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HomeMy WebLinkAboutPermit 6748 - Eagle Hardware - Storage Racks6748 91-309 eagle hardware rack storage 150 andover park west Permit 6748 - Eagle Hardware WPE OF CONST '" III UBC EDITION (year) 1988 SETBACKS: N._ S - E- UTILITY PERMITS REQUIRED? E_)Yes PHONE 246 W— (through Norks) FIRE PROTECTION: Sprinklers 0 Detectors 0 N/A gil No ZONING: BAR/LAND USE CONDITIONS? 0 Yes 1:1 No CONDITIONS (other than those noted on or attached to permit/ lans ZIP WA. ST. CONTRACTOR'S LICENSE # • EXP. DATE ARCHITECT Sconzo Associates .---J PHONE 455-3203 ADDRESS 919 124th Avenue N.E., Bellevue, WA PF PEATY OWNER Industrial Wire & Metal Forming, Inc. PHONE 246 ADDRESS 150 Andover Park West, Tukwila, WA ZIP 98188 CONTRACTOR Tenant PHONE . ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # • EXP. DATE ARCHITECT Sconzo Associates PHONE 455-3203 ADDRESS 919 124th Avenue N.E., Bellevue, WA ZIP 98005 CITY OF TUKWILA Dept. of Community Development-Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431-3670 BUILDING PERMIT NO. DATE ISSUED: PROJECT .INFORMATION SITE ADDRESS PROJECT NAME/TENANT Eagle Hardware TYPE OF Li New Building U Addition Li WORK: 0 Rack Storage 0 Reroof 0 DESCRIBE WORK TO BE DONE: Install racking. SQUARE OCC. FEET LOAD SQUARE FEET OCC, LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE OCC. FEET LOAD TOTAL SQUARE FEET TOTAL OM LOAD USE TO: [7: PROVED FOR., ISSUANCE BY: I hereby certify that I have read and exam n d this permit and know the same to be true and correct. All provisions of lay 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 provisions of any other state or local laws regulating construction o the performance of work. I am authorized to sign for and obtain this building permit. SIGNATURE: A ( PRINT NAME: COMPANY: This j3erinit: become null and void if the work is not commenced within 180 days from the date of issuance, o if the work is suspended or abandoned for a period of 180 d ays '..frothlhe last nsppg DATE ISSUED: CERTIFICATE OF OCCUPANCY NO, 150 Andover Pk W BUILDWG PERMIT (POST WITH INSPECTION CARD AND PLANS IN A CONSPICUOUS LOCATION) 168.00 DESCRIPTION BUILDING PERMIT FEE PLAN CHECK FEE PUILD.ING:SURCHARGE TOTAL - AMOUNT PLAN CHECK NO.: 91-309 SUITE # ASSESSOR ACCOUNT # 022310-0010-07 Tenant Improvement (commercial) U Demolition (building) U Grading/Fill Remodel (residential) 0 Other: BUILDING OFFICIAL VALUE OF CONSTRUCTION - $ 20,000.00 DATE: 27 ...c)/ DATE: Ali,. 7 -; - ) craw) PERMIT NO. CONTACTED DATE NOTIFIED 2nd NOTIFICATION -Ci-oh i Q V 1 BY: DATE READY (init.) BY: (init.) PERMIT EXPIRES AMOUNT OWING t.... 0 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER q l — saq PROJECT NAME F aj(, c l 'rte 4 SITE ADDRESS l � � � � SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans 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 ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) OCC SQUARE OCC. SQUARE CCC. LOAD FEET LOAD FEET LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. BUILDING - initial review FIRE O PLANNING O PUBLIC WORKS O OTHER eg BUILDING - q/ final review REVIEW COMPLETED - 3 i q ( 12 ROUTED INIT: INIT: INIT: r BUILDING ( 'ERMIT APPLICATION TRACKING eziq I INIT: '(4// CONSULTANT: Date Sent - E GlUJR;EI ENTS< / REFERENCE FILE NOS.: MINIMUM SETBACKS: N- UTILITY PERMITS REQUIRED? PUBLIC WORKS LETTER DATED: TYPE OF CONSTRUCTION: Date Approved - 7 31 .�-- 1 - VII FIRE PROTECTION: • Sprinklers S Detectors N/A FIRE DEPT. LETTER DATED: INSPECTOR: INIT: � ,lJti ZONING: BAR/LAND USE CONDITIONS? [Yes (i No UBC EDITION (year): ` 8m SITE ADDRESS SUITE # 150 Andover Park West VALUE OF CONSTRUCTION - $ c@ - (:).nm PROJECT NAME/TENANT Eagle Hardware & Garden ASSESSOR ACCOUNT # H- 022310- 0010- 07- 238330A TYPE OF U New Building Li Addition U Tenant Improvement (commercial) Li Demolition (building) WORK: © Rack Stora• 0 Reroof 0 Remodel residential 0 Other DESCRIBE WORK TO BE DONE: Install racking BUILDING USE (office, warehouse, etc.) Office /Warehouse NATURE OF BUSINESS: Warehouse and will call office WILL THERE BE A CHANGE IN USE? Lx) No Li Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: 80,920 Tenant Space: 36 Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? O No C Yes IF YES, EXPLAIN: Products stored will be in quantities not to exceed the limits of UFC Sec 79.210(e)3. Inc. PHONE 246 -2010 PROPERTY OWNER Industrial Wire & Metal Forming, ADDRESS 150 Andover Park West, Seattle, WA ZIP 98188 CONTRACTOR ` , laA �_ PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT Sconzo Associates PHONE 455 -3203 ADDRESS 919 -124th Avenue NE Bellevue WA ZIP 98005 CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 PLAN CHECK n I1 NUMBER "( j O APPLICATION MUST BE FILLED . OUT COMPLETELY E AND :COR . ECTii R } . CONTACT PERSON DATE APPLICATION ACCEPTED BUILDIt' PERMIT APPLICATION BUILDING PERM FEE <> PLAN "CH ECK; BUILDING SURCHARG OTHER,: . TOTAL • DATE -1-'L.)`-• - 'L5 -1 1 BUILDING OWNER SIGNATURE OR AUTHORIZED PRINT NAME , � kk t l' AGENT ADDRESS 1 1 124 + �1F K.F v ltr,- 101 CITY /Z IP gmevJ Jo 1 1 ftM, ATRoivS PHONE .3/7,03 DATE APPLICATION EXPIRES PHONE 4 6 3203 APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. 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 Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. 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. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. 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 304(d) of the Uniform Building Code (current edition). No application shall 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. 07/Oar SL•aMITTAL CHECKLIST Twosets of working drawings, which include • . • Site plan --7-7* (On pign, show dosing hydnos • • Foundation plan •;.;•.: •:;:. • .;• • Grictude•tiocessto • • ; • Floor plan ••; • .;. • •.:;•:;• . width and .fersolr of ac�soj • • : • Roof plan • . ••.• ••• ; • • ": • • Bulicing elevations (all. • Building cross section ;:" •••••.... • ..'• . • ;I: • Structural framing plans •.• • E:1 Washington State Energy Coda data ••:. • ;;.•::•;;..;;;;;;;.•••;•;:::';';':::::.;:::;;;.;:;.;;;;;;;.;:::.;;.•:;:::': . . ..• . • .„ . . . ID Completed utility permit application • • : ; • • . . . El Six (6) sets of site plans showing utilities • . •• •• . NOTE:. Building site plan and utility site plan may be combined.' See utility permit application and checklist for specific submittal requirements. Additional topographical and soils information may be required if unique site conditions. - Completed building permit application (one for each structure or :AssOss0' ......................................................................................................................................................................................... Two (2) sets of construction plan, which InclUde * Lotion of tenant space •••••• •. • .• .. • Overafl m nt .p 110co • Use of cent (common waiI} tenant .OvotU dimonsionsof building or square footage Floor plan of proposed tenant space • • • • 4161r(k4;:il lab ell ed. Exit :•NOw.. • • .„ • • :"•••••••• . ... ..... apPlica • • **Oniiii.•440 coon . • .1. • Struc 014# 1ins • • • „ : shOwlitti wall 0 0fle.•4 1 ■! •th 0 0. . -• .... RERQOF El compietei building permit (one for .. . .. . L:I Number ... ... . . . NarmlJve •being::!!!...;;;;;;;;;;;;.......;•:;•0;ry.3.* n 1 and sign- . ..• ... • ..‘ [JAsS () .. ... of plaa which .IJnclude Site Plan (shoMng bulking and location of L*EN lilts dis essor Account Number c: Details entenna/satelllte dish and method of attachment E Structural cslculadons stamped by Washington State :, licensed :mRESIDENTtAL El Completed building permit application R. EU. ... O g (on for each structure) .. .. • ..• . .; • •:•:: •; ;";;•:;.;:"."-:;;:•.; ".;.,';:. • ;:' ; ••••; •••■ Fl pla • •'..; ; • Roof plan' • Building elevations view NOTE If Building any fity crorsslineg plans cton .Structu , w framing Is to be done provide permit application plans must be submitted '1.: • : 1 •"; Completed building permit application (one. for each structure) • . . Assessor Account Number . . . Nanative describing existing roof, material being removed, and material being Installed NOTE: A certification letter Is required prior to final Inspection and sign- off of the permit. CITY OF TUKWILA 6200 SOUTNCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 TO: F 1 FROM: 3\1021 t t ,i2 DATE: L SUBJECT: ROC MEMORANDUM PHONE # (206) 433.1800 Gay L, I'anDnsen, Mayor o� R X t L X tin & HO x a 12 %oD Imo= L loC .o: to,1 5o LODI METAL TECH., INC. • LODI, CALIFORNIA GENERAL RACK LAYOUT/BEAM SELECTION: : .- . UPRIGHT FRAME 'CAPACITY CALC5. - =.SEISMIC ANALYSIS -" TRANSVERSE. t71RECTIoN. :SEI5MiG ANALYSIS DIRECTION .ANCI- ;ORACLE AND _FOUNDATION CALLS. CHECK OVEIRTURNING _ MoMENTLCALcS . -. -. R -I R -2 R -3 'R -4 R -5 R - G R -7 R -8 ICE ERENCE APPENDIX BEAM— SECTION PROPERTIES. COLUMN UP>a1GItT f5RAGING EAGLE Ka:IZpwA>z� VIA TAYLOR :s(PT:� TUKWILAI - _..WA_ PALLET RACKING STRUCTURAL CERTIFICATiou DESCRIPTION Ii u • u It 15EAM MOM. CAPACITIES (SEISMIC), BEAM BRACKET MOM. - CAPACITIES . F,, Vs KL /r VALUES, SEISMIC. E COFf./ UBC 57D. Z7- I1, SEISMIC C " COFF./ A15G ENGR. JouRNP►1.. 1975 RECEIVED (ITV CP TUKWILA PERMIT CENTER PR EPAR SHEET NO. A DATE DRAWING NO. G -5 -9i NO.) REVISIONS I BY I DATE • 2nd, QUARTER AND N.S.F. SEISMIC STut y 6/1980 URS /E5LUME. R -9 ANCHORS - RED HEAD B.O. # 1372. R - lo LMT 108M5M/3 -88 RRoct{URE R-II I PALLET RACK INSTALLATION DWG. RACKIN4 DESIGN � FASRIcATION IN ACCORD. W/ I) U,B,C.- SB 4 UBC STD. 27 -II - 88 ( CTIONs - 2312 2724) 2) A. N.S.I. MHIG.I -1974 ( RACK MFG. INsT• SPONSOR) 3) CITY OF 1.05 ANGELE5 FABRICATOR LICENSE *1244 RECEI� CITY Q�l�V...WILA JUL 25 1 i PERM trcENTER LODI METAL TECH., INC. 6. LODI, CALIFORNIA GENERAL RACK LAYOUT DESIGN UBC 88 UBC STD. Z7- II /RMI " L13F404 . LM20 eAGLE l4ARDWA PALLET RACKING STRUCTURAL CERTIFICATION DATE DRAWING NO. NO. REVISIONS BY DATE LONGITUDINAL MATERIAL— ASTM A570 w /FF > 42 I'SI LOADINGS- MAX. LOADING PER LEVEL AS SFfOWN IN GENERAL LAYOUT SEISMIC USC ZONE -. TrE V = ZIKCSW N u a LO -F. FROM PROBABLE Mee.) r ERIOD u// ALLOWABLE DRIFT & oC h. = . 005 TRANS. (ESRAC:ED FRAME) be a ,010 LONG . (MOM. FRAME SHEET NO. TRANSVERSE LODI METAL TECH., INC. la;ODI, CALIFORNIA UPRIGHT CAPACITY L M 2O-COL TRANSVERSE W/ LONGITUDINAL SEE SHT'`! CONFIG. BRACING C (168-12.) — 52 " 0/c BEAMS @ ( 1(033 =.5.4 TRANS `Y CONT. 1 (52) - +4,6 1.165 CURVES) SEE SHT R - Fy =-42 CHART V-3.6 2.0.4 -6D k PALLET RACKING STRUCTURAL CERTIFICATION AREA (NET) -.(CIS °' SEE SH7; R -2 P AL.,.ow. = FA CA NET) = 20.4 (4 1 MALLOW. = Fb ( 5) = 25. ( •557) =13,925 VERTICAL LOADING ONLY e 100°4 UTILIZATION F ACTUAL ' L . L . -- PL. .$09 _( 2 )3 + t.108 + .O/o7 x 33 MOM DES. P M CHECK BEAMS: to 4- , 3O' = 6.3°e =3.155 K 2 RMI G 1.570 OF W = .015 3.1550( z , = i 325 1c —II 3.155 1.325 12.113 13.925 ALLOW, U5E - LBF4.04- I OG "La. LONG. ^- " X — X " FIXED BASE 4. 12.113 . .356 (I,333 O.k, PR PARED BY DATE 6 -5 -it NO. I REVISIONS I.2(5t,) _ 53. g • 1.249 19,6 KSI IS.6 (613) =12..I 2E6682)=17,050 ,„ SHEET NO.. 2 ° 14 BY DRAWING NO .O75 LM20 - COL. - M_ Z (o = wZ _2__!06)_ 21,200 �o 3 M / fib _ z 1 , 4, B B /2 - N 2 "' � - ,429 01O4 W •-• .OIO4X 2 K X10 _.20111 Y 2. X 3E7 X2.0512 2A = CLEAR SPAN /(SO . IO4 /go 589 � > .2or .', .6= , 94.81 rN,: 42 01K. DATE rx-1.243 BRACING DESIGN MEMO. LOAD KIP SIZE (PER R INPUT MATERIALS BRACE .O4c4 LoDI mETAL TECH., INC. LODI, CALIFORNIA . %RPNS = L I K C S Y Y VTRANS = LAT, LOAD DIST UBC 5Ta27 -II V ' 441 '' " TRANS. A.ULE . I- ARDWAzE TUKWILA 1�1/A• TRANSVERSE COLUMN DESIGN ELEM. PALLET RACKING STRUCTURAL CERTIFICATION 74' TRuF PREPARI BY REVISIONS BY SHEET O. DRAWING NO, DATI SEATTL.E,WA. 'LODI Metal Tech., Inc. 213 Kelly St Lodi, CA 95240 ANALYSIS INPUT 1 2 13 4 1 . 4 5 1 5 6 1, 7 7 1 8 8 .1 9 9 i 10 10 1 11, 11 2 5 12 2 4 13 2 4 14 2' 4 15 ,2 16 2 ' • 1 2 3 EASI4-87 FEA EAGLE HARDWARE-TAYLOR-SEATTLE,WA. : GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 58.00000 .00000 4 .00000 110.00000 .00000 5 .00000 162.00000 .00000 6 .00000 168.00000 .00000 7 40.00000 .00000 .00000 8 40.00000 6.00000 .00000 9 40.00000. 58.00000 .00000 10 40.00000 110.00000 .00000 11 40.00000 162.00000 .00000 12 40.00000 168.00000 .00000 SHT. No. 4 ac File: 834EGLH1.127 Date: 6/04/91 Time: 14:15:58 MATERIAL PROPERTIES ID E G ' A '(psi) (1n2) (in4) '(in4) (1n4) 1 3.0000E+007 1,2000E+007 6.1800E-001 8.7200E-001.00000E+000 0.0000E+000 DENSITY = .2p lbs/1n3 - - - 2 3.0000E+006 1,2000E+007 2.8400E.7001:4::6400E-002 0.0000Et000 :..0;. DENSITY = ,28 lbs/in3 :ELEMENT DEFINITION ELEMID MATID Ni N2 N3 N4 I.THICKNESS Al A2 A3 (in) 1 2 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 3 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 4 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 5 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 6 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 8 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 9 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 10 0 0 0.00E+000 0,00E+000 0.00E+000 0.00E+000 BEAM 11 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 12 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 11 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 11 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 10 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 9 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 9 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM 9 0 0 0.00E+000 0.00E+000 0.00E+000 0.00E+000 BEAM EAGLE HARDWARE- TAYLOR - SEATTLE,WA. X 17 0 0 0.00E +000 0.00E +000.0.00E +000.0.00E+000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS. VALUE (in OR radians) (in OR radians) 12 0.0000E +000 2 7 12 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION, VALUE (lbs OR in -lbs) 1 9.40000E +001 10 1 1.82000E +002 5 1 2.75000E +002 SKT: Na . s o4? i4 6/04/91 14:15:52�.� --�" ANALYSIS OUTPUT NODE X - DISP (in) .1 0.00000E +000 2 2.71534E -002 3 1.68081E -001 4 2.67544E -001 5 3.57751E -001 6 3.67834E -001 7 0.00000E +000 8 2.00140E -002 9 1.61343E -001 10 2.75001E -001 11 3.44757E -001 12 3,51509E -001 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 EAGLE HARDWARE- TAYLOR - SEATTLE,WA. NODE GLOBAL DISPLACEMENTS Y - DISP RZ (in) 0.00000E +000 5.66521E -004 3.24021E -003 5.90817E -003 5.91129E -003 5.91129E -003 0.00000E +000 - 5.66521E -004 - 5.46543E -003 - 6.52372E -003 - 7.57769E -003 - 7.57769E -003 1.11230E +000_. 3.63798E -0.12 6 - 3.63798E -012 7 1.75055E +003 8 1.75055E +003' 8 1.74665E +003 9 - 1.74665E +003 9 3.77323E +002 10 - 3.77323E +002 10 3.75782E +002 11 3.75782E +002 11 - 3.63758E -012 12 3.63798E -012 5 2.76763E +002 11 - 2.76763E +002 4 - 4.72571E +002 11 4.7257.1E +002 4 - 1.58833E +002 .10 1:58833E +002_. , t1.1 7.23846E +002 9 .- 7.23846E +002 3 1.43524E +002 - .1.43524E +002 2 3 4 4 5 5 6/04/91 (radians) - 4.56448E -003 - 4.28111E -003 - 1.93643E -003 - 1.81977E -003 - 1.68057E -003 - 1.680.57E -003 - 3.34882E -003 3.25307E -003 - 2.40852E -003 - 1.75426E -003 - 1.12536E -003 - 1.1.2536E -003 ELEMENT FORCES FX'(SXX) FY (SYY) (ibs) (ibs) - 1.75055E +003 4.11840E +002 1.75056E +003 - 4.11840E +002 - 9.53272E +002 74.55642E +001 9.53272E +002 4.55642E +001 - 9.51232E +002 3.96009E +000 9.51232E +002 3.96009E +000. - 1.11230E +000, 1.76342E +000 1.76342E +000 - 3.91083E -011 3.91083E -011 1.39160E +002 - 1.39160E +002 - 1.29087E +001 1.29087E +001. 1.19264E +001 - 1.19264E +001 1.12410E +001 1.12410E +001 1.18234E -0.11 - 1.18234E -011 1.11230E +000 1.11230E +000 1,60797E -001 1.60797E-001 1,54070E +000 1,.54070E +000 - 2.81479E -001 2.81479E -001 2.04022E +000 2 .04022E +000 3147 X10, 4 0.2 14 14 :15:58 MZ (SXY) (in -lbs) 2.72848E -012 2.47104E +003 • - 2.36422E +003 -5.11370E +000 4.42753E +001 1.61650E +002 - .1.15876E +002 2.41780E +001 8.18545E -011 - 2.11003E -010 - 7.27596E -012'. 8.34959E +002 - 7.60495E +002 8.92439E +001 - 1.90611E +001 6.39235E +002 6.08649E +002 2.41149E +001 2.95586E -012 1.09139E-011 - 2.41780E +001 2.03138E +001 6.74792E +000 - 3.80113E +000 3.10420E +001 . 3.05860E +001. 7.98398E +0.00 -1.04824E+001 3.9.16.16E +001 - 4.24474E +001 EAGLE HARDWARE - TAYLOR - SEATTLE,WA. 16 2 - 1.00045E +003 9 1.00045E +003 1.7 2 1.52068E +002 8 - .1.52068E +002 BOUNDARY FORCES FX FY (lbs) (lbs) 4.11840E +002 -1.75055E+003 1.39160E +002 1.75055E +003 END OF ANALYSIS DATE: 6/04/91 TIME:• 14:15:58 HE. No. 7 � 1.4 6/04/91 14:15:58 - 6.4.7093E -001 6.47093E -001 3.90207E +000 3.90207E +000 MZ. (in -lbs) 2.72848E -012 - 7.27596E -012 - 2.51995E +00.1 1.72530E +001 - 8.16190E +.001 - 7.44638E +001. INPUT MATERIALS •* A E I xx COL. ^--C 3x 3x , 075 { , 418 3E7 1.435 BEAM ^-6 LBF464 Z ,9g31 3E7 210512 ODi METAL TECH. INC. • LORI, CALIFORNIA . VLONG. = ZIK CS V01 _ VL ONG. °.75(I)(1)(•057 )(I.5) ((pX,g + ,3oq ) - ,164 oR 16.4 LATE1zAL LOAD DISTRIBUTION PER Uac STD. 27 -11 --- F . V w F - 144( $2 h. II 633)= 54 11 (xi) =ZS 9 56 A� 0 BEAMS 7 4 -972/4r4 2 . L4KWILA El NJ o 11 NEG (R -4) COLS '~ COMBINED STRESS RATIO p M 2. 555 12.113 PALLET RACKING STRUCTURAL CERTIFICATION A EI.EM F2 ---11 5¢ K. ,1 TOZ 3,41q v' \ 3.4 F, r 2g 3.3% k 5.787 g El 09 % PRE A DATE 6 --5 -9l BY REVISIONS BY DA'T MOM W I- SEISMIC I w it 14 11 K w 4.740 (MAx) t 3.4'9 = 8.239 < 3S. Zoo $Qr <r, ,Z1/ + .414. , 4 2 7 x U z t y Z SHEET NO. 8 °x'14 DRAWING NC .ADP— -G z • • _ _. ----TITLE STD, Flu 5,787 13.925 LODI Metal Tech., Inc. 213 . S. Kelly St Lodi, CA 95240 ANALYSIS INPUT NODE ID 2 3 4 5 6 7 8 9 10 ID NODE 1 1 3 3� 5, 8' 7' ' 10 GRID POINTS X (in) (in) . 00000 56.00000 . 00000 112.00000 .00000 168.00000 109.00000 .00000 109.00000 56.00000 109.00000 112.00000 109.00000 168.00000 218.00000 56.00000 218.00000 112.00000 218.00000 168.00000 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 1 2 1 5 0 0 2 2 2 ,6 0 • 0 •3 2 3 7 0. 0 4 1 4 5. 0' 0. 5 1 5 6 0 0, 6 1 6 7 0 0 7. 2 5. 8 . 0 0 8 2 6 9 0 0. 9 2 7 10 0 0 EASI4 -87 FEA EAGLE HARDWARE - TAYLOR - SEATTLE,WA. MATERIAL PROPERTIES E G A IZ J IY (psi) (psi) (in2) (in4) . (in4) (in4) 1 3.0000E +007 1. 2000E +007 6.1800E -001 1.4350E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 9.9310E -001 2.05.12E +000 0.0000E +000 0.0000E +000 DENSITY 28 lbs /in3 THICKNESS (in) 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BOUNDARY CONDITIONS DIRECTIONS VALUE ID NODE (in OR radians) 23 0.0000E +000 2 2 23 0.0000E +000 4 .4 23 0.0000E +000 6. 9 23 0.0000E +000 z (in) . 00000 .00000 .00000 .00000 .00000 . 00000 .00000 . 00000 .00000 .00000 Al A2 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 3 HT, No. 9 eDt 14- File: Date: Time: 0.00E +000 0.00E +000 0.00E +000 O .00E +000 O .00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 DIRECTIONS VALUE • (in OR radians) 23 0.0000E +OQO 123.. 0.0000E +000 23. :0'.0000E +000' 834EGLH2.127 6/04/91 14 :35 :18 A3' 0.00E +000 BEAM 0.00E +000 BEAM 0.00E+000 ' BEAM 0.00E+000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM EAGLE HARDWARE - TAYLOR- SEATTLE,WA. 6/04/91 14:35:18 SH T, No. '10 oc 1.4 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs). 1 5 1 2.80000E +001. 2 6 1 5.40000E ±00,1 7 1 8.20000E ±001 ' EAGLE HARDWARE- TAYLOR - SEATTLE,WA. ANALYSIS OUTPUT. NODE (in) 1 1.00549E -001 2 2.27455E -001 3 3.09507E -001 4 0.00000E +000 5 1.00549E -001 6 2.27455E -001 7 3.09507E -001 8 1.00549E -001 9 2.27455E -001 10 3.09507E -001 ELEMENT 1 2 3 4 5 6 7 8 9 (in) 0.00000E +000 O .00000E +000 O .00000E +000 O .00000E +000 O .00000E +000 0.00000E +000 O .00000E +000 0.00000E +000 0.00000E +000 O .00000E +000 END OF ANALYSIS. GLOBAL DISPLACEMENTS X - DISP Y DISP RZ BOUNDARY, FORCES NODE FX FY (lbs) (lbs) 1 0.00000E +000 - 4.80946E +001 2 0.00000E +000 •- 3.98432E +001 3 0.00000E +000 1.92897E +001 4 - 1.64000E +002 0.00000E +000 8 -7.27596E-012 4.80946E +001 9 0.00000E +000 3.98432E +001 10 1 -011 1.92897E +001 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) (lbs) 1 0.00000E +000 - 4.80946E +001 5 0.00000E +000 4.80946E +001 2 0.00000E +000 3.98432E +001 6 0.00000E +000 3.98432E +001 3 0.00000E +000 - 1.92897E +001 7 0.00000E +000 .1.92897E +001 4 0.00000E +000 1.64000E +002 5 0.00000E +000 - 1.64000E +002 5 0.00000E +000 1.36000E +002 6 0.00000E +000 - 1.36000E +002 6 0.00000E +000 8.20000E +001 7 0.00000E +000 8.20000E +001 5 7.27596E -012 - 4.80946E +001 8 - 7.27596E -012 4.80946E +001 6 0.00000E +000 - 3.98432E +001 9 0.00000E +000 3.98432E +001 7 - 1.45519E -011, - 1.92897E +001 10 1.45519E -011 1.92897E +001 SHT. No. !i n 14 6/04/91 14 :35:18 (radians) 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 - 1.55571E -003 - 1.28880E -003 - 6.23961E -00 4 0.00000E +000 0.00000E +000 0.00000E +000 MZ (in -ibs) - 1.74288E +003 - 1.44386E +003 - 6.99032E +002 5.78795E +003 - 1 +003 - 1.44386E +003 - 6 .99032E +002 MZ (SXY) (in -ibs) - 1.74288E +003 - 3.49943E +003 - 1.44386E +003 - 2.89905E +003 - 6.99032E +002 1.40355E +003 5.78795E +003 3.39605E +003 3.60281E +003 4.01 +003 1.78491E+003 2.80709E +003 - 3.49943E +003 - 1.74288E +003 - 2.89905E +003 - 1.44386E +003 - 1.40355E +003 - 6.99032E +002 ,rte ---- LODI METAL TECH., INC. . LODI. CALIFORNIA EFF. T" P= 2,555 SEW D 5HEAR: Tb ' S . PALLET RACKING STRUCTURAL CERTIFICATION w ANCHORAGE AND BASG PLATE �N�/ESTIG�A - r = 6,3oV2, = S,1 55 r EFFECTVE A = 4 X 5 a2 a� NOTES 5ECAUSB Of *SLAB CONTINUITY, SLAB WIU. TAKE •NEGATIVE. MOMENTS. z ( X1 1/ .Mu = Mi ='f� a% = ( .•104 X12= 1. 248 REPA D HY DATE G - 5 -91 3.155 =.15$ Ks1 . 3.155 Z0 if KROD. rQ = 2n: = 2 (I) 5 F _ y 34 Us5 - - - 7Lc _521V . Pt- ATE._.— • 5TAeILITY MOMENT _M- Pe -I. F 2555 (2.5) -}_ 17 . W L.. _SEISMIC MOMENT 144 ANCHOR. BOA " CQUCSRVATIVCa Hot.13 DOwli ROTATION Fb ft2g.. DESIGN Ms = M k �� P _4 -- -'P = 34 * - - .1-20 • 1,24$ fc5/ PSI U13G 28'5EC, =----=,017 02 17 <1'.6 ' = Sors O .K, 2,5-00 USG 68' Sec. 26 26 (I) V 4'30 Ksf _ (4) ( �� —.020 ort 2opsi l2 2, . 0 5'0 SH EET' O. '!2 of. 14 DRAWING NO. "4 f3aLT5 I C [3O REPORT . N0.1371 -RED HEAD @ f2 = 2, 5 Psi WITH MINIMUM..E.MESEDMENT OF 24. - 'AND ALLOW. CAR = ' 41ek ) —•120_ K ;. 0.K, _ WITHOUT _ iNSPEf;�'ION. CONCRETE SLAB TNVE GALCS, =4.3 z �500 � PSI --- AREA REQD•= U /¢' " a 4 305 to 6 .�f. = 4_ 305 6f, ft, (�5F fw = a l,ao •. -.:.°' 65 = 2.,0 75 ift s b ci I , 72 /N .ODI METAL TECH., INC. .ODI. CALIFORNIA C, ECK OVERTURNING MOMEN:r OF UPRIGHT rRAWIE N >r NSVERSE DIRECTION. RITICAL WITH TOP OAD ONL . V = lIKC'W = .75(I)(Ia33)6072)(I.5)(I.0 +.309)= .141 K W = 1.309 AE A.RpWARE TU KW I LA PALLET RACKING STRUCTURAL CERTIFICATION Kil PREPARED BY DATE ,-- 5— GIL SHEET NO, i3 or i4 DRAWING NO NO. I REVISIONS I BY A NCHOR BoL USING -- 1 /2 •• X 44 uL MIN &MBED. 2 500 Psi COWCRETE Pert IC80 NO.1372 -RED HEAD CAR =•¢!5 WITHOUT INSPECTION. TOVERTU : RBI ING.. MOMENT if O . I 4 1 .... .....__�._......._. ::::RESIST CHG. HO M E NIT K IoW: ;.. F.5. :2- LB ACTUAL E 5.. = - L9. :: 23��9 DAT 1DI METAL TECH. , INC. LODI, CALIFORNIA aVVVt1 A _ =TRUCTURAL *CERTIFICATION PR AR BY DATE 6 - 5 -9i NO. I REVISIONS SHEET N.O. i4 °r 14 DRAWING NO. BY. DATE MODEL f in C D in 7 x in Sx in rx in 1 in Sy in f y in AREA in 2 LB020 .075 2 .75 .2928 .274 .716 .6033 .4133 1.031 .5718 LB030 .075 3 .75 .7604 .4659 1.026 .8786 .6054 1.103 .7218 LB035 .075 3.5 .75 1.1854 .6313 1.223 .9475 .6712 1.093 .7922 LBC30 .075 3 .75 1.3689 .8817 .184 .9403 .6099 .9820 .975 LBC35 .075 3.5 .75 1.951 1.0473 1.363 .9705 .6159 .9614 1.050 LBC40 .075 4 1.5 2.6631 1.2769 1.538 1.105 .7096 4 .9921 1.125 LBC45 .075 4.5 1.5 3.5073 1.5033 1.709 1.2449 .8025 1.018 1.200 LBC50 .075 5 1.5 4.6437 1.7655 1.908 1.3902 .9029 1.044 1.275 LBC55 .075 5.5 1.5 5.7951 2.0453 2.071 1.5269 .9975 1.238 1.350 LBC55A .105 5.5 1.5 7.7919 2.7571 2.038 2.0719 1.3498 1.051 1.876 LBC60A .105 6 1.5 9.587 3.1421 2.192 2.1979 1.4517 1.049 1.995 LBF354 .075 3.5 1.5 1.4739 .7699 1.267 .9284 .6242 1.006 .9181 LBF404 .075 4 1.5 2.0512 .9481 1.437 1.0635 .7190 1.035 .9931 LBF454 .075 4.5 1.5 2.7526 1.141 1.605 1.1984 .8143 1.059 1.0681 LBF453 .090 4.5 1.5 3.2119 1.333 1.598 1.3985 .9497 1.054 1.2578 LA4, BEAM SECTION PROPERTIES PREPARED BY P.S.TINGEY DATE 8APR.'91 ND, DRAWING ND, R -1 REVISION DATE BY MODEL # in 1 = E_ B in X in I in S in r in Iy in Sy in ry in AREA in LM 15 .075 3 1.625 .689 .582 .388 1.156 .205 .219 .686 .411 LM20 .075 3 3 1.435 1.023 .682 1.263 .872 .557 1.165 .618 LM 30 .105 3 3 1.45 1.373 .915 1.249 1.164 .752 1.15 .859 LM20/ 15 ' °7 °75 3 4.625 2.607 1.78 1.187 1.231 2.577 .988 1.481 1.143 LM20/20 ' 3 6 2.714 2.222 1.481 1.268 4.701 1.431 1.845 1.349 LM30/15 ' ? 5 3 4.625 2.789 2.126 1.417 1.23 3.052 1.094 1.473 1.384 LM30/20.1 075 3 6 2.951 2.568 1.712 1.262 5.45 1.788 1.838 1.590 LM30/30' 3 6 2.707 2.98 1.986 1.256 6.387 1.94 1.839 1.875 �r COLUMN SECTION PROPERTIES X PREPARED BY P.S.TINGEY DATE 8APR.'91 NO, LM _ _ / DRAWING NO. R-2 REVISION DATE 1 BY X GAGE T In X In I in S in r in I y in Sy in ry In AREA in I 16 .060 .4189 .0893 .1190 .6234 .0379 .0456 .4066 .2297 14 .075 .4261 .1081 .1440 .6169 .0464 .0564 .4043 .2839 12 .105 .4405 .1418 .1890 .6041 .0621 .0767 .3999 .3885 10 .125 .4551 .1706 .2275 .5914 .0764 .0960 .3956 .4878 tn Z o o J L+. o < 0 �z m U) o z J I- d z. 10 9 8 7 6 5 4 3 2 1 0 20 BRACING SECTION PROPERTIES 30 40 50 60 LENGTH IN INCHFS B =1 1/4 PREPARED BY P. TINGEY DATE 10MAY91 70 NO. DRAWING NO. R -3 REVISION DATE BY 0 80 13.3 14.6 10.6 9.31 7.98 6.65 5.32 3.99 2.66 1.33 o (i 0 J 5<- e_ LL. Lai 0 J 0< J N a � 0 cn z MODEL TOTAL BEAM MOMENT CAP. fb S NEGATIVE MOMENT DEVELOPED ALLOWABLE SEISMIC MOMENT ® BEAM /COLUMN CONNECTION BEAM 6" BKT. CAP. 8" BKT. L9O20 6.85 1.37 9.11 35.20 55.76 LB030 11.65 2.33 15.49 35.20 55.76 LBO35 15.78 3.16 20.98 35.20 55.76 LBC30 22.04 4.41 29.31 35.20 55.76 LBC35 26.17 5.23 34.80 35.20 55.76 LBC40 31.92 6.38 42.45 35.20 55.76 LBC45 37.58 7.52 49.98 35.20 55.76 LBC50 44.14 8.83 58.70 35.20 55.76 LBC55 51.13 10.23 68.00 35.20 55.76 LBC55A 68.77 13.75 91.46 35.20 55.76 LBC6OA 78.55 15.71 104.97 35.20 55.76 LBF354 19.25 3.85 25.60 35.20 55.76 LBF4O4 23.70 4.74 31.52 35.20 55.76 LBF454 28.53 5.71 37.95 35.20 55.76 LBF453 33.34 6.67 44.34 35.20 55.76 .125 .10 we /5 W e /10 j`` 025 I° BEAM CONNECTION PROPERTIES t VERTICAL SEISMIC LATERAL PREPARED BY P. TINGEY DATE 19APR91 NO. SEISMIC PLUS VERTICAL - SEISMIC MINUS VERTICAL COMBINED DRAWING NO. R-4 REVISION DATE BY 6" THREE PIN BRACKET 8" FOUR PIN BRACKET P, = fu. A = 40(.09281) = 3.712K P2 = 2.75/4.75(3.712) = 2.149K P3 = .75/4.75(3.712) = .586K MOMENT = 4.75(3.712) +2.75(2.149) +.75(.586) = 17.63+5.909 +2.93 = 26.46 k —in. NORMAL STRESS 26.46(1.33) = 35.20k —in. STRESS P f 0. A = 40(.09281) = 3.712K P 4.75/6.75(3.712) = 2.612K P2 = 2.75/6.75(3.712) = 1.512K P3 = .75/6.75(3.712) = .412K MOMENT = 6.75(3.712) +4.75(2.612)+ 2.75(1.512) +.75(.412) = 25.05+12.41+4.16+.309 = 41.92 k —in. NORMAL STRESS 41.92(1.33) = 55.76k —in. STRESS 6 [ 1 3 1/4 --I BEAM BRACKET MOMENT CAPACITY PREPARED BY P. TINGEY DATE 9N0V90 2 4 D =.09281 in C1010 COLD HD QTY. f o. =40K (min( A554 -79) NET AREA= NO. 13/18 DIA • 11/18 DIA --r-� 11/16 5/8 DIA. DRAPING NO. R -5 REVISION DATE BY Lr A.I.S.I. Fa vs KL /r VALUES REF: A.I.S.I./ SPECTIFICATION FOR THE DESIGN OF COLD — FORMED STEEL STRUCT. 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Irmmuom■I ■was r.oaaal,rwrnarrr rrrr rrm/,rm.r ■r.r ar .rl I..allrarl ■.r..aiarrrl.ODU■r }}Marna►•/ ■uNI ■raa.UU ItlrrIUOI ■r■■ srUara■uraallrar(Irrrl,■OI� ■U.Ua ■Orrrr Ir.7tiiUI NUM sar■Iar■NIar■II.■rII000IU.UI, ■rrr tr.■Ilrr•I ■ ■rt .•.......a ■►rrrr■■ /m.■ I.wrll ■rrll•UUI ■►►llama ■ ■rwrrr■ I.•rllrwrl.mrs I•••: l:•: l••• I•• •AI••CIU••lI•••I r••U•s I••U •••,rrrr■■ •••• ••• •iii l••: u I• . I I iii. ii I • • • I • • •$ •••% Ilmarll rarl■rrr■rrw■rr■I ■wr ■rr■rrrrr...Irrrirr■Irrrr I$.UNIIO.I woe . swim I•..I•••lIU■rr I..mI.r.I ■UY■ F3 a 0 r 0 PREPARED BY P. TINGEY DATE 15FEB91 ICI NO. DRAWING NO. REVISION DATE 17.38 Charts and Tables for use with the September 3.1980 Edition of the Cold-Formed Specification a 0 0 i.7 8 R -6 BY S �a d • CD U ... T E ogi • V • N Y 74 al 12 8 c x .0 2 n0 3z H r y o 8 5 '-.33 4 -- -.27 3 -- --.20 2 - ---.13 73% SEISMIC LOADINGS SPECIFIED C.G. F` U.B.C. SECTION 2312 & STD. 27 -11 FL= V(co - /E ua- ) 4 3 -.5 3 2 -.66 2 ---.33 2 1 1 100 1 ---.33 82% 1 --.17 78% 1 6 .28 5 I° -x.24 4 .19 3 .14 2 .09 1 h -°5 72% 8 .25 7 6 I -x-.21 6 .18 5 4 .14 4 3--.10 3 2 .07 2 1 h '-°4 7l% REVISION NO. I DATE DRAWING NO. R-7 _..o.. 12° -.15 11 .17 11 - ---.14 .22 .19 .17 .,.�. .14 .11 .08 .05 .03 71% 10 .18 10 .15 10 .13 9 -- - .20 9 .16 9 ;14 9 - -.1 1 8 " 8 .15 8 .12 8-.10 7 --.15 7 .14 -o-- 7 .11 7 -- --.09 6 -M-.13 6 .11 6 .09 6 - - --•.08 5 - ' -- 5 .09 5 .08 5 - -.-.06 4 - -0-.09 4 .07 4 .06 4 ---.05 3 - -x-.07 3 .05 3 .05 3 - -4-.04 2 -"-.04 2 .04 2 .03 2 ---.03 1 - 6-.02 1 .02 70% 1 .02 1 -•-.01 0 70% 7090 69% BY 0 0 h MOMENT T RACK C BRACED T RACK C 96 .932 .069 .587 .087 108 1.008 .066 .635 .084 120 1.081 .064 .681 .081 132 1.153 .062 .726 .078 144 1.221 .060 .769 .076 156 1.288 .059 .811 .074 168 1.353 .057 .852 .072 180 1.416 .057 .893 .071 192 1.479 .055 .932 .069 204 1.542 .054 .970 .068 216 1.600 .053 1.008 .066 228 1.659 .052 1.045 .065 240 1.720 .051 1.081 .064 252 1.775 .050 1.117 .063 264 1.825 .049 1.152 .062 276 1.884 .049 1.187 .061 288 1.938 .048 1.221 .060 300 1.992 .047 1.255 .060 312 2.045 .047 1.289 .059 320 2.080 .046 1.310 .058 336 2.149 .045 1.354 .057 348 2.198 .045 1.386 .057 360 2.249 .045 1.417 .056 LATERAL « C COEFFICIENT V =ZIKCSW "CONTROI .FD SEISMIC DRIFT CRITERIA" AISI ENGINEERING JOURNAL 1975 2 ad QUARTER A = o{ h o{ = .01 FOR MOMENT RACK FRAME o{ = .005 FOR BRACED RACK FRAME C = 1 15-sir T = .25 A /C = .25VL1(15)VT = .250{ h (15)VT PREPARED BY P. TINGEY DATE 15FEB91 NO. DRAWING NO. R -8 REVISION DATE BY MOMENT- - RESISTING FRAME SHEAR COEFFICIENTS REF: SEISMIC STUDY OF INDUSTRIAL STEEL STORAGE RACKS JUNE 1980 prepared for the National Science Foundation by URS /Blume & Assosicates 0.22 0.20 0.18 8 s . 0.16 CS - UBC (Table 23 -i, with reduced storage weight) a w c w 0.14 ^ — ya ._. -- N UBC (Standard No. 27 -11) \ CS (maximum) 0.12 u 4- N. 's, Period of Interest for 0. Moment- Resisting . N. � ,,� N,. Frame System b 0.08 d H 41 1/1 0.06 RI Cn 0.04 0.02 C. - UBC (Table 23 4) 1972 RMI V = Z.IXCSW K $ 1.0 S =Z =1.0 Load Factor = 1.0 0.5 UBC Cs (minimum) 1.0 1.5 Period (sec) PREPARED BY P. TINGEY DATE 15FEB91 NO. 2.0 DRAWING NO. R- 8A REVISION DATE 2.5 BY FIGURE 13.1 UBC AND RMI BASE SHEAR COEFFICIENTS MOMENT - RESISTING FRAME SYSTEM LA4 0.22 0.20 0.18 — o 0.16 — w C.) 0.14 — 4J a 0.12— U d 0.10 0 L 0.08 a, m 0.06 — 0.04- 0.02° BRACED FRAME SYSTEM SHEAR COEFFICIENTS REF: SEISMIC STUDY OF INDUSTRIAL STEEL STORAGE RACKS JUNE 1980 prepared for the National Science Foundation by URS /plume & Assosicates C - 1972 RMI V = ZIKCSW K = 1.33 I = Z = 1.0 Load Factor = 1.25 —462 — PREPARED BY P. TINGEY DATE 15FEB91 FIGURE 13.2 UBC AND RMI BASE SHEAR COEFFICIENTS - BRACED FRAME SYSTEM NO, C p — UBC (Table 23 -J) UBC (Standard No. 27 -11) RCS (maximum) KCS - UBC (Table 23 -J, with reduced storage weight) Period of Interest for `raced Frame System t� UBC RCS (minimum) DRAWING NO. 0.5 1.0 1.5 2.0 2.5 Period (sec) R-8B REVISION DATE BY EVALUATION REPORT cup. ooh O 1991 ICSO r.alua Senate. Inc. ICBO Evaluation Service, Inc. R-9 A subsidiary corporation of the International Conference of Building Officials Filing Category: FASTENERS — Concrete and Masonry Anchors (066) ITW RAMSET /RED HEAD SELF - DRILLING, NON - DRILL, STUD, DYNABOLT SLEEVE, TRUBOLT WEDGE, MULTI -SET II CONCRETE ANCHORS AND STEEL DECK INSERTS ITW RAMSET /RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 1. Subject: ITW Ramset/Red Head Self - Drilling, Non -Drill, Stud. Dynabolt Sleeve. Trubolt Wedge, Multi -Set II Concrete Anchors and Steel Deck Inserts. II. Description: A. ITW Ramset/Red Head Self - Drilling Anchor: The ITW Ramset/Red Head anchor is a self - drilling concrete expansion shell anchor with a single cone expander, both made from heat - treated steel. The steel for the body conforms to the minimum requirements of AISI Specifi- cation C -12L14 and the steel for the plug conforms to the minimum require- ments of AISI Specification C- 1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer surface of the tubular shell at the toothed end has annular broaching grooves and four milled slits. At its threaded end, the anchor is provided with an unthreaded chucking cone which has an annular break -off groove at its base for break- ing off the cone for flush mounting. Anchor shell and expander cone are electrodeposit zinc and chromate plated. The anchors are installed either by a Model 747 Rom-Stop Hammer. by air or electric impact hammer. or by hand. The anchor is used as a drill in forming the hole in the concrete. After the hole is formed, the anchor is removed and the hole thoroughly cleaned. The depth of the hole is regulated by the drill chuck. A Red Head plug is set into the bottom of the anchor prior to insertion in the hole. The concrete anchor is then driven over the plug, causing an expansion of the anchor in the hole, The chucking end of the anchor is broken off with a Hammer blow. Verification that the anchor has been installed properly is evidenced by the fact that the anchor does not project above the surface of the concrete and that the red plug is visible at the bottom of the hole. The allowable shear and tension values are as set forth in Tfrble No. I. B. ITW Ramsel/Red Head Non -Drill Anchor: The non -drill anchor is designed to be installed in concrete in a predrilled hole. The shell is formed from steel meeting the minimum requirements of AISI C -12L14 and is provided with internal threads at one end and a plain hole at the expansion end which is divided into four equal segments by radial slots milled axially along the length of the shell. A series of annular broaching rings are cut into the expansion end of the anchor. The anchors are set over a hardened steel conical- shaped expander plug by driving the anchor flush with the surface of the concrete. The heat - treated plug is of steel meeting the minimum requirements of AISI C -1010. The anchors are installed in drilled holes having a diameter and length the same as the anchor. Atter the hole is formed, ail concrete cuttings axe removed and the anchor is set in a manner identical to the self - drilling anchor. The allowable shear and tension values are as set forth in Table No. II. C. ITW Ramset/Red Head Stud Anchors: The ITW Ramset/Red Head stud anchor is a non - drilling anchor which provides a protruding externally threaded stud when installed and is formed from steel meeting the minimum requirements of AISI C -1213. The anchor body has an axial hole, axial slots and series of annual broaching rings in the expansion end of the anchor. A flanged, conical expansion plug of steel meeting the minimum require- ments of AISI C -1010, is preassembled into the body. Report No. 1372 June, 1990 The anchors are installed in drilled holes having a diameter the same as the anchor and are set as described above the self - drilling anchor. The allowable shear and tension values are as set forth in Table No. III. D. ITW Ramset/Red Head Dynabolt Sleeve Anchor: The Dynabolt sleeve anchors are designed to be installed in a predrilled hole equal to the anchor diameter and are expanded by tightening the hex nut or head -style nut with a wrench or screwdriver. The external shell or expansion sleeves are stamped and formed from commercial quality carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 304, respectively, in No. 22 and No. 16 gauges. The threaded expansion pins with integral conical expanders are formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 304, respectively. Holes are drilled into the concrete or masonry at the required locations of the same diameter as the nominal anchor diameter. The anchors are placed in the hole and the nut is turned until the minimum installation torque as indicated In Table No. IV is reached. Allowable shear and tension values are as set forth in Table No. IV. E. ITW Ranrset/Red Head Trubolt Wedge Anchor: The Trubolt wedge anchors consist of a stud bolt type of drop -in anchor designed for use in stone and lightweight aggregate concrete of various strengths. The an- chors arc cold formed or machined from either zinc- plated and chromate. dipped carbon steel, hot - dipped galvanized carbon steel or stainless steel. These anchors meet the minimum requirements of AISI C -1015 to AISI C- 1022 and AISI C -1213 carbon steels, or Type 302HQ, Type 303 or Type 316 stainless steels. The expander sleeves are fabricated from carbon or stain- less steel meeting the minimum requirements of AISI C. 1010 or Type 302, respectively. The anchor stud is threaded at its upper end and has a straight cylindrical section reduced in diameter around which the expander sleeve is formed. A straight - tapered section enlarging to a cylindrical base acts to increase the diameter of the expander ring as the stud is tightened in the concrete hole. The expander ring, which is formed around the stud bolt, consists of a split ring element with a "coined" groove at each end. The expander ring is designed to engage the walls of the concrete hole as the tapered portion of the stud is forced upward against its interior. Cold - formed anchor studs are available only for the 3/4-, r /e -, i/: -, 3 /.. and 3/4-inch- diameter wedge anchors. The anchors are installed in the field by drilling a hole in the concrete, the same nominal size as the anchor size. to a depth greater than the length of embedment desired, but no less than the minimum embedment. It is not necessary to clean out the hole prior to the installation of the anchor. provided the hole is sufficiently deeper than the desired embedment. The anchor is then tapped into the hole to the embedment depth desired, but no less than the minimum embedment. A standard hexagonal nut and washer are used over the material being fastened and the nut tightened until the minimum installation torque as indicated in Table No. V is reached. The allowable shear and tension values are as set forth in Table No. V. F. ITW Ramset/Red Head Multi -Set II Anchor: The multi -set anchors arc designed to be installed in a predrilled hole equal to the anchor diameter, The anchor consists of a shell formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1213 or Type 303, respec- tively, and an expansion plug formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 303, respec- tively. The expansion end is divided into four equal segments by radial slots. The expander plug is preassembled and is cylindrical in cross section. The anchors are installed in predrilled holes with the depth and diameter for each anchor size listed in Table No. VI. After the hole is drilled, it must be cleared of all cuttings. The anchor is set by installing the expansion shell and then driving the cone expander with a setting tool. A special setting tool Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has ,reviewed the test results and /or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 8 Page 2 of 8 is provided with each anchor size. When the cone expander is driven down • into the anchor. the legs of the shell expand. The allowable shear and tension loads are as set forth in Table No. VI. G. ITW Ramset/Red Head Steel Deck Insert: The steel deck insert is designed to be placed in steel decking, before concrete is poured, where a hanging fastener is desired. The anchor assembly consists of two major parts, a headed stud and a coupling, both of cold-rolled steel meeting the minimum requirements ofAISI C -1010 -1018. The coupling is assembled to the stud and is internally threaded to receive a threaded rod. A spring clip assembly locks the steel deck insert in place. The anchors are installed in a hole drilled through the steel deck and are placed before concrete is poured. The hole must be drilled in the center of the flute or rib. Spacing of the anchors along the rib or flute shall be a minivoum of 19 inches on center. The insert is pushed through the hole such that rite spring clip expands on the underside of the deck and locks the insert firmly in place. The deck must be a minimum No. 22 gauge, steel deck institute Type W deck with I t /z- inch -high flutes and minimum 3 -inch concrete cover over the flutes. The allowable shear and tension loads are as set forth in 7hble No. VII. H. 1989 Supplement to the U.B.C.: This report is unaffected by the Supplement. I. Identification: The concrete anchors are identified by their dimen- sional characteristic and the anchor size stamped on the anchor. The conical - shaped expander plugs are colored red. See Figure No. 2 for additional details. Ill. Evidence Submitted: Product brochures. calculations, results of shear and tension tests. • • Findings IV. Findings: That the ITW Ramset/Red Head fasteners described in this report are alternate types of anchors to those specified in the 1988 Uniform Building Code, subject to the following conditions: 1. The allowable shear and tension values do not exceed those set forth in Tables Nos. I through VII. 2. The minimum spacing, edge and end distances conform to re- quirements set forth in the tables. 3. Allowable loads for anchors subjected to combined shear and tension forces are determined by the ratio of the actual shear to the allowable shear plus the ratio of the actual tension to the allowable tension not exceeding 1.00. 4. Anchors are not subject to vibratory or shock loads such as . supports for reciprocating engines or crane rails unless ade- quacy is determined by tests with results approved by the local building official. 5. The allowable values indicated in the tables are maximum values and they are not to be increased for wind or seismic loads. 6. Expansion anchors (other than self - drilling type) shall be in- stalled in holes predrilled with a carbide - tipped masonry drill manufactured within the range of the maximum and minimum drill tip dimension of ANSI Standard 13.94.12.1977 for the al- lowable values set forth in this report. This report is subject to re- examination in two years. R -OA Report No.1372 ANCHOR TYPE—CARSON STEEL a s NSTA QON TI (FL -Lea) L STONE AGGREGATE CONCRETE r e = 2500 psi r e = 5000 psi r = 3500 psi L r e =x000 psi r = 4500 psi r = 5000 psi r = 5500 psi Tension Tension SHEAR Tension SHEAR Tension r Tension SHEAR Tension Tension SHEAR Kith Inso..1 is 114 P. SHEAR 1 270 135 305 155 340 170 390 195 445 225 500 560 280 ' 8 1 610 305 405 670 335 445 725 360 445 750 365 460 755 375 470 755 485 760 380 495 23/4 680 340 715 355 745 375 765 380 770 385 775 780 390 1 625 315 690 755 380 805 845 420 885 440 925 'h 25 3 1.065 535 765 1.205 975 1,345 670 960 1,390 980 1,455 725 1,000 1,485 745 1,020 1,520 r 1,035 4 1.220 610 1.325 1,425 710 1.460 1.515 760 1,550 775 1,580 244 830 415 1.040 520 1,290 645 1,330 1,380 690 1.395 700 1 /2 55 4 1.420 710 1.115 1,515 755 1,485 1.590 1,835! 915 1,680 2.155 1,770 2,475 1.240 1,860 2,800 1,400 1,945 6 1.530 765 1.745 870 2,250 1,125 2,595 2.940 1,470 3.285 1,645 2 1,225 615 1,535 765 1,840 920 1,920 960 2,000 1.000 2,090 1,045 2,175 1,085 .,y 90 5 1.955 980 2.80) 2,120 1.060 3.115 2,285 1,145 3.135 2.545 1,270 3320 2,865 1,435 3,120 3,190 1,595 1120 3,510 1,755 3,120 7112 2,605 1,305 2,735 1,370 2,870 1.435 3.115 1.555 3,435 1,720 3,755 1.880 4,080 2,040 3 1,720 860 2,020 1,010 2,315 1.155 2,420 1,210 2,520 1,260 2.620 1,310 2,715 1,360 3 /4 175 63/4 2.450 1.225 4,090 3.130 1,565 4.375 3.805 1,905 4,425 3.940 1.970 4,500 4.080 2,040 4,580 4,210 2,105 4,660 4,345 2,170 4.735 10 2,640 1,320 3.520 1,760 4,395 2,200 4.850 2.425 5.300 2,650 5.740 1870 6.185 3,095 3 2.215 1110 2,705 1,350 3,190 1.595 3.290 1,645 ' 3,380 1,690 3.480 1,740 3,570 1,785 its 250 6 2,960 1,480 4,410 3.655 1.825 5,600 4,350 2,175 5,960 5,005 2,505 6,240 5,645 2,820 6.520 6,280 3,140 6,800 6.915 3.455 7.075 8 3,125 1,560 3,835 1.915 4345 2,275 5,140 2,570 5,740 2,870 6,335 3,165 6.915 3.455 4 3,765 1,885 4.335 2,170 4,910 2,455 5.090 2,545 5,270 2.635 5.440 2,720 5,620 2,810 1 300 7 5,540 2,770 6.190 6,280 3,140 6,795 7,020 3,510 6.660 7,600 3.800 7.110 8,180 4,090 7,555 8.775 4.385 8,000 9.335 4.665 8.450 10 7,435 3320 8,195 4.095 8,950 4,475 9,330 4,665 9,700 4,850 10,080 5.040 10,465 5.230 5 12 4,490 2,245 5.365 ' 2,685 6,240 3,120 6.630 3,315 7,020 3,510 7,410 3705 7,800 3.900 11/2 500 8 7,640 3,820 9.015 9,960 4,980 10.460 12,280 6,140 10,495 12,680 6340 10.930 13,070 6,535 11,370 13 461 6.730 11,800 13.855 6.925 12,240 10 9,735 4,870 11,890 5,945 14,040 7,020 14,560 7.280 15440 7.720 15.775 7,890 16,115 8,055 ANCHOR TYPE--STAINLESS STEEL STONE AGGREGATE CONCRETE r = 2500 psi r = 3000 psi r = 3500 PSI r = 4000 psi rs = 4500 psi r = 5000 psi r = 55OO psi IMMO I Tension Tension Tension Tension Tension Tension Tension TORQUE I p.3 intp.5 SHEAR Msp.3 h p4 SHEAR i p 3 4 {HEAR SHEAR SHEAR SHEAR F- SHEAR 1'/s 285 145 350 175 415 210 510 550 275 595 295 1 1s 8 1 685 345 530 720 360 555 750 375 580 590 780 605 790 395 615 805 400 625 2 765 380 765 380 770 385 785 795 395 805 400 1 640 320 700 350 760 380 785 395 795 400 805 400 815 405 3 12 25 3 1,095 545 775 1,205 605 900 1,320 660 1,030 1.415 710 1,050 1,495 750 1,070 1.580 790 1,095 1,660 830 1.115 41 1,330 665 1.425 710 1.515 760 1,600 800 1.675 835 1.750 875 1.825 910 204 820 410 1,000 500 1,180 590 1.200 600 1.230 615 1,270 635 1.275 640 1 /2 55 4 /s 1,625 815 1,845 1.775 890 2,060 1,925 965 2,270 2,150 1,075 2,340 2,420 1,210 2,410 2.690 1345 2,480 2.960 1,480 2.550 6 1,775 885 2,025 1010 2.270 1,135 2.495 1,245 2.695 1.350 2,900 1,450 3.105 1.550 23/4 1.235 615 1,505 755 1,775 890 1.860 930 1,920 960 2.000 1,000 2.045 1,025 3 12 90 5'is 2,555 1,275 3,040 2,665 1,330 3,075 2.775 1,385 3,110 2.975 1,485 3.400 3.235 1.615 3.680 3.495 1.745 3,965 3.755 1.875 4.250 7'/2 2.635 1.320 2.780 1,390 2,925 1,460 3,200 1.600 3.560 1,780 3.920 1.960 4.280 2,140 3 1.760 880 2.060 1.030 2,355 1,175 2.450 1.225 2.550 1.275 2.640 1.320 2.740 1.370 !'4 175 6' /s 2,840 1,420 3,930 3.255 1,625 4,200 3,670 1,835 4,470 3,970 1,985 4,680 4.270 2.135 4,890 4.570 2.285 5.095 4.870 2.435 5.300 9 3.030 1,515 3,390 1695 3,750 1.875 4,210 2.105 4,735 2.365 5,260 2.630 5,785 2,890 3 2110 1055 2.820 1,410 3,530 1,765 3,620 1.810 3.700 1,850 3.780 1.890 3.870 1.935 21i 250 6 2,435 1,215 4.900 3,155 1,575 5,500 3,870 1,935 6,110 4,670 2,335 6,435 5.525 2,765 6,755 6.380 3,190 7,080 7.235 3.620 7.400 8 3,455 1.730 4,570 2.285 5.685 2,840 6,090 3.045 6,500 3.250 6.910 3,455 7,315 1660 4 2,960 1,480 3,630 1,815 4,305 2,150 4,630 2.315 4.960 2.480 5.290 2.645 5,620 2.810 1 300 7 4,105 2,050 5,870 4,435 2,215 6,780 4,765 2,380 7,685 5,190 2,595 8,240 5,685 2,840 8,790 6.175 3.090 9,350 6,670 3.335 9,900 101/2 4,090 2,045 4425 2,315 5.165 2.580 5,690 2.845 6,205 3.100 6.720 3.360 7.235 3.620 TABLE NO. V—ITW RAMSETiRED HEAD TRUBOLT WEDGE ANCHOR ALLOiPABLE SHEAR D TENSION VALUES (Poundsy 2 I CIS U taNZIAMir.“.• 1.4". LMT offers a wide range of capacities plus Versa- Shelving and Drive -In (High -Cube) Racking. This means you can obtain and install from one manufacturer the system that FRAMES • LIGHT -DUTY, LOW PROFILE RACK LM 10 Upright An economical answer to storage of hand loading systems requiring more than regular steel shelving. • STANDARD -DUTY RACK LM 15 Upright The basic systems of modular pallet racking for all regular storage applications, with strength and safety at realistic costs, • MEDIUM -DUTY RACK LM 20 Upright The popular range of pallet racking In seismic areas. • HEAVY -DUTY RACK LM 30 Upright Features 3" square columns, a rack system for the heavier loads and the high rise, high cube application. • SUPER -DUTY RACK LM 40 Upright This upright offered on application only. The LM 40 offers additional strengths where impact properties or greater load requirements are needed. Subject to inquiry. The LMT design represents the most proven up to date concept in a boltless, easy to assemble, durable storage racking system. Precision parts manufactured to provide ease in erection and change over to handle the wide variety of applications for today's and tomorrow's storage systems. • PALLET RACKING Conventional 1, 2, or 3 pallet facings per load beam bay with adjustable storage levels to 32 feet high. • VERSA - SHELVING Versatility is obtained when a wide variety of different size products must be hand stored along with your standard racking needs. • WIDE SPAN SHELVING Large bulky Items — such as furniture, carpet and building supplies stored for selective orders. STORAGE RACKING matches the requirements of a particular application, whether your warehouse is hand, pallet or high - rise` storage. BEAMS • Z -BEAM 2" - 3" depth to 120" span for hand loaded items. BRACKETS SELECTIVE SYSTEMS • OPEN BEAM 2" — 3 depth to 144" span for hand loading and lightweight pallets. • CLOSED BEAM 3" — 6" depths to 144" span for standard and heavy pallet loads. • ROLLED FORMED BEAM 31/2" — 41/2" depths to 168" span for standard and medium pallet loads. • TRI -GRIP FINGER BRACKET Quick adjustment on hand loaded storage. Fabricated on "Z" or Open Beams. Interfaces with all upright frames (side hole, drop -In lock- ing pin on request). STANDARD BRACKET 3 stud connection with automatic snap lock. High stability and effective load distribution to the upright frame. Interfaces with all frames except LM 10. LMT personnel have over 25 years experience In storage racking. We have, and offer to you, our ability to solve special or unusual problems. The fact that over 75% of LMT racking business Is from existing clients speaks well for our products and service. • DRIVE -IN RACKING The high cube, high density, storage system using components from all our storage rack systems. LMT can offer the wide range of steel modular systems to meet your needs. • ENGINEERED MULTI -LEVEL RACK MEZZANINES For pallet feed and walk -pick retrieval complete with catwaks, railings and access stairways. 2 MEMO UPRIGHT FRAMES There are four basic LM upright frame models In various sizes and ggauges. LM 10 - LM 15 - LM20 - LM30. LM40 Is available for special application. HORIZONTAL AND DIAGONAL BRACING, are continuous mig welded to upright for maximum strength. Use 1% x 1% channels and 3 /4 x 3 /4 channels used on LM 10 uprights. FRAME FEATURES There are absolutely no dead spots along full height of column, permitting beam placement freedom, Each column has a foot plate pre - punched for lagging to floor. COLUMN FACTOR OF SAFETY Based on minimum yield point: 1.92. Conforms to standards oft the American Iron & Steel Institute (A.I,S•I.) and Rack Manufacturer's Institute (R•M,I.) Order frames by catalog number, All frames carry the prefix LM followed by 6 or 7 digits, The first two digits designate the frame model number. The remainder, the size. Example: LM 30 120 36 - ‚ S STANDARD SIZES ARE: Heights- 6 ft. to 24 ft. in 1 ft, Increments. Depths- 2 ft. to 5 ft. in 1 /2 ft. Increments. ON REQUEST: Heights- 3 ft, to 35 ft. In 1 /2 ft, Increments, Depths - 1 ft. to 6 ft. in 2" Increments. LM 10 45 40 35 30 15 1 5 361, COLUMN SECTIONS LM 15 FRAMES FRAME CAPACITIES 45 11 60" 'M11 0 11 BEAM SPACING IN INCHES HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required capacity for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds required total frame load. LM 20, LM 30, LM 40 x 6;038 6 96u LM 40 3x3x 135 1.14 30 3x 3x.105 LM 20 3x3x.075 LM45 3x 1518x.075 LM 10 I314x1518x.075 LBF354 ONE -PIECE CLOSED BEAMS 2% 6.773 6,363 5,999 5.675 5.384 5,121 4,883 4,666 4,467 4,374 4,285 4,117 3,962 3.818 3,634 3,280 2,975 2,711 2,480 2.278 3% LBF404 9,998 0.09 28 '1 ;313 1 ;0• 9,129 0.10 31 •11 ;24254!:110 8,399 0.12 33 3 7,777 0.14 35 y , ,,7; t 6.999 0.18 38 ,.:'8 ;6191 ,, 0.19 0.22 0.24 0.27 0.30 0.47 0.51 0.65 0.60 0.63 0.67 0.70 0.73 0.77 0.80 39 41 43 46 48 0.33 50 0.37 52 0.40 54 0.44 56 0.46 57 68 `6,77 61 45,0/0 65 A2r!! 67 4.636. 70 ow' 73 4;1 80 3,'4 83 ' : 3:170 ; 2% 0:I 0,1 0.24 0,27 / 0,32; 0, 4 LBF454 O. ti 0,63 0,57: 0 ;73 0.77 0.80'6 . 09, �M ZEE BEAMS R if LBZZ 7 L 49 1- 72 lai 14,818 13,529 12,447 11,525 10.372 10,038 9,430 8,891 8,410 7,979 7,560 7,237 6,915 6,621 6,483 6,350 6,101 677% 5,871 701 5,658 5,459 5,186 4.939 4,715 4,510 4.254 iF 4 0.07 0.08 0.10 0.11 0.14 0.15 0.17 0.19 0.21 0.24 0.26 0.29 0.32 0.35 0.36 0.38 0.41 0,44 0,47 0.51 0.56 0.62 0.68 0.75 0.80 LBC45 32 t 17;2 35 f , 5 ;75 37 ki 71 4,491 ; 40 f ";„ 43 1;; 2,0761; 45111:686;. = ".7 47 10,978' 50 ,0,350' 52 ` ;9,791` 55 4 .9,289 57 r. 6o C; 62 b 65 �! 66 67 70 72 75 77 81 85 88 92 96 5; 03 LBZ3A .103 1. z 2,291 .55 2,021 .67 Load Capacity and Deflect Design of beams conforms yibfd strength of 42,000 pou Deflection limited to 1/1 PACITHES ZEE BEAMS ONE -PIECE CLOSED BEAMS BEAMS LBC50 OPEN BEAMS CLOSED BEAMS Load Capacity and Deflection for Uniformly Distributed Load, Load Support Beams Longer than 144" or of Special Capacity are available upon request. Design of beams conforms with American Iron and Steel Institute light gage cold formed steel design manual. Safety Factor Is 1.65 based on steel with minimum yield strength of 42,000 pounds per square Inch. Deflection limited to 11 180 of span CHANNELS For use with any Load Support Beam; 1 Frame 2t Depth 30" 36 „ 40" 44" 48• 60" DRUM CRADLE Model DC 12W Part No, ACCESSORIES ROW SPACER Four 7/16" x 1" bolts with nuts Included with each row spacer.. • WALL TIE Standard Heavy Duty COLUMN PROTECTOR SC-30 8.5 970 SC.36. 10.0 800 SC -40 11.0 715 SC -44 12.0 650 SC -48 13.0 590. SC -60 17.0 470 Frame • Part No. WI. Cap. • Depth . 30" SCH -30 11.5 3350 36" SCH -36 13.5 2720, 40" SCH -40 15.0 2420 44" SCH -44 17.0 2180 . 48" SCH -48 . 18,0 1980 . . 60 SCH -60 22.5 1560 For use with any Load Support Beam to prevent drum from rolling, FORK CLEARANCE Base of cradle fits over top of support beam. Can be used singly or In pairs. BAR .. Use with any Load 2" Shipping Weight each: 3 lbs. Support Beam Two 7/16 ". x 1" bolts with .nuts included with each. Wall to Column Part No. Wt, Face', 4" Wt.-4 1,8 6" Wt-6 21 8" Wt.-8 2.4: _. 10" Wt, -10 2.7, 12" Wt.-12 3.0 Model :. Height : : .Wt: CP24. 24 : . 14:. Wt. Cap. CROSSBARS With Flanges Frame Part No Wt . Depth . FCB30.: 50. 36" FCB•36 ' 6:0 40" FCB•40 7 2W' : ; 44" FCB•44 7,5` . ' 48 FCB•48 •.8,0.: 60" FCB -60 10,0. Without Flanges Should only : beused outer support 1W positions, ;'.. Depth Depth of Part No. Wt. Cap. , of Part No. Wt: - Cap Frame Frame Standard Use with beams having 3 /4" step. 30 CBF -30 3.5 465 30" CB -30 3.0 •, . "465 36" CBF•36 .. 4,2 375, 36" . CB-36 3.6- . 375 40" CBF•40 4,6 335 40" ; CB•40: 4.0: •• 335... 44" CBF•44 5.0 280... 44 CB -44 '4,5 . 280 48" CBF•48 5.5 230 48" " CB-48 5.0 230 CBF.60 6,8 140 :; ' 60 ". CB•60 ` 6.3 '. 140 Heavy Duty Use with beams having 1'/2" step, 30' CBHF -30 ; 4,7 1340 30" C 30 4.0 1340 36'' CBHF -36 5,6 ' 1080 36 CBI-I-36 - 5.0 .;" . ' 1080 40":. CBIIF 40 ' 4.2 :.: 955 40" CBH•40 .; 5 5 '..: 955.; X44" CBHF-44 6.8 860 44' CBI-1-44 . 6,0 ": 860 48' CBHF -48 7,4 780 48 CBH 48 6.7 780 60" . CBHF•60 8.6 • 615 60 CBH 60 :. _ 8,4 615 Spacing Part No. Wt. 4" RS-4 . 1.0 6" . RS-6 1,3 8" RS-8 , . 1,7 10" RS-10 2.0. 12" RS-12 2.3 18" RS -18 .3,1 24" • RS-24 4.0 36" . RS -36 6.0 48" RS-48 8.0 60" RS-60 • .10.0 72" RS-72 12,0 • NER APPLICATIONS Your Other Specialized Racking Needs — • CAT# LMT 106 rIve•In ra Sy stems 213 South Kelly Street Lodi, California 95240 209/334-2500 FAX # 1 (209) 334-1259 Write or call for a free catalog on any of the other systems or materials Lodi Metal Tech offers the material handling Industry. Ask about Lodi Metal Tech's Quick Ship Program. CAT # LMT 107 Versa at DISTRIBUTED BY: CAT # LMT I( rack storage fees SUBJECT: CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 MEMORANDUM PROJECT: ronsunw, G1 PERMIT NO. DATE CALLED: i f ( SITE ADDRESS: 10'4 d , tri) �. (,O TYPE OF INSPECTION: , Vn ( \ DATE WANTED: /O -- -- i a:: SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: ..,_, g ,. INSPECTION RESULTS /COMMENTS: nn- DATE: 1 a -9 1 INSPECTOR: ... �- � CITY OF TUKWIL.A Dept. Hof Community Development - Building Division Phone: (206) 431-3670 .. ✓r.Y..M..,vM ax,) n x s. t.+a:.v ".rv..:.;,;.5r.rnt:•wf•v �t>nACt-]/+uRi.1NY1aKKdYt+: f;A INSPECTIO x. RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: iam a PERMIT NO. T SITE ADDRESS: +1 , i /4 : n l DATE CALLED: i D " c — TYPE OF INSPECTION: / • DATE WANTED: I �" a. m. SPECIAL INSTRUCTIONS: REQUESTER: A / PHONE NO.: a , - - INSPECTION RESULTS /COMMENTS: (1.5 ) ,--k. c' C") k. - ro Stoo -a. .Lu iv-rA INSPECTOR: (' 7. ---- -- DATE: ! 0 -3 - I CITY OF TUKW1L4L Dept. of Community Development - Building Division Phone: (206) 431 -3670 ,.�. - �•.. ..ri unu_ ».h:ta: ._nnv�,R,!.r ^.....�,.... .. "; g;,. •; i•^.bs,< *. [�:J :r, ^rx�f.;:•�, ��..�,... i:U: =.,!•s :s? .L'NS.i"Fi INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: , 4 ,��;B /v PERMIT NO. • - t, 6 inri DATE CALLED: TYPE OF INSPECTION: „ %,; , LLW E1 DATE WANTED: 0 - j f SPECIAL INSTRUCTIONS: REQUESTER: UM PHONE NO.: ,11 '- INSPECTION RESULTS /COMMENTS: - o7-- ) a _. , , .,. 4 ice! ..rear = .rrvl� ' I I � ' �1 .�.i1 INSPECTOR: DATE: le.) - / 9ta31,r':�?'1: L: iJ't. y:"`t; <!'::M.'t.r, l� n- t.�a:: ren.:.....,.v.>•.. i.. . CITY OF TUKWIL4 Dept. of Community Development - Building Division Phone: (206) 431 -3670 .al'4 , fs..rr -sT: 74,1.0.114k3.1'ik: +i' A M..1JM.tNJt.VC NSPECTIO RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: A SITE ADDRESS: of I PERMIT NO. I tO r • 0 allid, ' DATE CALLED: '" �Q ' jj U TYPE OF INSPECTION: /�: DATE WANTED: ' - 17 .-0 _�, • SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: 245 - 542,5 INSPECTION RESULTS /COMMENTS: ? r `J , C( � • LeS U J . � ,INSPECTOR: r L ..L-5?.._— DATE: 9 - (-7 .-9 i CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD ���n >'.; ^ �;.' r: :�:....;,.t. ^..r;:ti!`..4K+a.t�' frvNl!'.:•tY:l:'7.[:iti "LYt.�!1J'.'. 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: i ,._ _s_i /, ' PERMIT NO. AWES SITE ADDRESS: 16 r •h. i i / e DATE CALLED: 4 -- TYPE OF INSPECTION: F DATE WANTED: -- r — , M SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: 2.41 INSPECTION RESULTS /COMMENTS: INSPECTOR: -� �' DATE: "7-ea- `7/ m ,itr... � t, 6�; �: •r "7 +.t xlnl CITY OF TUKWIL.A Dept. of Community Development - Building Division Phone: (206) 431 -3670 Gt'!UT.:; :,1:i!':.'. J.:hitik, R: 35 ' u^ rs+. et: i Y l!: a: t: •�.'.ri'ntYW13G1+'t:G;ii�v. { ":.; �:Si }Sri✓:dSi:;:'Li ^ INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 *ILA 411460p"*" . "WOW Project Name ,Address , Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: • Pre-Fire: Permits: City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188-7661 (206) 575-4404 / 'T', TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM • itetain current inspection schedule / /Needs shift inspection • t Gary L VanDusen, Mayor Suite # /// Approved without correction notice Approved with correction notice issued Control No. Permit No / 7 Date .F .D. Form F.P. 85 DATE SEP 1 7 1991 ARCHMECT OR ENGINEER NI Z 0 .•=4.. . • PERMIT NUMBER Lin (AA_ (If previously Issued) PLAN CHECK NUMBER *-5 tf- 3oci TYPE OF REVISION: TeNieb.r-11 R'; 4 SHEET NUMBER(S) 'Cloudw or nigislight all areas of revisions and date revisions. St.TBMITTED TO: t' t•■■ Et> I C-- T CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98138 * * REVISION SUBMITTAL * * /OM RECEIVED CITY OF TUKWILA SEP 1 9 'WbI PERMIT CENTEFI • PROJECT NAME 14,0%.1z-a-1-1c4.1e- ADDRESS ■C;' fr* r•IPV 1^15:■T CONT.ACT PERSON .__i_Je8j_-Lekt--.1.- PHONE 4 CITY OF TUKWILA 6200 SOUTNCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 Plan Check #91 -309: Eagle Hardware 150 Andover Pk W PHONE # (206) 433.1800 THE FOLLOWING COMMENTS APPLY TO AND BECOME PART F THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 3. All construction to be done in conformance with approved . plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1991 Edition), and Washington State Regulations for Barrier Free Facility (1989 Edition). Validity of Permit. The issuance of a permit or approval. of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other. ordinance of the jurisdiction. No permit presuming . to give authority or violate or cancel the provisions of this code shall be valid. Gary L. VanDnscn, Mayor "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 1 Footings 431 -3670 2 Foundation 431 -3670 3 Slab and/or Slab Insulation 431 -3670 l 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 i 6 Masonry Chimney 431 -3670 7 Framing 431 -3670 8 Insulation 431 -3670 9 Suspended Ceiling 431 -3670 10 Wall Board Fastening 431 -3670 11 12 13 R 14 FIRE FINAL lnsp: 575 -4407 15 PLANNING FINAL 431 -3670 16 PUBLIC WORKS FINAL 431 -3670 X 17 BUILDING FINAL 431 -3670 CITY OF TUKWILA Department of Community Development - Permit Center 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: 150 Andover Pk W BUILDIFG PERMIT INSPECTION RECORD (Post with Building Permit in conspicuous place) SUITE NO.: BUILDING PERMIT NO. DATE ISSUED: PROJECT: Eagle Hardware CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE Lpc (INSPECTOR COMMENT SECTION ON REVERSE) INSPECTION PROCEDURES AND REQUIREMENTS All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. S. INSULATION - After framing approval, but before installation of wallboard. Baffles must be Installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. OTHER AGENCIES: Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 09„4190 P(AN REVIEW COMMEIC'S Plan Check No.: U' ` ?e Project: 64E "- .C4 No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. REQUIRED INSPECTIONS 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4722). 3. Electrical permit shall be obtained through the Washington State Division of Labor and Industries, and all electrical work will be Inspected by that agency (277 - 7272). 4. All mechanical work shall be under separate permit through the City of 0 Tukwila. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 6. When special inspection is required, either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. All high- strength bolting to be special inspected (Sec. 306, UBC). 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12. Readily accessible access to roof mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 14. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 15. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 16. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1990 Edition), and Washington State Regulations for Barrier Free Facility (1990 Edition). 18. All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractors responsibility to have a set of plans approved by that agency on the job site. 19. Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 20. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22. All wood to remain in placed concrete shall be treated wood. 23. All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. 25. A Certificate of Occupancy will be required for this permit. 1. Footings 2. Foundation 3. Slab /Slab Insulation 4. Shear Wall Nailing 5. Roof Sheathing Nailing 6. Masonry Chimney 7. Framing 8. Insulation 9. Suspended Ceiling 10. Wall Board Fastening 11. 12. 13. 14. Fire Final 15. Planning Final 16. Public Works Final X 17. Building Final P(AN REVIEW COMMEIC'S Plan Check No.: U' ` ?e Project: 64E "- .C4 No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. REQUIRED INSPECTIONS 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4722). 3. Electrical permit shall be obtained through the Washington State Division of Labor and Industries, and all electrical work will be Inspected by that agency (277 - 7272). 4. All mechanical work shall be under separate permit through the City of 0 Tukwila. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 6. When special inspection is required, either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. All high- strength bolting to be special inspected (Sec. 306, UBC). 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12. Readily accessible access to roof mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 14. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 15. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 16. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1990 Edition), and Washington State Regulations for Barrier Free Facility (1990 Edition). 18. All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractors responsibility to have a set of plans approved by that agency on the job site. 19. Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 20. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22. All wood to remain in placed concrete shall be treated wood. 23. All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. 25. A Certificate of Occupancy will be required for this permit. Dear Sir: Yours truly, Cit Y f Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #91 -309 Re: Eagle Hardware - 150 Andover Park East The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Please provide documentation to the Tukwila Fire Prevention Bureau indicating the class of commodities being stored and the existing ceiling sprinkler density. 2. Refrain from blocking sprinker coverage with shelving. NFPA Standard #13 states that any shelving or decks in excess of 4 feet in width will require the installation of sprinklers thereunder. (UFC 10.302) 3. Provide a minimum 6" longitudinal flue space between racks and provide transverse flue spaces between the loads or at the rack uprights. 4. If an existing storage room is to be used for the storage of flammable, combustible or hazardous chemicals, the room must meet the requirements of the 1988 edition of the Uniform Fire Code. Contact the Tukwila Fire Prevention Bureau for further details. The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd bL Gary L. VanDusen, Mayor August 22, 1991 August. 8, 1991 SCONZO / ASSOCIATES planning and design, inc. 919 -124th AVENUE N.E. BELLEVUE, WA 98005 206/455 -3203 Mr. 'Bob Benedicto CITY OF TUKWILA BUILDING DEPARTMENT 6200 Southcenter. Boulevard Tukwila, WA 98188 RE: Plan Review #91-299 and 91 -309 Eagle Hardware Warehouse Rack Storage Permit Dear Mr. Benedicto, RECEIVED CITY OF T(JKWILA AUG 0 9 1991 PERMIT CENTER The following is our response to your Plan Review letter dated August 5, 199 for these permit. applications: 1. The site development plan on Sheet Al has been revised . to show the correct tenant space. 2. The Racking Floor Plan on Sheet A2 has . been revised to show the method of demising the tenant spaces inside the building. 3. The Floor Plan has been revised on. Sheet A2 to show the overall space with complying exiting for, the remaining building space. 4. A second exit door has been added to the Floor Plan on Sheet A2 between Grid Lines "M" and "N" to comply with requirements. Two copies of all revised drawings are enclosed herewith. If you should have any additional questions or comments please . feel free to call me. Sincerely, CO( Gc)aI Ed Waldbauer ADDRESS PROJECT NAME CITY OF TUKWIL.A 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * REVISION SUBMITTAL RECEIVED CITY or TUKWILA AUG 0 9 1991 PERMIT CENTER DATE AUG 8 1991 14A1 --12 •%L . ILL,/ VlAse.E, kto i t S e j 9a �►I 112 2 ark. 1P 4.I2-K- I' 1 CONTACT PERSON •JOkF4 N •∎ =4 a M PHONE +�� — 3 7aa ARCHITECT OR ENGINEER '6 CO" ,Q,4ejiOe!� 1 A►"'r 'gj PERMTT NUMBER (If previously Issued) PLAN CHECK NUMBER '' O TYPE OF REVISION: 1 E6 F'o I'` S' a 1.1 Re V ` W Aoepro, _ Al l SHEET NUMBER(S) A' I •G i fr 2 - 'Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: at L3" tt?5 r• a I PLAN REVIEW: 91 -299 PROJECT NAME: EAGLE HARDWARE, WAREHOUSE STORAGE DATE: August 12, 1991 OCCUPANCY GROUP: B -2, WAREHOUSE (EXISTING) PROPOSED 1 TYPE OF CONSTRUCTION: N/C LOCATION ON PROPERTY: EAST END EXISTING BLDG @ ANDOVER PK E. BUILDING HEIGHT /NO OF STORIES: ONE STORY FLOOR AREA: TENANT SPACE DIVIDED INTO TWO PARTS BY EXISTING AREA SEPARATION WALL. ONE AREA= 17,028 S.F. AND THE OTHER = 19,500 S.F. FOR A TOTAL OF 36,528 S.F. OCCUPANCY LOAD: 36,528/500 = 73 OCCUPANTS TOTAL NORTH PORTION = 17,028/500 = 34 OCCUPANTS, SOUTH PORTION 19,500/500 = 39 OCCUPANTS. EXITING REQUIREMENTS: RE: SHEET A-2, EACH OF THE TENANT'S SPACES REQUIRES TWO EXITS DUE TO THE OCCUPANT LOAD OF. EACH. PLANS HAVE BEEN REVISED TO PROVIDE FOR TWO EXITS FROM EACH SPACE. DISTANCE OF TRAVEL IN EACH SPACE IS O.K. EXIT AT GRID LINES 7 —R, WILL BE REQUIRED TO BE FITTED WITH HARDWARE THAT CANNOT BE LOCKED FROM THE INSIDE. THIS REQUIREMENT WILL BE NOTED TO PLANS. A RELATED ISSUE IS THE REMAINING TENANT SPACE AND THE NEED TO LEAVE THIS SPACE WITH ADEQUATE EXITING PROVISIONS. THE APPLICANT HAS INSTALLED (OR WILL INSTALL) A NEW DOOR THROUGH THE EXISTING AREA SEPARATION WALL. THUS, THE TWO REQUIRED EXITS FOR THIS SPACE WILL THROUGH AN EXISTING DOOR AT GRID LINES D -7, AND THROUGH ONE ADJOINING ROOM AND OUT AT DOOR. LOCATED. AT GRID LINES R -7. EXISTING. SPACE THAT REMAINS IS UNOCCUPIED AND HAS BEEN DESIGNATED AS WAREHOUSE USE BY APPLICANT. THESE SPACES SHOULD BE POSTED "DO NOT OCCUPY" UPON FINAL INSPECTION APPROVAL OF THE EAGLE HARDWARE SPACE. DETAILED REQUIREMENTS:, STRUCTURAL CONSIDERATIONS FOR CUTTING OF • THE NEW DOOR OPENING HAS BEEN DETAILED •ON PLANS AND CERTIFIED BY JOHN HALLSTROM, ARCHITECT. '••O.R. OCCUPANCY, TYPE OF CONSTRUCTION,.WSEC, 51 - 10WAC N/C DETAILED REQUIREMENT DETAILED REQUIREMENTS: the new door opening has John Hallstrom, Ar DETAILED REQUIREMENTS: N/. Structural considerations for cutting of' been detailed on plans and certified by Occupancy, Type of construction, 51 - W.A.C. TO: ...) 01414 14/311Area1/44 DATE: r TITLE: Rect4korecr FROM: 3012.s BE4eolcm COMPANY: .•014,z49 4 PiSSCcIAlreS TITLE: DEPARTMENT: ....... DEPARTMENT: "PC.D. 13Lt4 'NV CITY OF y-TKwILA. DEPARTMENT OF COML JNITY DEVELOPMENT FAX NUMBER: (206) 431-3665 FAX NO 45643 68 Nent KeVeriie•WerXwieeWeee ereirWAheor.{4) ■301.4reee.0C4,44“4vnvi NUMBER OF PAGES TRANSMITTED, INCL. THIS COVER SHEET: SENT BY (INITIALS): eiff.444:4 leWeN4sWiii MINS4454 .44C • . • • — *:•* , zwvsar 46z5...zosPkwa: 4.0"vozi. 1 f'?62)i6W 2mMEN6 ij P 91441 Wre OMM.; ,ftkKPZS".ZXV.3M.MM 4=3.10AX P.fitr' tnEY .ftWOMA. IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: /.3M:34:::ecIV~M97.11Z0.44. 0 : 440,6 DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila WA 98188 Office: (206) 431-3670 00/15/90 CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 August 5, 1991 PHONE k (206) 433.1800 Mr. John Hallstrom Sconzo Associates 919 - 124th Ave. NE Bellevue, WA 98005 RE Plan review #91 -299 & 91 -309 Eagle Hdwe. warehouse & and Rack storage permit applications. Dear Mr. Hallstrom: Additional information is required to complete the plan review for these permit applications. Following is a list of items required: 1. The size of tenant space is not consistant for each of these permit applications. Please revise the tenant space "footprint" on the Site Development plan to show correct size of space. 2. Provide detail of the proposed method of demising the tenant space between Eagle Hardware and the remainder of building. 3. Provide a floor plan of the overall space to show . that the remaining building space plan will be afforded complying exiting after the Eagle Hardware space has been demised. 4. Initially (per our phone conversation) I agreed to note addition of A new man door on the plans, subsequent review indicates that perhaps two new doors may be needed. Please review and show requirements on plan as complying exiting would indicate. If you have any questions please call me at 206/431 -3676 rely Robert Benedicto, Sr. Plans Examiner Cary L. VanOusen, Mayor : 4 • C.:1M t • ,...12,:sit..1.3' �-- Fixture Typo /-------Height - Depth(Base) TYPE • EAGLE HARDWARE AND GARDEN_ G GONDOLA JOB NO: DRAWN: j„1 CHECKED' DATE: 1-24-91 A2 FIXTURE LEGEND �-- Fixture Typo /-------Height - Depth(Base) TYPE — DESCRIPTION _ _--- ___._._ -_ G GONDOLA H OUTRIGGER R RACK (93" OR 100" BEAMS) A A -FRAME RACK X SPECIAL FIXTURE C CANTELEVER RACK VF VENDOR FIXTURE M CASEWORK Q FIXTURE NOTE ® QUICK PICK NUMBER - XIhTINGr h'joILPG(E N /EXIhTINeI MEZZ. P ve EXI , 7TIN 6 T UPPIGES f-- C- jN�:TPLL I �-- GhlPll� LINK NEW 3 -El -- I P ENGE EXTr v0 t - - + I - - {- - - + 1 2 1 2 - 14 /I Coe> I + -I - .- L 4 _1 _,L _1_ 4� /i 1 1 �I 1,12 I -U II 6111111111111110. et/ 1 17RPrT GURTPIN 1 CEXI4 fIN6r) ZX P1 M Eri A. J - ;?, I -O II 1°I� -O 5 G CD 0 �iGPL- : I/ IL = I I- oII aL Rio /ICoB 1 1 1 I II 33 - 0 INSrP�L NEW I-L M • poo rz IN EX1 1 - 1N61 r 1- --F 1- NekJ PIZEGA��T GoNGrtE - t -4. E.)41‘21 Pir- - r iaa pe ` ��3 =Na C /-*) TYP I C ) LoGPT i DNS +- - I I + t - } �I:) ( 6f1 N6r + 1 ) 481 4 - - 4- 44MP E/ NEPT vEN ( � rtl,' � I111111' � III'IIIII ' I'' I' 11TIII Ir11 ' 2 3 4 5 6 7 8; FLEXIBLE RULER - 302 11 /2 6Z 8L 9Z SZ 7Z EZ Ze ie 0Z 61 Bl LI 91 SI 71 El ZI 11 01.• I:X I oKE / NEP"( v ;r- T I ll G -a 12. e)(1 , T1NGr ‘v I NEW N.M. LX P- I N eret-uNc EXISTINGT 'T ° fLPG(E to m to I 0 N � L\ NEIL 1 GaNG• STPIF 1- I di U Ivy IF THIS MICROFILMED DOCUMENT IS LESS .CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT CITY OF TUKWILA APPROVED CCT'I 1991 BUN IN •I VISION FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of approved plans acknowledged. By, jj Y.s?- Date Permit No (/► 9,Q Paget) 6a &f W ®k RECEIVED CITYOFTIIKWILA SEP 1 9 1991 PERMIT CENTER W 00 z 0 w ¢ 3 t• W I 0 W a, CO a 0 N Z 0 0 4 0 MING _LHat4v4e* "idaa NOISIA31:1 r 11=11 - XIhTINGr h'joILPG(E N /EXIhTINeI MEZZ. P ve EXI , 7TIN 6 T UPPIGES f-- C- jN�:TPLL I �-- GhlPll� LINK NEW 3 -El -- I P ENGE EXTr v0 t - - + I - - {- - - + 1 2 1 2 - 14 /I Coe> I + -I - .- L 4 _1 _,L _1_ 4� /i 1 1 �I 1,12 I -U II 6111111111111110. et/ 1 17RPrT GURTPIN 1 CEXI4 fIN6r) ZX P1 M Eri A. J - ;?, I -O II 1°I� -O 5 G CD 0 �iGPL- : I/ IL = I I- oII aL Rio /ICoB 1 1 1 I II 33 - 0 INSrP�L NEW I-L M • poo rz IN EX1 1 - 1N61 r 1- --F 1- NekJ PIZEGA��T GoNGrtE - t -4. E.)41‘21 Pir- - r iaa pe ` ��3 =Na C /-*) TYP I C ) LoGPT i DNS +- - I I + t - } �I:) ( 6f1 N6r + 1 ) 481 4 - - 4- 44MP E/ NEPT vEN ( � rtl,' � I111111' � III'IIIII ' I'' I' 11TIII Ir11 ' 2 3 4 5 6 7 8; FLEXIBLE RULER - 302 11 /2 6Z 8L 9Z SZ 7Z EZ Ze ie 0Z 61 Bl LI 91 SI 71 El ZI 11 01.• I:X I oKE / NEP"( v ;r- T I ll G -a 12. e)(1 , T1NGr ‘v I NEW N.M. LX P- I N eret-uNc EXISTINGT 'T ° fLPG(E to m to I 0 N � L\ NEIL 1 GaNG• STPIF 1- I di U Ivy IF THIS MICROFILMED DOCUMENT IS LESS .CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT CITY OF TUKWILA APPROVED CCT'I 1991 BUN IN •I VISION FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of approved plans acknowledged. By, jj Y.s?- Date Permit No (/► 9,Q Paget) 6a &f W ®k RECEIVED CITYOFTIIKWILA SEP 1 9 1991 PERMIT CENTER W 00 z 0 w ¢ 3 t• W I 0 W a, CO a 0 N Z 0 0 4 0 a1 A I ' • 1 1114 1Nawwo; 1G�n 1 .9N1NN'd"14lI J • NOISIA3d h ,__ 'ON r W 3 Q z A faN 4J il 4 : 1 P I 9 . 0 4 , - NtL . - r - f pi ;GL- P144 , 4 1 � 1 N f. _ 45 1. 5o. 0 1 • 4 fa'. C'-O' cnI�IC. 7 4• i r H •T C Ic'h' : c-='- 4 e"r:a-rFcem 1' 1 11/4' g4.l r' -` T2 .� F I � �•�.. N . � .fr, GO NC ..F I Ler11 1 � PR G,ca,S i Cc�NCR T � TE"L �T4I z s • _ n_ _ u LoP. 1 a'614. 1211 • INS-TA.--LL err N.M. Doe.'p- IN ExI 0PENINGr 2 I - to Co. EXI�TIr I�.UIL -GINGr PAI2KINCI 115 PARKING! • KNEE ( VINYL PLovtz �•- PPI'L'fC. - rok C1. 171' • _4 I' /4 ">t•1 T•IEE T-. 414- 1 7k.,-S1L• • \ 2%2 � 1;.• PIPE ILJ • �.LE ION • • NEVI Goh , ATP IFZ 5EE DETPIL 1 PIGPL e r (2)1...oca`TION �I � L P-L,a- M S 1 N Ic a,saLJ r 44t`I0 1,afrK o p,.SH - z • — 0, - TRZAL4ELL evGG.- L E ‘, P LPV. • D IhP. EL tIoN1 EXI �UII,f�lr II = cJ�I_ NEt^I 1 Loc./A.-nor-1 P-NI7 PLUMUINGr GoNNF.�TIONs MP'( DEPEND UPON VJP PN� soNITPRY •E- IAIER. PVPI1-PE5ILI"fY, • ‘74P- L E : l /q. FLEXIBLE RULER -302 AW 6Z ed LZ 9Z CZ 4Z CZ ZZ IZ OZ 61 91 LI 91 91 ql CI ZI It OLS 11 1111IIIIIIIIIIIIIIIIII111 IIIIhI11IIIIIhII1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIInIIIllluulullllulluulunhulllulhullulll1llllllulhlllllulhui61llhlulu' •PA .KIN�r t-4 k-J 2o' bJI DE ` ''' PNPL'( DfZIVEVJPY 4 Ev, J e=.L■GK DRIVE W /P`-,pN,°LI GLIH.E51N� P 1' LPNDaP S T IzI PZ EAG N S 117.e L ) FecoNcE k s Rkk ( 3ITE IDEV LOPN SST PL,A + = 0 I o «n.,.:.. <.I.*u Wi+ a b/ N +Mk +*nNa1. i. M• �wA.+ .�•:+w•rriv.•.w.nwmw..�+wwn,.x.. «e.+%•wrw:- wi�.••„w:i.•:.tin 'm'•�u.:: e,,,.+•e•...i+.peo -mn won... I ,A nrnflp I 1116 f7 1 1 i l PI T! ill[11I Irl(III rlITM I 1 I TI I III Lri i � I . LLL . I LL .� Li II - I . 1 .� t . III � . IIL . III . X1 III ' J 1 - 11111 , ISTM /INCN " 1 • 2 3 4 5 6 7 g I It ( )a4'XIl4 T. J 6..4c,u1 / TS / [24' Co '1 • iJ o T� E•cit.E OF C E1JIN6 Must NOT rSL (E S S - o" ETz4j OF Pro-let-.. IF THIS MICROFILMED DOCUMENT IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT X41• • N0nn ntvo O 5 z 26 I ~ conPji 0 0 of 1, \ /- - I o N1 LJG 1/4 '?191•6 • E IRECK on 9 L con Ps) llnit GIrS WnnSLER • N(ntTN cc (7I(RGENCY C(Nr(R AXUl' V I G I Ul l lN "Af' nR -J . x4 '1 .-- •1• � I I �G rY T!litINILA IN A - RiPEl PI7 4 D nu II> ) Date 1 Per B ILDING DIVISI(Y ATAMI ' Ji T I I0 1, IAL I CE S C . PTION w LEGIT DEZCRIETION Tract 2 &3 of the plot of Andover according to the plat record in In King County, Washington. Except any portion thereof, conveyed.to the city of by atatutory warranty Deed recoroed under Auditor's 7202140368. Indudtrlal Park No. voluata 66 of plate, •E:DCoE OF OPENIU!, evGPL Y 41S1 1, pige 36 Tukwila File No. • ( o ;a . k0 114 TS SLAVS z," x /La" \)i/ - / 4 P a¢c t-rs @ 9" GA. a 3" <'Iz.xl 1u/ 2. 1 14 n 0 'PARALS0L31 Qu 94GA _._ urxkrst u• .n Check approvals are SPACE A, S f1owN subject to errors and omisFonsFAWE4provai of plans does not authorize the violation of any' ON PP :L ELEVP11gMpt code or ordinance. Receipt of contractor's copy of a oved pl ns s ckno / jI — _ I• SI ; 17 1 : NI! = 1 . 1 _ o il • fIT o RECEIVED AUG 0 9 1991 PERMITCENTER LLl Z o _ OT Q W ¢ 30 v M n r-I W al J to m N 4 0 I 1 - JOB NO' • DRAWN= EIJ CHECKED' DATE' 60 -2 -9I Al ta ^% -- Fixture Type • � - / -- Height Depth(Base) TYPE • '- EAGLE HARDWARE AND GARDEN G GONDOLA r— • . JOB NO' DRAWN' I„1 CHECKED' DATE' 1-'24_91 A2 • la,- A) al -- Fixture Type • � - / -- Height Depth(Base) TYPE DESCRIPTION G GONDOLA r— • . H MLVCI R RACK (93" OR 100" BEAMS) A A -FRAME RACK X SPECIAL FIXTURE C NOISIA3U k VENDOR FIXTURE M CASEWORK Q FIXTURE.NOTE . . 'ON FIXTURE LEGEND -- Fixture Type • � - / -- Height Depth(Base) TYPE DESCRIPTION G GONDOLA r— • . H OUTRIGGER R RACK (93" OR 100" BEAMS) A A -FRAME RACK X SPECIAL FIXTURE C CANTELEVER RACK VF VENDOR FIXTURE M CASEWORK Q FIXTURE.NOTE ® QUICK PICK NUMBER 7 It 1 New 3 - NR - • E-X T FF. LN Ix cHPIN LINJK 1 � ENGE W/ t L(GKPP3LE �rP-f p - - + C'FYPI4.6.0 , 4 -- OFFI • • EXISTING( 4 -H --- G�iIJLRET� P F- Pfr - [IoN 14110 �- GIlPII-i LI014 �ENGE; t -- '+ .4 /I - a ' 1=4 'p 'F 1 +H -+ 1 1 1 •1 rz4 I 1 1 l 1 1 ° 33 ' -a ll 1Q �1 -O II Io • -- ,+ - -+ ' R4e/I6 z 1 1 1 1 G (1 1 4, --1H6T L Fz. np.s Ni 0 674-ALE ; 1 / 1 (i't = 1 1 - O 1 xtr Dopes 544Atit $EoVat4P« °F-4 /N /12E ew7w ot)r SE ©P 4 «_ OK- 41 SP A 'fR2 G D e 1Z� , . . r I :'fif[Frl]1}l I11 11TH LL1 Ili I i`� ITIi1 1 1 I I 1 1.11111 111 I I • 111 111111111 (1.1.111.1.1 ['1 rl FI !MINI I 1 11 1 r11.111 I I h... P °TM� 1 NC 2 3 4 5 6 7 8 0 NE PKE4P4 - F GoNOI�ET F& IN ' TPLL NEkJ' F .1. NI. DooP IN 5XITIN ape.NINe-r FLEXIBLE RULER -302 AW ..... 'OE ez Be Lz 9z 9e nz CZ zz 1z 0z 61 BI a 91 sI 41 CI zI a OLj 6IIII11111111111111IIl1IIIlI 111111111 lIII1 111111111111 )1111111101111111ulu 1111 IIII61 11 11IIliullllu6hu111116ul1u4ILlllliullluJlu61111IUIIIII,IIIIIIIIIk u Ex I 1 -1 r 1N�1(PLL 050 N• 1 rx�P- I rJ Exly orENINt #-- tE— EX15TINGr q- ' 4 -- /1..1E/%1 TENT - + � M I PKE / NEP1'( V I EN + - -t - -1- EXIST INS ST F`P'•rE i 13 13 RO 0 1 rJE1J Pl EcP - f t coN�• Stfr IF c, • Ivi T=GLz'DIUiStOu 4J11i (.00- 6/A113 /N Aug 04/4/066:244/4 Pgre)- Ou p C,gGCS- 4/paw IF THIS MICROFILMED DOCUMENT IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT • CITY OF TUKWILA APPROVED AUG i; 1( "I BUILDING DI IS nn1 RECEIVED CITY OFTtIKWILA AUG 0 9 1991 PERMIT CENTER _a Q 'o a 0 CO co 0 e- { Nor `I C.-SC. 11 SUM. co 120911 F/ELp LOCATE WHEEL CHAIR RAMP IMMEDIATELY NORTH Of EXISTING STOP. MR REMOVE EXISTING • CURB /GUTTER SIDEWALK TO NEAREST JOINT (TyP•) ' • th / 1 RELOCATE eX/o r /NG LIGHTING'/ CONDUIT / LIGHT POLEGS ' PER LIGHT /NQ PLAN ov OTHER (TYPICAL) 11 •' -1 ..//01' i / ° 'REPLACE EXISTING LACKFLDW OW PREVENTION WITH A DBHS APPROVED DOUBLE CHECK VALVE A55EMBLy "y S 410,0' 2..:( •t•t• � /tI vi .hi ? 441 A5 LF, B "17.13 ° ty SKATE. 23. SO 4l' LE,• 10.20 �4 5 ?3 2432 •• RAISE EX. CO GRATE TO EL. • 24.75 RIM i t I E 2 4E h I E , 26 A. 1 1 -,• "• INSTALL SOLID COVER 2352 ON EX. Ca •• ADJUST RIM TO EL. • E5.50 ° 2371 •' PLUG EX. • STORM Pipe RI 23 33 t I E 2078 ° 2434 A /5E DRAIN Mil RIM 7O ELr26.80 RIM 24 52 92 itu N5 � ti b tip I 16z2oul 16 ` 2550 PLANTEK __ -� • RIM 2477 tE 2(L IE 20.27 253' /f0 LP RIM IE , 971 IN 12 - tE t4 t 1 20 18 OVERF roe or RAMP= Z5,01 ' rt M R• 1 IF it ElkE EXIST. FIRE HYDRANT AO4SEM/3LY. roPoo gAMP • 2(0.7 ADJoS TO 6RA 4 ',r• 24 FS' • CONNECT To ex /3T c, B. CB+63 - TYPEr DRAM = 24.00 /.E. =2/.5o CB 42 -• Type r FIELD LOCATE NEW G' SIDEWALK TO AVOID EX /STING P WER VAULT WHEEL CHAIR RAMP PER CITY OF TUKWILA ST55. (TYP.) CONSTRUCT New DRIVEWAY ENTRY PER CITY Of TUKWILA STANDARDS CONSTRUCT CURB /GUTTER SIDEWALK a EX /5T/N4 PD /ON Of eNrTy GENERAL CONSTRUCTION NOTES i • u1M ?'.3i All work shall conform to City of Tukwila Standard4 and Specifications. 2. AS locations of existing utilities are approximate Only and it shall be the contractors responsibility to locate and verify the horizontal and vertical locations of all utilities. Contractor shall take precautions to avoid damagb and disturhanceaff ill existing utilities. 3: Storm drain pipe shall he either: n. Concrete - per ASTM CI4 - Class 3 b. PVC • per ASTM 3034. SDR 35 c. Smooth wall Advanced Drainage'Systems N•I2lpipe. 4. All pipe and appurtenances shall be laid on.a properly with Sectioh 7.023(1) of the current State of Washingt and Bridge Construction. This shall include necessary Ii top of the foundation material as well as placement an repated foundation in-accordance n Standard Specification for Rdad veling of the trench bottom or the compaction of required bedding material as well as placement and compaction of reglt red bedding material to uniform grade so 'that the entire length of the pipe will he support d on n uniformly dense unyielding base. AU pipe bedding shall he APWA Class 'C, with the exception of PVC pipe. 'All trench backlit] shall be compacted to minimum 95% for pavement and structur fill and 90% otherwise per ASTM D•I557.70. Pea gravel beddin shall h0 over and under PVC pipe. . 5. Drainage structures located outside of paved areas shall live locking lids. 6. • AS roof drains shall be connected directly to the storm dr inage system and are not to be, connected to the footing drains. , 7. Structures shall not be permitted within 10 feet of the sp 'ng line of any storm drainage pipe, or 15 feet from the top of any channel hank. Fill areas shall be compacted to at lest 90% of maximum dry ensity in landsc ape areas and to at least 95% in parking,curh, sidewalk building pad and. �ll paved areas. Test method ASTM D•698 shall be used as the standard. 9. Fill amts shall be compacted in maximum 8" fill lifts. .1 1 23 '3 • 3. Al trenches shall be compacted to 95% of the maximum dry density per ASTM D -1557. 4. All water mains shall be ductile iron, class 52. WATER NOTES All work shall conform to the City of Tukwila, APWA, AWW4 & NFPA 24 Standards and Specifications. . L Fire hydrant assemblies shall be installed per City of Tukwila Standards and City Ordinance #729. . 0,5' DEDICATION FOR STREET WIDENING { REMOVE CURE/GUTTER. NINSTALL SIDEWALK 6 WIDE SIDEWALK S' 9 cc/Rs/ear - mg r I , . , : ',,i,1•, - Jv , • 1i ,h ht • • '464 0 t ki hit .4., E 416 27,7 Andover Park Fast , ••n' / .'m. •{;•. ' f 44C, • • '2_ , t ELOCATE FIRE DEPT. CONNECTION TO NEW LAAI CAPE /OOLAND. ReMOVe POR77ON Of B /LP /NG y' REPLACE W /TH cl/RB y LAN05cAP4'P • PGANTZR A 1. TH. INCH `1 • 2 3 4 5 6 '7 8' FLEXIBLE RULER -902 AW•.•H• 2 R' ASANDoN REMOVE EXIoT1Nl3 4TORM a IN L /NEf3 AND OiTRUCTURE UNDE/C NEW ADDITION. (TYPICAL) REMOVE CURB PLANTER. PAVE TO MATCH. EX /5T /N6 G 4P5 Railroad easement • L RIM 22 RI IE IE' 15.5. 120T r ,•z ` rl ITIr 1I 1 1 1 � l i In I�I' I 1 ( VIII`1�j'IrI�IIr� I'1ir'j� �I I�IIII,iIjlh�, : �F 'OE 6z 8e La 9z sz az ce as le 0E 61 Bt LI 91 sl at el al 11 OL ,) n11hu1tlud11uluu1uul111111111Iuu11u11I111du11lug111111uu11111InH1uJ1I1u111111111u1uu 11u1u11luu1uul11111uuI11111uuIn111 11111111111111111111111 )Iunluuluu111111iI' Y RIMfCW3 • f .r ft* 20 83 2618 4'26 2726 ' 25 44 INSTALL SOLID LOC,YNG COVER ON EX. CB- Aft4IST RIM 7n EL. - 25./o `* RIM 22 tI IF :1 37 F 2 APANCON EX/DOING WATER MAIN UNDER NEW SLOG ADDITION. REL.4E EXATING ARE HYDRANT AOAiY'C�, A9 NOTED. !'F 4r. . RELOCATE LIGHTING CONDU /T q L /GNT POLES TO NEW ISLANDS PER LIGHTING PLAN By OTHERS ( TYPICAL) 25 57 2563 25 49 1 LANp54gPEO \ 2539 E 20833N }11'^ me , 20 78 ' N 2624 6UT ` Z1.2 _5' 5 /ZZ' \ RELOCATE GAS MAIN \ ( METERS TO NEW \ ACE• OP BLDG. \ INSTALL f 6 \ • \ \ , • / /1 \ ASANP9N EXIO3TING GAO LINE Exlsr. BLOC. IF THIS MICROFILMED DOCUMENT IS LESS :CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT FF26.7t Nor +h r , � n m tLI 4 67 %98 4. B "-90° FJEND(Mi) CONC. EL/t:Q k rtd IF :'R'? • EX /T d " WM. GRATE - 24.70 I.E.= 22.20 RIM :'3R( CONNECT TO ex CS mh B 40' BEND (MO CONC. BLK.C3'. • EXIS 22.71 MATGH T• \ 12 GRADE rowMD Nem/ CULVERT • WHEEL CNA/,e RAMP PER oily Of TUKWILA 5409. (TYR) CONSTRUCT NEW DRIVEWAY ENTRY PER C/Ty Of TUKWILA ' STANDARDS CoNSrRucT caw /GUrreR ovER EX /5T. ENTRy PER CITY of TUKW /LA STANDARDS MAINTAIN EX /5T /NG CURBL /NE coNNNL'r TO EXIST /NCB B" W.M. WITH es"x B" Tee (fL x Md) CONC. HLOCK/NG Z- B' GATE VALVES (FL x MJ) CITY OF. TUKWILA APPROVED eX /6'T PARK / -- - -1- Vioinity Map PERMIT CENTER REV /565 7 It■lsEt, NOT�s: 1. CON'TeUCT NEW RAMP. P&L PER • GEOTECLI CON4•ULTANTS, /NC, KECOMMCNDAT /ONG. 2. PA VEMENT To Be Z "CLA55•.'B "ASPHALT ON 4" BASE, 3. PLANT SLOPES PER ARCH /TECT• / AUG 0 9 1991 x U k 4