 Rw = 6.0 2.75 V = (ZIC /Rw).W Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0:105 192 3060 588 431 83 150 60 9 7 1 108 60 6 5 1 KLx = 66 60 ,4 3 0 KLy 0 0 0 0 0 A= 0 0 .0 0 0 Pcap 3240 607 446 84 Max column load = 3540 # Min column load = -300 # Uplift 66 in 43 in. 0.818 in' 27445 lbs Column 13% Stress OTM = 84.5 K -IN X 1.15 = 97.2 K -IN RM = 71.3 K -IN REQUIRED HOLD DOWN = 0.59 KIPS' Anchors: Special Inspection(Y or N)? NO T = 588 # 2 0.5 " diameter Hilti -KB II 2.75 "embedment in 2000 psi concrete.: Tcap = 1360 # 43% Stressed V = 223 # per leg Vcap = 3680 # = 43 " 44 " 62 " 623 # C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 2437 U. 26% . 6% Stressed PAGE MSU STRESS -11 VERSION 9/89 - -- DATE: 03 /20/98 - -- TIME OF DAY: 13:03:36 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels Type Plane Frame Number of Joints 18 Number of Supports 10 Number of Members 20 Number of Loadings 1 Joint Coordinates 1 0.0 66.0 S 2 0.0 108.0 S 3 0.0 150.0 S 4 0.0 192.0 S. 5 52.5 0.0 S 6 52.5 66.0 7 52.5 108.0 8 52.5 150.0 9 52.5 192.0 10 157.5 0.0 S 11 157.5 66.0 12 157.5 108.0 13 157.5 150.0 14 157.5 192.0 15 210.0 66.0 S 16 210.0 108.0 S 17 210.0 150.0 S 18 210.0 192.0 S Joint Releases 5 Moment Z 10 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 10 11 12 11 12 13 MSU STRESS -11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 13:03:36 12 13 14 13 6 11 14 it 15 15 7 12 16 12 16 17 8 13 18 13 17 19 9 14 20 14 18 Member Properties 1 Thru 4 Prismatic Ax 0.908 Ay 0.636 Iz 1.520 5 Thru 12 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 13 Thru 20 Prismatic Ax 0.908 Ay 0.636 Iz 1.520 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 6 Force Y -1.530 7 Force Y -1.530 8 Force Y -1.530 9 Force Y -1.530 11 Force Y -1.530 12 Force Y -1.530 13 Force Y -1.530 14 Force Y -1.530 6 Force X 0.041 7 Force X 0.066 8 Force X 0.092 9 Force X 0.117 11 Force X 0.041 12 Force X 0.066 13 Force X 0.092 14 Force X 0.117 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1994 UBC 03/20/98 wi di widi2 fi fidi # in # 3060 1.0896 3633 82 88.8 41 82 3060 1.2856 5057 132 170.3 66 132 3060 1.3983 5983 184 257.3 92 184 3060 1.4603 6525 234 341.7 117 234 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 12240 21199 632 858.1 g = 32.2 ft /sect T = 1.588736 sec C =1.25 *S /(T 1.377 Assumed S = 1.5 Z * I = 0.30 Rw = 8 C /Rw = 0.172 V = (ZIC /Rw)W V = 0.052 W = 632 # PAGE 2 632 100% Structure Storage Rack in Load Beam Plane 4 Levels Loading Dead + Live + Seismic MEMBER FORCES MSU STRESS -11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 13:03:36 PAGE 3 MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.219 0.00 1 6 0.000 0.219 -11.52 2 2 0.000 -0.093 0.00 2 7 0.000 0.093 -4.86 3 3 0.000 -0.044 0.00 3 8 0.000 0.044 -2.29 4 4 0.000 -0.010 0.00 4 9 0.000 0.010 -0.53 5 5 6.047 0.314 0.00 5 6 -6.047 -0.314 20.72 6 6 4.528 0.255 2.99 6 7 -4.528 -0.255 7.71 7 7 3.017 0.187 3.05 7 8 -3.017 -0.187 4.79 8 8 1.510 0.080 1.07 8 9 -1.510 -0.080 2.29 9 10 6.047 0.318 0.00 9 11 -6.047 -0.318 20.99 10 11 4.528 0.295 3.82 10 12 -4.528 -0.295 8.58 11 12 3.017 0.231 3.98 11 13 -3.017 -0.231 5.74 12 13 1.510 0.154 2.40 12 14 -1.510 - 0.154 4.06 13 6 -0.018 -0.231 -12.19 13 11 0.018 0.231 -12.07 14 11 0.000 -0.243 (12.74M- r✓lagti' " -rt4 14 15 0.000 0.243 0.00 A„NN154-71-P4 15 7 -0.002 -0.111 -5.90 (...- 15 12 0.002 0.111 -5.76 /l(9 i'Ll. r. ",.)T 16 12 0.000 -0.130 -6.80 16 16 0.000 0.130 0.00 17 8 -0.014 -0.067 -3.58 17 13 0.014 0.067 -3.43 18 13 0.000 -0.090 -4.72 18 17 0.000 0.090 0.00 19 9 0.037 -0.030 -1.76 19 14 -0.037 0.030 -1.42 20 14 0.000 -0.050 -2.64 20 18 0.000 0.050 0.00 otalgoLN Ot c. ek% PAGE MSU STRESS-11 VERSION 9/89 - -- DATE: 03/20/98, - -- TIME OF DAY: 13:03:36 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z .6 0.041 -1.530 0.00 7 0.066 - 1.530 0.00 8 0.092 -1.530 0.00 9 0.117 -1.530 0.00 11 0.041 -1.530 0.00 12 0.066 -1.530 0.00 13 0.092 - 1.530 0.00 14 0.117 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.219 0.00 2 0.000 -0.093 0.00 3 0.000 -0.044 0.00 4 0.000 - 0:010 0.00 5 -0.314 6.047 0.00 10 - 0.318 6.047 0.00 15 0.000 0.243 0.00. 16 0.000 0.130 0.00 17 0.000 0.090 0.00 18 0.000 0.050 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 6 1.0896 - 0.0168 - 0.0049 7 1.2856 - 0.0248 - 0.0024 8 1.3983 - 0.0302 , - 0.0015 9 1.4603 - 0.0329 -0.0008 11 1.0897 - 0.0168 -0.0048 12 1.2856 -0.0248 -0.0022 13 1.3983 - 0.0302 - 0.0013 14 1.4602 - 0.0329 -0.0004 SUPPORT JOINT DISPLACEMENTS MSU STRESS -11 VERSION 9/89 - -- DATE: 03/20/98 - -- TIME OF DAY: 13:03:36 JOINT X- DISPLACEMENT 1 1.0896 2 1.2856 3 1.3983 4 1.4603 5 0.0000 10 0.0000 15 1.0897 16 1.2856 17 1.3983 18 1.4602 Y- DISPLACEMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ROTATION 0.0019 0.0005 - 0.0001 - 0.0005 - 0.0222 - 0.0223 0.0028 0.0018 0.0015 0.0011 Beam - Column Check C 3.000x 3.000x 0.105 Fy.= A = 0.818 in2 Sx = 0.910 in3 Rx = 1.292 in Ry = kx = 1.00 ky = Stress Factor 1.333 Load Beam Check. 3.63x 2.750x 0.075 A = 0.908 in2 Sx = 0.779 in3 Length = 102 inches 03/20/98 • Fy = E _ Ix = 55 ksi 1.103 in 1.00 Point P M Lx Ly Pcap Mcap Ratio 11 6.1 21.0 66.0 43.0 27.45 40.02 75% 12 4.6 8.6 42.0 43.0 29.06 40.02 37% 13 3.1 5.7 42.0 43.0 29.06 40.02 25% 14 1.6 4.1 42.0 43.0 29.06 40.02 16% 0 0.0 0.0 42.0 43.0 29.06 40.02 0% 0 0.0 0.0 42.0 43.0 29.06 40.02 0% 55 ksi 29,500 E3 ksi 1.520 in4 Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL /8= 19.13 k -in fb = 24.55 ksi Fb = 33 ksi 74% Mcap = 25.71 k -in 34.28 k -in with 1/3 increase' Defl = 0.46 in _ = L/ 221 w/ 25% added to one pallet load M = .282 PL = 21.57 k -in 84% Column Load 8.8 kips Allowable Soil 500 psf basic Assume Footing 50.3 in square on side Soil Pressure 500 psf Shear : Mmax = w1 /3 Use 5 "square base plate w = Load factor = Beam: ',fv Punching fir = Base Plate Bending Base Plate Design 03/20/98 3.5 psi 1.67 9 in thick slab f'c = 5 = 13.50 in3 fb = Fb = 5 (phi) (f' c".: 5) 1 = fb = 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 notate'. 1 = M = • 15 psi Fv. = 27 psi Fir = 22.64 in.: 991 # -in 4000 psi 73 psi 206 psi 108 psi 215 psi Use 0.375 " thick 1.5 in w = 351 psi. 16860 psi Fb = 27000 psi OK !! 3 4e e ccdf 4,?1 u 4ta /c,4 /12 / IS / () 4z" /00-"vi,S e",(j6-- 5 i2" 76" //I', /570'" e7.1) Ate4se _g_ C42 4z" ) 7s" /5 //lt MI6" 4" Y- 0 a 2 Ci 4z A ' ) /1C-94-e - 0-6- 4z ' 4,5Z • CePA/14. aec Ile p 0 Ve_Af>7 226 /94)z e6.P 5 sw&-s.sem Box Section Depth 4.000 in Width 4.000 in Thickness 0.1350 in R 0.1000 in Blank = 15.17 in A = 2.048 in2 Ix = 5.048 in4 Iy = 5.046 in4 a 3.5300 a bar 3.8650 b 3.5300 b bar 3.8650 c 1.7650 c bar 1.9325 u 0.2631 gamma 1.0000 R' 0.1675 SINGLE ANGLE DESIGN per AISC 9th Ed. 03/20/98 Fy = 50 ksi wt 7.0 plt Sx = 2.524 in3 Rx = 1.570 in Sy = 2.523 in3 Ry = 1.570 in Web w/t 26.1481 Flg w/t 26.1481 x bar 1.9325 m 2.4868 x0 - 4.4193 J 0.0124 x web 2.0000 x lip 2.0000 h/t 27.6296 ARM SECTION Y adye A.) 03/20/98 ANGLE : 2 in Leg x 2 in Leg x 0.125 in Thick 8 Fy = 36 ksi L 2x 2x 1/8 Q A = 0.484 in2 4e'4r'E S T�2 U 71 Ix = 0.190 in4 Iy = 0.190 in4 Sx = 0.131 in3 Sy = 0.131 in3 Rx = 0.627 in Ry = 0.627 in Lx = 42 in Ly = 42 in Kx = 1 Ky = 1 Rz = 0.398 in Iz = 0.077 in4 Tan 0 = 1.000 Iw = 0.303 in4 Lz = 42 in Rw = 0.792 in Kz = 1 Q = 0.911 KL /R = 106 Flexural - Torsional Buckling Can Be Ignored Fa = 12.43 ksi Pcap = 6.02 kips w/ 1/3 Increase = 8.02 kips err/ of ASR 2 - d.1C -r try DI 0-g.4C Seilorfrt C. I VC P&G ff7 ,geAces. (5) Bps 3R au,(-) ((Z "P2 r c H Ts V- 4 (A/3).-_-. L Zxzx 'c = 8 .0 i I -r Eft &7t/D e0 5 20;1 ; z�(x: ‘‘)/ 33 7,7 ?� Y ( 0 /eD 5 &f)Gy` 'AID �3 Co& '/.y, J rx- 5. a 4" d4 /(z) 4- 3, / S = /c Z z / z 3iaC /:76) f i, 4.O , K) 5:4-5 L /, o z(z) = S. o ht 5,‹= 13,G /¢ -s /A/ 3 �Y = .09 A 2�'S.o3�C ,18 /rz) 4- 1-6,31X. (8)6,9 (Z) r�= /063,A) sy= Z11bv & Z ( /9z) _ 9 �('G y, . 74. r 4.5 3 r X08 fr(e.Apx. Main and Secondary Members Kt Ir not over 120 6 29.58 7 29.50 8 29.42 9 29.34 10 29.26 11 29.17 12 29.08 13 28.99 14 28.90 15 28.80 16 17 18 19 20 21 22 23 24 25 31 32 33 34 35 36 37 38 39 40 1 29.94 2 29.87 3 29.80 4 29.73 5 29.66 28.71 28.61 28.51 28.40 28.30 28.19 28.08 27.97 27.86 27.75 27.63 27.52 27.40 27.28 27.15 27.03 26.90 26.77 26.64 26.51 26.38 26.25 26.11 25.97 25.83 41 25.69 42 25.55 43 25.40 44 25.26 45 25.11 46 24.96 47 24.81 48 24.66 49 24.51 50 24.35 51 24.19 52 24.04 53 23.88 54 23.72 55 23.55 56 23.39 57 23.22 58 23.06 59 22.89 GO 22,72 61 22.55 62 22.37 63 22.20 64 22.02 65 21.85 66 21.67 67 21.49 68 21.31 69 21.12 70 20.94 71 20.75 72 20.56 73 20.38 74 20.19 75 19.99 76 19.80 77 19.61 78 19.41 79 19.21 80 19.01 81 18.81 82 18.61 83 18.41 84 18.20 85 17.99 86 17.79 87 17.58 88 17.37 89 17.15 90 16.94 91 16.72 92 16.50 93 16.29 94 16.06 95 15.84 96 15.62 97 15.39 98 15.17 99 14.94 100 14.71 14.47 14.24 14.00 13.77 13.53 13.29 13.04 12.80 12.57 12.34 12.12 11.90 11.69 11.49 11.29 11.10 10.91 10.72 10.55 10.37 121 10.20 122 10.03 123 9.87 124 9.71 125 9.56 126 9.41 127 9.26 128 9.11 129 8.97 130 8.84 131 8.70 132 8.57 133 8.44 134 8.32 135 8.19 136 8.07 137 7.96 138 7.84 139 7.73 140 7.62 141 7.51 142 7.41 143 7.30 144 7.20 145 7.10 146 7.01 147 6.91 148 6.82 149 6.73 150 6.64 6.55 6.46 6.38 6.30 6.22 6.14 6.06 5.98 5.91 5.83 161 5.76 162 5.69 163 5.62 164 5.55 165 5.49 166 5.42 167 5.35 168 5.29 169 5.23 170 5.17 171 5.11 172 5.05 173 4.99 174 4.93 175 4.88 176 4.82 177 4.77 178 4.71 179 4.66 180 4.61 181 4.56 182 4.51 183 4.46 184 4.41 185 4.36 186 4.32 187 4.27 188 4.23 189 4.18 190 4.14 191 4.09 192 4.05 193 4.01 194 3.97 195 3.93 196 3.89 197 3.85 198 3.81 199 3.77 200 3.73 10.25 10.13 10.02 9.91 9.80 9.70 9.59 9.49 9.40 9.30 9.21 9.12 9.03 8.94 8.86 8.78 8.70 8.62 8.54 8.47 8.39 8.32 8.25 8.18 8.12 146 8.05 147 7.99 148 7.93 149 7.87 150 7.81 151 7.75 152 7.69 153 7.64 154 7.59 155 7.53 156 7.48 157 7.43 158 7.39 159 7.34 160 7.29 161 7.25 162 7.20 163 7.16 164 7.12 165 7.08 166 7.04 167 7.00 168 6.96 169 6.93 170 6.89 171 . 6.85 172 6.82 173 6.79 174 6.76 175 6.73 176 6.70 177 6.67 178 6.64 179 6.61 180 6.58 181 6.56 182 6.53 183 6.51 184 6.49 185 6.46 186 6.44 187 6.42 188 6.40 189 6.38 190 6.36 191 6.35 192 6.33 193 6.31 194 6.30 195 6.28 196 6.27 197 6.26 198 6.24 199 6.23 200 6.22 Cold Formed Channel Depth 11.000 in Fy = 50 ksi Flange 4.000 in Lip 1.500 in Thickness 0.1350 in R 0.1000 in Blank = 21.17 in wt = 9.7 plf A = 2.858 in2 Ix = 52.749 in4 Sx = 9.591 in3 Rx = 4.296 in Iy = 6.547 in4 Sy. = 2.398 in3 Ry = 1.513 in a 10.5300 Web wit 78.0000 a bar 10.8650 Flg wit 26.1481 b 3.5300 x bar 1.2023 b bar 3.8650 m 1.9453 c 1.2650 x0 - 3.1476 c bar 1.4325 J 0.0174 u 0.2631 x web 1.2698 gamma 1.0000 x lip 2.7302 R' 0.1675 h/t 79.4815 DOUBLE SECTION A = 5.717 in2 Ix = 105.498 in4 Sx = 19.181 in3 Mcap = 575 k -in w/ 1/3 Increase = 767 k -in , /A I. /3 4 7,o Lic , BASE SECTION o - / /3 ( // 6 4 R A/k = 9 Gy z / ") / k -P'r lz „„1, No /'-nv re , L D ,pe.w,v R llye /4;472 /e8-2z 4 X /80 b k ftsooso p ow car AigArm,(6,,,e a(u,s-1,0 / j, re* A4 =84, 4 /t/4-)c = 9(z /, 6, gam= 4 1 / = / , / P ,re //3 0) Z¢8 /t/(e-f. .nBiN = 04. t i 4 EX t - r (2 PLMCES I t2E S 1 I R.00 K1 3 1 C „ SEE ELEV, 1, K -2. • SEC 'LEY. 2. KcM -2. SEE ELEV. B KCM SEE GLEN/. Al KCM -2.. 8 -8 r (-r -6' Y P, T �J 61 OPtiL L OAL T OAL ENGINEERED STORAGE PRO SCALE y -d' 52 ' 9 OAL (o" ON. OPL ENGINEERED STORAGE PRODUCTS S CALE /Q, i' -Of' Name OAS METR.O TRANSIT Drawing No. State W t KC M — 1 Drawn L J Checked by iD:te3�. ,q Rev. City S E:' c'cT LE 52'0' 1 1 OV '1110 P MAY '3 199B r\ ) NU to BUILDING IVISIOr (Q" RECEIVED CITY OF TUKWILA APR 2 i f 1998 PERMIT CENTER 4 3K: 3K 3 K A 5 3 3 K. 3 K ELEV. I 31( ELEV. 3 ELEV, 2. (K* r 14t ELEV. 1 + • SEC: l ENGINEERED STORAGE PROD. 4 SECS, f\-Flt s) ENGINEERED STORAGE PRODUCTS SECT, B -B (Ty‘). ()PLACES) Name K,C METRO T PAtiS City SEAT State WA . Drawn by La • Checked by %2 , z b WEOG E. ANCk1OR, EA • E'ER F00"7 PZ Sx8"x N T tit( FOOT R (- P. ELEV 1 i2'rxz% EtiAgED. (2 EA. ?ER •t■SE RECEIVED CITY OF TUKW ILA APR. 2 it 1998 PERMIT CENTER Drawing No. KCM- _ Date - 9 11 1 Rev. '\•! -"' ENGINECRED STORAGE PR UCTS 1033 6th Ave. S. Ph. 2064824596 Seattle. Wa.. 98134 FAX 206482 -4995 12,L MetroNtl.wpa jj Tenant: King County Metro r) Location: 11911 E. Marginal Way S.. Bldg "C " Tukwila, Wa. 98168 Notes 1. All rack manufactured to RMI and /or MHI standards and specifications. 2. Soil and Slab per Metro dwg. W -S2, Contract T/M 25 -95 dtd. 5- 10 -96. Soil: 95% compaction. Slab: 9" thk., 4000 PSI. Reinf.: top and bottom mats of 6 "x6 ", #6-#6, bars. 3. Racking configuration, certification and anchoring per Curry-Riehl & Assoc. Co., Job #98040 dtd. 3- 20 -98. 4. Sprinkler system per Archer Construction, Inc., Job #Metrofac dtd. 10- 14 -96: Sprinkler system design coverage: .32 GPM / 2000 sq. ft. Heads: 286 deg. F. Material stored: Miscellaneous bus parts. 24\SS% PsRM CO . n ( ACTIVITY NUMBER: D98 -0137 DATE: 4 -24 -98 PROJECT NAME: KING COUNTY METRO TRANSIT EPARTMENT: ilding Division n Fire I'rrention n Plannjng Division Ti orKs StIlk\ Permit Coordinator 111 C � Fan Co�v�l, G� PLAN REVI W /ROUTIN SIP DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete n Incomplete ❑ Comments: TUES /THURS ROUTING: Please Route c Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) DUE DATE: 4 -28 -98 Not Applicable No further Review Required n REVIEWERS INITIALS: DATE. APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 -12 -98 Approved E Approved with Conditions El Not Approved (attach comments) El REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved El \PR•ROUTE.DOC 1/98 Approved with Conditions E Not Approved (attach comments) REVIEWERS INITIALS: DATE: k C City of Tukwila Fire Department Fire Department Review Control tD98 -0137 Thomas P. Keefe, Fire Chief Re: Rack at King County Metro Transit - 11911 East Marginal Way South Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) 2. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 3. 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) 4. 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) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone. (206) 575-4404 • Fax (206) 57$4439 City of Tukwila Fire Department Page number 2 Thomas P. Keefe, Fire Chief 5. Depending on the classification of the commodity being stored and the size of the storage area, smoke vents and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the Tukwila Fire Prevention Bureau for further information. 6. Depending on the classification of the commodity being' stored and the storage height, in -rack sprinklers may be required per N.F.P.A. 231C. Contact the Tukwila Fire Prevention Bureau for further information. 7. Refrain from blocking sprinkler coverage with. shelving. NFPA standard #13 states that any shelving or decks in excess of 4 feet in width will require installation of sprinklers thereunder. 8. 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) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Faz (206) 575 4439 City of Tukwila Fire Department Page number 3 Yours truly, The Tukwila Fire Prevention Bureau cc: TFD file ncd John W Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57.5-4404 • Fax (206) 3754439 , 1625 052 0001S/97) • • • • DEPARTMENT OF CABDR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL • REGISTRATION NUMBER CCO1 ENGINSP142RA 01/01/1999': EFFECTIVE DATE -. .12/01/1986 ENGINEERED STORAGE PRODUCTS CO 1033 6TH AVE S S3ATTLE WA 98134 • PERM BRACE 3' 16' 0 L' LOAD BEAM UPRIGHT 1/8 P 1-1/2' EA FACE COLUMN & BASE PL 16' - 0' PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 3000# CAPACITY @ 48', 90', 132', 174' 3' -8' 8' -6' 12GA THK 3/8'x 5'x 8' BASEPLATE (2) 1/2'0 ANCHORS 1 -5/8'H x i' W STEP 14 GA THICK 0' SIDE ELEV I -5/8x 3x 3/16' THK 186' ARM 150' ARM 114' ARM 78' ARM 42' AR BASE ]a W bs oii TYPE I LOAD BEAM `CONNECTOR LOAD BEAM `CONNECTOR LOAD BEAM `CONNECTOR LOAD BEAM `- CONNECTOR C 1.5 x 1.25 1,5 14 GA THK El 2' OF 1/8' FILLET WELD EA END TO COLUMN BRACE LOAD BEAM ELEVATION (3) PIN CONN CONNECTOR BASE SECTION MEM 3' -6' 3' -6' 3' -6' 4'-0' 13) AISI A502 - 2 RIVETS LOAD BEAM 2'oc HOOK THRU SLOTS IN COLUMN VERTICAL AND BOTTOM EDGES PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 2000# CAPACITY/ ARM @ 42' & 78' ELEV. 1500# CAPACITY/ ARM @ 114' ELEV 1000# CAPACITY/ ARM @ 150' & 180' ELEV 1.) DESIGNED PER 1994 UBC 2.) MATERIAL SPECS Fy = 50 ksi EXCEPT AS NOTED BRACING CAN BE Fy = 36 ksi ALL WELDS E70xx ELECTRODES 9' CONCRETE SLAB 4000 psi ALLOW SOIL PRESSURE 500 psf 3.) SEISMIC ZONE 3 4,1 LOAD PER LEVEL: SEE NOTE ABOVE 5J ANCHORS TO BE HILTI KB -II or EQUAL MINIMUM OF 2.75' EMBEDMENT PER ICBO REPORT #4627 w/ SPECIAL INSPECTION NOT RECUIRED SAFETY PIN TO RESIST 10008 UPLIFT LOAD COLUMN —BEAM CONN TYPE II PERMANENT PLAQUE NOT LESS THAN 50 SO INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 3000# CAPACITY @ 60', 90', 120', 150',180' 8' -6' LOAD BEAM ELEVATION 2' 0 C 4x 2.5 FACING 3/16' MAT'L COLUMN SECTI ❑N TYP 1/4' BRACKET PLAN VIEW W/ 14) 1/2'0 PINS TILT FROM HORZ ELEVATION VIEW 8'- (4)PIN CONN ARM DETAIL /4/ STRUT STRUT STRUT SIR\ A l - (TYP) BACK ELEV BASE SECTION If 2.5' 2.5' 4 -1 /2' BRACE (TYP) / BRACE DETAIL COLUMN -BASE CONNECTION DETAIL I 1 - IOGA MAT'L TYPE III PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 3000# CAPACITY @ 66', 108', 150', 192' 8' -6' LOAD BEAM ELEVATION NOTES 1J DESIGNED PER 1994 UBC DIVISION VI. 2) MATERIAL SPECS' Fy = 55 ksi ALL WELDS E70xx ELECTRODES 9' CONCRETE SLAB 4000 psi DESIGN BY OTHERS ALLOW SOIL PRESSURE 500 psf 3.) SEISMIC ZONE 3 4,) LOAD PER LEVEL: SEE NOTE ABOVE ELEVATIONS 5.) ANCHORS TO BE HILTI KB -II ANCHORS MINIMUM OF 2.75" EMBEDMENT PER ICBO REPORT #4627 SPEC. INSPECTION NOT REQ'D 3/16' WEDGE SIDE PL WELDED EACH SIDE OF COLUMN 3/16' FORMED WEDGE BRACKET WELDED TO EACH SIDE OF BASE SECTION (1) l/2'0 GRADE 5 BOLTS @ BASE DIAGONAL BRACE IS 2'x 3/16 STRAP W/ 1/2'0 A307 BOLT EA END STRUT IS L 2x IT 1/8 W/ 1/2'0 A307 BOLT EA END 1 9 2 A, HORZ STRUT - BRACE DETAIL COLUMN SECTION COLUMN 1/4' TAB WELDED TO COLUMN TO CONNECT BRACES 1/2'0 GRD 5 BOLT 3/16 3/16 . 7\ 1/2'x1.5' CONN BAR COLUMN -BASE C❑NNECTI ❑N 10ga FORMED END PLATE 1/2'0 HILTI KB -II ANCHOR @ 3/16 V I EA END OF BASE MiN OF 2 -3/4' EMBEDMENT FF \ I undetstan subleci t I pI /LI d itt p3cto r ` V U FILE COQ -.,- 3Si 6U v :D 8 -o (37 BY DATE 3 -20 -98 JOB # 98040 GCSY O 1F..ry�,IV SHEET I; N . g' R OF REVISIONS BEN