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HomeMy WebLinkAboutPermit B94-0370 - HOMELIFE FURNITURE STORE - STORAGE RACKSCity of 7tikwllik (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: Type: Category: Address: Location: Parcel #: 022320 -0010 Zoning: CM Contractor License No.: RETAICS061H7 B94 -0370 B -RACK 402 STRANDER BL Status: ISSUED Issued: 12/28/1994 Expires: 06/26/1995 Suite: TENANT HOMELIFE FURNITURE STORE 402 STRANDER BL, TUKWILA, WA 98188 OWNER FIDELITY ASSOCIATES 4211 HOLLY LANE, MERCER ISLAND 98040 CONTACT KATIE LOEFFLER Phone: 612 738 -7974 7582 CURRELL BOULEVARD #114, ST. PAUL, MN 55125 CONTRACTOR RETAIL CONSTRUCTION SERVICES INC Phone: 612 738 -7974 7582 CURRELL BOULEVARD #114, ST. PAUL, MN 55125 ******************************************,* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALLATION OF STORAGE RACKS. Rack Storage .Dimensions Linear Feet 104 64 UBC Edition: 1991 Valuation: 5,500.00 Height 10.0 10.0 . 0 .0 .0 . 0 Total •Permit Fee: Totals 1,040 640 1,680 138.15. * * * * ** ***************************'*********** * * * * * * * * * * * * * *. * * * * * * * * * * * * * * ** (Ds-9 id Permit Ce;nter,Authorized Signature Date` I hereby certify, that:I have read and examined this permit and know the same to betrue and correct. All provisions 'of law and ordinances governing this work will be complied with, ..whether'specified herein or not. The granting ofd this'•permit does not presume to'give authority to violate or cancel the'provisions of any other state or local laws regulating construction or the performance of work. I am authorized to' sign for and obtain this sing :,permt. This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF TUKWIL;A Department of Co. „nunity Development — Permit Center " 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER PROJECT NAME SITE ADDRESS INSTRUCTIONS TO STAFF Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. O Plan corrections shall be completed and approved prior to sending to the next department. O Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. ® Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. -\om ,e1 51—Of-Q SUITE NO. oQ DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. DEPARTME TE <i P.R. Ov:ED i UIREMEN' ? MEN` ABUILDING - nitial review (oat -qq IO(ZI(ct` OU ED Io /: / ')&J INIT: A4ti1 FIRE I0 4L1 It CONSULTANT: Date Sent - FIRE PROTECTION: Date Approved FIRE DEPT. LETTER DATED: /O /AY /e/ Detectors N/A INSPECTOR: ,s- /j O PLANNING ZONING: INIT: REFERENCE FILE NOS.: BAR/LAND USE CONDITIONS? L )Yes L�No MINIMUM SETBACKS: N- s- E- 'O PUBLIC WORKS UTILITY PERMITS REQUIRED? Yes No INIT: PUBLIC WORKS LETTER DATED: O OTHER BUILDING - final review ,BUILDING OFFICIAL I\ z14.-t INIT: , 1, 7Z (4' INIT: I/ TYPE OF CONSTRUCTION: INIT: CERT. OF OCCUPANCY? °Yes cg No UBC EDITION (year): REVIEW COMPLETED AMOUNT OWING: CONTACTED I ir'e ..asp.,..' 1 wp l _! BY: 0Q (init.) �a DATE NOTIFIED 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: — (init.) 01/08/33 1.11..1 ►Ji 1 l►_I: ,131 -11•I 1 t q•JdiLi -► LIL L'; 11.1 BU1LDINii PERMIT APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwfla WA 98188 (206) 431 -3670 • ! -a rl1.s�.� • S`0.; .P.oTI.b�J?'I'N,I ia^,;A r 4 �} r wad r 'i[ laU 1. ING, .. = MIT`:1=.d r: la. Y{s�i�E��a; J' •{ "'s ,r�: ►BSI ' Ih 1. Q. N7s =�� , � ~I�1 ':s;.� 0 ;� , M,' } i ;: ; ., 1 iiJi i' ii.: A• .li'�r N``•1'"'t�xtiY: ix•Wla .w. -1 . li7n•x..it>: isl•I.r},SI:I...hY'17'0F ':Rd.P °'i,v4DATtt=ttll i'n' 7 �,�'1 S} OVITi : ;; . ' g'w t�f IFi��: Hilt ..t-:;,..�.C:•.,, 4V40441-8,j: }e�AV 's.tvL i „w a,. ".. .'•1..h r4:4X11 4�t4 .r ut J.J F .,;, ..« i; t+ t ;i i!: ' (�j Q:S 1,-T f i E: +i4 BUILIN u ,ice/” ��Ir MJ��x�7� .N•J,fl•i)M'r'1t9� .'.,1.11 1" ��' Ur44 Ty y 'ffidi./4a �+i� :•�it;rlR il. T IJ •rAriliR H 1ifi,i}��'iita I;+a )i I�4J:Ltt .Jh. /'y, x.' , l k'1 1'•ii f,y:r ��ty'�� �d -0ilA Y.Ni.,:•+'.,�KM OT Efi ki,tl:}.r* t7R1 .,t.O.5`•. eqRr; .'! -i j. . ( 3f2a.:a.ak/hx t >z : it ,i ti • . - � , . E r uS . IY f ,•.,.a: i„ LU. : SITE ADDRESS SUITE # 402 Strander Boulevard VALUE OF CONSTRUCTION - $ $5,500.00 PROJECT NAMEITENANT . .. Sears - Homelife Furniture Store ASSESSOR ACCOUNT # Oao7Ja0 -OO 1( u - q0-c_ _Dip__ TYPE OF New Building Addition Tenant Improvement (commercial) U Demolition (building) WORK: Rack Storage Reroof Remodel (residential) 0 Other* ' DESCRIBE WORK TO BE DONE: Installation of storage racks. BUILDING USE (office, warehouse, etc.) Retail - Furniture Store NATURE OF BUSINESS: Furniture Sales 1 WILL THERE BE A CHANGE IN USE? (J No 0 Yes If Yes, new building requirements may need to be met. Please explain: ' SQUARE FOOTAGE • Building: 30,816 Tenant Spaoe: 1 . Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS N THE BUILDING? C J No 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: 41 S•rinklers • ® Automatic Fire Alarm S stem 7582 Currell Boulevard, #114 PROPERTY O NER Sears, Roebuck & Company PHONE (708) 286 -3635 ADDRESS 3333 Beverly Road / Chicago, IL • ZIP 60179 CONTRACTOR Retail Construction Services, Inc. PHONE (612) 738 -7974 ADDRESS / 7582 Currell Boulevard, #114 / St. Paul, MN ZIP 55125 WA. ST, CONTRACTOR'S LICENSE # RE'rAICS061M7 EXP, DATE 07/25/95 ARCHITECT ' Ker eth L. Butts p PHONE ( 818) 999 -4272 ADDRESS 124 Stagecoach Road / Bell Canyon, CA ZIP 91307 ";i.r:ii.;• �E q » *PA PP Fr 4 , 't. .. . . ,4,..;1:?, � rr.. ± 1 ;SIGNATURE :i ' b;, ' "s� IXA , � .4 9.4 11$SS: ' ;• l' i r�> Ib! • � � ��. ib �9 y ��.3.�f.t , r A� /' :% . � �W.i1` •91 04T p5 } CMigiliZ. ,'Y 'l' 1t � �';; " 4�:fA� BUILDING OWNER OR AUTHORIZED AGENT PRINT NAME DATE October 18, 1994 • Stephen M. Rachman - Owners Agent PHONE ( 612) 738 -7974 ADDRESS 7582 Currell Boulevard, #114 CITY/ZIP St. Paul, MN 55125 CONTACT PERSON Katie Loeffler PHONE (612) 738 -7974 APPLICATION SUBMITTAL In order to ensure that your application's accepted for plan review, please make sure l0 1111 out the application Completely and follow the plan submittal checklist on the reverse side of this form, Handouts are available at the Building counterwhirh.provide more detailed information on application and plan submittal requirements. A.,n1Innilnrs -, wl nl .sne• m„e.1 het nnrnnlnln In n.rin. 1m Inn nnnnnln.i list nlnn vnvin■r 1110 DUIIUIIIt UVUI ItCI W1111,141.JiUYIVC II IVItl l/atanoU IS IIVIIIIQtIV11 VI QhI /MatItI.II 1 1111V IJ,txl1 OUVil,lllut 1 VMV1, N11 W'•I' . Application and plans must be complete in order to be accepted for plan review, VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal, Contact the Perrnit Coordinat r at 431.3870 prior to submitting appllcatiorl, lit all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and ie subject to possible revision by the Building Division to comply with current tee schedules, BUILDING OWNER / AUTHORIZED AGENT II the applicant 1& othef than the owner, regIered arhitecVengineer, or oontractor licensed by the State of Washington, a riotarized letter from the property owner authdrizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit islissued within 180 days following the thte of application shall expire by limitations. The building official may extend tjie time for action by the applicant tor a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition), No applioatlonshall be extended more than once, If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED Ic5kL__ DATE APPLICATION EXPIRES cts wr c r *• k• 4• h******4**• k*1 *4 *4•fi**4•.44 * *•A*4*A'k4•,14 A4 #•kkk* *:4 ****h 4.4441*•44*A4 CITY OF TUKW]:LA, WA TRANSMIT 4444k44***A.*•A4. 4444.4A 14.4.444* 44.44.44.44•,14 ** *444 k4.4.4 ***4 * 4•k444* *4 *1 TRANSMIT •Number: 94001374 .Amount: 130.15 1.0/21/94 09:46 Permit No: 094..0870 Type: t3•-RACK RACK STORAGE PC',l M Parcel . NO: 022320-0010 022320-0010 107 1/1 3 ite Address: 402 STRA('tlER BL Payment; • Method: CHECK Notation: RE (A] :L CONS 1 RUCT ]:nit :; SLB 444•.44444.444.4 *44.44 *44.44 *4.444.444444.4444 44*44****44444.4* 4'.1444••4.4.44.4 Account Code 000/322.100 000/345.830 000/386.904 Description BUILDING - NONR1:5 PLAN CHECK - NONRE 3 STATE BUILDING SURCHARGE Total (This Payment): Total Fats: 1313.15 Total All Payments:• 138.15 Balance: .00 Paid (31,.00 52.t.5 4.50 1.30.15 GENERA 138.15 TOTAL 138.15 CHECK; ' 138.15 CHANCE 0.00: 6700A000 15.26 INSPECTION RECORD Retain a copy with permit 03'10 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 J2061431-3670 • ro ect: I i ype o nspect MI Addre : e . / bate Called: / (i Spate Instruct ons: P, All"t 61 r` 6) Date "anted: // / Requester: Phone No.: iettl—/15:=7-5-- pkApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: • Inspector: 2 o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • ece 1o.: aaageir.-12.4* �Y City of Tukwila Fire Department Project Name Address 7 John W. Rants, Mayor TUKWILA FIRS DEPARTMENT FINAL APPROVAL FORM Permit No. /e2/2 e- // /ca• ,c C./ re' A/ /fvr2a, 5. 71012 Thomas P. Keefe, Fire Chief ( 2 ; , 2- S 7 / / � f? // q ' Retain current inspection. schedule -� rI Needs shift inspection /9C Suite # Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: ' -y'G) 6/2-' Authorized Signature FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57$4439 CITY OF TUKWILA Address: 402 STRANGER BL Suite: Tenant: HOMELIFE FURNITURE STORE Type: B-RACt( Parcel #: 022320-0010 Permit No: B94-0370 Status: ISSUED Applied: 10/21/1994 Issued: 12/23/1994 *****************4*****4**i**********************************h*********A4** Permit Conditions: 1. No changes will be mada,:::top10,6nipas,.approved by the Architect or Engineer'oand'ehe ' Tukwila 'BtOad,fng:JOvision. 2. All permits, inspaCtinrecorids, and approve-d :OanS shall be available at the job te p'Vor to the startof'keiyon- struction. Thee dp0m60staa,,to`'64 maintained 6nCavai1- able until final 1ntpectfon approval is granted.... 3. All consqlydt'ion, to be done,'ArCdonfdrmance Withapproved\ plans and,:i4quirepOits of'the4iniform Buird4ng 00009W:.., Edition -'''",, -,. •1; 1 , , ", 4. Va1idiAX/of Permit. -r, The\i4suance o'f,:a permit dr, approval 'tif,„ planspe,6ificatpcins, 41Wo'o,mputW6ns shall not,be Odn- tl • i. struOjcodke a permit fdr, orap,a'pproval of anyVotatfon of aij#/oftli* prbvisioni of tfifr'building code or ofanY0-1 othef;,.lordini,hceof the—lurisOption. '", No permit pre4mAng t gi4Autti'ortity:to vidTate orl,C ncelt:,,th'eprovisions of this ,! , I- N ..4.2• i'l 1 V I ‘ WO i lit' 10 t, • cod,a•ishall be ival • 4' •%“;1! V , e ; • \!...K.iji • • 4i c..,,,,,e -1, 4', .,?•. •.. ----i /' / , ' i — `‘: '=., . ‘-‘ ,,,--., , ., 'Si . ) ,f' 4" i. ",.' -,,, ,„,„ 1 ,,r. ' „,:, /1\ ...1",,, ,/ 0 • ...... ..4 l',... • ‘,4., r.:: ..f. ,.I. 1 . /, 1 *It„,.,,, i ( 1 4) t J ,v 4. iH17:ii t •-p 45 u • CITY I ©F TUKVVILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL = L2u0 GRAND TOTAL = 1)LQ5>'0 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS DRIVE-N RACKS CANTLEVER RACKS MEZZANNES CONVEYORS CAROUSELS STEEL SHELVNG MOVABLE SHELVNG STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS CITY APPROVALS STATE APPROVALS PERMITTNG SERVICES PRODUCT TESTNG FELD NSPECTIDN SPECIAL FABRICATION ARIZONA NEW MEXICO CAL FOR NIA OREGON COLORADO PENNSYLVANIA DAHO UTAH MISSOURI WAS HNGTCN NEVADA SEI SMI C ANALYSI S OF STORAGE RACKS FOR SEARS TU�Kj WI LA, WA /. %l.': ,vv :.% %':':.' {: {: %.. %:. %.l,...•% ... %%: rV':.v ?,:.: riY' % ?^ %.v,}v:; ...,..� % , G / r../ / � 's „ /.,f/. , ,. ra ;, / //..! � { . .i,/ .l • .r,. . sjr . , ✓r,.... ,.y. r! ::rte x vim. �r.1,•. f �?,,a.., : - r ;�-.:sr l �! ! S :� :,„ ,� ! {!., /,,..,si,,., ss/,%/ , r 4` 1 y , /.. s ;/rii: %i /: i,,. s v,/% f {',F,.�..r,•./r i .v/.„ .,. i %: , r,r: % r. ,%,,!. . a;'.. .;/:: G' / ........,... ., !.- %c:f,,. %:. ".7...v �.. � Tom: � / ' , /�. 1 COPY dy�,r•n.�cMriM`7:rAn7t%T.. 6614-0310 APPROVED A c1OV 2 1994 t✓ I Int, OF TUKWILA RI HIDING DI1.IS SEP 1 9 1954 PERMIT CENTER 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 • TEL: (818)962 -1162 • FAX: (818)962 -1279 SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR I NTERLAKE (I L) SHEET NO. 2 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFI GURATI ONS 4 - 7 COMPONENTS & SPECS. 8- 15 LOADS AND DI STRI BUTI ON 16 LONGI TUDI NAL ANALYSI S 17 COLUMN 18 BEAM 19 BEAM TO COLUMN 20 BRACING 21 OVERTURNING 22 BASE PLATE 23 SLAB &SOIL 24 SCOPE: THI S ANALYSI S OF THE STORAGE SYSTEM I S TO DETERMI NE I TS COMPLI ANCE WITH THE APPROPRI ATE BUI LDI NG CODES WI TH RESPECT TO STATIC AND SEI SMI C FORCES. THE STORAGE RACKS ARE PREFABRI CATED AND ARE TO BE FI ELD ASSEMBLED ONLY, WI THOUT ANY FI ELD WELDI NG. RECEIVED CITY OF TUKWILA SEP 1 9 1994 PERMIT CENTER MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PARAMETERS: PROJECT SEARS INTERLAKE (IL) FOR SHEET NO. 3 OF 24 CALCULATED BY W.K.S. DATE 9" $" 1994 STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRIBUTARY AREA TRANSVERSE LONGITUDINAL TOP VIEW RECEIVED CITY OF TUKWILA S E P 1 9 1994 PERMIT CENTER MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FO R SHEET NO., CALCULATED BY SEARS INTERLAKE (I L) 4 OF 24 W.K.S. DATE 9- 8- 1994 1 CONFI GURATI ONS TYPE A 1,050 Ib. 120" II 1,050 lb. 1,050 Ib. 34" 96" 120" / 24" -71,-- T" 19" TYPE D 920 Ib. 4 920 Ib. 3 920 Ib. 2 920 Ib. 1 52" 5 5" I 96 "--71' - 48" - •f- 48"4 MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR SHEET NO. SEARS INTERLAKE (I L) 5 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 CONFI GURATI ONS 120" 14" 86" ,_ 34" -it-- 1" 1f" 14" 36" 120" TYPE E 890 Ib. 890 Ib. 890 Ib. fi— 96 "---7I' TYPE F 890 Ib. 5 890 Ib. 4 890 Ib. 3 890 Ib. 2 890 Ib. 1 / 1 – 1"---- 96" k- 48" 4' 52" X48 "4 MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR INTERLAKE (I L) SHEET NO. 6 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 CONFIGURATIONS 120" 24" 93" TYPE H 1,050 Ib. 82" 1,050 Ib. 52" A"— 96" --mot' fi 48" mot" TYPE 0 920 Ib. 920 lb. 920 Ib. 52" 52" 96" fi 30" MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FoR INTERLAKE (IL) SHEET NO 7 OF 24 CALCULATED BY W.K.S. DATE 9-8-1994 TYPE R CONFI GURATI ONS 120" 4" 20" 1,050 Ib. 1,050 Ib. 1,050 Ib. 1,050 Ib. 46" fi° 96" --7I' 120" 102" TYPE U 1,050 Ib. 1,050 Ib. 52" 52" 30 "-' 96" 1 30" 4 MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR SHEET NO CALCULATED BY SEARS INTERLAKE (I L) 8 OF 24 W.K.S. DATE 9- 8-1994 TYPE A 1,050 Ib. SPECI Fl CATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 MIN. EM s ED. - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE 36" 34" 3 1,050 Ib. 190# 2 1,050 Ib. 1 1 52" 111# 54# AO 52" 254# 148# 72# • I�— 96" Iu= 96" MOMENT BEAM MOMENT fi 48" 4 1 1,725 Ib. 5,692 in.lb. 5,254 in.Ib. <- std.conn. 2 1,1501b. 2,716 in.Ib. 3,599 in.Ib. <std.conn. 3 575 Ib. 2,382 in.lb. 2,241 in.Ib. <stdconn. TYPE A DESIGN LOAD = 1050# BASE PLATE COLUMN BEAM V 7.75 X 3.5 X .375 BASE PINNED J COLUMN 3X1- 5/8X13GA(LU25) STRESS =0.59 2- 5/16x2x14GA/411 B MAX LOAD /LEVEL = 2,007 Ib. BEAM IS O.K. OVERTURNI NG BRACING SLAB & SOI L V ANCHOR STRESS =0.13 # OF ANCHORS = 1 HORIZONTAL . / 1 1/2X1 -1/4X 14 GA STRESS = 0.10 DIAGONAL ..j 1 1/2X1 -1/4X 14 GA STRESS = 0.34 PUNCT. STRESS = 0.29 BENDING STRESS =0.17 MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR INTERLAKE (I L) SHEET NO. 9 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 TYPE D SPECI Fl CATI ON - MAIN STEEL - BASE PLATE STEEL 50000 PSI 36000 PSI 920 Ib. - ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 MIN. EM ED. - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE 24" 58" 920 Ib. 920 Ib. 920 Ib. 144# 115# 52" 91# 6699 # 52" 192# 153# 121# 92# �`— 96" I u = 96" MOMENT BEAM MOMENT fi 48" 4 1 2,040 lb. 11,781 i n.I b. 7,600 i n.I b. < stdconn. 2 1,5301b. 1,580 in.Ib. 2,359 in.Ib. <stdconn. 3 1,0201b. 1,298 in.Ib. 2,002 in.Ib. <stdconn. 4 510 lb. 866 i n.I b. 1,353 i n.i b. < stdconn. TYPE D DESIGN LOAD = 920# BASE PLATE COLUMN BEAM V 7.75 X 3.5 X .375 BASE PINNED J COLUMN 3X1 - 5/8X13GA(LU25) STRESS =1.16 2- 5/16x2x14GA/41 1 B MAX LOAD /LEVEL = 2,007 Ib. BEAM I S O.K. OVERTURN! NG BRACING SLAB & SOI L V ANCHOR STRESS =0.15 # OF ANCHORS = 1 HORIZONTAL .J 1 1/2X1 - 1/4X14 GA STRESS = 0.12 DIAGONAL .J 1 1/2X1 - 1/4X14 GA STRESS = 0.40 PUNCT.STRESS =0.34 BENDING STRESS =0.23 J SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR SHEET NO SEARS I NTERLAKE (I L) 10 OF 24 CALCULATED BY W.K.S. DATE 9- 8 -1994 TYPE E SPECI FI CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 MIN. EM ED. - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE / 14" 890 Ib. 3 2 1 890 Ib. 890 Ib. 86" 117# 8 52" 52" fi -96" Iu= 96" MOMENT BEAM MOMENT 157# 1 =8i fi 48" 4 112# 1 1,485 Ib. 12,864 in.lb. 7,877 inib. <stdconn. 2 990 lb. 1,109 in.lb. 1,651 in.Ib. <std.conn. 3 495 Ib. 412 in.ib. 1,096 in.Ib. <stdconn. TYPE E DESI GN LOAD = 890# BASE PLATE COLUMN BEAM V 7.75 X3.5 X.375 BASE PINNED V COLUMN 3X1 - 5/8X13GA(LU25) STRESS =1.31 2- 5/16x2x14GA/41 1 B MAX LQQD /LEVEL = 2,007 Ib. BEAM IS O.K. OVERTURN! NG BRACING 1 SLAB & SOI L PUNCT. STRESS = 0.26 BENDING STRESS =0.14 V ANCHOR STRESS = 0.11 # OF ANCHORS = 1 HORIZONTAL .J 1 1/2X1 -1/4X 14 GA STRESS = 0.09 DIAGONAL .J 1 1/2X1 -1/4X 14 GA STRESS = 0.29 MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR INTERLAKE (I L) SHEET NO CALCULATED BY SEARS 11 OF 24 W.K.S. DATE 9- 8 -1994 TYPE F SPECI Fl CATION 890 Ib. - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 MIN. EM : EG. - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE 34" 1s" 14" 36" 5 890 Ib. 4 890 Ib. 3 890 Ib. 2 890 Ib. 1 170# 12: 52,, 96# 0# 51# 52" I�- 96" lu= 96" MOMENT BEAM MOMENT 226# 128# 94# 48# fi 48" 1 2,475 Ib. 8,678 in.Ib. 6,033 in.Ib. <std.conn. 2 1,980 Ib. 1,608 in.Ib. 2,568 in.lb. <stdconn. 3 1,485 Ib. 1,748 in.Ib. 2,421 in.Ib. <stdconn. 4 9901b. 1,314 in.lb. 2,270 in.Ib. <stdconn. 5 495 Ib. 1,446 in.lb. 1,613 in.Ib. <std.conn. TYPE F DESIGN LOAD = 890# BASE PLATE COLUMN BEAM V 7.75 X 3.5 X .375 BASE PINNED V COLUMN 3X1- 5 /8X13GA(LU25) STRESS =0.90 2- 5/16x2x14GA/411 B MAX LOAD /LEVEL = 2,007 Ib. BEAM IS O.K. OVERTURNI NG BRACING SLAB & SOI L V ANCHCR STRESS = 0.19 # OF ANCHORS = 1 HORIZONTAL V 1 1/2X1 -1/4X 14 GA STRESS = 0.15 DIAGONAL .J 1 1/2X1 -1/4X 14 GA STRESS = 0.49 PUNCT. STRESS = 0.40 BENDING STRESS =0.30 V MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR SHEET NO SEARS I NTERLAKE (I L) 12 OF 24 CALCULATED BY W.K.S. DATE 9-8- 1994 TYPE H SPECI Fl CATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 MIN. EM : ED. - FLOOR SLAB 5" X 2000 PSI. REINFORCED - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE 120" / 24" 96" 2 1,050 lb. 131# 1,050 Ib. 1 105# 52" 52" '1' 96" Iu= 96" MOMENT BEAM MOMENT 14b fi 48" 140# 1 1,1501b. 11,148 in.Ib. 7,019 in.Ib. <stdconn. 2 575 Ib. 791 in.Ib. 1,445 in.Ib. <stdconn. TYPE H DESIGN LOAD = 1050# BASE PLATE COLUMN BEAM V 7.75 X 3.5 X .375 BASE PINNED J COLUMN 3X1- 5/8X13GA(LU25) STRESS =0.98 2- 5/16x2x14GA/411 B MAX LOAD /LEVEL = 2,007 I b. BEAM I S O.K. _ OVERTURN! NG BRACING SLAB & SOI L ANCHOR STRESS = 0.09 # OF ANCHORS = 1 HORIZONTAL . / 1 1/2 X 1- 1/4 X 1 4 GA STRESS = 0.07 DIAGONAL 1 1/2 X 1- 1/4 X 1 4 GA STRESS = 0.23 PUNCT. STRESS = 0.21 BENDING STRESS =0.08 J SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR I NTERLAKE (I L) SHEET NO. 13 OF 24 CALCULATED BY W.K.S. DATE 9- 8 -1994 TYPE Q SPEC! Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 MIN. EM : ED. - FLOOR SLAB 5" X 2000 PSI. REINFORCED - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE 120" 82" 3 2 1 920 Ib. 12? , 920 Ib. 104# if 85# 52" 920 Ib. 52" 1676, . 139. 96" -4' I u = 96" MOMENT BEAM MOMENT 30 "- 1 1,530 l b. 12,622 i n.l b. 7,748 in.Ib. < stdconn. 2 1,0201b. 1,034 in.Ib. 1,751 in.Ib. <stdconn. 3 510Ib. 627 in.Ib. 1,233 in.Ib. <stdconn. TYPE Q DESI GN LOAD = 920# BASE PLATE COLUMN BEAM V 7.75 X 3.5 X .375 BASE PINNED J COLUMN 3X1 - 5/8X13GA(LU25) STRESS =1.27 2- 5/1 6x2x14GA/41 1 B MAX LOAD /LEVEL = 2,007 I b. BEAM I S O.K. OVERTURNING BRACI NG SLAB & SOI L V ANCHOR STRESS =0.40 # OF ANCHORS = 1 HORIZONTAL .J 1 1/2X1 -1/4X 14 GA STRESS = 0.07 DIAGONAL V 1 1/2X1 -1/4X 14 GA STRESS = 0.28 PUNCT. STRESS = 0.34 BENDING STRESS =0.23 V MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR INTERLAKE (I L) 14 OF 24 CALCULATED BY, W.K.S. DATE 9- 8 -1994 SHEET NO 1 TYPE R 1,050 Ib. SPEC{ FI CATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 MIN. EM : EC' - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE 4" 22" 46" 1,050 Ib. 182# 1,050 Ib. 1,050 Ib. 121* 5 —0 100# --. 69# II 243# ---0 162# 93# ,IL 96" - ----4' Iu= 96" MOMENT BEAM MOMENT fi 30 "4 1 2,300 lb. 10,436 i n.l b. 7,279 i n.I b. <- stdconn. 2 1,7251b. 2,022 in.Ib. 2,593 in.lb. < stdconn. 3 1,150 lb. 1,064 i n.I b. 2,494 i n.I b. <- stdconn. 4 575 Ib. 1,825 in.lb. 1,962 in.Ib. <- stdconn. TYPE R DESIGN LOAD = 1050# BASE PLATE COLUMN BEAM 7.75 X 3.5 X .375 BASE PINNED COLUMN 3X1- 5/8X13GA(LU25) STRESS =1.04 V 2- 5/16x2x14GA/41 16 MAX LOAD /LEVEL= 2,007Ib. BEAM I S O.K. OVERTURN! NG BRACING SLAB & SOI L V ANCHOR STRESS =0.17 # OF ANCHORS= 1 HORIZONTAL . j 1 1/2X1 - 1/4X14 GA STRESS = 0.10 DIAGONAL .V 1 1/2X1 - 1/4X14 GA STRESS = 0.42 V PUNCT. STRESS = 0.47 BENDING STRESS =0.40 S EI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR INTERLAKE (I L) SHEET NO. 15 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 TYPE U SPECI Fl CATION - MAIN STEEL - BASE PLATE STEEL 50000 PSI 36000 PSI 1,050 Ib. - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 MIN. EM : ED. - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw SECTION AXIAL FORCE II 102" 1,050 Ib. 128# 108# 52" 52" 170# —b 145# - -, '1'— 96" ---I' Iu= 96" MOMENT BEAM MOMENT 'I` 30'4 - 1 1,150Ib. 11,8591n.ib. 7,268 in.lb. <stdconn. 2 575 Ib. 577 in.lb. 1,338 in.Ib. <stdconn. TYPE U DESIGN LOAD = 1050# BASE PLATE COLUMN BEAM V 7.75 X 3.5 X .375 BASE PINNED V COLUMN 3X1- 5/8X13GA(LU25) STRESS =1.24 2-5/1 6x2x14GA/41 1 B MAX LOAD /LEVEL = 2,007 I b. BEAM I S O.K. OVERTURNI NG BRACING SLAB & SOI L V ANCHOR STRESS =0.49 # OF ANCHORS = 1 HORIZONTAL . J 1 1/2X1 -1/4X 14 GA STRESS = 0.05 DIAGONAL V 1 1/2X1 -1/4X 14 GA STRESS = 0.21 PUNCT. STRESS = 0.27 BENDING STRESS =0.15 J SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR INTERLAKE (I L) SHEET NO 16 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 LOADS & DISTRIBUTION :TYPE U 8 LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL. DEAD LOAD PER SHELF = wDL. SEISMIC SHEAR BASED ON STD 27 -11 OF THE 1991 UBC = V. WHERE V= ZIC[wDL +wLL] /Rw SEISMIC ZONE = 3 Z =.3 I =1 C = 2.75 Rw ( LONGI TUDI NAL) = 8 Rw (TRANSVERSE) = 6 wDL = 100 I b. I NTERCONNECTED UNITS. LONGI TUDI NAL DI RECTI ON VI ong = .3 * 1 * 2.75 * ( 2100 + 200) / 8 VI ong = 237 I b. Fi = V Whi /EWh TRANSVERSE DIRECTION VI ong =.3* 1 * 2.75 * (2100 +200)/6 Vtrans = 316 I b. Fi = V Whi /EWh TOTAL FRAME LOAD = 2,300 I b. 120" MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR I NTERLAKE (I L) SHEET NO. 17 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 LONGITUDINAL ANALYSIS :TYPE U THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). VI ong = 2 * Vcol = Vcol = F1= 541b. F 2= 641b. 2371b. 1191b. BASE ASSUMED PI NNED. Mbase = O in.Ib. Mupper + MI ow er = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + MI ow er Mconn = [Mupper + MI ow er Y2 RESULTING FORCES ON COLUMN SECTI ON AXI AL LOAD MOMENT Mconn 1 1150 11859 7268 2 575 576 F1 18 in. �I 1 co 'a tM. 102 In. I= ,,— inn i., 1 Col. to stub. Mconn "L" GL- V.......... Mupper +a) JL M Tower ..,11,,,,..-1\t—' Mcotui 'R' ,l_, „ ,,„,, ## MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 14180•I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR SHEET NO. _ CALCULATED BY SEARS INTERLAKE(IL) 18 OF 24 W.K.S. _ DATE'- 8 -1994 COLUMN ANALYSIS: TYP U COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL. Pmax = 1,150 LB Mmax = 11,859 IN -LB (KUr)x = (1.2. 101 IN) /1.111 IN = 109.1 < - -__ GOVERNS (KUr)y = (0.8 ' 52 IN)/0.6185 IN = 67.3 Cc = (2rt^2E /Fy) ^0.5 = 107 SINCE Cc < KL/r, Fa = (121-02E) /[23(KUr) ^2] = 12,545.9 PSI fa/Fa = Pmax /(AREA' Fa) = 0.17 > 0.15 F'e = (12rt^2E) /[23(KxLx /rx) ^2) = 12,545.9 PSI Fb = 0.6Fy = 30,000 PSI Cm'fb/(Fb(1-fa/F'e)] = 1.07 COMBINED STRESS: fa/Fa + fb /Fb = 0.17 + 1.07 =1.24 < 1.33 O.K. • A SECTI ON PROPERTI ES A= 3" B = 1.625" C =.75" D =0" E =0" Wt. =0# t1 = .0897" t2 = 0" Area = .5376 ""2 Ix = .668 "M ly = .2056 "A4 Sx = .4455 "A3 Sy = .2377 "A3 rx= 1.111" ry= .6185" 18" 101" Front View $ide View 52" 52" SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR I NTERLAKE (IL) SHEET NO. 19 OF 24 CALCULATED BY W.K.S. DATE 9- 8-1994 BEAM ANALYSIS :TYPE U BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED. Iact = 96.0 in. I max = [1950 + 1200(M1 /M2)]b /Fy SINCE M1 /M2 = 1.0 I max = 3150* b /Fy = 126 i n. SI NCE I max > I act Fb = .60Fy = 30,000 psi . MAXI MUM STATIC LOAD PER LEVEL DEPENDS ON 2.9375' 1) BENDING CAPACI TY M = Sx* Fb = w /2/8 = 13548i n.I b. CAPACITY = 2(8* M/1) = 20071b. 2) MAXIMUM ALLOWABLE DEFLECTION (L/180). A = 5wI'4/384E1 CAPACITY = 2[(384EI )/(5* 180 *I i2)] = 20281b. MAXI MUM STATIC LOAD PER LEVEL 1 S 2,007 I b. ALLOWABLE AND ACTUAL BENDI NG MOMENT AT EACH LEVEL. M stati c = wl A2/8 = LI VE.LOAD* L/ ( 2* 8) Mali ow( stati c) = Sx * Fb Mimpact = 1.125 *M stati c Mallow(seismic) = 1.33 * Sx * Fb Msei smi c = Mconn (SEE LONG. ANALYSI S) LEVEL Mstatic Mimpact Mal I ow Msei smi c Mal I ow RESULT 1.125 Mstatic (stati c) (sei smi c) 1 6300 7087 12042 7268 18064 GOOD 2 6300 7087 12042 1338 18064 GOOD Sx = 0.452 i n.A3 lx = 0.742 i n.M4 SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR SHEET NO. CALCULATED BY SEARS INTERLAKE (1 L) 20 W.K.S. OF 24 DATE 9-8- 1994 BEAM TO COLUMN CONNECTION Mconn= ( Mlower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375 ^2rd4 = .150 " "2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN (PER UBC SEC. 27 -11 E3.3) Abrg. =t* D t= .0747 min. _ .5 * t Fu= 65,000 psi min. Pmax brg. = Area * Fbearing =.5t *2.22 *Fu = 5,389# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 " "3 Mcap = S * Fbending = .110* .66 *Fy C = Mcap/.75 = 1.11 P1 P1 = 1.20 Mcap = .0872 Fy = 4,360# > 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1 1 4.5 + P2 * .5 = 4.555 * 3,000# *1.33 • = 18,220 "# 3 "/ 1 "eff. BEAM TO C0J1UMN QONNECTION 1 5/8" =7 ga. Sbracket = .110 " ^3 C = P1 + P2 = P1 + (.5/4.5)P1 = 1.11 P1 MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR INTERLAKE (I L) SHEET NO 21 OF 24 CALCULATED BY W.K.S. DATE 9- 8 -1994 TRANSVERSE ANALYSIS :BRACING :TYPE U IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DI AGONAL BRACI NG : COMPRESSI ON MEMBER L di ag. = [(L- 6)/21 -(D- 2* Bcol )'2]'.5 = 51.8 Vdi ag = Vtrans * Ldi ag. / D = 546# kI /rmin = [ 1 * 51.8 ] / .404 = 128.4 Fa = [12Tr'2E]/[23(kI /r) /2] = 9053 psi . fa /Fa =Vdi ag /(Area* Fa) = 0.21 r;2�fs rli"f:.'"✓i�?rGi¢7�;i:G';3 :� �i'.':� D= 30" —4 DIAGONAL AND HORIZONTAL BRACING H 1 Area= .288 "A2 rmin= .404 " t= .0747 " W= 1.5 " H= 1.25 " MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -I LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT SEARS FOR INTERLAKE (I L) SHEET NO 22 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 OVERTURNING :TYPE U ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 27.1109(c) OF THE 1991 U.B.C. STANDARD 27 -11. FULLY LOADED TOTAL SHEAR = 316 I b. Mot = Vtrans * ht * 1.15 = 316 *111 *1.15 = 40634 i n.I b. Mst = E(Wp +.85wDL) * d/2 = ( 2100 +.85 * 200) * 30/2 = 34050 i n.I b. Pup) i ft = 1(Mot - Mst) /d = 219 I b. <- CRITI CAL TOP SHELF LOADED SHEAR = 158 I b. Mot = Vtop * h * 1.15 =158* 120* 1.15 = 21821 in.lb. Mst = (Wp+wDL) * d/2 = ( 1050 +.85 * 200) * 30/2 = 18300 i n.I b. Pupl i ft = 1(Mot - Mst) /d = 117 1b. 52° 170# 145# 'le- 30" mot' USE 1 ea. 1/2 x 2 -1 /4 MI N. EMBED. MI N. EMBED. ANCHOR. CAPACITY OF 1/2 x 2 -1 /4 MIN. EMBED. = 550 I b. PULLOUT & 1810 I b. SHEAR COMBINED STRESS1 = 219 / 550 + 158 / 1810 = 0.49 COMBINED STRESS2 = 117 / 550 + 79 / 1810 = 0.26 MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 BASE PLATE :TYPE U BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. PROJECT SEARS FOR INTERLAKE (I L) SHEET NO 23 OF 24 CALCULATED BY W.K.S. DATE 9- 8- 1994 Pcol = 2504 I b. B = 7.75 i n. D = 3.5 i n. b =3 in. t =.375 in. b1 = 2.375 i n. P/A = Pcol /(D *B) = 92.33 psi. Mbase = wI'2 /2 = I'2 /2(fa) Mbase = 260.4 i n.I b. Sbase = 1 *t12/6 = 0.023 i n.'3 Fbase = .75Fy * 1.33 = 36000 psi . fb /Fb = Mbase /(Sbase *Fbase) = 0.309 fa bl ,f' bl MATERIAL HANDLING ENGINEERING TEL: (818)962 -1161 • FAX: (818)962 -1279 14180-1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 PROJECT FOR SHEET NO. SEARS INTERLAKE (I L) 24 OF 24 CALCULATED BY W.K.S. DATE 9-8-1994 SLAB AND SOIL :TYPE U THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. (a) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 3,9131b. Fpunct = 2 *sgrt(f'c) = 89.4 psi. Apunct = [(w+t/2)+(d+t/2)]*2*t = 162.5 i n.'2 fv /Fv = Pmax /(Apunct *Fpunct) = 0.27 .(b) SLAB TENSI ON Asoi 1 = Pmax /(1.33 * fsoi 1) = 2.93 ft. /2 = 423 i n./2 L = sqrt(Asoi I) = 20.6 i n. 6 = sgrt(w *d) + t = 10.2 i n. b = (L- B)/2 = 5.2 i n. BASE PLATE Mconc = wb'2 /2 = (1.33 *fsoil *b /2)/(144 *2) w =7,75 in. = 123.9in.Ib. d = 3.5 i n. Sconc = 1 *t/2/6 = 4.17 i n.'3 . Fconc = 50 *sgrt(f'c) = 201.25 psi. CONCRETE fb /Fb = Mconc /(Sconc* Fconc) = 0.15 t = 5 i n. f'c = 2000 psi . B SOIL fs = 1000 psf. City t or Tukwila ARE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B94 -0370 (511) John W. Rants, Mayor October 31, 1994 Re: Homelite Furniture Store - 402 Strander Blvd. Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. 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) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 3314(b)) Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) City Tukwila os: FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 2 3. 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. 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) Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 11.404) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) 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. High -piled combustible storage is combustible materials in closely packed piles more than 15 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 9.110) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 John W. Rants, Mayor Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd Mra Retail C, era Construction lan =E =NUE Services, Inc. One Eastern Heights Plaza • 7582 Currell Boulevard, Suite 114 • St. Paul, MN 55125 • 612/738-7974 FAX 612/738-0698 October 19, 1994 Ms. Shellie Bates Permit Technician City Of Tukwila Building Department 6300 Southcenter Boulevard Tukwila, WA 98188 Re: Rack Storage Permit Homelife Furniture Store 402 Strander Boulevard Tukwila, WA 98108 Dear Ms. Bates, Enclosed for your use are two copies of architectural Sheet A -1.1, a completed building permit application, and the plan check fee in the amount of $138.15. Should you require additional information prior to processing this application, please do not hesitate in contacting me. 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Mak lAppR0 \I ED 1 WI • 0 ECT NORTH • Ion, 1 • aaA OCT 2 11994 Pawn 0/11101 Ott I 1 WM' Sao* Dra•n by we =P4 �• 17 JUNE 1991' .Rob No. 91016 A17161 Snag 2 or 12 VIEW A! TYPICALBRACINQTO.COLUMN CONNECTION 0 e # 1 5/8" TYPE 'A' BEAM WELD NOTE: ALL WELD=1/8" THK. 2 BEAM _& CONNECTOR GENERAL CONFIGURATION • • 7/16"0 STUD fivr VIE101_'S' TYPICAL_BEAM_TO_COLUMN_ CONNECTION TYPE A 9r- 98" 120" 50" 36" TYPE -D — 96" 120" • 24" 120" TYPE H �96" 24" 96" TYPE Q 96" 120" 20" 18" 82" IYPE_E 96" 120" TYPE R 96" 120" —'I.- 20" 86" 40" 20" 46" 120" TYE'E.E 96" 1 meal) I 96" 120" 344" 18" 18" 1f" 3G" 18" 102" 1 t30 "t 5? 12r 5r 8" Typical Side View STORAGE RACK ELEVATION COLUMN &BASE PLATE 01' 1011/4011\, A; to IVA 8U1L 1 /r v1S`oN 3 1/4" 2 1/4" MIN. EMBDMNT. 1 REQUIRED PER BASE PLATE ANCHOR &11-1-ssos-zo DIAGONAL & DIAGONAL.CE NO 1. STORAGE RACK DESIGNED PER SECTION 2711 OF THE 1991 UBC STD. 2. STORAGE CAPACITY: TYPE A =1,050# PER LEVEL TYPE D = 920# PER LEVEL TYPE E = NOV PER LEVEL TYPE F = 890# PER LEVEL TYPE H =1,050# PER LEVEL TYPE Q = 920# PER LEVEL TYPE 11 = 1,050# PER LEVEL TYPE U = 1,0501 PER LEVEL 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK USING A PERMANENT PLAQUE NOT LESS THAN 50 SQUARE INCHES 4. L. A. CITY FABRICATOR LICENSE #777 5. ASTM A570 FOR SHAPE Fy = 50,000 PSI GRADE 50 6. ALL BOLTS A307 (UNLESS NOTED) 7. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO #4627, L. A. R. R. #24946 8. CONCRETE 5" THICK x 2000 PSI 9. SOIL BEARING PRESSURE 1000 PSF RECEIVED CITY OF TUKWILA SEP 1 9 1994 PERMIT CENTER itxPIRES /t.-12 -Ra, 1 MATERIAL HANDLING ENGINEERING 141804 Live Oak Avenue EST. 1985 Baldwin Park, Calllomla 91708 Tel. (818) 982 -1182 • Fax (818) 982.1279 CALIFORNIA SCALE NONE CONTRACTORS LICENSE DATE NO. 665374 9/12/94 DRAWN BY Y.Y. APPROVED BY SAL E. FATEEN DESCRIPTIONSTORAGE RACK DETAILS (INTERLAKE TYPE) ADDRESS SEARS TUKWILA. WA DRAWING NUMBER 94 -610A 1