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(1PtZ-mot City or Tigard Approved Plans tl�Ifiotii�i.iR. -,,y- Date < ( 1 11- ENGINEERING (-75`7 4 November 20,2012 ; % i REVISION Mr.Jon Calvin Willamette Express OFFICE COPY �a" ,. 2505 SE Stubb Street i' v .1 "' Portland, OR 97222 ���x RE: Willamette Express—Lewis&Clark Offsite Storage AA! Project No:A12180 I 4� `r Dear Jon: As requested,we have designed the seismic anchorage for the proposed stationary cantilever-type library shelves and the stationary pallet racks to be installed on a concrete slab-on-grade of the Lewis & Clark offsite storage facility located in Tigard, Oregon. The seismic forces were calculated in accordance with Sections 13.3,and 13.4 of the 7-05 ASCE for the library-type shelves, and in accordance with 15.5.3 for the pallet racks as referenced by the 2009 International Building Code. The seismic design parameters included the following items: Sis = 0.70, Site Class D, and Importance Factor, 1p = 1.0. These parameters result in a Seismic Design Category D. Additional information provided by Willamette Express included the shelving system loads, elevations, and shelving layouts. Please note that these calculations are for seismic anchorage only. Analysis of the shelving components and a review of the supporting structure was not within our scope of services but is available through our company as an additional service if required. The seismic anchorage for the proposed shelving as shown on the attached drawings D1 is structurally adequate provided the following requirements are satisfied: ▪ Media loads on the bookshelves shall not exceed 150 lbs per level(75 lbs at each side)for a maximum of(7)levels and the media load on the pallet racks shall not exceed 1500 lbs per level for a maximum of(3)levels. The shelving plan is as shown on D1,attached. • Periodic special inspection of the anchor installation per the ICC report is required. If the welded option for attached detail Don SK4 is selected. Periodic visual inspection of the welds is required also. • The concrete slab-on-grade shall be a minimum of 5"in thickness(verify in field)and the compressive strength of the concrete,fc,at the slab-on-grade shall be 3000 psi minimum. • The cantilever-type shelving shall be braced and anchored as shown in the attached sketches,SK1 thru SK6. • The pallet racks shall be anchored at each footplate with(1)5/8"diameter Hilti Kwik HUS-EZ concrete screw anchor. Substantiating calculations are attached. If you have any questions,or need any additional information, please do not hesitate to contact us. Sincerely, Chemelle Stark, PE Project Engineer 4875 5W Griffith Drive I Suite 300 I Beaverton,OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w a a i e n g c o m • O 10 9.) 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Pvs'r- To S/irzs RI AA! afllan associates,loc. J/(/t 7 EJTr EA/net-Cc' By _ Date. ///21A2-- Z- ENGINEERING LFG(lls C/472 � Q r Project No.: /172.-/6 0 4875 SW Gnffilh bnve I Sutte 3001 Beaverton,OR I 97005 --- _-_--— 503 620 3030 I tel 503 620 5539 I fax L7 --�-- /--- --ct-It/2-/Iy_ Sheet: 5C _ Ot:_ cg P/4 6 oNA t.. B,r r Prg. S,e/ 4vi viz. 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S/1 mid) BF l i < 1 1 VT ..f-�vrNa/2. = 4-eis i PE/o fib.-----;2'-b" I II e P/>~ ro A1v<'f-�ix = l3 5 7 . ¢ *y� .t. Pn/� • n 4too (s/ v6ce e/M7vlva-) _ CGr ) 2ao '` . l M' bat C f M 7 Y N i 4,o I = e), 4 '' fi n z A = 23/04- B4 B G I, 2 i' E i¢ C f t f i v,F z. et/r = / o ( / ; 7 3 i/e //qr ? 4. 71 2gE3 _, I 9. 1P 3 Fx - o. 6'77 p� 33 Ft = rr E r1-7-(1ME3) , . 2 ,e�; (k't-/, )2 (pq q. . ) I c,e_ = 3. 2 (. BI7) = A 8/ Imo; Angie- = 6, vv47ui2- Pn . Fc2 Azif- = elk ; (• 247) - , 6 q.4-'e P h/fi _ . 614//.67 = 0, 4-a, e e i¢-. Yt. Z = , g3/AP ,o443 /v4 A---Po A- 130zF ,eerz✓FEN 771E /2) 01i 577ivq. FA-crew e) 6 'roC, nom' ox 6y dgcfrintrioN. r ---- ----- -(_ (e) (F) AA hfn made ik pu:. V/G G/?-M��ITE EX f' E ss By: at Date: /th51/2. ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverton,OR 1 97005 ��/ (�^� Project No.:_/// Z/lJ D 503 820 3030 1 tel 503.620.55391 fex CO M/� ,+� www aa,eng com 7C' G Sh66t: of velest- CT-n-9/L4 t/ ?EV/E L(/ 5o ok c,i z vb.--5 (,clp - 2 3 -741 f- /50 (7) = /ZB7 # PE/2 3' /475`x 7 5 ' Fr = o. / (/ 287) = 193 FP/LEVEL -- lq-/7 = 27. 6 dam- 0 /f- P. = 915 ` 15— D, 2 6 7D2)(7)(G09) _ , 09BaJp NIoT = 27. 0 (3/5 ") - g691 „Y (0, 9 - • o qB)(/ 2 8 7)( t fz)(/D ') = 5/ 6d. 9 !/gA rF 9 oX-- lANTr tEvrie err �NFr 35-311 -11\[e-e. 9-1-c tvr5 F //V 5771 I E I,v(T ov-E-p 17'E 71 Es < • g rEi o. H. = 1/2 (193) = 9 7 41 --� U Fp. a' '/z (/9 3 = q7 tt /`-'/oD f�S S//"I pl r • 1�girSE ) Spy C'DI"!f'�ES5,onr pp TENS-/ON To 0, H. 77 ": Mn/ n, = 3 o nx 4.6, 5" A- Lunrs = 475 ' p .48 (, 125) (1 oe_ I a. c pen. 5-777UT /. 625"X D. 8/251 (-l400 HS) , (NOTE: EX/zn S7 1F A-S GfN/c772vAr P41o17r)n • Pri fZ l flY13/29-cam C Ova rho of 4. 75' _/ o = 45W o -6o '1 Gft iirE To 2/30 /7'f(tea to Iry 4 7 2 13 o '" ) q CS _: /5g x /3//6 (DQt) I,�ff$ SC ors- /,‘o ( -33) l S .4vELPOvr7E- vrt. G tfrP. 4- t f M �• IRIfi AA I *Mau associates,iac. t/61, ,A 1 EWE EX,0 r SS �� 1 ///51/2 _ By _ Dale: ENGINEERING / �' //-��-�' / Q 4675 SW Gr4lith Drive I Suile 300 I Beaverton,OR 1 97005 �� S % Pr0)ecl tVD.:/ L 1 l it O 503 620 3030 (el 503 620 5539 fax SE/57 I_ C/1 y, �— www aalen9 corn /o�(/t- Sheet: of: 777v cve c6 5-r"/t3/1 /rii oo,65 ZF -co/r: 0-1-a l' 5 BIertrr coil/Ale-0707y V= 4f5- 11- ? fi4 - / 4(i-Bs) .67 ' 7�- / 3600 a 77 036o) - 1904 '1 cm Few.ceJ.To p/rt,E . 11111.11—�� S clic//t73 PG = 300 D L�t- F/rlo 1 /1Y IZ fZ /3601/z ( ) Z - 6 t Z/4i //4% 7 = a6 ( 6t z/4-)//•6 7 = = 0. ZS // /4.--lvCI-1"P'25 l't /v4 1/- 97 h- 171,( 1. 4 (.97) - l36 /2 : 684)-- SEA- 4 MU " (3 A 3 ) 3/8 "p x I s/® FM,6 ify Z/1/2 X / '/z X M . 0661(2 '') = (/.51 '/g ( 3),// ,67 -6 _ M i N alb (I) alb 13 Min) 5,TE Df S/r2 (77/11 AAI alghan associates,inc. Il/ 6X P/2 E S s //// Z By - _Date: ENGINEERING C4S 4- fi"/2 /BD 4675 SW Griffith Dnve Sune 300 1 Beaverton,0f4�97005 -- — -- PfOJ6Ct NO.. 503 620 3030 I tel 503 620 5539 I taz l/) M I /�/J{�/�y� ��J�' W W W a ale fl 00T f Cf. _i(_�_ l 1= Crt! Sheet: of:_ _ I1II111111.I www.hilti.us Profis Anchor 2.3.2 • Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2012 E-Mail: Specifier's comments: c - xs 8frce off=S111171i 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(1 5/8) sr� Effective embedment depth: her=1.110 in.,hr,„„,=1.625 in. Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: 6/1/2012 1 12/1/2012 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x ty x t=1-500 in.x 1.500 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=5.000 in. Reinforcement tension:condition B.shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[lb,In.lb] z O Q ,4613 - • � r p.S - •x p R4, s. Input data and results must be checked for agreement with the existing conditions end for plausibility! PROFIS Anchor(c 1 2003-2009 HiIM AG,FL-9494 Schwan HIM is a registered Trademark of Hilti AG,Scheer M1 ■ •I www.hild.us Profis Anchor 2.3.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: [ Date: 11/19/2012 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 229 68 -68 max.concrete compressive strain: 0.15[96] CeenpreSsIOn max.concrete compressive stress: 654[psi] resulting tension force in(x/y)=(0.000/0.000): 229[lb] resulting compression force in(x/y)=(-0.595/0.000):229[lb] 3 Tension load Load N.[lb] Capacity}N.[lb] Utilization =N./4N. Status �tei1 Strength' 229 4567 OK Pullout Strength* 229 299 77 OK Concrete Breakout Strength" 229 409 56 OK *anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N. =ESR value refer to ICC-ES ESR 3027 New 2 N., ACI 318-08 Eq.(D-1) Variables n A$.,N[in.9 fw[Psi] 1 0.09 106225 Calculations Nsa[lb] 9125 Results N„[Ib] +,f«I - 4 Nee[ib) N,=fib) 9125 6.650 b.no 45 7 229 3.2 Pullout Strength Nrnt =N9,2500 2500 refer to ICC-ES ESR 3027 Npn f t N. ACI 318-08 Eq.(D-1) Variables fe[Psi] Np,2500[lb] 3000 728 - Calculations 2500 1.095 Results Non L[lb] 4gxnuste 4edemic 4rwngluctlie 4 Nen.4 lib] N,,,nb) 797 0.650 0.750 0.770 299 229 Input data and results must be dtedced For agreement With the existing conditions and for plausibility! / PROFIS Anchor(c)2003-2009 Hite AG,FL-9404 Schaan Hili is a registered Trademark of Htia AG,Schoen [(/� IM111`TI www.hitti.us Profis Anchor 2.3.2 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: [ Date: 11/19/2012 E-Mail: 3.3 Concrete Breakout Strength A"``I N ACI 318-08 Eq.(D-4 N� =�ANcA/Wsd.N WGN WAN G q�l ) 4 Nth 2 N1e AC1 318-08 Eq.(D-1) AN. see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Nice =9 ha ACI 31B-08 Eq.(D-6) 1 2 WecN = (1 +2 eN)51.0 ACI 318-08 Eq.(D-9) 3 ho Wsd.N=0.7+0.3(1c )51.0 ACI 318-08 Eq.(D-11) W.,,,N = r'1" . hef)5 1.0 ACI 318-08 Eq.(D-13) cso MAX( .' Ca Na =kc a,■k h;is ACI 318-08 Eq.(D-7) Variables her[in.] eci,N[in.] eaN[in.] Cs,min[in.] We N 1.110 0.000 0.000 - 1.000 c.c[in.) kc A fc[psi] 2.100 17 1 3000 Calculations x AN,11.09 1 11[09 1 .000 1 .000 1.000 000 11089] Results NJ,*[lb] Oconoete selamio 4nonducbe 4 N,,[lb] N.i1e[lb] 1089 0.650 .750 0.770 409 229 Input data and results must be checked for agreement with the existing C(7nditivns and for plausibility! PROFIS Anchor(c)2003-2009 KM AG.FL-9494 Schaan Hill Is a registered Trademark of HNtl AG,Schaan Bill 1`TI vwwv.hilti.us Profis Anchor 2.3.2 Company: Page: 4 . Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2012 E-Mail: - 4 Shear load Load V,r,[Ib] Capacity 4v„(Ib] Utilization ilv a V,r,l+V, Status Steel Strength' 68 1166 6 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength' 68 440 16 OK Concrete edge failure in direction•• N/A N/A N/A N/A •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V.,i, a ESR value refer to ICC-ES ESR 3027 +V,,.,,2 V. ACI 318-08 Eq.(13-2) Variables n Ase.v[in.21 fou[PM 1 0.09 106225 Calculations V.VIA 2524 Results Vw[ib] steel 4nanductlle +V..[lb] V.[lb] 2524 0.600 0.770 1168 68 4.2 Pryout Strength Vas - [(ANCo)W.d,N Wc.N Wcp.N Nb] ACI 318-08 Eq.(0-30) +V„2 V. ACI 318-08 Eq.(D-2) Ask see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) A,,cs =9 h;r ACI 318-08 Eq.(D-8) 1 WicN— 1 s 1.0 ACI 318-08 Eq.(D-9) 4.3 h,, W,d,N=0.7+0.3(r")s 1.0 ACI 318-08 Eq.(D-11) .f Wc,N=MAX( !! .cG. 1'C.c°r)s 1.0 ACI 318-08 Eq.(0-13) Nb =kc a,A h15 ACI 318-08 Eq.(D-7) Variables k➢ he(in.) ac1,N(in.] (ta.N[In.) ;min(in•) 1 1.110 0.000 0.000 �c.N c•e[In] it., 1 fc[psi) 1.000 2.100 17 1 3000 Calculations ryry AN.[n.2] ANcd fin-1 .c1 N .N 1e•0�1 WqW Nb{!b] 11.09 11.09 •000 .1 i .O00 1_.00 1089 Results - Vap[ro] 4m.v«e +nnwrm. 4 Vdv[Ib) V.Pb] s.rn„c 1089 0.700 .750 0.770 440 68 5 Combined tension and shear loads @ _ Utilization oN v[56) Status 0 764 — 0.154 5/ 89 —OK pNV=pit+0<=1 Input data and resdts must be checked for agreement with the exiatlng conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schwan HIS is•registered Trademark of Hai AG,Schean 1`TI www.hitti.us Profis Anchor 2.3.2 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/19/2012 E-Mail: 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The cp factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part 0.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • In general,the conditions given in ETAG 001,Annex C,section 4.2.2.1 and 4.2.2.3 b)are not fulfilled because the diameter of the clearance hole in the fixture acc.to Annex 3,Table 3 is greater than the values given in Annex C,Table 4.1 for the corresponding diameter of the anchor. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of 0.3.3 for applications Involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(b e d c;,)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of Ononductile=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3, Fastening meets the design criteria! Input date and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hite is a registered Trademark of Hilti AG,Schwan 1■■111i3T'l www.hlld.us Profis Anchor 2.3.2 Company: Page: Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/19/2012 E-Mail: Specifier's comments: ' /1-6 U i v ' v e _ 1 Input data Anchor type and diameter: Kwik Bolt TZ•CS 5/8(3 1/8) Effective embedment depth: =3.125 in.,h,horr,=3.563 in. Material: Carbon Steel Evaluation Service Report:: ESR 1917 Issued I Valid: 4/1/2012 1 5/1/2013 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=6.000 in x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fb'=3000 psi;h=5.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[lb,in.lb] itZ 2 ± 6• i h.ZS • 1 r '4 .•d�• • to• Tit x Input data and results must be checked far agreement with the existing conditions and for ptsuaibllityl /'� PROF Anchor(c)2003-2009 HMI AG,FL-9454 Schaan Hilti is a registered Trademark d Hilti AG,Schaan v 1.11`T1 www.hllti.us Profis Anchor 2.3.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: [ Date: 11/19/2012 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1159 258 -170 -194 Tension �t>) 2 1267 258 -170 194 1 x 2 max.concrete compressive strain: 0.20[%o] max.concrete compressive stress: 876[psi] resulting tension force in(x/y)=(0.078/0.000): 2426[lb] �. resulting compression force in(x/y)=(-0.217/-1.292): 1474[lb] �br Minn fidff 3 Tension load Load N.[lb] Capacity•N„[lb] Utilization/4=N44/4N4 Status Steel Strength' 1267 12877 10 OK Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength" 2426 2608 94 OK •anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Naa =ESR value refer to ICC-ES ESR 1917 Nslnel 2 Nue ACI 318-08 Eq.(D-1) Variables n A.,N[in.2J f...[psil 1 0:16 106000 Calculations N.[lb] 17170 Results N.[lb] +aw #Nn[lb] Nw[Ibl 17170 0.750 17677 1267 Input data and results must be checked for agreement with the existing conditions and for plausibilay' PROFIS Anchor(c)2003-2009 Hiill AG,FL-9494 Schean Hile is a registered Trademark of Hilli AG,Schaan +l 1■■11`T1 www.hlltl.us Profis Anchor 2.3.2 Company: Page: 3 Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: 1 Date: 11/19/2012 E-Mall: 3.2 Concrete Breakout Strength Nag =(ANm)Wsc,N WedN Wc.N WcpN Nb ACI 318-08 Eq,(D-5) +Ncbg 2 N. ACI 318-08 Eq.(D-1) AN, see AC1 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Awe =911;( ACI 318-08 Eq.(D-6) 1 10.1.4 = ( 317,1 s 1.0 ACI 318-08 Eq.(D-9) 3 he Wad,N =0.7+0.3(N er)51.0 ACI 318-08 Eq.(D-11) Imo =MAX( ! .1'xh_)51.0 ACI 318-08 Eq.(0.13) Nb =KO. hob ACI 318-08 Eq.(D-7) Variables her[in.) ect.N M.1 eaN M] ca.„[In.] Wc.N 3.125 0.078 6.000 a 1:000 Cee[in.] kc A fe[Pail 6.500 17 1 3000 Calculations y �yy,N Nb AN,120.70[in.2] A [i9 0.9 4 1.000 f.0,N 1.000 5144 120.70 87.89 1.000 Results Nag[lb] +mrrrete seisms +nondudle +N [Ib] N.[lb] 6948 0.650 0.750 0.770 2608 2426 Input data and results must be checked for agreement with the exlsdng conditions and for plauslblltyl /7 PROFIS Anchor(c)2003.2009 Hna AG,FL-9494 Srhaan Hiti is a registered Trademark of Heti AG,Scheen G/'/ I■■i I 1`TI www.hilti.us Profis Anchor 2.3.2 Company: Page: 4 ' Specifier: Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2012 E-Mail: 4 Shear load Load V„.[lb] Capacity V.[Ib) Utilization Iv•V„J+V„ Status Steel Strength' 258 4940 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength' 258 2856 10 OK Concrete edge failure in direction" N/A N/A N/A N/A •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V,N. =ESR value refer to ICC-ES ESR 1917 +V.,„12 V„, ACI 318-08 Eq.(D-2) Variables n Amy Iln.1 f da(Psi) 1 0.16 106000 Calculations V,.[lb] 7600 Results V..[Ib] .t..t +Ni,.lib] Va.[lb] 7600 0.650 4940 258 4.2 Pryout Strength Vry =kap[\ANcO)W.d.N t$$ N+l/ep,N Nb] ACI 318-08 Eq.(D-30) +V,,2 V„a ACI 318-08 Eq.(D-2) ANe see ACI 318-08,Part 0.5.2.1,Fig.RD.5.2.1(b) AN,e =9 h;, ACI 318-06 Eq.(0-6) 1 W.c.,= (+2 eN)s 1.0 ACI 318-08 Eq.(D-9) 3 h., yr.d,N•0.7+0.3(1 5h )51.0 ACI 318-08 Eq.(D-11) al >1rey,N=MAX( ,1.5h.,) 1.0 ACI 318-08 Eq.(D-13) Nb =kc x Iffe Nis ACI 318-08 Eq.(0-7) Variables kis h.f[in.] e.t,N Pm] ea, [In•] ;min M.) 2 3.125 0.000 0000 1.000 6.5001 17 i 3000 Calculations A 2� nfI ANe[in-31 A..,[In.J Vact.N p.c2.N �yagN t1 .N Nb l'b] 60.35 87.89 1.000 1.000 1.000 .000 5144 Results Vep[lb] +eo„erete _-- —+seismic +nonducti. •Vcp[lb] V,[lb] 7064 0.700 0.750 0.770 2856 258 5 Combined tension and shear loads _ (3N v Utilization pNv[%) Status 0.930 0.090 1.000 66 OK 13Nv=(13N+13v)/1.2<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility, /3 PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schoen Hill is a registered Trademark of HINT AG,Schaan 111W11`TI www.hilti.us _ _ Profis Anchor 2.3.2 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 11/19/2012 E-Mail: 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to he sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined In ASCE 7,Equation 12.11-1 or Equation 12.14-10 • It is the responsibility of the user when inputting values for brittle reduction factors( )different than those noted in ACI 318-08,Part 0.3.3.6 to determine If they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level•c=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data anc results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HiIli AG,FL-9494 Schaan Hilt is a registered Trademark of Hai AG.Schaan lam{" 7727?-7v51/ge Crf /G / /2 2,77,V oX• - Co �_ (1on'NecpPN S , ( JYNEcr7 DN OF Glff21G Hr po sT T o O /ettF/1w nES: lipf / . r � 1 � — 1 — „ r aver /fp nrs d 3 0� Pr. 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T1 Ex PlftrgS FA- 57 pc: 615( Em �� -zy - q q -5 4r- of SPtrce 2a ILll 5-c7 Ze/r , /, o (6)/ d2 / = 285 7 r = , dz/ Fcn = d• 877F.� ('7-E 3) _ 3- 5 Fcx - 471("5-; eco PA1/42_ 3. 07kr% (, I15q j/ 67 ,;/ 3I e-,4- 48/g2b _ l74/. �r (2 " c/PE) e/r-= /90. 5 Pr'/j2 '7, 85(. 877)(//5'i)// 67 = 54-. zf---6p l ,/ycuppa�r - /e7va/7-I or SpircrR ro ¢ . ba. - Fy 33ks ►- (rElvcwv d 807 /tvSpFCpv v) IA, /1) Tole& Soo # (r) • 0, 5"-K/, g75")/71 = v. /o 91-"K lir e = a (. 07/ 3) /4 = , Do .715 /7 /`/11-2/1t - , O s 7 P-7 — 0, /0511 14SE 12,1A n/nr SPC icE p 1111AAI afghan associates,inc. W/1 t ft/`1 EUE e-r p/2 S5 By: el- Date: 1/J/b f 1 Z ENGINEERING tfwls C P �2/25 o Project No.. 4875 SW Griffith Drive�Suite 300�Beaverton,OR�97005 503 820 3030�tel 503 620 5539�fax 6/ , . �} ,� I www aaieng com _ _ S/_ /____ �/� Sheet: of T7 'S?/E--p6E friir'/1 tr7 — Col 7- . 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'f SS By:aCI Date: 1/14,1 12_ ENGINEERING t i7s 4 C 1e--, r121 8D 4875 SW Grilfd�Drive�Suite 3D0�Boaverton,OR�97005 - — Project No. 503 620 3030 I tel 503 620 5539 1 fax C�] /�,/ /�� I www aaienpcom ✓e7r���L_ / !" Sheet: 1 of: eDNN(C776N Top of Bi rC -earl r 4B5 ,� ,,,--------•/7 R/ an / a N. pa. f— 'Ga 7� I B rEr IN/to.ON At I14 3 ice. B F t117t11fl&s 060 li —Ilit_______ GN/ 501# -W OV E 1-1 kg* = 500 # vfT= 0, 74 (Soo) . 370w 37o/3 = 10 3 ts liti f oDlk 7-= /000 4 #713 0. 74¢(/Odo)/3 = a47i 0/10-4 2 = 493g Pr� ane9 I�,t►./ ,n =7 Too 1476 H Sane f n- S/nrG I E 4t/f -c/zi r co/y/-yrruv/Y. D: r BCE co/No/c -7 PN s. ( ' We D /} witcl t2 wI n ST/ P/ iP� C'I ?E ALE - I %" 13.Ef 1-iN4' fpF COIVNE6 on/. 130 b r cttr wf 2 = V / = . q 3, VO.K (A307 IA 4'f. 2) 13r/ -ifva s • 1. 7h{ - 1. 2 (4s) = 5-41kr- 1443 / ( 075)(2)(. 5) z- /I, 2.1cxr- X554 • i( (/)r /2 " st %oar IN RE/ /N4 I-9prEa. I.Sfir� - I " A 'I afghan associates,inc. J/I L -7v/-TTE E A'p12 Ers By:eel Date: /I f f -r l I Z ENGINEERING t Ett4 S 4- CLA +t �ZI/3 O Project No.: 4875 SW Griffith Drive 1 Suite 300 1 BeavartOn,OR 197005 503 620 3030 1 tel 503 620 5539 I fax S��—/7 � w w w a a i e n g corn _ r '- / 5/1/J/ L e i E Sheet: 1 9 of: _ C'orv/Y ECT1 a/Y 0 Top ef BCE -('ot'r — --- /V t cP Omni raw), v,e. 17 p0 Sr To 4 -fl. p E �JJ,brtr War, ! ,` =arm G RST orri- = 7W r vv To vEYi r. --"="T ii,-7-7=- 1 \ 7-= l 3 .6 41 6- , o75-" ( t = 33/eri) \A'h '\ (4 SC,eEWS /CV /t-iV 57 ON r¢) " iiv .fir /m Iii/A_ (PP11a1t eonihir) w/ 0lo = /37ae.) elf- 2 5-4B /1/4., 6�2y r #I2 = /5-6 r E.4 d 21 T) -=-7 rs-E- (z) 1/4 "40 leIJ-3-. Ti 04. p E !` . f. 67 s` i AY-I-.,ill - lin/yi, plv (}5-11-. oo - G /360/q 14 = a 2l _ (4) ki/P j F/Nn Rt-Qb i-pc . M = (/2 (4344°W -75 ') = o. 57 ' F = / 5.(t V1 -6-min = 0 Z b = M Sr //g '1/36kP) - ( L/ '/2 X 1 1/2- x I/g w/ (2 ) //411 e d R. nE ei (2) It/0 e) r/. post. 971)4-T "To (oNc, T' 7---- /36o . i►— 1/2 0 G�e. To7pu�" To /50 / T= /500# At is+. 047- = o. 74/3 (/500)(2) _ -7¢D # /(2/t 1- /460 rr /'1/'1I �tghan associates,inc kviz E77 X1ieFSS By. Date: NAL ENGINEERING 21/50 4675 SW Grlh Drive Suite 300 t Beaverton,OR 1 97005 _ _ /� C� Project No.: 503 620 3030(tel 503 620 5539 1 fax www aareng corn 0. /` , 16- J't/V_C // -4 Sheet a-O Of:_ __- :lea's 3 2 V W.; VV %11-145 195 Q r2I .ON pafwd --Z1/151/// .e>lea Ag -, 4,2 74, 5 W 7 5.5 X3 _1113 r4 /?701 W O O 6 J e l e e M M M xe)16ESS ON CO 9 Pt I OEOE an E09 SOOL6I NO'uoyaneeg I OOE alloS I an!'U Lawuo MS SLa9 JNId33NIJN3 aw'saimossenegile ivy 5ti/a v772 720h(/ 32?a �r g3S Y xy /, [/ 01,0 W/71341%5 1/3rd 7 pl 0$, 01 (1_3062?/el qJl12 b (2) :_ i_gebykio,i j _9.2 4716 uz.o/ v = z 9 // */i-j( )( 0 = 241 oz/ („52 =1�✓ ,r�A °/0 -19> uhc x dyit6 zsb = -17a (o_t 00bl = (09 />7 '/ 5111- 'o dig3g fi #“oS! 3hs2ol Q9 el s- _c n raJ - 3J 3a1.)NoJ QJ 1$0ci -2.01112A www.hllti.us Profis Anchor 2.3.2 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/19/2012 E-Mail: - � Specifiers comments: /17,v6,&vies,. '/ 6,ivies ' / ry en.. 1 Input data Anchor type and diameter: Kwlk Bolt TZ-CS 5/8(3 1/8) r Effective embedment depth: he=3.125 In.,h,,, =3.563 in. Material: Carbon Steel Evaluation Service Report:: ESR 1917 Issued I Valid: 4/1/2012 1 5/1/2013 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in Anchor plate: Ix x ly x t=3.000 in.x 3.000 In.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=5.000 In. Reinforcement tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]8 Loading[lb,in.lb] Ih7tZ Y , N 1.25 , ,. `c• `•• • Input data and results must be checked for agreement with the existing conditions and for piauslbYilyl PROFIS Anchor(c)2003-2009 hitu AG,FL-9494 Schaan Hllli Is a registered Trademark of Hfti AG,Schaan !JA o www.hilti.us __ Profis Anchor 2.3.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/19/2012 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1861 0 0 0 max.concrete compressive strain: 0.24[960] x max.concrete compressive stress: 1060[psi) resulting tension force in(x/y)=(0.000/0.000): 1861 [Ib] resulting compression force in(x/y)=(0.000/-1.310):909[Ib] 0 ---.Compressi• 3 Tension load Load Nu,[Ib] Capacity On[lb] Utilization ltH=N„,1¢N„ Status Steel Strength' 1861 12877 15 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" 1861 1931 97 OK anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR 1917 4,Nsteel 2 Nua ACI 318-08 Eq.(D-1) Variables Li.[Psi] 1 0.16 106000 Calculations N�fib] 17170 Results Nsa[lb] 4■si0d _ 4)N•a[Ib] Nue[Ibl 17170 0.750 12877 -UV- Input date and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hiltl AG,FL-9494 Schaan Hilli is a registered Trademark of Hilti AG,Schaan 'MI 1`TI www.hiiti.us __ Profis Anchor 2.3.2 Company: Page: 3 . Specifier. Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2012 E-Mail: 3.2 Concrete Breakout Strength Alec Nob =( )tyet,N WcN Wcp,N Nb ACI 318-08 Eq.(D-4) Nth x N. ACI 318-08 Eq.(0-1) Aft see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Afto =9 hw ACI 318-08 Eq.(D-6) 1 w„cN = (1+2eN)s 1.0 ACI 318-08 Eq.(D-9) \ 3 hat Wed,N=0.7+0.3(k_.:,)s 1.0 ACI 318-08 Eq.(D-11) ytty,N =MAX( ,1'c5.hes)s 1.0 ACI 318-08 Eq.(0-13) Nb =kc .-h«5 ACI 318-08 Eq.(D-7) Variables het[in.] ecf,N[in.] e42N M.) carer[in.1 w•N 3.125 0.000 0.000 .. 1.000 qae[in.] ke X rc[psil 6.500 17 1 3000 Calculations ANC[in•21 Arno[in•2] w.ct,N w«sN w«N w.N Nb[lb] $7.89 87 89 1.000 1.000 1.000 1.000 5144 Results Nth[lb] 4e•naeu 4 Neb Pb) R.(lb] 6144 0.650 t a g Illia 1931 1861 Input data and results must be checked for agreement with are existing conditions and for plausibility! - - ,( PROFIS Anchor(0)2003-2009 Hilt AG,FL-9494 Schwan Hilti is a registered Trademark of Hilt AG,Schaar (tom 1�1`.TI www.hlltLus Profis Anchor 2.3.2 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 11/19/2012 E-Mail: 4 Shear load Load V„a[lb] Capacity+Vn[lb] Utilization pv=V,,,/4V„ Status Steel Strength' N/A N/A - N%A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength' N/A N/A N/A N/A Concrete edge failure in direction'. N/A N/A N/A N/A •anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loadingl • Condition A applies when supplementary reinforcement is used.Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part 0.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D,3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part 0.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(ono„dsalle)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of(1)nOnduulie= 1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing condilions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of HO AG,Schaan Per Er P - C 7cli/ ►C o E PC&P CDm7 OF Pf1Zl ET /&1?J< - /000lbS /`10)1A' (Dft a t/ 5) ZF = /5Da1 's. /2 '107'Wx Z= 7D. F3 /Soo (f�") 10472 o-re ff 67 /, of Mt-72//1- e�� SrfrzF. Fz. /5e011- t Me /. PL. 17.17.5"" (g) God (411 - /du / P-ii''A- F' /Sae 11- v Top tzet rdett 44.9 ' > - — 1- joy / Pt . 42.5" I I 2 '— 7„ (A) e Sr e f t--r C PE?. luV7ler M r 12-1 G 1 G a iW arrF/�- l/= q q 3 .Q b s v = 1, 4 (4 93)/2 anchn- = 94 5 T = D (No N r H pi. fr) = 0 w'Rsr CA-[E oi/pt-I fr P /N rr'/D/- kpp'6/1r v-)Go/r C It 9 V = 3b7 -eb = 1. 4 (307)/2 anchrr! l bS 77,1 = 111/ Z6 ) - 177 (i ) 4"� x 3 '19 " Ht In 1114 r-tom rp rr. I'Qfr � Ill] AA I alghan associates,inc. f/i/ .L, ! 7 5-1-rE EX p Sc By a_Date: 1112 12. ENGINEERING t 2 o L L �� S Project No.: 4875 SW Griffith Drive 1 Suite 300 1 Beaverton,OR 197005 /� - "-A-6 503 620 3030 I tel 503 620 55391 fax Ste) r/t- I/ TTT/(7 1 Sheet: Of: w w w aa�enp 00171 ___ - / � r C� , r/ `f - -- CLIENT Willamette Express PROJECT Lewis and Clark Offsite Storage JOB No A12180 CALCULATION BY Chemelle Stark CHECKED BY Rick Amodeo APPROVED BY Rick Amodeo DATE November 20, 2012 SHEET i OF Scope: Design of seismic anchorage for mobile and static Spacesaver shelving. NOTE: Structural review of the slab/floor capacity and a review of the shelving components above the base connections is not included within this scope of work. Project Location: Lewis and Clark Offsite Storage 15757 SW 74th Ave Tigard, OR Latitude: 45.4061 Longitude: -122.7520 Project Codes: 2009 IBC/2010 OSSC 7-05 ASCE ACI 318-08 NAS AISI AISC 13th Edition Gravity Loads: Equipment weight and Media loads as provided by Spacesaver DI-1 := 1000Ibf LL1 := 45001bf Wp1 := DL1 + LL1 = 5500 lbf D1 •= 30in N1 := 3 DL = 1,000 lbs per section LL = 1500 lbs per level *3 levels 11/20/2012 1 27 Seismic Loads Site Class D (Assumed) Ss•= 0.94 Ip:= 1.0 Seismic Importance Factor Sds:= 0.702 anchor 1.3 3 Multiplier for concrete anchors perASCE 7-05 13.4,2. NOTE-If strength design for anchors is used, then this is applied as 4) = 1/1.3 = 0.77. Si := 0.34 Tp:_ .5 Shelving period estimated from 12.8.2.1 or directly from eigenvalue analysis in RISA. Sd1 := 0.39 Rp•= 4 Rp values are from ASCE 7-05 section 15.5.3.1. Cv:= Shc =0.39 ASCE 7-05 15.5.3 Ca:= 0.4•Sds =0.281 ASCE 7-05 15.5.3 C v Cs1 := 1.2. 2 =0.186 RMI 2.7.3 as referenced by ASCE 15.5.3 Rp•Tp 3 C a Csmax 2.5 = 0.175 RMI 2.7.3 as referenced by ASCE 15.5.3 RP Cs:= 0.7C51 if Cs1 <C smax = 0 123 Controlling horizontal seismic coefficient at ASD level. 0.7Csmax otherwise Ev:= 0.2.Sds•.7 Ev =0.098 Controlling vertical seismic coefficient at ASD level. Load Combinations -Alternative Basic per IBC 1605.3.2 1.0W.p + E.h + E.v = Controlling load combination for framing checks. Maximize compression -includes vertical seismic 0.9W.p + E.h - E.v = Controlling load combination for anchorage design. Maximize uplift - includes vertical seismic Seismic Weight Load Cases Load Case "A" = Weight of the shelving + every storage level loaded to 67% of full design capacity. Load Case "8' = Weight of the shelving + topmost level ONLY loaded to 100% design capacity. NOTE: From RMI - The 0.67 product load factor in Load Case"A" represents the fraction of dynamically active load on a fully-loaded system. Research has shown that there is some energy dissipation associated with the friction caused by the relative movement between the product and the shelving. It does NOT mean that the shelving is not fully-loaded. k is permitted to be taken as = 1.0 perASCE 7-05 15.5.3.2 11/20/2012 2 ?-g Stability Review-Transverse Critical Note-Interior post reactions given. End post reactions typically 1/2"Interior. Wp1 = 55001bf DL1 = 10001bf LL1 =45001bf ( Val Motel k= 1 Load Case A-67%Product at every level level wx(kips) hx(incheswxhx^k(iifx(kips) vx (kips) fx*hx 1 1.338332 42.5 56.87911 0.164414 0.493242 6.987598 2 1.338332 84.5 113.089 0.131687 0.328828 11.12756 3 1.338332 126.5 169.299 0.197141 0.197141 24.93834 4 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 8 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 17 0 0 0 18 0 0 0 19 0 0 0 20 0 0 0 wxhx(2-3 282.388 Mot 43.0535 Cs 0.12285 DL 386088.6 0.999999 kips Vbase 0.493242 LL 1737399 4.499995 kips (Cs DL1 LL1 N1 ) Val := Val.kip =49124221685 Motel := Mota1•in•kip=43053.5 in-lbf Mrmi 0.9.(Wp1 - Ev-Wp1)•0.5•D1 =66952.71 in•lbf T1 := 0 if Mrmi >Motel P - (Wp1 + Ev'Wp1) + Motel (Mota1 - Mrmi) 1 2 D1 otherwise D1 Ti =0lbf Net uplift at an interior post P1 =4455.387 lbf Compression at interior post 11/20/2 012 3 Vbl - Motb1 := Wb1 k= 1 Load Case B- 10016 Product at TOP level level wx(kips) hx(incheswxhx^k(iifx(kips) vx(kips) fx*hx 1 0.333333 42.5 14.16665 0.04095 0.307124 1.740373 2 0.333333 84.5 28.16664 0.028826 0.266174 2.435827 3 1.833327 126.5 231.9159 0.237348 0.237348 30.02451 4 0 0 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 2.499993 wxhx(2-3- 260.0826 Mot 34.20071 Cs 0.12285 386088.6 0.999999 kips Vbase 0.307124 kips 1737399 4.499983 kips 3 (C5 DL1 LL1 N1 := Vbl.kip=307.124 II Mc L= Motb1•in•kip=34200.707 in-I Wes! 1M:= Wbl.kip=2499.993 lbf . Mrmbl 0.9-(Wb1 - Ev.Wbl).0.5.D1 =30432.97 in-Ibf 11/20/2012 4 30 Tb1 := 0 if Mrmb1 > Motb1 (V1/b1 + Ev'Wb1) Motb1 (Motb1 -Mmib1) Pb1 := 2 + D1 otherwise Tb1 = 125.591 Ibf Net uplift at an interior post D1 Pb1 =2512.87 Ibf Compression at interior post 11/20/2012 5 37 ) www.hiltt.ua Profis Anchor 2.3.2 Company: Page: 1 . Specifier: Project: Address: Sub-Project t Pos.No.: Phone I Fax: I Date: 11/20/2012 E-Mail: Specter's comments: Alt r-. Imp, efrpe-A-- 1 Input data a,= Anchor type and diameter: KWIK HUS•EZ(KH-EZ)5/8(3 1)4) auriarritairotati Effective embedment depth: he=2.390 in.,hn0,e=3.250 in. • I Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: 6/1/2012 1 12/1/2012 Proof: design method ACI 318/AG193 Stand-off installation: es=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x ly x t=5.000 in.x 5.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no prof le Base material: cracked concrete,3000,f,'=3000 psi;h=5.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[lb,in.Ib] ' Z ot (4:0 N D5 Y \`�`• y 7 S ig , 'Xik Input data and results must be checked kx agreement with the existing conditions and for plausibility! ^ PROFIS Anchor(a)2003-2009 HIM 2009 H AG,FL-9494 Schwan Hia is a registered Trademark of H�ili AG,Scwan 'Jl I■■11IIj11.1I www.hiki.us Profis Anchor 2.3.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/20/2012 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads y Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 0 345 0 345 max.concrete compressive strain: -[960] X max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[lb] O resulting compression force In(x/y)=(0.000/0.000):0[lb] 3 Tension load Load N.[lb] Capacity 4N„[lb] Utilization pN c iJ N N. Status Steel Strength` N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A "anchor having the highest loading "anchor group(anchors in tension) Input data and results must be checked for agreement with the es sling cure ihnr.s and for p',ausrhih:yr PROFIS Anchor 1 c)2003 2009 Hilli AG,FL-949d Schwan Hdc is a regismed 1 radernark 01 Filth AG.Sr.hnan 1■■111..T1 www.hilti.us Profis Anchor 2.3.2 Company: Page: 3 . Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/20/2012 E-Mail: • 4 Shear load Load V1e[Ib] Capacity+V„[Ib] Utilization[iv•V1e%V„ Status Steel Strength' 345 1616 22 OK Steel failure(with lever ann). N/A N/A N/A N/A Pryout Strength" 345 722 48 OK Concrete edge failure in direction" N/A N/A N/A N/A 'anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V,.s •ESR value refer to ICC-ES ESR 3027 4.V„.,2 V. ACI 318-08 Eq.(D-2) Variables n A.,.v[in.21 fie[Psi 1 0.27 90180 Calculations V.[lb] 6733 Results Vp(Ib) Oates! +nonducule +V.[Ib] Vt.[lb] 6733 0.600 0.400 1618 345 4.2 Pryout Strength Veo =km[( )Wea.N Wc,N Wcp,N Nb] ACI 316-08 Eq.(0-30) a Vw z V. ACI 318-08 Eq.(0-2) AN. see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANm =9 h2 ACI 318-08 Eq.(D-6) er 1 lir.o.N= ( )51.0 ACI 318-08 Eq.(D-9) 1+3h.r Wed,N=0.7+0.3(1 fir)5 1.0 ACI 318-08 Eq.(D-11) Wqi,N=MAX(c n1" 1c1)s 1.0 ACI 316-08 Eq.(D-13) Nb =kc x'h;i6 ACI 318-08 Eq.(D-7) Variables l her Pm) 2.390 e,f.N(In.] 0.000 argon.) c.,++(n•1 we.N co,M.1 k. x f.fps? 1.000 3.630 17 1 3000 Calculations 2 e �[in-2] ANco[in.] ec1,N Wac2,N sd.N Wm.N Nb[lb] 51.41 51.41 1.000 1.000 1.000 1.000 3440 Results . V ,[Ib) t)'concnte nMductle j V,„[Ib]_- - Vu.[Ib] 3440 0.700 .750 1Y.400 -722 345 Input data and results must be checked for agreement with the existing conditions and for plausibility! /tl PROFIS Anchor(c)2003.2009 HII!AG.FL-9494 Schoen HINT is a registered Trademark of HINT AG.Schoen �,ly OM-11`TI www.hiltl.us Profis Anchor 2.3.2 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/20/2012 E-Mail: 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate Is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The i1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • In general,the conditions given in ETAG 001,Annex C,section 4.2.2.1 and 4.2.2.3 b)are not fulfilled because the diameter of the clearance hole in the fixture acc.to Annex 3,Table 3 is greater than the values given in Annex C,Table 4.1 for the corresponding diameter of the anchor. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications Involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.t9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It Is the responsibility of the user when inputting values for brittle reduction factors(tnondu le)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of bnonductib=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan Hilli is a registered Trademark of Hilti AG,Schaan 101'��, www.hilti.us Profis Anchor 2.3.2 Company: Page: 1 . Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/20(2012 E-Mail: - Specifier's comments: Panel-4 ck dnenirr Cook ()olcg 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)5/8(3 1/4) Effective embedment depth: haf=2.390 in.,h„o„,=3.250 in. Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: 6/1/2012 i 12/1/2012 Proof: design method ACI 318/AC193 Stand-off installation: et,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: l„x ly x t=5.000 in.x 5.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=5.000 in. Reinforcement: tension:condition B,shear condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[Ib,in.lb] Z v 4 . 0 01041.........0,5 .,.-- • s t6. / i �.er Str • O •` , Input dale and results must be checked for agreement with the existing condlUona and for plausibility! r PROF1S Anchor(c)2003-2000 Hihi AG,FL-0494 Schaan HiSU is a registered Trademark of Hill AG,Schaan II•, 1!■11`TI www.hlltl.us Profis Anchor 2.3.2 Company: Page: — 2 • Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/20/2012 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Y Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 521 215 0 -215 max.concrete compressive strain: 0.05[%e] x max.concrete compressive stress: 216[psi] resulting tension force in(x/y)=(0.000/-1.000): 521[Ib] resulting compression force in(x/y)=(0.000/-2.287):344[Ib] 1 De Compression-- 3 Tension load Load N.[Ib] Capacity+Nn(Ib] Utilization[3N=Nue/+Nn Status Steel Strength' 521 -- 6295 9 OK Pullout Strength' N/A NIA N/A N/A Concrete Breakout Strength" 521 671 78 OK anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N8e =ESR value refer to ICC-ES ESR 3027 Nsteel a Noe ACI 318-08 Eq.(D-1) Variables n A6e N(in.2] fete IPsiJ 1 0.27 90180 Calculations N.[lb] 24210 Results N.[lb] (tissue tbnonducrle Nee[Ib] Nua[Ib] 24210 0.650 0.400 6295 521 Input data and results must be checked for agreement with the existing conditions and for plausibility! /-7- ' PROFIS Anchor(c)20032009 Huh AG,FL-9494 Schaan Hilti is a registered Trademark of Hil6 AG,Schaan /✓'� I 04111 [.TI www.hiltt.us Profis Anchor 2.3.2 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/20/2012 E-Mail: - 3.2 Concrete Breakout Strength N 4"`l Nb ACI 318-08 Eq.(D-4) m = \Aram/Wed"Wc,ra WcA.N e 4,Ncc z N1e ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AN,0 =9 her ACI 318-08 Eq.(D-6) 1 we" = \11 4.2eN/ 5 1.0 ACI 318-08 Eq.(0-9) ` 3 her W.d,N=0.7+0.3(�Win)5 1.0 ACI 318-08 Eq.(0-11) et WW,N =MAX(c'•ml" 1'Sher)5 1.0 ACI 318-08 Eq.(D-13) lac sec Nb =kc A.qT,hers ACI 318-08 Eq.(D-7) Variables he[in.] ec1,N[in.] a 2N[in.] c..min Iin.] We N 2.390 0.000 0.000 a 1.000 cac[In.] kc ), ttc[PSI] 3.630 17 1 3000 Calculations ANC[in 2] ANco[in 2] ly.c1 N 91e�.N Ved.N iyW N Nb lib] 51741 51.41 1.000 1.000 1.000 1.000 3440 Results Nth(lb] +concrete +seismic nducule +Na(Pb] Nue[lb] 3440 0.650 -.750 400 671 521 Input data and results must be checked for agreement with the existing conditions end tot plausibility! /7 PROFIS Anchor(c)2003-200g Hili AG,FL-9494 Schaan Hilti is a registered Trademark of Hill AG.Schaan //) I■■11`TI www.hiiti.us Profis Anchor 2.3.2 Company: Page: 4 • Specifier Project: Address: Sub-Project I Pos.No.: Phone I Fax: [ Date: 11/20/2012 E-Mail: 4 Shear load Load V.[Ib] Capacity 1Vn[Ib] Utilization py=V1el;Vn Status Steel Strength` 215 1616 14 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength" 215 722 30 OK Concrete edge failure in direction• N/A N/A N/A N/A •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V.„,• =ESR value refer to ICC-ES ESR 3027 ¢Valeei 2 Vua ACI 318-08 Eq.(D-2) Variables n Aee,v[in.2] fae[psi] 1 0.27 90180 Calculations V.[Ib] 6733 Results V,a[Ib] 4)sleel 4nonducttle (1)Vsa[Ib] Vua[Ib] 6733 0.600 0.400 1-676-_ 215 4.2 Pryout Strength V, =k„[(t)tyed N+ycti Ww N No] ACI 318-08 Eq.(D-30) 4)V,z V,,, ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 h;, ACI 318-08 Eq.(D-6) 1 Weoi= (1 +2 eN)5 1.0 ACI 318-08 Eq.(D-9) 3 h Wed.N=0.7+0.3( )5 1.0 ACI 318-08 Eq.(D-11) W, =MAX( ,1 c a �,N )s 1.0 ACI 318-08 Eq.(D-13) ci,c Nb =kc),'hers ACI 318-08 Eq.(D-7) Variables kw f el[in.] ec1.N[in.] ec7.N[in.] ca m;n[In.] 1 2.390 0.000 0.000 Vrc.N cac[in.] k, A fc[psi] 1.000 3.630 17 1 3000 Calculations • a A 7 ANc[In. ) Ar�c0[In.] wect.N wec2.N 4ted H 141q2.N Nb[lb] 51.41 -1741 1.000 1.000 1.000 1.000 3440 Results V„[Ib] _-'tconaete 4seivmc _ •nanducble _--_ 4,VcP[lb]--- - - Vua[lb]--- 3440 0.700 0.750 0.400 722 215 5 Combined tension and shear loads _SN P Utilization(3N,v['A) Status 0.776 0.298 5/3 79 - OK pNv=pi,+pi,<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! .3C'I PROFIS Anchor I c)2003.2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HIS AG,Schaan b11�T1 www.hilti.us Profis Anchor 2.3.2 Company: — — - ----- ----- - --- - Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/20/2012 E-Mail: 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The iD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • In general,the conditions given in ETAG 001,Annex C,section 4.2.2.1 and 4.2.2.3 b)are not fulfilled because the diameter of the clearance hole in the fixture acc.to Annex 3,Table 3 is greater than the values given In Annex C,Table 4.1 for the corresponding diameter of the anchor. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor Is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and 0.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7.Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(ili,,,,,d„c,fe)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of�n,aem =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level-c=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! /� /1 PROFIS Anchor(c)2003-2009 Hill'AG.FL-9494 Schaan Hilt'is a registered Trademark of Hilti AG.Schaan L/�tfl/V Design Maps Summary Report Page 1 of 1 ag USGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2006/2009 International Building Code • (which makes use of 2002 USGS hazard data) Site Coordinates 45.4061°N, 122.752°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I 3z (7"..1) Beaverton Garden c,. oremw000•uamngton 1 i„ Sexton Home•Whltford p�i,:> Mountain i7 yPlumi eA°"� Cooper Mountain Met;f�e ,,.��- Mllwaulde Southgate •Aloha South Neighbors / o Park ' fK Ez Southwest Tigard;(k,. , ® Q Sunnyalt a ''' Lake -> -. SW 911- BUN ED a Mountain Oa ld ',,,, `. car •1 et 3catfewftd 3141446. Tualatin ' 1,- •R- '^Stafford• t !► ' . Sherwood• - v Tualatin Valley UMW Stales }f ) fu shefwood Tualatin South a __ y Cal 190* 0 r Wiliam rlkts Mexico. USGS-Provided Output Ss = 0.935 g Sns = 1.053 g Sus = 0.702 g S, = 0.336 g SKI = 0.581 g SOS = 0.387 g MCE Response Spectrum Design Response Spectrum 1.10 0.72 0,64 ii 0.24 0.22 0,16 0.11 0.09 0.00 I I I I I 4 I 4 I I 0.00 0.00 0.20 0.40 0.00 0.90 1.00 1.20 1.40 1.00 1.90 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.90 2.00 4 Period. T(sec) Period.T(sec) . Although this information is a product of the U.S. Geological Survey, we provide no warranty,expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge, 4 ' http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.... 11/15/2012 alb Superstrut' ...b....7.41 Metal Framing Channels (Series 1000) Standard Channels . Material Channels are cold formed from hot rolled pickled and oiled strip steel. Material Thickness I All series 1200 i 2 gauge material o B All series 1400 14 gauge material , Ao Standard Lengths • Standard lengths for channel are 10 ft. and 20 ft. Standard length tolerance ± 'W. Shorter lengths are available at a small cutting charge. GoldGalve hardware finish is standard for all Superstrut products. This is a multi-process finish of electro-plated zinc, followed by gold colored zinc dichromate to give excellent corrosion resistance and superior paint base. See pages B2-B3 for a complete description of the GoldGaly hardware finish. GoldGal •hardware will be . 136--- furnished if no other finish is specified. .�34'I 1 146- 1 i i%a---1 f 13fi--1 3W LiE:4] I_ 1�•� , 23513' � - 1 i —1 A SERIES B SERIES C SERIES E SERIES H SERIES Hole Configurations 0 a n ir' ® - m in di .44 co 2° 1 W Half Slot Channel Punched Channel Cat. Std. Cat. Std. No. Dim. Ga. Ctn. No. Dim. Ga. Ctn. A-1200-HS 1%x1% 12 • A-1200-P 1%x 1% 12 500 B-1200-HS 1%x' is 12 • B-1200-P 1%x % 12 500 • C-1200-HS 146 x 1% 12 500 H-1200-P 1%x % 12 500 E-1200-HS 1%x 2316 12 500 A-1400-P 1%x 114 14 500 H-1200-HS 1%x 3'b 12 B-1400-P 1%x % 14 500 • 1400-HS. 1%x 1% 14 /B-1400-HS 13i x'IYis 14 50-0-) I"holes on 1W centers. - j Avail. in 10& 20 ft. lengths. Vie x 1W slots on 2'centers. *Standard lengths 10 ft. and 20 ft. for standard cartons. Please consult your local T&B representative. Thomas&Betts United States Canada Technical Services Tel: 901.252.8000 Tel: 450.347.5318 Tel: 888.862.3289 B4 (www.tnb.com') Fax: 901.252.1354 Fax: 450.347.1976 l li Superstrut `, Metal Framing Channels (Series 1000) iioe• Standard Channels n , .cct T, l i it t; i�l A-1200 B-12-121200 C-1200 Channel available in Solid, Channel available in Solid, Channel available in Solid, Half Slot,Punched,Slotted Half Slot,Punched and Half Slot and Punched and Knockout configurations. Slotted configurations. configurations. Wt./Ft.1.90 lbs. Wt./Ft.1.28 lbs. Wt./Ft.1.70 lbs.41 fl in 4(1 I I I Fl t E-1200 H-1200 A-1400 Channel available in Solid, Channel available in Solid, Channel available in Solid, Halt Slot and Punched Halt Slot and Punched Half Slot, Punched,Slotted configurations. configurations. and Knockout configurations. Wt./Ft.2.47 lbs. WI./Ft.3.05 lbs. WtJFt.1.40 lbs. I- B-1400 Channel available in Solid, Half Slot,Punched and Slotted t.0.90rlbs. `! A Wt./Ft.0.90 lbs. \\�`\\ii W.....1...._,Orl•-1• 110 . 1 B804 NEOP WH A804 NEOP WH H804 NEOP WH 1W x13/i6"White Plastisol 1W x 1W White Plastisol 1W x 3W White Safety End Cap. Safety End Cap. Plastisol Safety End Cap. Hole Configurations Allo 411111Zob Ili% • 4 to 5._ 6 Slotted Channel Channel with Knockouts Cat. Std. Cat. Std. No. Dim. Ga. Ctn. No. Dim. Ga. Ctn. A-1200-S 14 x 14 12 A-1200-K0 1%x 135 12 " . B-1200-S 1%x % 12 - A-1400-KO 1%x 1515 14 - A-1400-S 1%x 1% 14 B-1400-S 1%x t3/46 14 • KO for le conduit. . Please consult your local T&B 'k"x 3"slots on 4'centers. representative. "Standard lengths 10 ft. and 20 ft. Standard Finish-GotdGalv•brand. for standard carton. , Please consult your local T&B representative. United States Canada Technical Services Thomas netts Tel: 901.252.8000 Tel: 450.347.5318 Tel: 883.362.3289 Fax: 901.252.1354 Fax: 450.347.1976 ( www.tnb.com ) B5 Lf 3 Superstrut' 4* Metal Framing Channels (Series 1000 9 ( 1000) Superstrut Channels-Welding Combinations All Superstrut Channels are available in a variety of combinations - some are shown here. Multiple channels are spot welded on 3" centers. B How to Order 10 and 20 ft. lengths- steel. Special lengths may be ordered. Replace the 3 last digits of the regular channel catalog number with the designation of the desired combination. EXAMPLES: Two A-1200 channels back to back are ordered as A-1202. Two A-1200 channels back to side are orders as A-1202-C. Specify desired finish or material. "'A" and "B" Series back-to-back combinations are joined using Thomas & Betts' steel rivet joining process. The riveted channel is offered in standard GoldGalv®, stainless steel, painted, pre- galvanized, and hot-dip galvanized finishes. F1EEE 2' 2-A 2-B 2-C 3-A 3-B 3-C 3-D • Lin 4 Thomasf�Betts United States Canada Technical Services Tel: 901 252.8000 Tel: 450.347.5318 Tel: 888.862.3289 B6 (www•tnb.com) Fax: 901.252.1354 Fax: 450.347.1976