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HomeMy WebLinkAboutPermit D99-0051 - Evergreen Pet Supply - Storage Racksd99-0051 18200 olympic avenue south evergreen pet supply City. of Tukwila ( Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 788890 -0162 Address: 18200 OLYMPIC AV S Suite No: Location: Category: AWSE Type: DEVPERM Zoning: C /LI Const Type: RACKS Gas /Elec.: Units: 000 Setbacks: North: Water: TUKWILA Wetlands: DEVELOPMENT PERMIT South: Sewe . S,lopes: N EASYUS.S08 Permit Center Authorized Signature: Print Name: LAA v\- 0aid.)0 L Fire .0 East: TUKWI'LA • This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last U (206) 4313670 Permit No: Status: Issued: Expires: Occupancy: UBC: Protection: .0 West: Streams: Contractor License OCCUPANT EVERGREEN PET Phone 425- 656 -5242 182'0:0 OL;YMPIC S, :TUKWILA, WA 98188 OWNER E OF . J,AMES ,, CAMPBELL ;, jthorie.,: (206)872 -4680 C10 COLLIERS. INTERNATIONAL,_2.0206 72ND AVE. 98032 CONTACT MATT PREVOS '' Phone:' 253 - 395 -2033 8731 •:S 212;' KENT,: WA, 98031 CONTRACTOR , ;: 'EASY`:UP S;TORAGE 8731 <_. S 2112TH STREET, KENT, -.WA 98031 ** * *. * *Ar•k** * k *•k4* kit ' * ** * * * ** *i,* * : * * * *,* * * * *•k • * * * * * * * * * * ** ** * * * * * ** v( * *•k * * * *•k•k*** * *•k* Permit Description: INSTALL PALLET RACK.'. * k*********,*************'******************************** k* *** ** * * * *•k ** * * * * * * * * * * * * ** Construction Valuation: $ :00 PUBLIC WORKS PERMITS: *(Water Meter Permits Curb Cut` %Access /Sidewalk /CSS: ' Fire Loop Hydrant: No lood_ Zone: ' Hauling: Start T Land Altering: Cut: Landscape Irrigation: Mov`in Oversized,_ Load: ' Start Time: Sanitary Side Sewer: No Sewer Main Extension: Private: St o r m D r a i n a g e : e: Street Use: Water Main 'Extension: Private: Public: ****************** k***** k**• k***** * * * ** * * * * *•k * * * ** * * * * * ** * * **** TOTAL DEVELOPMENT PERMIT FEES: . 164.96 ***************** k************************************• k* * * * * * *•k * * *k * * * * * * * * *•k *k **k* Listed Separate)' Phone: 206 395 -2033 End Time: Public: D99 -0051 ISSUED 03/09/1999 09/05/1999 1997 SPRINKLER 0 Date: 3 -r) - 5 ' 7 Appr: .00 Date :3 -`-/ I hereby certify that I have read and examined this permit and know the same . to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Signature: if the work is not commenced within if the work is suspended or abandoned inspection. 900 , o "c'h ail gesz'vri l l b • made to the.: cha, ect s ii1 iga ma ` de t !f he tat e 'Aunles di 'are r �,ed° sti bny ic or' Err anq .the Tuliw1il,a.:B�.ri1ng 0irrio; Al 1 ;� irlsp ,t rur� record f r�. erne t � ,iris reRcrrr 4 d s,T�and.,,eiproved .plan It ''l ble a :t h e .`ab p \or, to 1 r k i#e ` °eta t cif � a, r l ' . ' ' .i (4 ' AThese d oc u ito ments ar• "e' t + be' nia i ntairieci and�aa ati unt1 ti , nspectioir pr apov`s g,r��.►i te d ., : ; � 9 t al 3 y� a stf , :A11 const .r.,uc n t,,i`or;to,Y'1 `,e'' done it ��' • .: .� E , ... /;. ,,, i ;..,.6x� is All ' .c`6tyk tr ut tion `to, be done <- -n confor.Mthi' e 144 it! approy laris`\ �, 3} . p a�_41 r eq�� i r of the U n � f orn► B,4ri'�l d i ng�, rode ,(19,y 'Ed�i.t i on );'0 � ain en,ded 1 Unsi.form . Meg. ha, r i Code .(1997 E'ki;f t i 0 ) and :` 1*§:Gon '� 'ta.te Energy ' C'od ' 11997 Ed i t i on) . ', Va1idity o 'eirn► t� �`r 'issr, Validity `o t' Per,ni'i•i' ` i ssuance o : "p or approval 0 plans, :sp'ecificatiorr ricfi cc�nii1 %.,at.;SuanS:T:sliall' not he con s trued to be a permit for,' oit 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 t give authority., to . violate or cancel the provisions of this code shall' be' valid. I NE F FE CT Project Name/Tenant: . . Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel Office ❑ School /College /University ❑ Other Value,.Const�t , 0 4 . S dr s City fa a /Zip: T P r p: Pro .erty Owner: _ 111..1 a * vh a ►. ■ ' 1 (Vhsf ./J Of &J S* tlJ" .4% �-t-L d p atxt i i 1 A. Si _ so Ark•- 1 56 l 1 t C0 / gyp. t Eir et ss: ax #: Mt� a s s. e� 9 L-1)09. P SIS . 3 '15 c) 3 '.� S t Ad s. it S /Zip �7 ?� 1 "‘- $- 1/JA 9' ;�--3 Fax # , • S' - : c 15 - a 106 Architect: Phone: Street Address: City State /Zip: Fax #: ' - e r,.3 v \ l e¢ r P` j ©`�-- L[ (a - 7cn �-(c, tgetessi\I ,y,� `` ,n. � ftv�`'� C St tp� /Zi Jt p tAvJ?_gI9/ Fax # � 001 _ yb �j^ 7�J��- � Conac,� r o p�L -� C _s up. � (6 P)5.?S 39,5--03- F #• 1 1 s O Os, ,�� ss t d e ,._:\.___ . F- "�r Cit t / Wll 9-��I Description of Work to be done: '' Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes A no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? yes ❑ no Existing fire protection features: sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: / A boo existing Area of Construction: (sq. ft.) I (.O I S C Will there be storage of flammable /combustible hazardous material in the building? ❑ yes A no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF TUK"IlLA 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. APPLICANT REQUEST; FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ 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 ❑ 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 accepted: c _ '61C Date appgcat/o�plre�:, Appl taken by: (initials) G • PLEASE SIGN BACK OF APPLICATION FORM CI'I'ERMIT.DOC 1/29/97 BUILDING OWNER OR AUTHOfOIZ AGENT: Signature: ,,,,, A J Ur. Date: '-'2 ( _ c r ^ elAS Print name: 1_ �tn5 -�-- � 11 -��1o5 P.h e. _ d -2_03 �� 3 � Fax tt: 5 ...3 a 3 3 .0 I 4 Address 8--11 500.t.,\ l -�''' "pis p LA) k 9 6 0'3 ALL COMMERCIAL/MULTI- ILY TENANT IMPROVEMENT /AL RATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: "`ALA. DRAWINGS tO STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). El El 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 ❑ \rt Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMI7'.I)OC 1/29/97 **4*l' *A40 - 7k4441 p4 * * !c t4.4.h de. it h * •A * �4 it h h k.* * * itt..1 A * tilr * *''. ITY `OF TU klp. Re'pririt;ed� ,0:3/x91'99 11,:55 .Tt2f1NSi i'.1fi . ,* * ik A".4 * * *k: *A* * *.k *k { kA*f* * ** *`A *# *off; ** *. **A * * *hhA * * *a 444 *?r r RfiNrrfIT :` Numb'e r R E1'0 03i.- mriur t•: :: 'A'*' 10175; 0'3 09/99 11::5'2',' Pay i4:R', Nod: 'CHEC; :Notation: E1VIfl GREEI■1::P t ..Ini'•t.;'11.13' Permit .;"No D990)t31 _' Type.' :DE.C?PEfif D.EVELOf i PEIfl4I'r. P:ar;cel �No: 78.9S90- 01'G2 13 � ite :•Adidi"e s. ;1.82.00 V OL YMPIC', ( : 8 `ra4a1 Feet: 16'1.96 1 'hie P Oimer. rt.` 101.75..• .Total 'A1.L; .Pmts: . 464 .'9G 0 el :erica: •.00 * **,t•* ** *x,./.4.4 -A .** * A* t**•*,* * * *. %, * ** * *,+;* * : * * *• * * * *• * * * * ** ** * * * *,t *1\ * * * *•: • • Account" Code ':Ue'sc:.r.i p 4 foil- :: . Amount.' ,000`/3 2,10p 0U1L,D NO. -.: NUNREB. ,.97.25 .0001386:90 : ra`rtaTE OUILDING SSURCH RGF,:, 4..50 1425 9717 TOTAL 101.•75 * * , * * A *. F -c 1i*. io * *** 14 * *. i, *. * *. 1 4 * * * * * **. * * .fir * *ar k ah• it *. XT.V OF 7`UKi!!i•LA W�1 ,� ® ^ .T12ANSi r k�e * *� * * *dk** **,A * * *�tido *+h *{c 1k * *'f *Ii( * * * * * *i *dl * ** fit*' * *4, " * * *;0 * *k * ** T RANV"at41T NNum_be ! , R9800020 A mount : : t33 21 42'/12/99 1Jw02 :. P aymerIt MMiet:Mad: , NN.atat "ianz MATT PREVOE T Tni.t• T!. d t' e;rmit. iioc 'D 99 - :0051' T vpe�.'pEVPERMt : °.DEVEL9PMi NT PLR�iI T • P r ce1 t1ac::;7BE3t3.`30 01(,2 • 6i t t e• Addr es. a 10200 t1LYM pi: C AV . • rot 41 tees 164 9.t Ym erli. G 2I .. 7a i ALL Prtlt,aa' ' 33 .'i • .'. H u i a n a e 7,' 1j)1:.,115': * * * *.zk * **** 4,:: *''k 1 **.*** v ** **k'** t ,16' *1 **d *.*** ****k*** *.*** ****4* 4 4* • Accaun.t Gari.e be:acr i�pt i on Amaun t OO.01345', 830 PLHN1 CHECK P1011RES NM G3.21 �» 0570 02/16 9717 TOTAL 63•21 : Inspector: INSPECTION RECOIL• ^. -> Retain a copy. with pe __.i INSPECTION NO : CITY'OF.:TUKWILA BUILDING DIVISION 6300`Southcenter Blvd, #100, Tukwila, WA 98188; e Date: Approved_per applicable codes. U Corrections required prior to approval. 4 ArniraN Ej $47, 0 • EINSPECTIO FE ' EQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter BI Suite.100. CaII to schedule reinspection. Receipt No: 1 Date: • Project: Type o ns ction: M : ouD Apra k Date called: instructions: Date wanted: 3( a. c/-1 P.m. Requester: Il Phone: J S 6 ._, 1. "'; INSPECTION RECD' Retain a copy with pet INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: cer z A / -' �to he3 2-) s /ay diAtirm $47.00 REINSPECTIO S EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 roject :Name Address City of Tukwila Fire Department `'TUKWILA FIRE DEPARTMENT: °FINAL FORM %5 a/ , fi J. 5. " �:• � Permit'N John W. Rants, Mayor Thomas P. Keefe, Fire Chief Needs shift inspection Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Retain current inspection schedule Authorized Signature ;t � r "INALAPP . FRM X Approved without correction notice Approved with correction notice issued e\h: Rev. 2/19/98 D e T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) S7S•4404 • Fax (206) 5754439 ONNETT LNGIIEERING CIVIL & STRUCTURAL ENGINEERING/CONSULTING 9306N. NEHPORT HIGHWAY SPOKANE, WA. 99218 (509) 468-7626 February 9i 1999 • Matt Prevost Elisy-Up Storage Systems . 8731 S 212th Kent, WA 98031 RE: Seismic Anchoring for Storage Racking for: Evergreen Pet Supply 18200 Olympic Ave. South Tukwila, WA 98188 (JRBE Job # 99112.20) Please contact us if you have any question. Sincerely, J.R. Bonnett Engineering rio Dear Matt, Review of the information relating to the storage racking at the above location revealed three basic geometries and loading conditions, which have been identified as type A, B, and C. These situations are illustrated within the attached seismic analysis. Based on the information you provided, calculations have been performed for the rack type and loading conditions with respect to overturning due to lateral seismic forces. It has been determined that the racking will require baseplates and anchoring per sheets 17, 18,19 and 20 of the attached seismic analysis. This method of anchoring will accept a resistive force deemed adequate per the 1997 Uniform Building Code requirements for seismic loading with respect to overturning. RECEIVED CITY OF TUKWILA FEB 12 1999 PERMIT CENTER Ogg-0051 J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 JOB 1 9 1 1 2 SHEET NO OF CALCULATED BY / DATE l99 CHECKED BY DATE SCALE JOB NAME EVERGREEN PET SUPPLY SCOPE OF WORK Determine the anchorage and baseplate requirements of the storage racking subject to Seismic Zone III loadings per the 1997 Uniform Building Code. All racking components have been designed by others and is beyond the scope of this analysis. DESIGN PARAMETERS CONCRETE SLAB THICKNESS - CONCRETE fie - ALLOWABLE SOIL BEARING PRESS. - STEEL PLATES (A36) Fy - RAWL-STUD EXPANSION ANCHORS OR EQUAL Seismic Analysis: 97 UBC 1630.2 Seismic Zone 3 V = (2.5 *Ca / R) *I *W Z = 0.30 I = 1.0 C = 0.36 R = 4.4 (2.5 *Ca / R) *I= 0.20 Fr = 1.40 (Working Stress Reduction Factor) p = 1.0 (Redundancy/Reliability Factor) C, _ (2.5 *C *I* r/F = 0.15 (Adjusted Seismic Coef.) V= 0.15 W Pi = V * (Wi *Hi)/SUM(Wx *Hx) SEE SHEETS 2, 3 'r( 4 FOR MORE LOADING INFO. 5.5 inches 2500.0 psi 2000.0 psf 36.0 ksi ..■ . . „ . . . . .. . . . , . . . . . . . . . . , . .,■ isnr..,.....ie•Sve,„,....t.n.a...0......4., . . v....m.4v dw.n............e ...mr....nn,.....anows...nabeeminne........raw...r...v........ • 4, — ...Ammo. .. ..t.......ernaars.m... .......... .. . . . . . . . JOB 1911 , . • • • • . . . . J.R.,BONNETT ENGINEERING ' ... • 9306 North Newport Highway SPOKANE, WA 99218 CALCULATED BY Ali TEL: (509) 468-7626 FAX: (509) 468-7534 SHEET NO. OF CHECKED BY SCALE DATE DATE J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 DATE q 9 /91 CHECKED BY DATE SCALE J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 JOB SHEET, NO. o1 OF L� G DATE `/ CHECKED BY DATE SCALE CALCULATED BY A Va-- J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468-7626 FAX: (509) 468-7534 JOB 01 9 i,2.o SHEET NO 5". OF CALCULATED BY Alf DATE 2 1 6 1 /g9 CHECKED BY DATE SCALE INPUT DATA RACK TYPE PALLET "A" DEPTH OF RACK = # OF SHELF LEVELS LEVEL # 1 2 CASE I - ALL LEVELS LOADED # Wi Hi W x H Pi M (kips) (feet) (kip-ft) (kips) (kip-ft) 1 4.00 15.00 60.00 0.779 11.69 2 4.00 7.50 30.00 0.390 2.92 Mot = 1.15*SUM (M) = Mres. = SUM(W)*D/2 DOWNLOAD = (Mot + Mres.)/D = UPLIFT = (Mot-Mres.)/D WEIGHT, Wi 4.00 kips 4.00 kips 3.67 FEET 2.0 8.00 90.00 1.17 14.61 16.80 kip-ft 14,67 kip-ft 8.58 kip 0.58 kip HEIGHT, Hi 15.00 feet 7.50 feet t• 1, J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 JOB C H I (1" SHEET NO. OF CALCULATED BY ' , ' "w DATE, Vq191T, CHECKED BY SCALE DATE CASE II - ALL LEVELS LOADED EXCEPT BOTTOM Wi Hi W x H Pi M. (kips) (feet) (kip-ft) (kips) (kip-ft)' 1 4.00 15.00 60.00 0.584. 8.77 2 7.50 Mot = '1.15 *SUM (M) Mres. _ •SUM(W) *D /2 DOWNLOAD = (Mot + Mres.)/D = UPLIFT = (Mot- Mres.)/D 10.08 kip -ft 7.33 kip -ft 4.75 kip 0.75 kip 8.77 .l r / Lines / Xpl / lima . / t I l 1 J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 DATE 21q 19 CALCULATED BY CHECKED BY DATE SCALE BASEPLATE CASE IV RACK TYPE: PALLET "A" MAX DOWNLOAD = MAX UPLIFT = COLUMN DIMENSIONS X= Y= 8.58 kips 0.75 kips 3.00 inches. 3.00 inches PLATE DIMENSIONS x = 7.00 inches y = 4.00 inches SLAB THICKNESS = 5.5 inches Fc = 2500 psi SOIL BRG = 2000 psf Fy = 36 ksi SLAB ANALYSIS Ft = 3.5'SQRT(Fc) 175.00 psi S= 60.50 in a Ma = 882.29 #1 r SOIL BRG = 2666.67 psf M = 1 /2(SOIL)L^2 'max = 9.76 inches SOIL Areq'd = 3.22 feet ^2 X slab = 26.52 inches Y slab = 23.52 inches SOIL A prov = 4.33 feet ^2 SLAB OK BASEPLATE ANALYSIS TRY pL w/ t = 0.375 inches S = 0.023 in. ^3 Fb = 36.0 ksi MpL = 0.844 kip" MpL= 1 /2'fp'I^2 ApL =x'y le max = 3.831 inches a prov. = 2.000 inches b prov. = 0.500 inches a ell:= bell= I elf = ApL e8: _ fp =1' /A= MpL t req'd - BASEPLA'I'E OK 2.000 inches 0.500 inches 2.000 inches 28.000 inches^2 0.307 ksi 0.613 kip" 0.320 Yeses J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468-7626 FAX: (509) 468 -7534 JOB 99 r , SHEET NO CALCULATED BY 414 "' - CHECKED BY DATE SCALE BASEPLATE CASE IV RACK TYPE: PALLET "A" ALT. MAX DOWNLOAD — 8.58 kips MAX UPLIFT = . 0.75 kips COLUMN DIMENSIONS X = 3.00 inches Y = 3.00 inches . . PLATE DIMENSIONS x = 6.00 inches y = 6.00 inches SLAB THICKNESS = 5.5 . inches Fc = 2500 psi SOIL BEG = 2000 psf Fy = 36 ksi SLAB ANALYSIS Ft = 3.5*SQRT(Fc) 175.00 psi S= 60.50 in Ma = 882.29 #' SOIL 13RO = 2666.67 psf M = 1 /2(SOIL)L^2 Lmax = 9.76 inches SOIL Areq'd — 3.22 feet^2 X slab = 25.52 inches Y slab = 25.52 inches SOIL A prov = 4.52 feet^2 SLAB OK BASEPLATE ANALYSIS TRY pL IN/ t= S= Fb = MpL = MpL = 1 /2 +fp•I^2 ApL =x +y le niax a prov. b prov. = a ell:= bctE= I elf = ApL off. _ fp = P/A = MpL t req'd BASEPLA'TE OK 0.375 inches 0.023 in. ^3 36.0 ksi 0.844 kip" 3.400 inches 1,500 inches 1.500 inches 1.500 inches 1.500 inches 1.500 inches 36.000 inches ^2 0.238 ksi 0.268 kip" 0.211 Inches R0 bre niRV use PL CALCULATED BY A 41 "" • J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468-7626 FAX: (509) 468 -7534 JOB SHEET NO 1 OF DATE 1.19/99 CHECKED BY DATE SCALE INPUT DATA • RACK TYPE PALLET "B" DEPTH OF RACK = # OF SHELF LEVELS LEVEL # 1 2 3 WEIGHT, Wi 3.45 kips 3.45 kips 3.45 kips CASE I - ALL LEVELS LOADED 3.67 FEET 3.0 HEIGHT, Hi 15.00 feet 10.00 feet 5.00 feet # Wi Hi W x H Pi M (kips) (feet) ( kip-ft) (kips) (kip-ft) 1 3.45 15.00 51.75 0.756 11.34 2 3.45 10.00 34.50 0.504 5.04 3 3.45 5.00 17.25 0.252 1.26 10.35 103.50 1.51 17.64 Mot = 1.15 *SUM (M) = 20.29 kip -ft Mres. = SUM(W) *D /2 18.98 kip -ft DOWNLOAD = (Mot + Mres.)/D = 10.71 kip UPLIFT = (Mot- Mres.) /D 0.36 kip J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509)468 -7626 FAX: (509) 468-7534 JOB 1 I ZI U SHEET NO 1 CALCULATED BY OF DATE 77/q/ CHECKED BY DATE SCALE CASE II - ALL LEVELS LOADED EXCEPT BOTTOM Mot Mres. = Wi Hi . W x H Pi (kips) (feet) (kip -ft) (kips) 3.45 15.00 ; 51.75 0.605 3.45 10.00 34.50 0.403 5.00 1:15 *SUM (M) SUM(W) *D /2 86.25 15.07 kip -ft 12.65 kip -ft DOWNLOAD = (Mot + Mres.)/D = 7.56 kip UPLIFT = (Mot - Mres.)/D 0.66 kip CASE III - ALL LEVELS LOADED EXCEPT BOTTOM (2) # Wi Hi WxH Pi M (kips) (feet) (kip (kips) (kip-ft) 1 3.45 15.00 51.75 0.504 7.56 2 10.00 3 5.00 3.45 51.75 7.56 Mot = 1.15 *SUM (M) = 8.70 kip -ft Mres. = SUM(W) *D /2 6.33 kip -ft DOWNLOAD = (Mot +Mres.)/D = 4.10 kip UPLIFT = (Mot- Mres.)/D 0.65 kip IA& . . . . . . . . . J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468-7626 FAX: (509) 468-7534 JOB SHEET NO 01911 1 ( OF CALCULATED BY CHECKED BY DATE DATE SCALE BASEPLATE CASE IV RACK TYPE: MAX DOWNLOAD = MAX UPLIFT = COLUMN DIMENSIONS x= Y= PLATE DIMENSIONS x = y .• SLAB THICKNESS = Fc. = SOIL BRG = Fy = SLAB ANALYSIS Ft = 3.5*SQRT(Fc) s= Ma = SOIL BRG = M= Lmax = SOIL Areq'd = X slab = Y slab = SOIL A prov = SLAB OK BASEPLATE ANALYSIS TRY pL w/ t S Fb = MpL = MpL = 1/2"fp.1^2 ApL=xsy lc max = a prov. = b prov. = a off. b eff: 1 eff ApL eff. fp P/A MpL t req'd BASEPLATE OK PALLET "B" 10.71 kips 0.66 kips 3.00 inches 3.00 inches 8.00 inches 5.00 inches 175.00 psi 60.50 in ^3 882.29 #' 2666.67 psf 1/2(SOIL)L"2 9.76 inches 4.02 feet 27.52 inches 24.52 inches 4.69 feetA2 0.375 inches 0.023 in.^3 36.0 ksi 0.844 kip" 3.578 inches 2.500 inches 1.000 inches 2.500 inches 1.000 inches 2.500 inches 40.000 inches^2 0.268 ksi 0.837 kip" 0.373 Inches J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468-7534 JOB 91 1 12, 2 SHEET NO. I CALCULATED BY OF DATE L /59 CHECKED BY DATE SCALE BASEPLATE CASE IV RACK TYPE: PALLET "B" ALTERNAT MAX DOWNLOAD = 10.71 kips MAX UPLIFT = 0.66 kips COLUMN DIMENSIONS X = 3.00 inches Y = 3.00 inches PLATE DIMENSIONS x= y= SLAB ANALYSIS BASEPLATE ANALYSIS 6.00 inches 6.00 inches SLAB THICKNESS = 5.5 inches F'c = 2500 psi SOIL BRO = 2000 psf Fy = 36 ksi Ft = 3.5'SQRT(F'c) 175.00 psi S = 60.50 in ^3 Ma = 882.29 Ii' SOIL BRO = 2666.67 psf M = 1 /2(SOIL)L ^2 Lmax = 9.76 inches SOIL Areq'd = 4.02 feet^2 X slab = 25.52 inches Y slab = 25.52 inches SOIL A prov = 4.52 fect^2 SLAB OK TRY pL w/ t = 0.375 inches S = 0.023 in. ^3 Fb = 36.0 ksi MpL = 0.844 kip" MpL =1 /2'fp'I^2 ApL =x'y le max = 2.877 inches a prov. = 1.500 inches b prov. = 1.500 inches a a0: = 1.500 inches b cif. = 1.500 inches I cif= 1.500 inches ApL c0: = 36.000 inches"2 fp = P/A = 0.297 ksi MpL = 0.335 kip" t req'd - 0.236 Inches IIASEPLATE OK :., t - "TZ -R-N ►9i vvoi tAS C (t- / •. • • • • ,. • • , , :• 19 itti70 J.R. BONNETT ENGINEERING JOB 12) SHEET NO OF 9306 North Newport Highway SPOKANE, WA 99218 CALCULATED BY /ni DATE 2 / / TEL: (509) 468-7626 CHECKED BY DATE FAX: (509) 468-7534 SCALE INPUT DATA RACK TYPE PALLET "C" DEPTH OF RACK = # OF SHELF LEVELS LEVEL # 1 2 Mot = 1,15*SUM (M) = Mres. = SUM(W)*D/2 DOWNLOAD = (Mot + Mres.)/D = UPLIFT = (Mot-Mres,)/D WEIGHT, Wi 3.45 kips 3.45 kips 3.45 kips CASE I - ALL LEVELS LOADED 3.67 FEET 3.0 # Wi Hi W x H Pi M (kips) (feet) (kip-ft) (kips) (kip 1 3.45 15.00 51.75 0.835 12.52 2 3.45 7.50 25,88 0.417 3.13 3 3.45 4.67 16.10 0.260 1.21 10.35 93.73 1.51 16,87 19.40 kip-ft 18.98 kip-ft 10.47 kip 0.12 kip HEIGHT, Hi 15.00 feet 7.50 feet 4.67 feet 1 J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468-7626 FAX: (509) 468-7534 . , . . JOB 110 SHEET NO Li 1114- OF CALCULATED BY CHECKED BY DATE SCALE DATE CASE II - ALL LEVELS LOADED EXCEPT BOTTOM Mot = Mres. = 2 Mot= Mres.= DOWNLOAD = (Mot + Mres.)/D = UPLIFT =(Mot-Mres.)/D CASE III - ALL LEVELS LOADED EXCEPT BOTTOM (2) 2 3 Wi Hi (kips) (feet) 145 15.00 3.45. 7.50 4.67 6.90 1.15*SUM (M) = SUM(W)*D/2 Wi (kips) 3.45 3.45 1.15*SUM (M) = SUM(W)*D/2 DOWNLOAD = (Mot +Mres.)/D = UPLIFT =(Mot-Mres.)/D Ni W x H (feet) (kip 15.00 51.75 7.50 4.67 W x H Pi (kip (kips) 51.75 0.672 25.88 0.336 77.63 51.75 14.49 kip-ft. 12.65 kip-ft 7.40 kip 0.50 kip Pi (kips) 0.504 8.70 kip-ft 6.33 4.10 kip 0.65 kip M (kip-ft) 7.56 7.56 • J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 JOB e 1 4 , ';/ SHEET NO CALCULATED BY ti✓L ::TE �` L// CHECKED BY DATE SCALE BASEPLATE CASE IV RACK TYPE: PALLET "C" MAX DOWNLOAD = MAX UPLIFT = COLUMN DIMENSIONS X Y= BASEPLATE ANALYSIS TRY pL w/ t = S= Fb= MpL = MpL = 1/2 *fp *1^2 ApL =x'y le max = a prov. = b prov. aef1:= belt: I ef= ApL eft = fp =P /A MpL t req'd BASEPLATE OK 10.47 kips 0.65 kips 3.00 inches 3.00 inches PLATE DIMENSIONS x = 8.00 inches Y = . . 5.00 inches SLAB THICKNESS = 5.5 inches Fc = . 2500 psi SOIL BRG = 2000 psf Fy = 36 ksi SLAB ANALYSIS Ft = 3.5'SQRT(Fc) 175.00 psi S = 60.50 in ^3 Ma = 882.29 #' SOIL BRO = 2666.67 psf M = 1/2(SOIL)L^2 Lmax = 9.76 inches SOIL Areq'd = 3.92 feet^2 X slab = 27.52 inches Y slab = 24.52 inches SOIL A prov = 4.69 fcet^2 SLAB OK 0.375 inches 0.023 in. ^3 36.0 ksi 0.844 kip" 3.642 inches 2.500 inches 1.000 inches 2.500 inches 1.000 inches 2.500 inches 40.000 inches^2 0.262 ksi 0.818 kip" 0.369 inches nr.of .� „_.,,._..,. ... ���....r� . ,,,..r • ,.........a.... M....,.__n,. >-.,�� a .,.....��W_. ..• mr....C..K._1.16.1n...,..,. • J.R. BONNETT ENGINEERING JOB 9 I. i 47,0 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 SHEET NO. CALCULATED BY L BASEPLATE CASE IV RACK TYPE: PALLET "C” ALT. MAX DOWNLOAD = MAX UPLIFT = COLUMN DIMENSIONS X= Y= BASEPLATE ANALYSIS TRY pLw /t S= Fb= MpL = MpL = 1/2 APL =x'y le max a prov. _ b prov. _ 10.47 kips 0.65 kips 3.00 inches 3.00 inches • PLATE DIMENSIONS x = 6.00 inches Y = 6.00 inches SLAB THICKNESS = 5.5 inches Pc = 2500 psi SOIL BRG = " . 2000 psf Fy = 36 ksi SLAB ANALYSIS Ft = 3.5•SQRT(Pc) 175.00 psi S = 60.50 in ^3 Ma = 882.29 4' SOIL BRG = 2666.67 psf M = 1 /2(SOIL)L^2 Lmax = 9.76 inches SOIL Areq'd = 3.92 feet^2 X slab = 25.52 inches Y slab = 25.52 inches SOIL A prov = 4.52 feet^2 SLAB OK 0375 inches 0.023 in. ^3 36.0 ksi 0.844 kip" 2.927 inches 1.500 inches 1.500 inches a elf .= 1.500 inches b eff. = 1.500 inches 1 e11'= 1.500 inches ApL eft = 36.000 inches^2 fp = P/A = 0.291 ksi Mpl. = 0.327 kip" t req'd - 0.233 Inches BASEPLATE OK J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 JOB SHEET NO OF DATE aq { `l CHECKED BY DATE SCALE \ \ \ TYP. � 3" • N 2" 1/8" STEEL POST BY OTHERS. PL 3/8" W/ (1) 1 /2 "rd RAWL STUD EXP. ANCH. W/ 3" EMBED. (SPECIAL INSP. NOT REQ'D.) BASEPLATE DETAIL (TYPE A) MIN. J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 JOB SHEET NO l ? CALCULATED BY ! ' �' )) v DATE � CHECKED BY DATE SCALE OF 0 \ NTS 2 1 /2" 1 " / TYP. 11 rr 2 1/2" r • 1 /8 " STEEL POST BY OTHERS. PL 3/8" W/ (1) 1/2' RAWL STUD EXP. ANCH. W/ 3" EMBED. (SPECIAL INSP. NOT REQ'D.) BASEPLATE DETAIL (TYPE B) • JOB J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 SHEET NO I CALCULATED BY ' N� OF DATE y7/[ CHECKED BY DATE SCALE \ \ O NTS 2 1 /2" 1" TYP. r 0 2 1/2" 1/8" STEEL POST BY OTHERS. PL 3/8" W/ (1) 1/2 RAWL STUD EXP. ANCH. W/ 3" EMBED. (SPECIAL INSP. NOT REQ'D.) BASEPLATE DETAIL (TYPE C) .MIN. J.R. BONNETT ENGINEERING 9306 North Newport Highway SPOKANE, WA 99218 TEL: (509) 468 -7626 FAX: (509) 468 -7534 I( Z/ 2v SHEET NO OF CALCULATED BY P DATE I a / ! 7 /+/� CHECKED BY DATE SCALE JOB NTS " IS 1 1/2 " r . • PL 3/8" W/ (1) 1 /2 "0 RAWL STUD EXP. ANCH. WI 3" EMBED. (SPECIAL INSP. NOT REQ'D.) BASEPLATE DETAIL ALTERNATE FOR TYPE A, B & C 1 /8" STEEL POST BY OTHERS. MIN. ANCHOR DIAMETER (Inches) EMBEDMENT OEPTH (Inches) INSTALLATION TORQUE (FL Lbs.) I'. ■ 20001» r s 4000 psi I', = 6000 put Tension s Inspections Tension 3 /a Tension 850 With Sp, Imp! Without Sp. Insp' Sheer With Sp. imp! Without Sp. Insp.' Sheet With Sp. kip! Without Sp. Imp,' Shur 1 /4 2 I /a 8 420 210 565 570 285 520 570 285 520 1 /4 3480 1 • • 8 530 265 415 645 • 325 520 640 320 520 1 /4 2 8 680 340 480 720 360 520 765 380 520 3 /s 1 /a 28 890 • 445 960 1030 515 1295 ' 1040 520 1450 3 /a 2 28 975 , 490 1065 1075 540 1355 1100 530 1480 3 /a 3 • 28 1200 . 600 1350 1200 • 600 1510. . 1335 665 1560 1 /2 2 60 1630 • 815 1600 1655 830 1735 1655 830 1745 1 /2 3 60 1785 90 1655 2015 1005 1800 2015 1 1005 1825 1 /2 ' 4 60 1985 • • 995 1725. 2485 • 1245 1885 • . 2485 1245. 1930 3 /s . 2 90 1910 955 2215 2090 1045 2215 2100 1050 2525 • 5 /s 4 90 2345 - 1170 2305 2535 1270 2420 2890 1445 2595 3 /a 5 90 2755 1375 2375 2890 1445 2585 3525 1765 2566 3 /4 Oa 175 2685 1345 3665 2685 1345 3665 3880 1940 3815 3 /4 5 175 3715 1855 3945 3925 . 1960 4280 4845 2425 4510 3 /4 6 •175 4345 2175 4115 4685 2345 4655 5400 2720 4940 T /s 33/4 250 3085 1540 — 3955 1980 — 4820 2410 7 / s 4 250 3575 1790 — 4405 2205 — . • 5250 2625 — 3/4 5 250 4560 2280 — 5305 i 2655 — 6110 3055 — I 4 300 3470 1735 — 5000 2500 — 6845 3420 -- 1 5 300 4565 2285 — 5680 2840 — 7475 3755 — • I 6 300 5845 2920 — 6365 3180 — 1800 3900 — 1 5 /5 450 5060 2530 — 6830 3415 — 8750 4375 — • 1 7 450 5060 2530 — •7000 3500 — 9050 4525 — DIAMETER (inches) ���I DEPTH (inches) G. psi Tension Show Spada' i epecuon' s Inspections 1 /4 3 /a 1 850 425 455 3/4 i /2 1 1600 800 1055 1/2 54 2 2250 1125 1660 3/4 5 4 3 2615 1310 3100 3 /4 I _ 3 3480 1740 4400 •T Page 4 of 10 9 z,•zo (+Ix- 2 q /gg 5!{-r ZI TABLE NO. II— RAWL -STUD ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Pounds) tThe tabulated shear and tensile values are for anchors installed in stone - aggregate concrete having See designated ultimate compressive strength at the time of installation. 2 T1se tabulated values are for anchors installed a minimum of 12 diameters on center and a minimum edge distance of six diameters for 100 percent anchor efficiency. Spacing and edge distance may be reduced to six -diameter spacing and three-diameter edge distance, provided the values are reduced 50 percent. Linear interpolation may be used for intermediate spacings and edge margins. /These tension values are applicable only when the anchors are installed without special inspection as set forth in Section 306 of the code. *These tension values are applicable when the anchors are installed with special inspection as set forth in Section 306 of the code. sTe allowable loads may not be increased for duration of loading such as for wind or seismic loads. TABLE NO. III —RAWL STEEL DROP4N ALLOWABLE SHEAR AND TENSION VALUES (Pounds)' The tabulated shear and tensile values are for anchors installed in stone•aggregate concrete having the designated ultimate compressive strength at the time of installation. 2 The tabulated values are for anchors installed a minimum of 12 diameters on center and a minimum edge distance of six diameters for 100 percent anchor efficiency. Spacing and edge distance may be reduced to six- diameter spacing and duce -diameteredge distance. provided the values are seduced 50 percent. Linear interpolation may be used for interme- diate spacings and edge margins. 3 These tension values are applicable only when the anchors are installed without special in- spection as set forth in Section 306 of the code. 4 Thcse tension values are applicabk when the anchors are installed with special inspection as set forth in Section 306 of the code. 5 The allowable loads may not be increased for duration of loading such as for wind or seis- mic toads. 'The Drop -In anchor must be completely embedded within the concrete. I CHAR 16, DN. IV 1630.1.2 1630.3.2 and strength of elements, which are significant to the distribution of forces, and shall represent the spatial distribution of the mass and stiffness of the structure. In addition, the model shall comply with the following: 1. Stiffness properties of reinforced concrete and masonry ele- ments shall consider the effects of cracked sections. 2. For steel moment frame systems, the contribution of panel zone deformations to overall story drift shall be included. 1630.13 PA effects. The resulting member forces and moments and the story drifts induced by PA effects shall be considered in the evaluation of overall structural frame stability and shall be evaluated using the forces producing the displacements of As. PA need not be considered when the ratio of secondary moment to pri- mary moment does not exceed 0.10; the ratio may be evaluated for any story as the product of the total dead, floor live and snow load, as required in Section 1612, above the story times the seismic drift in that story divided by the product of the seismic shear in that story times the height of that story. In Seismic Zones 3 and 4, PA need not be considered when the story drift ratio does not exceed 0.02/R. 1630.2 Static Force Procedure. 1630.2.1 Design base shear. The total design base shear in a given direction shall be determined from the following formula: C,I = V W R T (30-4) The total design base shear need not exceed the following: V _ 2.5 C, J w (30-5) , J The total design base shear shall not be less than the following: V = 0.11 C. I W (30-6) In addition, for Seismic Zone 4, the total base shear shall also not be less than the following: (30-7) O.8 ZN,I V _ W R 1630.2.2 Structure period. The value of T shall be determined from one of the following methods: 1. Method A: For all buildings, the value T may be approxi- mated from the following formula: T = C (h „) ( 30-8 ) WHERE: C = 0.035 (0.0853) for steel moment - resisting frames. C = 0.030 (0.0731) for reinforced concrete moment- resist- ing frames and eccentrically braced frames. C = 0.020 (0.0488) for all other buildings. Alternatively, the value of C, for structures with concrete or ma- sonry shear walls may be taken as 0.1/ A: (For SI: 0.0743/ 1 for A in m The value of /l shall be determined from the following for- mula: A, = EA [0.2 + (D, / /r 0 (30 -9) The value of D /h„ used in Formula (30 -9) shall not exceed 0.9. 2 - 14 2. Method B: The fundamental period T may be calculated us- ing the structural properties and deformational characteristics of the resisting elements in a properly substantiated analysis. The analysis shall be in accordance with the requirements of Section 1630.1.2. The value of T from Method 13 shall not exceed a value 30 percent greater than the value of T obtained from Method A in Seismic Zone 4, and 40 percent in Seismic Zones 1, 2 and 3. The fundamental period T may be computed by using the fol- lowing formula: id1 The values of represent any lateral force distributed approxi- mately in accordance with the principles of Formulas (30 -13), (30 -14) and (30 -15) or any other rational distribution. The elastic deflections, Si, shall be calculated using the applied lateral forces, fj. 1630.23 Simplified design base shear. 1630.23.1 General. Structures conforming to the requirements of Section 1629.8.2 may be designed using this procedure. 1630.2.3.2 Base shear. The total design base shear in a given direction shall be determined from the following formula: V — 3. C. W (30 -11) where the value of C shall be based on Table 16 -0 for the soil pro- • file type. When the soil properties are not known in sufficient detail to determine the soil profile type, Type SD shall be used in Seismic Zones 3 and 4, and Type SE shall be used in Seismic Zones 1, 2A and 2B. In Seismic Zone 4, the Near -Source Factor, N need not be greater than 1.3 if none of the following structural irregular- ities are present: Type 1, 4 or 5 of Table 16 -L, or Type 1 or 4 of Table 16 -M. 1630.233 Vertical distribution. The forces at each level shall be calculated using the following formula: T =21r 1997 UNIFORM BUILDING CODE w b _ (g f, S (30 -10) JJ t -1 fff F� = 3.0 C. w R 1 (30 -12) where the value of C shall be determined in Section 1630.2.3.2. 1630.2.3.4 Applicability. Sections 1630.1.2, 1630.1.3, 1630.2.1, 1630.2.2, 1630.5, 1630.9, 1630.10 and 1631 shall not apply when using the simplified procedure. EXCEPTION; For buildings with relatively flexible structural systems, the building official may require consideration of PA effects and drift in accordance with Sections 1630.1.3, 1630.9 and 1630.10. A, shall be prepared using design seismic forces from Section 1630.2.3.2. Where used, AM shall be taken equal to 0.01 times the story height of all stories. In Section 1633.2.9, Formula (33 -1) shall read F — 3.0 Ca w and need not exceed 1.0 C w but shall not be less than 0.5 C w R and S? shall be taken from Table 16 -N. 1630.3 Determination of Seismic Factors. 1630.3.1 Determination of Q,,. For specific elements of the structure, as specifically identified in this code, the minimum design strength shall be the product of the seismic force over - strength factor Po and the design seismic forces set forth in Sec- tion 1630. For both Allowable Stress Design and Strength Design, the Seismic Force Overstrength Factor, S? shall be taken from Table 16 -N. 1630.3.2 Determination of R. The notation R shall be taken from Table 16 -N. SA SD SE 1997 UNIFORM BUILDING CODE SECTION 1636 — SITE CATEGORIZATION PROCEDURE 1636.1 Scope. This division describes the procedure for deter- mining Soil Profile Types SA through SF in accordance with Table 16 -J. 1636.2 Definitions. Soil profile types are defined as follows: Hard rock with measured shear wave velocity, V,> 5,000 ft. /sec. (1500 m/s). SB Rock with 2,500 ft. /sec. < V, 5 5,000 ft. /sec. (760 m/s < V, 5 1500 m/s). Sc Very dense soil and soft rock with 1,200 ft. /sec. < V, 5 2,500 ft. /sec. (360 m/s V, 5 760 m/s) or with either N > 50 or s z 2,000 psf (100 kPa). Stiff soil with 600 ft. /sec. 5 V, 5 1,200 ft. /sec. (180 m/s 5 V, 5 360 m/s) or with 15 5 N 5 50 or 1,000 psf 5 3 5 2,000 psf (50 kPa 5 s 5 100 kPa). A soil profile with V, < 600 ft. /sec. (180 m/s) or any pro- file with more than 10 ft. (3048 mm) of soft clay defined as soil with PI > 20, wine z 40 percent and s < 500 psf (25 kPa). SF Soils requiring site - specific evaluation: 1. Soils vulnerable to potential failure or collapse under seis- mic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays [H> 10 ft. (3048 mm) of peat and/or highly organic clay where H = thickness of soil]. 3. Very high plasticity clays [H > 25 ft. (7620 mm) with PI > 75]. 4. Very thick soft/medium stiff clays [H > 120 ft. (36 580 )]• EXCEPTION: When the soil properties are not known in sufficient detail to determine the soil profile type, Type Sn shall be used. Soil Pro- 'file Type SE need not be assumed unless the building official deter- mines that Soil Profile Type SE may be present at the site or in the event that Type SE is established by geotechnical data. The cri eria set fo in e ' efnition or i Profile Type SF requiring site - specific evaluation shall be considered. If the site corresponds to this criteria, the site shall be classified as Soil Pro- file Type SF and a site - specific evaluation shall be conducted. 1636.2.1 V„ Average shear wave velocity. V, shall be deter- mined in accordance with the following formula: n WHERE: di = thickness of Layer i in feet (m). vat = shear wave velocity in Layer i in ft. /sec. (m/sec). 1636.2.2 N, average field standard penetration resistance and Nc,1, avera&e standard penetration resistance for cohesionless soil layers. N and NCH shall be determined in accordance with the following formula: Division V—SOIL PROFILE TYPES and N — E d i •i e 1=1 Ni d, _d N � i -i CHAP. 18, DIV. V 1636 1638.2.8 (36 -2) (36 -3) WHERE: 4 = thickness of Layer i in feet (mm). 4 = the total thickness of cohesionless soil layers in the top 100 feet (30 480 mm). Ni = the standard penetration resistance of soil layer in accordance with approved nationally recognized stand- ards. 1636.23 N Average undrained shear strength. 7,, shall be determined in accordance with the following formula: d (36-4) �Y A d L s,, WHERE: d = the total thickness (100 - d,) of cohesive soil layers in the top 100 feet (30 480 mm). S„i = the undrained shear strength in accordance with approved nationally recognized standards, not to exceed 5,000 psf (250 kPa). 1636.2.4. Soft clay profile, SE. The existence of a total thickness of soft t;lay greater than 10 feet (3048 mm) shall be investigated where a soft clay layer is defined by s, < 500 psf (24 kPa), w ine 40 percent and PI > 20. If these criteria are met, the site shall be classified as Soil Profile Type SE. 1636.2.5 Soil profiles Sc, SD and SE. Sites with Soil Profile Types Sc, SD and SE shall be classified by using one of the follow- ing three methods with V, N and 7,, computed in all cases as speci- fied in Section 1636.2. 1. V, for the top 100 feet (30 480 mm) (V, method). 2. N for the top 100 feet (30 480 mm) (N method). 3. NCH for cohesionless soil layers (PI < 20) in the top 100 feet (30 480 mm) and average 3', for cohesive soil layers (P1 > 20) in the top 100 feet (30 480 mm) (3' method). 1636.2.6 Rock profiles, SA and SB. The shear wave velocity for rock, Soil Profile Type SB, shall be either measured on site or esti- (36-1) mated by a geotechnical engineer, engineering geologist or seismologist for competent rock with moderate fracturing and weathering. Softer and more highly fractured and weathered rock shall either be measured on site for shear wave velocity or classi- fied as Soil Profile Type Sc. The hard rock, Soil Profile Type SA, category shall be supported by shear wave velocity measurement either on site or on profiles of the same rock type in the same formation with an equal or greater degree of weathering and fracturing. Where hard rock con- ditions are known to be continuous to a depth of 100 feet (30 480 mm), surficial shear wave velocity measurements may be extrap- olated to assess 1 The rock categories, Soil Profile Types SA and 2 -23 TABLE 16- 0- SEISMIC COEFFICIENT C, 1997 UNIFORM BUILDING COD Devices acting as bumpers to stop moving equipment shall be considered in the design. Forces described in this section need not act concurrently with those described in Sections 2228.3.2 and 2228.5.1. 2228.4 Wind Loads. Outdoor racks exposed to wind shall be de- signed for the wind loads prescribed by Chapter 16 acting on the horizontal projection of rack plus contents. For stability, consider- ation shall be given to loading conditions that produce large wind forces combined with small stabilizing gravity forces, such as racks fully loaded, but with unit loads of much smaller weight than the maximum posted unit load. Forces described in Sections 2228.3.2 and 2228.5.1 need not act concurrently with wind loads. Forces described in Section 2228.3.3 shall act concurrently with wind forces for design pur- poses. 2228.5 Earthquake Loads. 2228.5.1 General. Steel storage racks which are not connected to buildings or other structures shall be designed to resist seismic forces in conformance with this standard. 2228.5.2 Minimum earthquake forces. The total minimum lateral force at strength design levels shall be determined in ac- cordance with Section 1630.2.1: WH r racks or portions thereof where lateral stability is ependent on diagonal or x- bracing. Connections for bracing members shall be capable of developing the re- quired strength of the members. R = 5.6 for racks where the lateral stability is wholly depen- dent on moment - resisting frame action. W = weight of rack structure plus contents. Where a number of storage rack units are interconnected so there are a minimum of four columns in any direction on each col- umn line designed to resist horizontal forces, W may be equal to the total dead load plus 50 percent of the rack - rated capacity. In Seismic Zones 3 and 4, wholesale and retail areas, the 50 percent may only be used when com- bined with CAT taken equal to 0.70C in Formula (30-4) and with 2.5/R taken equal to 0.70 in Formula (30 -5). Total seismic force shall be assumed to act nonconcurrently in the direction of each of the main axes of the rack. For racks having more than two storage levels, the total lateral force, % shall be dis- tributed over the height of the rack in accordance with VIVA Fr — „ E war, r - 1 in which F; is the lateral force applied at Level i; W is the portion of the total weight; W, which is assigned to Level i; /N is the height CHAR 22, DIV. X 2228.3.3 2229.3 of Level i above the base of the rack; and n is the total number of storage levels. The lateral force, V, shall be distributed in propor- tion to the total weight, W. Other R values may be considered based on submission of substantiating data. 2228.6 Storage Racks in Buildings. Storage racks located in buildings at levels above the ground level, rack buildings or racks that depend on attachments to buildings or other structures at other than the floor level for their lateral stability, shall be designed to resist earthquake forces that consider the responses of the building and storage rack to earthquake ground motions as specified in Chapter 16, Division III. 2228.7 Other Considerations. 2228.7.1 Overturning. In determining overturning moments, the total weight shall be assumed to act at a height equal to 1.15 times the distance from the floor to the actual center of gravity of all the horizontal forces. Equal safety against an overturning moment shall be provided when only the top level of the rack is loaded, in which case it is to be assumed that the force acts through the center of gravity of the top load. 2228.7.2 Torsional forces. Torsional forces shall be considered based on the critical combination of loaded and unloaded storage spaces. 2228.7.3 Concurrent forces. Forces described in Sections 2228.3.2, 2228.3.3 and 2228.4 need not be assumed to act concur- rently with earthquake loads. SECTION 2229 — SPECIAL RACK DESIGN PROVISIONS 2229.1 Stability of Truss- braced Upright Frames. The maxi- mum allowable compression stress in the posts of truss- braced up- right frames shall be determined from Divisions I and IV. 2229.2 Overturning and Height -to -depth Ratio. Overturning shall be based on the critical combination of vertical and horizon- tal loads. Stabilizing forces provided by anchor bolts to the floor shall not be considered to resist overturning unless the anchors are specifically designed and installed to resist the uplift forces. Un- less all columns are so anchored, the minimum ratio between righting moment and overturning moment shall be 1.5. Sections 2228.4 and 2228.7 shall be considered in the design. The height -to -depth ratio of a storage rack shall not exceed 6 to 1 measuring to the top of the topmost load unless the rack is an- chored or braced externally. 2229.3 Connections to Buildings. Connections of racks to buildings, if any, shall be designed and installed to prevent reac- tions or displacements of the buildings or racks from damaging one another. Section 2228.5 shall be considered. •.. - . - -. • * .. • . • . - j t ---, ----A ----it • • - -• • ' • . • . . . . • • • -• ' • 13p _ RUN g 16, 44£F40 400 t-77-1 C a 0 0 \ .- • • ... • --': • i 1 1 . , , .., --Ty i • .".:- 2 : . - .:....':.:• - - - --:.•••-:;-.:: : ::,- - ..-%:: , _.;, , ..••,-:. : e.. :: :.-. -..::.:-.---::-.--::::.,-.-:,"-.---: '-- ." -•-::•-•:-.'''-..-. O -irter ur sr re= i • eisai-a" II i - p 0 O 0- a a odkriin:ce 41,754 cdr CE C o •4<0 O 0 a O OVVKNO 0\10 1 ‘— 'understand that Ifie-Praqtt-te.0 sub ect planS does not authorize t e adopted code or ordinance. 13 ceipt of con- t r actor's copy of approved plans °Wedged. ] -.. .....■ am --..- - • • . . • ^ • , iv - r:i tiii 1 1 I 1-i , II. . .11 .. uotuaxitim.c wrifrp.z 4t +4fAir —711,1 permit No- 7 tua-two-iti frz.r..5-9•10 r ......... .. 4.. - i■ i 11 / ...i r IIII111111111111111111H1111111! W W11 I 0 a .11 orl-. 7/ • -.:---.-51-,5•1:-.....,:-.-_-%:-.:-:::-.-4-.--::---- - ." -1�. ��:•rir �.4 -,.. j�� .� A :I� :y t }P's • ,i•y .��i;��' ••.;-.c-. ••i:I . :4•: .,- : - .14 ..3.:: • . • ;^ ?_ 0 - �'ftN Gv. / (,L; v err 14 x 1-77-1 D RECENED CRY OF TUKWILA FEB 1 2 199 � PERMIT CENTER :1 • (7.t a � m rn g A 1 it gg •.• '..•..1A• 1• •• • M. • • •w • • i i c! > bAYS ul t :N r: •r UJfJ LS .1T? el, Wu11..1Vr�r�Gh . .,• • • • • wee wwl• ••• ACTIVITY'N D99 -0051 PROJECT NAME: EVERGREEN PET SUPPLY Original Plan Submittal Response to Correction Letter # DATE: 2 - 12 - 99 Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: 2 1 / vision Public Word \PR- ROUTE.DOC 6/98 REVIEWERS INITIALS. ari Cook. Co py y PLAN REVIEW/ROUTING SLIP TUES /THURS ROUTING: Please Route APPROVALS OR CORRECTIONS: (ten days) //o Fire Prevention AwG 2- Strukal Planning Division Permit Coordinator pi DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 2 - 99 Complete Incomplete ❑ Comments: Routed by Staff ❑ (if routed by staff, make copy to aster file and enter into Sierra) Not Applicable ❑ No further Review Required DATE: DUE DATE: 3 - 16 - 99 Approved ❑ Approved with Conditions l�U Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE. CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: Dear Sir: City of Tukwila Fire Department Fire Department Review Control #D99 -0051 (510) February 24, 1999 Re: Evergreen Pet Supply - 18200 Olympic Avenue South Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. To use any building or portion thereof exceeding 500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 8101) In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) 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) 2. 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 John W Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 57$4439 Page number 2 column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation 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 Risk Insurers, 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) 3. Smoke venting and curtain boards required by Table 81 - of the 1997 edition of the Uniform Fire Code, shall be provided and installed per section 8102.7 and Table 81 -B of the 1997 edition of the Uniform Fire Code. 4. A permit is required to use any building or portion thereof exceeding 500 square feet for high -piled combustible storage. (UFC 105.8 -h.3, article 81) A permit application is enclosed for your convenience. 5. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely John W. Rants, Mayor ' Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 375-4439 t,1 City of Tukwila Fire Department Page number John W. Rants, Mayor Thomas P. Keefe, Fire Chief installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57541404 • Fax (206) 5754439 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fast (206) 5754439 '