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_ SEIZMIC y9530 9530 Wa4h // ' /`p � MATERIAL HANDLING ENGINEERING � /� - {' EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA KENTUCKY NORTH CAROLINA DRIVE -IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA MARYLAND 01-HO CANTILEVER RACKS STORAGE RACKS CITY APPROVALS CALIFORNIA MASSACHUSETTS OKLAHOMA MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MICHIGAN OREGON CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MINNESOTA PENNSYLVANIA CAROUSELS BOOKSTACKS FIELD INSPECTION FLORIDA MISSOURI TENNESSEE PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION GEORGIA MONTANA TEXAS RACKBUILDINGS FOOTINGS PERMITTING SERVICES IDAHO NEBRASKA UTAH ILLINOIS NEVADA VIRGINIA INDIANA NEW JERSEY WASHINGTON KANSAS NEW MEXICO WISCONSIN r _�" SEISMIC ANALYSIS ¢ ` � �' �`� , ? OF STORAGE - ,�, .� '' '� �'' FIXTURES FOR ., 3 ' � �,� • 1.1 ^ Ty APPLE COMPUTER .,.„„„, tva.1 Iii Aki 241 TIGARD, OR, �� " .�!,�w.e � , � Job No. 06-1641R O �„�, g ,. 'R3`y r i "'lam J Y �'`-1 4-4,1 .':€k' :'+h� 1 i .'itAllk '*• -rir4 3% i" T 'F a�`S . i . s' 1- all- ''�7.Y F"_,'� 1.` .j(�.`�+ n� � ' "k 'S{;i —VP- 4 4 l APPROVED BY , px' IT r41,41 lr 3 Igr, �� xab t c, ' SAL E. FATEEN, P.E. " ^ . 1 � 10/20/2006 ` ;kt 1 ' "u REO 'Rope 12303 - g. iip IP OREGON - i /� �Y 15, 1 NEL �0 M• J 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869 -0989 * FAX: (909) 869 -0981 • SEIZMIC PROJECT APPLE COMPUTER INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 2 MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 TABLE OF CONTENTS DESCRIPTION PAGE# COVER PAGE 1 TABLE OF CONTENTS 2 PROJECT SCOPE & PARAMETERS 3 GENERAL CONFIGURATIONS 4 SUMMARY & ELEVATIONS 5 & 6 LOADS & DISTRIBUTION 7 LONGITUDINAL & TRANSVERSE ANALYSIS 8 COLUMN ANALYSIS 9 & 10 RIVET CONNECTION CHECK 11 SHELF ANALYSIS 12 & 13 OVERTURNING ANALYSIS 14 SLAB & SOIL CHECK 15 • SEIZMIC PROJECT APPLE COMPUTER INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 3 MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 LIGHT DUTY STORAGE RACKS PROJECT SCOPE THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE RACK SYSTEM COMPLIES WITH SECTION 2208 OF THE 2003 IBC. PARAMETERS SHELVING UNITS WILL BE ANALYZED UTILIZING THE FOLLOWING FORMULA: V = (2.5 x Ca) / R x Ip x Wtotal < == Section 2208 Sds = (2/3) x Fa x Ss Ca = Sds /2.5 W = (0.67xwLU1 +wDL) WHERE: Fa = 1.08 Ss = 1.0614 Ip = 1.0 R = 4 < == FOR BRACED FRAME R = 4 < == FOR MOMENT FRAMES n= 1.0 1.4 < = == WORKING STRESS REDUCTION SPECIFICATIONS STEEL - Fy = 36000 PSI BOLTS - A307 UNLESS OTHERWISE NOTED RIVETS - Fy = 50,000 PSI ANCHORS - (1) 1/4"0 x 2" MIN. EMBD. HILTI KWIK BOLT II ICC ESR -1355 SHELVES - PARTICLE BOARD OR PLYWOOD SLAB - 3.5 IN x 2500 PSI ' SOIL - 1,500 PSF SEIZMIC PROJECT APPLE COMPUTER INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 4 MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 GENERAL CONFIGURATIONS: 1) POST 2) FOOT PLATE 3) ANCHOR 4 & 5) SHELF SUPPORT V /\ I � Ili ,lip p �II m m , ©© oel \ r r L J A NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED. SEIZMIC PROJECT APPLE COMPUTER INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 5 MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 SUMMARY & ELEVATION ELEVATION: TYPE 36.5'W x 18 "D 6 LEVELS. CODE - 2003 IBC CRITICAL CONFIGURATION ANALYZED WEIGHT/ LVL - 100 LB GENIUS ROOM y� � 6 1f2- 1 I g � T 2 66' 1 .. FRONT VIEW SD E VIEW SUMMARY: COLUMN LURH II BEAM #1 SS II BEAM #2 SSLP Dbl. Angle = 0.25 STRESS = 0.28 STRESS = 0.51 OK OK OK OVERTURNING II DOUBLE RIVET CONNECTION II SLAB & SOIL STRESS = 0.08 STRESS = 0.21 STRESS = 0.15 OK OK STRESS = 0.01 OK SEIZMIC PROJECT APPLE COMPUTER FOR STORAGE EQUIPMENT, INC. INC. SHEET NO. 6 MATERIAL HANDLING ENGINEERING CALCULATED BY MS DATE 10/20/2006 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 SUMMARY & ELEVATION ELEVATION: TYPE 48.5 "W x 24.5 "D 6 LEVELS. CODE - 2003 IBC CRITICAL CONFIGURATION ANALYZED WEIGHT! LVL - 100 LB MOBILE SHELVING i cur I e■ to { . a 9 v 24 IF i it r 2° 24 m 26 A 9 6 19701.1168n connate SUMMARY: COLUMN LURH �� BEAM #1 SS II BEAM #2 SSLP Dbl. Angle = 0.34 STRESS = 0.33 STRESS = 0.67 OK OK OK OVERTURNING II DOUBLE RIVET CONNECTION II SLAB & SOIL STRESS = 0.08 STRESS = 0.25 STRESS = 0.15 OK OK STRESS = 0.01 OK SEIZMIC PROJECT APPLE COMPUTER INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 7 MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 LOADS & DISTRIBUTION -TYPE 48.5 "W x 24.5 "D 6 LEVELS. ANALYSIS WILL BE BASED ON SECTION 2208 OF THE 2003 IBC, WHERE SEISMIC SHEAR IS DERIVED AS: V = (2.5x Ca) /RxlpxWtotal W = (0.67xwLU1 +wDL) = 462 LB 1.4 < = == WORKING STRESS REDUCTION Fa = 1.08 Ss = 1.0614 Ca = 0.3057 Ip= 1.0 R = 4 <_= MOMENT FRAMES n =1 #of SHELF LVLS = 6 < == ACTUAL SHELF LEVELS SHELF LL = 100 LB /LVL < == ACTUAL SHELF LIVE LOAD DULEVEL = 10 LB /LVL < == ACTUAL SHELF DEAD LOAD TOTAL LL = 600 LB TOTAL DL = 60 LB SEISMIC SHEAR V = [(2.5 x 0.3057) ' (0.67 x 600 / 1 + 60) / 4 ] x 1/1.4 = 63 LB LEVEL wx(DL + LL) hx wx hx Fi Movt 1 165 LB 3.0 IN 495 0.7 LB 2 IN -LB 2 165 LB 51.0 IN 8,415 11.9 LB 607 IN -LB 3 165 LB 96.0 IN 15,840 22.4 LB 2,152 IN -LB 4 165 LB 120.0 IN 19,800 28.0 LB 3,363 IN -LB 660 LB TOTAL = 44.550 63 LB 6,124 IN -LB NOTE: THERE ARE ONLY 4 MOMENT RESISTING BEAMS, THE LOADS OF THE 6 SHELVES ARE DISTRIBUTED ACCORDINGLY • • SEIZMIC PROJECT APPLE COMPUTER FOR STORAGE EQUIPMENT, INC. INC. SHEET NO. 8 CALCULATED BY MS MATERIAL HANDLING ENGINEERING DATE 10/20/2006 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 LONGITUDINAL ANALYSIS COLUMN FORCES Mbase = 0 IN -LB < = =BASE ASSUMED TO BE PINNED Pcol(seismic) = Movt/d = 250 LB Vcol = V/2 = 32 LB < == PLEASE SEE LOADS & DISTRIBUTION PAGE Mcol(1 -1) = Vcol x hi - Mbase Pcol(1 -1) = 330 LB = 32 LB x 3 IN - 0 IN -LB = 95 IN -LB Mcol(2 -2) _ [Vcol - EFI /2] x hi/2 Pcol(2 -2) = 248 LB <_= COLUMN CHECK = [32- 0.4]LBx481N /2 = 748 IN -LB Mcol(3 -3) = 567 IN -LB Pcol(3 -3) = 165 LB BEAM TO COLUMN MOMENTS Mconn(1 -1) = [Mcol(1 -1) + Mcol(2 -2)] / 2 = 421 IN -LB Mconn(2 -2) = 658 IN -LB < == CONNECTION CHECK Mconn(3 -3) = 368 IN -LB • SEIZMIC PROJECT APPLE COMPUTER • INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 9 MATERIAL HANDLING ENGINEERING CALCULATED BY MS • TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 COLUMN ANALYSIS -DBL ANGLE ANALYZED PER AISI & THE 2003 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Ptotal= 248 LB Mmax= 748 IN -LB KxLx/rx = 1.2'15 IN/0.5266 IN = 34.2 < =_= (KI /r)max 14 ga. 14 ^ 1 - 9/16" KyLy /ry = 1.2'15 IN/0.7655 IN = 23.5 AXIAL Fe= rr^2E/(KUr)max ^2 .............................. �.................,.,. = 249.2 KSI Fy/2= 18.0 KSI SINCE, Fe > Fy /2 THEN, Fn= Fy(1- Fy /4Fe) 1 7/16" 1 - 9/16" = 36 KSI"[1 -36 KSI /(4 "249,2 KSI)] = 34.7 KSI Pn= AeffFn = 11,678 LB IIc= 1.92 SECTION PROPERTIES Pa= Pn /IIc = 11678 LB/1.92 t = 0.075 IN = 6,082 LB Aeff = 0.337 INA2 P /Pa= 0.04 < 0.15 Ix = 0.093 IN ^4 FLEXURE Sx = 0.083 INA3 CHECK: P /Pa + Mx/Max 5 1.33 rx = 0.527 IN ly = 0.197 INA4 Pno= Ae"Fy Sy = 0.117 INA3 = 0.337 IN^2 `36000 PSI ry = 0.766 IN = 12,116 LB Kx = 1.20 Pao= Pno /IIc Lx = 15.0 IN = 12116 LB/1.92 Ky = 1.20 = 6,310 LB Ly = 15.0 IN Myield =My= Sx "Fy Fy= 36 KSI = 0.117 INA3 " 36000 PSI E= 29,500 KSI = 4,210 IN -LB Max= My /Of Of= 1.67 = 4210 IN- LB/1.67 Cmx= 1.00 = 2,521 IN -LB Cb= 1.0 Pcr= n ^2EI /(KL)max ^2 = r02'29500000 PSI/(1.2 "15 IN) ^2 px= {1/[1 -(IIc "P /Pcr)] } ^ -1 • = 83,859 LB = (1/[1- (1.92'248 LB/83859 LB)] } ^ -1 = 0.99 THUS, (248 LB/6082 LB) + (748 IN- LB/2521 IN -LB) = 0.34 < 1.33, OK • SEIZMIC PROJECT APPLE COMPUTER FOR STORAGE EQUIPMENT, INC. INC. SHEET NO. 10 MATERIAL HANDLING ENGINEERING CALCULATED BY TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 100// 20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 COLUMN ANALYSIS -T POST ANALYZED PER AISI & THE 2003 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. = 248 LB Mmax r Mmax= 748 IN -LB KxLx/rx = 1.2•15 IN/0.5726 IN = 31.4 1 -3/4" 16 ga. 14 GA. KyLy /ry = 1.2•24 IN/0.6606 IN = 43.6 < = == (KIlr)max AXIAL Fe= Tr ^2E /(KUr)max ^2 cl = 153.2 KSI Fy /2= 18.0 KSI 1 -3/4^ SINCE, Fe > Fy /2 THEN, Fn= Fy(1- Fy /4Fe) = 36 KSI'[1 -36 KSI/(4•153.2 KSI)) 1 1/2' 3 5/16" 3114" = 33.9 KSI Pn= Aeff•Fn = 16,041 LB Dc= 1.92 SECTION PROPERTIES Pa= Pn/flc = 16041 LB/1.92 t = 0.075 IN = 8,355 LB Aeff = 0.473 IN ^2 P /Pa= 0.03 < 0.15 Ix = 0.155 IN ^4 FLEXURE Sx = 0.126 INA3 CHECK: P /Pa + Mx/Max S 1.33 rx = 0,573 IN ly = 0.207 INA4 Pno= Ae•Fy Sy = 0.130 INA3 = 0.473 INA2 *36000 PSI ry = 0.661 IN = 17,043 LB Kx = 1.20 Pao= Pno /Dc Lx = 15.0 IN = 17043 LB/1.92 Ky = 1.20 = 8,876 LB Ly = 24.0 IN Myield =My= Sx•Fy Fy= 36 KSI = 0.126 INA3 • 36000 PSI E= 29,500 KSI = 4,550 IN -LB Max= My /Of Of= 1.67 = 4550 IN- LB/1.67 Cmx= 1.00 = 2,724 IN -LB Cb= 1.0 Pcr= Tr^2EI /(KL)max ^2 = rr ^2•29500000 PSI/(1.2•24 IN) ^2 px= {1 /[1 -(Dc'P /Pcr)] } ^ -1 = 72,511 LB = {1/[1- (1.92•248 LB/72511 LB)] } ^ -1 = 0.99 THUS, (248 LB/8355 LB) + (748 IN- LB/2724 IN -LB) = 0.30 < 1.33, OK • SEIZMIC PROJECT APPLE COMPUTER FOR STORAGE EQUIPMENT, INC. INC. SHEET NO. 11 • MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 CHECK CAPACITY OF DOUBLE RIVET BEAM CONNECTION SINCE THE FRAME IS ASSUMED TO RESIST THE SEISMIC LOADS AS A MOMENT RESISTING FRAME, THE CAPACITY OF THE RIVET BEAM CONNECTION SHALL BE DETERMINED. Mconn= Mseismic + Mstatic = 900 IN -LB CAPACITY OF STUD IN SHEAR ei 1 1l4" 11/2" Vallow= 0.4 ' Fy *AREA • 1.33 = 2,944 LB Vallow= 0.22' Fu AREA 1.33 = 2,914 LB BEARING CAPACITY OF STUDS brg.allow= stud 0 x tmin x Fu x 1.33 = 2,438 LB Mallow= Vallow • d = 3,656 IN -LB > Mconn OK 0= 0.375 IN tmin= 0.075 IN AREA= 0.11 INA2 Fy= 50,000 PSI Fu- METAL= 65,000 PSI Fu- RIVET= 90,000 PSI SEIZMIC PROJECT APPLE COMPUTER FOR STORAGE EQUIPMENT, INC. INC. SHEET NO. 12 MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 MOMENT RESISTING SHELF ANALYSIS THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE GIVEN STATIC LOADS. ASSUME FIXED SUPPORTED END CONDITIONS. SHELF LOAD LL = 100 LB /LVL 1 . BEAM TYPE 2: SS Mmax = wLA2/10 _ (100 LB * 0.33 *48.5)/12 • = 134 IN-LB lb= M/S = 134 IN- LB/0.12551 INA3 = 1,070 PSI Fb= 0.6`Fy 2 11/16" = 0.6 * 36000 PSI = 21,600 PSI fb /Fb- static= 0.05 < 1.0 BEAM TYPE 1 OK Mmax(seismic+static) = 900 IN -LB fb /Fb- seismic= [Mmax(seismic +static) /Sx] / Fb BEAM TYPE 2: SS 0.33 < 1.33 BEAM TYPE 1 OK Sx= 0.126 INA3 L= 48.50 IN d= 24.50 IN Fy = 36,000 PSI • SEIZMIC PROJECT APPLE COMPUTER INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 13 MATERIAL HANDLING ENGINEERING CALCULATED BY MS • TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 SHELF ANALYSIS THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE GIVEN STATIC LOADS. ASSUME SIMPLY SUPPORTED END CONDITIONS. SHELF LOAD LL= 100 LB /LVL BEAM TYPE 2: SSLP Mmax = wL ^2/8 = (100 LB * 0.33' 48.5)/8 = 201 IN -LB fb= M/S 201 IN- LB/0.014 INA3 15/16" = 14,385 PSI Fb= 0.6'Fy J = 0.6 36000 PSI = 21,600 PSI fb/Fb- static= 0.67 < 1.0 BEAM TYPE 1 OK BEAM TYPE 2: SSLP Sx= 0.014 INA3 L= 48.50 IN d= 24,50 IN Fy = 36,000 PSI SEIZMIC PROJECT APPLE COMPUTER FOR STORAGE EQUIPMENT, INC. INC. SHEET NO. 14 CALCULATED BY MS MATERIAL HANDLING ENGINEERING DATE 10/20/2006 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 OVERTURNING ANALYSIS /STATIC UNITS STATIC UNITS FULLY LOADED: an Fn EL . F5 MCM = 6,124 IN -LB F4 Mst = 6 LVLS x (100 LB + 10 LB) x 24.5 IN / 2 a] a F7 = 8,085 IN -LB EL: A w FI Puplift = (Movt x 1.15 - Mst) / d Et 1 - � . FI = [7043 - 80851 IN -LB / 24.5 IN = -43 LB < = == NO UPLIFT, MOBILE UNITS OK BY SIMPL_ INSPECTION I ° INTERACTION EON. [0 LB/ 265 LB] ^(1) + [32 LB/ 400 LB] "(1) = 0.08 < 1.0 THEREFORE OK d = 24.5 IN ALLOWABLE TENSION = 265 LB ALLOWABLE SHEAR = 400 LB # OF ANCHORS/ B.P. = 1 SEIZMIC PROJECT APPLE COMPUTER INC. FOR STORAGE EQUIPMENT, INC. SHEET NO. 15 • MATERIAL HANDLING ENGINEERING CALCULATED BY MS TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 10/20/2006 161 ATLANTIC AVENUE • POMONA, CA 91768 SLAB AND SOIL THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A.LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. (A) PUNCTURE P= 1.4 x Pco + 1.7 x Movt/depth = 1.4 x247.5 LB +1.7x6124IN -LB /24.5 IN = 771 LB Fpunct = 2.66 x (F'c "0.5) t = 2.66 x (2500 PSI) "0.5 = 133 PSI b B Apunct = [(Weff. +t/2) +(Deff. +U2)] x 2 x t = [(1.75 IN + 3.5 IN /2) + (3.25 IN + 3.5 IN /2)] x 2 x 3.5 IN = 60 INA2 fv /Fv = P /[(Apunct)(Fpunct)] = 771 LB /[60 INA2 x 133 PSI x 0.65] 10.15 < 1.33 OK (El) SLAB TENSION Asoil = P/[1.33 x fs] = 771 LB/[1.33 x 1500 PSFI(1441N"2/FT "2)] • = 55.7 INA2 L = Asoil"0.5 = (55.68 IN "2) "0.5 BASE PLATE = 7.5 IN Weff. = 1.75 IN B = [(Weff.)(Deff.)] ^0.5 + t Deff. = 3.25 IN = (1.75 IN x 3.25 IN] "0.5 + 3.5 = 5.9 IN b = (L -B)/2 <== (SECTION 1922.7.5 (3)) CONCRETE = (7.46 IN - 5.88 IN) /2 t = 3.5 IN = .8 IN fc = 2,500 PSI Mconc = (w)(b "2)/2 = ((1.33)(fs)(b"2)]/[144 (IN"2/FT "2) x 2] = [1.33 x 1500 PSI x (0.79 IN) ^2]1[144 (IN"2/FT ^2) x 2] = 4 IN -LB SOIL Sconc = 1 IN x (t "2)16 fs = 1,500 PSF = 1 IN x (3.5 IN) ^216 = 2.04 INA3 Fconc = 5 x 0 x fc"0.5 DEPTH= 24.5 IN = 5 x 0.65 x (2500 PSI) "0.5 Mot= 6,124 IN -LB = 162.5 PSI Pcol= 248 LB fb /Fb = Mconc/[(Sconc)(Fconc)] = 4.31 IN -LB /[(2.04 INA3)(162.5 PSI)] 10.01 < 1.33 OK 10/24/2006 13:36 FAX 19735392800 BP INDEPENDENT REPRO g1002/007 I (it minim= <764 Ap li\-. \ tr i 9 t t I C 7A T C° ;C31:::(7 \°C;O■ A' SS • 11,,, 4 • c), 11 C v\j\ ocr p 4 . " 21106 1 f Or V‘(\ L !TT • U • ATTACHMENT SCHEDULE MATERIAL OF BUILDING 2 FASTENERS CONCRETE SLAB 2 HILT! DN37P8 DRIVE PINS METAL DECK 2 #12-14 X 1" HWN TRAXX/2 1-3/4* X 3/16" DIA. TAPCON METAL DECK W/ CONCRETE (2) ANCHORS IN SUB HOLES METAL DECK W/ LIGHTWEIGHT FILL 2 #12-14 X 1" HWH TRAXX/2 (ZONOLITE, GYPSUM) IN SUB-DRILLED HOLES WOOD JOISTS/DECKING REFER TO DETAIL 3/Al2.00 • ATTACH @ UNDERSIDE OF STRUCT. I 0 SCALE: 10/24/2006 13:37 FAX 19735392800 BP INDEPENDENT REPRO Z006/007 • PLAN • N____- 09511.F CLG MAIN RUNNER 3/8" MIN. CLR. CD CROSS OR MAIN RUNNER 09511.H CLG SPLAY HANGER o\ x 1 Q 1 4' -0" 12' -O" / 09511.J SECTION CLG COMPRESSION STRUT SCHEDULED CEILING SYSTEM NOTES: 1. TIE ADJACENT WALLS TO CEILING MAIN AND CROSS RUNNER. 2. INSTALL CEILING GRID USING NO. 12 GA. SPLAY WIRE HANGERS AT 45, 90 DEGREES TO EACH OTHER (4 WIRES) BEGINNING 4' -0" FROM STARTING POINT OF GRID AND TILE LAYOUT AND IN BOTH DIRECTIONS AT 12' -0" THEREAFTER. SEISMIC BRACING DETAIL SCALE: N.T.S. DT_CL_NW_0004 10/24/2006 13:37 FAX 19735392800 BP INDEPENDENT REPRO 0007/007 09511.6 SUSPENSION SYSTEM ■ ■ ■11 ■1111■\■■ 09511.A ACOUSTICAL PANEL CEILING 09511.0 EDGE MOLDING • O ANGLE MOLDING SCALE: 3" = V -0" DT_CL_SE_0004 • 11111111M • V • es • 10/24/2006 13:36 FAX 19735392800 BP INDEPENDENT REPRO g1003/007 BOTTOM OF 09511.G (4) DIAGONAL @ 45 STRUCTURE ABOVE. - CLG HANGER 09511.H (1) VERTICAL CLG SPLAY HANGER LaJ l I 1 SEE COMPRESSION STRUT DETAILS 09511.A NOTES: ACOUSTICAL PANEL CEILING 1. AREA OF CEILING SUPPORTED NOT TO EXCEED 144 SQ. FT. 2. MAXIMUM BRACE SPACING NOT TO EXCEED 12' -0 ". 09511.B 3. FIRST BRACING POINT WITHIN 6' -O" OF EACH WALL. SUSPENSION SYSEM 4. BRACE POINT ON MAIN RUNNER NOT TO EXCEED 2" DISTANCE FROM CROSS RUNNER. SEISMIC BRACING AT CEILING SCALE: 3" = 1'-0" DT_CL._NW_0001 ,i I 10/24/2006 13:37 FAX 19735392800 BP INDEPENDENT REPRO UO05 /007 ANGLE CLIP - PINNED TO STRUCTURE ABOVE CEILING STRUCTURE & BOLTED TO VERTICAL COMPRESSION BRACE 09511.G CLG HANGER VERTICAL COMPRESSION BRACE MADE FROM .055 STEEL TUBING 12 GA. BRACE WIRES AT 45 IN FOUR DIRECTIONS - WIRES TIED TO GRID. 2" MAX., 2" MAX. SELF TAPPING DRIVE SCREW 8 "X1/2" o Mo SPRING CLIP .035 ��► SPRING STEEL 09511.E CLIP ON END OF CLG MAIN RUNNER VERTICAL BRACE FOR SNAPPING & LOCKING SECTION 09511.F ON MAIN RUNNER. CLG MAIN RUNNER CEILING GRID COMPRESSION STRUT DETAIL SCALE: 3" = 1' -0" DT_CL_NW_0003 ,.4 10/24/2006 13:37 FAX 19735392800 BP INDEPENDENT REPRO 0004/007 ANGLE CLIP- PINNED TO TYPICAL 12 GA. HANGER CEILING STRUCTURE AND WIRE SET IN CONC. SLAB '� BOLTED TO VERTICAL ABOVE COMPRESSION COMPRESSION BRACE STRUT PER S.F. GEN. APPROVAL 301 R 28 -2 09511.J CLG COMPRESSION STRUT SEE SEISMIC BRACING DETAIL 09511.H FOR SPACING REQUIREMENTS CLG SPLAY HANGER (NO SPLICING) TWO AT 45' PARALLEL TO 09511.H CROSS TEES CLG SPLAY HANGER TWO AT 45' ' 00 PARALLEL TO MAIN TEES - \•1/44 44 , 1 ‘_ 09511.E ,y 2 LG LOCKING CROSS TEE "4" CLG HANGER AT 4' -0" O.C. TYP. 4, AT 4' -0" O.C. 4i 09511.F CLG MAIN RUNNER • AT 4' -0" O.C. COMPRESSION STRUT DETAIL SCALE: 3" =1' -0" DT_CL__NW_0002 1 Li