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-$ • te e, ® f f Co nsulting Engineers �I Se 25 2006 (g18)31v-aR 7 P is S1 Ms. Angela Schreader Robert F. Vanney Associates 360 N. Robert Street , Oct s t t- St. Paul, MN RE: Washington Square — Eddie Bauer IGNOC Re w` Ceiling Bracing o- Goa To Tigard, OR c.-01/41.) Dear Angela: Attached please find calculations, sheets 1 through 7, dated September 22, 2006, which verify the structural adequacy of the seismic bracing for the raised suspended drywall ceiling as shown on drawings SK1 and SK2, dated September 22, 2006. Our analysis was based on the requirements of the 2004 Oregon Structural Specialty Code, based on the 2003 International Building Code. If you have any questions or need further information, please call me. Sincerely, Adam Nawrot, P • N ,4-1101-171-4.) ► 206406 — calc Itr 9- . 15 4$ H fo r Attachment /� /' 1 lii:eleti __, v‘ _GRr— C *' IRMO w S sl it) , Ace, A 4 O `6 EXPIR 12 - 0 N 11 101 I "rA)e1-i'""r5fft/ (503) ao y/ 1 1 111 S. IN Filth Avenue, Suite 2500 Portland 00 9/204 3028 (503) 2273251 Fa (503) 227 7980 B Seattle Tacoma Portland Eugene San Francisco Oakland Sacramento Los Angeles Irvine San Diego Phoenix Denver St.Louis a, _ . _ . _. __ Sheet No. Pm e 4 4 r c 12 ;V. 4,'rii - h1,6 , , , .,,, By A.,,, • k- . f ' . - . . .: .:., Consulting Engineers Location Dote 1 .- . . , . Client iisi,..",.,,,,; ,,1,".2 Vi f'st/"..,:::'•" . ti - 1 Revised Job No nortIond, Oregon ..° ....." ./..f.,—,,,_ ,,,,...,. es' , , —',..i' I ---- Dote ' I I t : t ; i . , . I ' f /lie- ....-' [' ,,,, --`. ..-- 5 areml , .. \ r" I . -,— ,,, / -------i / r N 1 , i ,•• t1 - ■ — i 1 - T - 1 - f T I " T / I, 1 , , <7..4,.r is. 1 ' 12. '. v , ... e - ,- I A ‘ . • F. I 1 1 4- 1 / . +. ... _:4 • • 4 e 12,1i A. 1 tse; '. , I A.1- - P 1 I .....mt - 1 — , 1.?.. r .. 1 . ! i-: f ig It:, r7; ! :•:::' • gi I t ti /...,,,. I t. • ....$ .i, i /L., a i . . • ../ ( 1 tl I . ....... : , i)! 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I ,vf Sheet No. Project e: - b!),,q,.. .C,,,, _ p_,/.„¶„ 5 4 _, / roe, - BY k- •' 1 . , Consulting Engineers Location 7 77, 4 / at L',...,,z /..,,, C, i . . . De . . , Job No. • Client Revised //XIV") i'•'/ /. 3 A <?....•. - I Pcrrand,Oregon ....... '' ''' C) • , I Date "." .4..• i :". I I 1 I i . . IA 1 : , T ......_- -......... ... .... . ......,_ -i-, I I ' . ! 1 I ..... , i I „ . t c.. . ' r _.,......... 7 _,......._......_........„.„_.... .. 5',7 - a,' 2 7- 1 ct , 1 :.... - , ! 7,11--.7 , 52.14 . i. "rp „ 4 " ....I . 4 • 0i Ze . ! 1 ---..!. 1. 4 .4 (.. 1.4. II; - ' 4. I A •• ,e 4-f '' i ',. ' ... `...0 ! I:. v 1 i-- \ ...................—.1 .....-3):, N :, 1 ., ke''1 , 7 I i • .. t: ... Y. 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Scope : t ' Rev: 560100 User: KW-060870, Ver 5.6.1, 25-Oct -2002 Built -Up Section Properties Page 1 ; (c)1983 -2002 ENERCALC Engineering Software _�.., ,�. Description General Information is r Type... X cg Y cg i #1 Rectangular Height 1.5000 in Width 0.0430 in 0.7500 in 0.7500 in t' e, #2 Rectangular Height 0.0430 in Width 1.5000 in 0.7500 in -0.0227 in i < p. . L Summary 1 k P . . _ _-_ hoc 0.031 in4 r 1oc __ _.0.4930 in--_,,_ ff Total Area l 0. 1290 ink lyy 0.012 in4 r yy 0.3063 in X c9 Dist. 0.7500 in Edge Distances from CG... Y cg Dist. 0.3637 in +X 0.7500 in S left 0.0161 in3 i s -X -0.7500 in S right 0.0161 in3 `_ +Y 1.1364 in S top 0.0276 in3 r -Y -0.4079 in S bottom 0.0769 in3 il r r t' IT ,43.0 G�a P., P3. 4 a .7 -tis oU - 5/4^I / ° .- . ol, I. , / = ,nn i f ct _ _ t f 4 i l, i! 1 ' a) : 3 -C7 7' k / ! list) is S > - , 2e1 ^ M h k Li N G ii 0 i. 0 4 D 1f g i4 i R k 4 t y Y _QF , . /..:: --, Sheet No. PrOleCt el • . _ 1 ,, 7 5 f i .., 6 az .. By Ati . . . I 1.? I I! ' . .. , ff - .. Location Date Consulting Engineers . p . Client Revised Job No. I I Portirmd,Oregon 1 — 1 Dote I • -.-.. i ---------- / 1,,, , t4,,,,.. rri r.:-.- '7.7s I ,,.. — 4_,.. i." ' / 5 1 0 n.: t.' (... r A/ e., 771. ......_...----:.===-........... Is. .,.... 7 ... ..... -........,,.... 1 LI ( 14 i '.:. 1 t ....-,....,.., , r.: g# "744: rf t'Ai 77- 6 orz ; 434.....1 , .. - ..: ,_ , Y . > r.,..1 1 k i — , qf • I 3 ,..._ , " . .A ••.N..., Si V .1 ,..,..,,,"'• n., ,,, ''''--.., \ N. 1 :: / 2 3 #'..' .•.') 43 .• • •• 4. i ,.4 .0'' 1... '•'..•.. ... .-.., /2 ''''•-. `..):<- A „..,;'• --:•:--._. ' `••••,, ... ,... _.... .,-- - .4 :: /7 '.- ...5 Tz. ..- .. . t4 4e, 7 _,._, ti [ '...,•;■,, 'N -'''''''''...- I t ., . , ''. •:."- ." '',..-„, ti . N ii ril 1 2 cif 6, 1::,-..f..i. r" : A : 1 f17 " e : - CZ...r ' . C " ; ; ' SG; L'• qt. '..',.; / 4—: -., , es.s - .—" v.- ..: _ 74s /7 '- 3 6 e. 0;, /3i-t.4 ..." V 4 , 0 / 1 V i' 7 a ,.4 .............---_, 1 . ..g ,.., / ff . ? l 7 1-7 - • Trek :7- e , tki ,/, / -- 2 .s .''.. 1 ki,.. a . _ .... .......... ...,......: 1: 1996 AISI Specification w/1999 Supplement ; Project: Date: 9/22/2006 Model: ? ill t ., R1 R2 17.25 ft Section : 362S162 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 440.9 Ft -Lb Moment of Inertia, I = 0.551 in"4 Va = 1039.1 Ib - Loads have not been modified for strength checks l Loads have not been modified for deflection calculations : Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 None 71.7 0.000 0.000 UO t Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen z Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 0.0 1.00 185.1 0.0 0.00 No .i R2 0.0 1.00 185.1 0.0 0.00 No Combined Bending and Shear i` F Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen , R1 0.0 0.0 1.00 0.00 0.00 0.00 NA 4 R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load 1 Axial Ld Bracing (in) Max Allow Ld Intr. i Span (Ib) KyLy KtLt KUr (Ib) P /Pa Value Center Span 123.0 (c) None None 336 263.7 (c) 0.47 0.47 5 5 g yj a N 1 i 1 1 A B t- aw 1 Prc4ect t h • Am•-4.4 1 . -- .." - v Q - By „ Sheet No . f .:-:. Consulting Engineers k ffr' Location ., / i . Date w ,r, , 4, ( S. .. Client Revised Job No Portland Oregon Date - ...) ,.. r.,, :.. :',.. 7- If [ { _—.1--- --1---id t: ...............-____ -,, '..,-. I/O ¥/ 4, /1-tr,- t fr.`r t." / ,.,,,j : / ,c4 Pt r e I, r. r- 6 ,.., 7 /Zs —........,._ .i:i 't i , 1 L' pl.,. ';',..... i e i c k . Ei 1 6 0 1996 AISI Specification w/1999 Supplement z; Project: Date: 9/2212006 Model: r - F . P1 P2 k. \i/ \i/ PI S 4- R2 r' R1 fv' 12.00 ft f Point Loads P1 P2 l Load(Ib) 41 41 X- Dist.(ft) 4.00 8.00 Section : 362S162 - 33 Single C Stud (X - X Axis) Fy = 33.0 ksi Maxo = 440.9 Ft - Lb Moment of Inertia, I = 0.551 in^4 Va = 1039.1 Ib Loads have not been modified for strength checks i Loads have not been modified for deflection calculations A Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft-Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 164.0 0.372 164.0 None 149.9 1.094 0.267 11539 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 41.0 1.00 185.1 0.0 0.27 No R2 41.0 1.00 185.1 0.0 0.27 No P1 41.0 1.50 364.0 163.8 0.51 No P2 41.0 1.50 364.0 164.0 0.51 No r V Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen L3 R1 41.0 0.0 1.00 0.04 0.00 0.00 NA ' R2 41.0 0.0 1.00 0.04 0.00 0.00 NA P1 41.0 163.8 1.00 0.04 0.37 0.14 NA P2 41.0 164.0 1.00 0.04 0.37 0.14 NA a P E 1 P i . 1 i Sheet No. r Project t i: e ., , /t) "WI . 6 d By Ai ,. . . .. : ..„ Location De fr7;, •y.,4,‘ / E.; k • Consulting Engineers - _ . . . -._ ,. . Job No Client Revised 1. PortIono.Oregon I' i itif4:44,J (-tri C. I A) 4 ____.--------- A ) o e fie el'i• 4 "I / / NA Z $ :4 env., r i a ,A ! ( • e ,f.e./ a ; ...0 ‘; 7) ie 1-c 4,1 /41.....1 13,/,. --kieo ) ' .5 / 1 yik -.:- ie.) p _. • , k. ( 44,, t I 1; 'di' tr SCS47 , `-‘ 47 ) f• 9 ' /lc ' .4;;* e:, 7,, ' b ,, ,--, " I _.t. Ti i". ., /..: • .r.t ;$ .4 • ..• ,,,,f/ k. t., 0 / .-t 7-- ' ' • ../ P.! , 7 2 i • 4./ ';'' 12, 4..;* / h , „ „ - .,,, i 4 ;.e rls /3 ,1.4 4,,,,, 4 /2. 04' i ii 1 i -, t E4 Ls, .4 7, v i 6 PD , 4 4 -A 1 ttt .4 t 'ZiiiSa , tr P ta $0 7: —4 , ‘ .„/ zs. i C � .J. . RE\TTSJONOFI7C . P :tea, r�r ? * e`k- ® . ¢' } , Consulting Engineers ` b A ` v 1° / September 25, 2006 .� "a� -\ r l ' • .,‘,. va 7 )' 5 . Q� a ��e s Ms. Angela Schreader 6‘�/• ,��`� , (5 . � ; Robert F. Vanney Associates _ ' L0,.- 4 ,' Ia �p ? 360 N. Robert St ,� 9.O 11') St. Paul, MN ') OK Q S RE: Washington Square — Eddie Bauer • Ceiling Bracing ` P. Tigard, OR r Dear Angela: pp I Attached please find calculations, sheets 1 through 7, dated September 22, 2006, which verify the structural adequacy of the seismic bracing for the raised suspended drywall ceiling as shown on drawings SK1 and SK2, dated September 22, 2006. Our analysis was based on the requirements of the 2004 Oregon Structural k Specialty Code, based on the 2003 Intemational Building Code. If you have any questions or need further information, please call me. Sincerely, 6 r Adam Nawrot, P' �`► E PROf 206406 — calc Itr 9-25-05 � " 1 N ' Attachment t," 0, 1� r it 4 -- I REGO N Aw I P ✓GAY .1 3. � ,&, 13, MIRES: )2-31.0 , 1 1 1 1 1 S. W. F401 Avenue, Suite 2500 Portland, 06 97204 -3628 (503) 227 -3251 fax (503) 227 7980 Seattle Tacoma Portland Eugene San Francisco Oakland Sacramento Los Angeles Irvine San Diego Phoenix Denver St. Louis Y 1 t t 1 ,- . -- •7 Sheet No. • ,.., r . Project e 4 ir 4:negA - i.,)et.:..-pAt 62A BY / 410 *i.e.-1,r location i :.. ::: f Consulting Engineers 114; , , al'a Date Job No. Client Revised rortIono,Oregon ----I I .- / ')( i './.=! ft /.414 7- 6',0, [ 'I „ --"'-- '..- 0 ' e . 5 atefr. i ■ 1. 1 ,i -i-,,,, ,,. ,:... r 7 ------ — — — -- -----------,--t p, dr c t 4 e :,—..; , c oi S'ra..14, t 1 ^ l • /2 50 e t: I i. i■J al• • ) 1.-.-114 . q' i ......."*"" ,i4 SP,4,Cr? el 4 ! I — _I ....... -"yr, .1- 2 ) -,, tp. I 4- r• F.-- ''\ ■ .,.. • 1 {:-- ! rf: • 4 ' .."' 3g ' ,,- !.-. 7 7,9-4 - 5,4 G 4-- - - - - zi r Il.••e...4 /Zr k S.-1..4 c ,.vz 7;...,-? L• 5 e...1 . 4..) -,q , 4..-. ,e,, e y 4-1,-,r7 i 4. , , P 5 -7 - , C. 1;. i ,4 5" . P ,:i lir.? e ,A e,z, if" 1 i . 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Tz.. :,. #.4.,.,-,0:. e..,.../.-46 j : :., .,, lz- t' .. d [.'. ,f.; c- 12 --- ril C - its:A )6 1 i /i <' Ptr'v't'••!. 41 i T'f ..- 72 yd 1 b e . e4 5 ,..L try 4 , t• I. ... : A,IP 1 \it f"'r i'', , T itle : Job # G - Dsgnr: Date: 12:14PM, 22 SEP 06 #_ Description V; F ; Scope : V' Rev: 560100 User: KW-060870•Ver5.6- 1,25-Oct -2002 Built -Up Section Properties Page 1 1 (c)1863 -2002 ENERCALC Engineering Software .. :s.,, ,._. .v:. .',x x /..n t- . u.: . ..4 ...,<.: .. rw. n. ,;'.. •c.. ^:r aiv...:.: x '. ..floa'a .. ... ...'. ... t. +r nr. ✓. nni-� ..t... ._. -... ..5... _. _,. ...�.. .. ... .:.JSv3.,;. r Description b General Information a Type... X cg Y cg ri #1 Rectangular Height 1.5000 in Width 0.0430 in 0.7500 in 0.7500 in #2 Rectangular Height 0.0430 in Width 1.5000 in 0.7500 in - 0.0227 in p Summary ii. i - hoc 0.031 in4 r xx _ 99311in_ Total Area �' 0.1290 in = I 0.012 in4 r ri ri '∎ 0.3063 in r ,,, iti X cg Dist. 0.7500 in Edge Distances from CG... P. Y cg Dist. 0.3637 in +X 0.7500 in S left 0.0161 in3 ''' f -X - 0.7500 in S right 0.0161 in3 t , , r 4 1.1364 in S top 0.0276 in3 -Y - 0.4079 in S bottom 0.0769 in3 P F. i ,4-,. om''' 6„-,...-,..i. s • +�N rr "_ i t 1 t . ,. / :�....,1 , . !2 ` I�G •c 4! ■ i 775/ /X I j I r f e�, �.- �.._ -e ms - -� = ¢z,.n-,..i . _ Le. ; cca Ks ; Y . t V; � 23c."4:, s., P k g F } e it E1 i4 K i 1 1 3 w 1 P t r .. 1 . • • I . _. P mec t 1r. 6- -- le..•0 54 . By A Sheet No I. 4.-1-1 Location Date 1/;,.., / /:0 6 ..c. ...... -. . • . - . - Consulting Engineers ._, . 1 Client Revised Job No. PorfinnclOregon 1 , r . ,47 ir if 77,6 r:. :37< 14- -Itr- /472 [ 77,./.• t i • tetr-- - . ol4 . .,, 4.--------,--- --------_,------ ,..,..,' 4 ......a. T AO ir pc& 973j /0•1 T. 12 ig ;,.0. 1.0;. . . ::. r . 1 : A .i • ■ i i 1 ACe........0 e P , , '"r"--•it 1.- rti,"_ " :: Li i P :/ i g ; 4.4:_•(::)^._ A I, K , 4 cevr. 5 i . •.,"' ,„ , ',...,,,,,,,,,,--- ----,N i --. t.,,,r-Av ..",.- 1 1 ... ■::, .„,, . i i ''' _,-, ''''' ' . z-::. s :st:i., /..,' '''''' > _,...- , .7 ,t .,-. -'•=',--.:.-.. l."-- --,,„b--,.- t>" 5 - - --- '---/,- ..-...,.. ..-.? P, ft 772t y i 5.if , FT: Ili/ 17 ''' 3 ( y r • c..1 / ,;.4 . ..1 e-7 /, , - - .1 1. 4 1 ' > 7................ 1 .. .... . M_r- p 1 1? 4 S21 s ., iv /3-4, X rot (n1 b A -1-,4- 4 "e. , -')/ - / .._ - . ,e1 ,4-_ --.) , 1 i L./ 1996 AISI Specification w/1999 Supplement i. Project: Date: 9/22/2006 Model: _ > 111 t I. R1 R2 I; 17.25 ft Section : 362S162 -33 Single C Stud (X -X Axis) Fy= 33.0 ksi Maxo = 440.9 Ft -Lb Moment of Inertia, I = 0.551 in "4 Va = 1039.1 Ib Loads have not been modified for strength checks Loads have not been modified for deflection calculations j;` Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 None 71.7 0.000 0.000 U0 1! Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? e. R1 0.0 1.00 185.1 0.0 0.00 No il R2 0.0 1.00 185.1 0.0 0.00 No Combined Bending and Shear K Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M/Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA f R2 0.0 0.0 1.00 0.00 0.00 0.00 NA 4 ` 4 Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KUr (Ib) P /Pa Value Center Span 123.0 (c) None None 336 263.7 (c) 0.47 0.47 i; ,Il P 1 1 o 0 I ,. A 1 2 E - - : . t • . . . _ . Project I A . 4 , .4. , 1 ., .,..,cr', By f ersti t• /C . flt I Location :.' . ' :'.- . r. Consulting Engineers ------ 1 . 1 „ Dote 11,4112,..5 CC. .) if Job Client Revised No. k Portland. Oregon — ...* ['cite ., 01. :. ,4,e,y c a x :-.0 • a, 67.2,i 8 ". t" f 1 / '4 ''rr 1 67 ....--*•• ilkt r jf ri r l ':;:l. i 1 -__ - / : itf. _-----,--......,.. ,/, l( 4' ' 11.! 4 , 2 / :•c4" f r• : e je ill e-1 --• 7 e e -ir / 1 e Jr ,- ... ok., v..._ v., P - 9, . 11.1 g 1 i , :. • - 4 , 1k A --...‘" 1' • F. 6- ts✓5 S" r. ' 1996 AISI Specification w11999 Supplement Project: Date: 9/22/2006 Model: ' V P1 P2 e W ; t r. R1 R2 12.00 ft k , Point Loads P1 P2 t t i Load(Ib) 41 41 X- Dist.(ft) 4.00 8.00 Section : 362S162 - 33 Single C Stud (X - X Axis) Fy = 33.0 ksi .; Maxo = 440.9 Ft - Lb Moment of Inertia, I = 0.551 in ^4 Va = 1039.1 Ib 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations a Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 164.0 0.372 164.0 None 149.9 1.094 0.267 L/539 Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 41.0 1.00 185.1 0.0 0.27 No R2 41.0 1.00 185.1 0.0 0.27 No P1 41.0 1.50 364.0 163.8 0.51 No P2 41.0 1.50 364.0 164.0 0.51 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen 3 R1 41.0 0.0 1.00 0.04 0.00 0.00 NA R2 41.0 0.0 1.00 0.04 0.00 0.00 NA P1 41.0 163.8 1.00 0.04 0.37 0.14 NA P2 41.0 164.0 1.00 0.04 0.37 0.14 NA t i 1 1 g W -0 4../Pie, ON ciOf ON pays e? 375p yr ft,/ (. 1 4- o &DC Pest/ elOG A 0-4.rd. 7 frPt4L .14-14.1../7 5....// ;4 -- 717 f?-.414 , id?$!$/..?-y fir V1. 7(o.-7 /47 / 1 - ; • VW 1 9 - el . 2'2 J r- e leen 11041D301 7:1-14 percud siaatiOu3 0umnsuo3 • m ..okuovuowod J_ _ -s -,- , , ,ess . •■•. — :„.e.-v*et. sts,.. , • - „I, -- - s. , . % L..' , s, s .' ., ••' P-..s • t, ,ms.spiv1 ''':' t • VVA - r t _ Vg`er4kIli 0...,' A' :;•'''il., :. ' •t, ''s'. ' " i''', i 's•- '''''; '"'"' •sit I)* ' 3 ."..' 4 ' 4 We : •.i ie-ii.er`,...14.1 '.• -t :' „ e t. ce- . ',, r: ',,e4-„,ef, v 1,4 ,.1.. 4 ;,c4 :i.4,,,z , .,, . -4 ;.,_. , 't, . ''z''' L",- Tv .; ,A. :''•".- .v A 7 . ' .t" e, eJt . ,,!' ,r'n .. 6 ...n .,.. ■`.. r• ' • ' CEOLOf JO SYSTEMS ‘,..1(0,, -., r: - • l '' ." -- - [ Between us, ideas become reality.rys - • sEp 2 200 • • ,, .,-,,..,,,..,— -is , r , ,,,• ,.. , --,i11.11.--.1■ 1. / 1‘ 1 . TECHNICAL GUIDE DrywallGricSystein t / ' ' •'. ,IV '/F,P ; ' ' i - •'' ' '. SA ',.. l'-=.1.. -,„ / \'' ' . 400 D F Grid Systems . &-, i ,- L , . ,,, l _.....„,,,, ' , , ' ' e ":' • ' ' ' ' ., .,,,,' Hanging and...Er 1 , pu ri. , • Melling5 r. de p --„.....,, _------ , . ---- i' • ', , .>:: ,,.: 111 ° , i ' . ' -": ,K1'' ,)` , 7,47,0;.1:4., . . /, ,, 0 c r.c,, r .,:..' •-• '`.." I c 7; ' :, !• . , ,,, .,, :,,,,„ .,, , ,t •-`;-','. K,°•„„s„,,,,,,_ .,_ ' 1.... ,,,,:27.it.:::::::1:::::::11:1a•-:.:t:,...:;,:t.G.irtst''..reC::::stetFeet ieenclotts 4 1\ , . e • BOitillg 0 ' ,t,": 1 , • • ,,ii “ $ .1 Stfuctural Cn..rscr Gyp5u .. 0 tr...i, p "' A Fill / / 1 00 Isrt:ur::::24.151cr::::c,,,zesivecivaci:Ilsaotnesrials CD, i Piers an 0 = 0 Shotcrete %.' " s "\„................................. . ..,.. Special C 1 _., D 0 smotf- .■ • • ..... . 0 Va , / 0 Other / / - I• , . ... $ - - / A I RI/ ............ ar Dr y vaaiicnasys te m .. TABLE OF. CONTENTS Features and Benefits Performance 1 Code Compliance 1 Components Main Beams 2 Cross Tees 2 Furring Hat Channel 3 Wall Molding 3 G -40 and G -90 Corrosion Prevention 3 Rout Locations 4 Accessories 5 Hanging and Framing System Framing 6 Squaring up the System 6 Type F Fixtures 7 Suspended Drywall Grid System Details 8 Hanging and Framing Wire Loading 12 9 Gauge Wire Breaking Strength and Technical Data 12 12 Gauge Wire Breaking Strength and Technical Data 12 Counter Splayed Wires 12 Yoke Wire Hung Ceilings 13 Single Yoke 13 Double Yoke 13 Trapeze Supported Loads 14 Double Hung Ceilings 15 Triple Hung Ceilings 16 Wind Load 17 UL Fire Resistive Designs 18 Fire Rated Expansion Joint 18 Load Test Data 19 Membrane Load Values 19 Basic Products Used on Suspension Systems 20 Control Joints 20 Estimating Materials 21 El FEATURES AND BENEFITS D wa aids Y s t $ ryllCndSystemh Performance Code Compliance • PeakForm patented profile • Meets ASTM C 635 increases strength and stability • Meets ASTM C 645 for improved performance during installation • Installation per ASTM C 636 • SuperLock main beam clip is • Installation per ASTM C 754 engineered for a strong secure • ICC Evaluation Service Report connection and fast accurate ESR -1289 alignment confirmed with an audible click; easy to remove and relocate • Department of State Architect — • ScrewStop reverse hem prevents DSA PA105 screw spin off on 1 -1/2" wide face • City of LA — RR 25348 • Rotary- stitched — Greater torsional • Uniform Building Code, Continuous strength and stability Membrane, One Level. Per Section • 1 -1/2" wide face main beams and 25.210 single level drywall ceilings cross tees — Easy installation of are exempt from lateral force bracing screw applied gypsum wallboard requirements when walls are not over 50 feet apart. When walls are over • G40 hot dipped galvanized coating — 50 feet apart, the ceiling should be Corrosion resistance examined for bracing requirements • G90 hot dipped galvanized coating — • IBC categories D, E and F single Superior corrosion resistance for layer drywall ceilings are exempt from exterior applications lateral force bracing requirements, • Heavy -duty Toad rating — regardless of room size Minimum 16 Lbs. /LF on main beams • Miami /Dade wind uplift - • Fire rated — Applicable to 25 UL Fire NOA #04- 0716.03 Resistant designs (D501, D502, • Consult local codes for specific G523, G524, G527, G528, G529, requirements G553, J502, L502, L508, L513, L515, L525, L526, L529, L564, P501, P506, P507, P508, P509, P510, P513, P514, P516). Item XL7936G90 is not fire rated • Wind uplift construction available, including Miami Dade /Broward County, Florida • Cross tee Spacing: 24" O.C. for 5/8" drywall 16" O.C. for 1/2" drywall For more information call 1 877 ARMSTRONG 0 Armstrong strong prywallGridSystem COMPONENTS Main Beams .. Face Profile Duty Fire I Load Test D: L1360 LJ240 Cimnln Cn.n Cim nln C nmn 2' 3' 4' 2' 3' 4' eon, -O 80.1 31.4 16.5 123.2 46.3 24.75 I o a o 51 routs— starting ° a / HD8906 " " 1- Heavy 2-1/4" from , 0.-- 95.5 35.8 18.76 143.0 57.3 28.14 j W � HD8906G90 11/16" duty each end (type �C *' / 144 1 -1 /2 Yes "F fixture compatible) Cross Tees Face Profile Fire Load Test Data (LbsJLF) Item # Length Dimension Height Rated Routs U360 L/240 Perspective Simple Span Simple Span 50" 50" XL8947P 50" 1 -1/2" 1 -1/2" Yes 8 routs — starting 13.0 19.5 XL8947PG90 10" from each end (type "F fixture compatible) 2' 3' 4' 2' 3' 4' XL8945P 48" 1 -1/2" 1 -1/2" Yes 9 routs —center 15.0 22.5 XL8945PG90 rout and starting f 10" from each end ° (type "F' fixture 0 compatible) ill/1 0 ° XL8341 48" 15/16" 1- 11/16" Yes 3 routs — starting 16.59 24.8 12" from each end XL7341 48" 15/16" 1- 11/16" No 3 routs — starting 16.59 24.8 12" from each end XL7936G90 36" 1 -1/2" 1 -1/2" No none 33.3 50.0 For more information call 1 877 ARMSTRONG • COMPONENTS DrywallGridSystem Cross Tees Face Profile Fire Load Test Data (LbsJLF) Item # Length Dimension Height Rated ROB L/360 L/240 Perspective Simple Span Simple Span 2' 3' 4' 2' 3' 4' XL8925 26" 1-1/2" 1-1/2" Yes 2 routs -12" 98.0 117.0 XL8925G90 from each end (type "F" fixture compatible) 0 a ° o XL8926 24" 1-1/2" 1-1/2" Yes 3 routs — center rout 129.0 158.0 0 0 0 ° XL8926G90 and 10" from 0 0 ° each end (type "F" 11 141 0 0 fixture compatible) XL7918 14" 1 -1/2" 1 -1/2" Yes none (type "F" fixture 71.5 107.0 compatible) Wall Molding Item # Length Description Profile Perspective - 1-w16• -1 7858 144" Reverse Angle Molding nominal j T / 1- 9/16" x 15/16" 15/16' 90 I � 1= - I �a 7838 120" Unhemmed Channel Molding nominal 1 -9/16 3/4" x 1- 9/16" x 1-1/4" L -i 1- 1 /4'I KAM12 144" Knurled Angle Molding nominal f . KAM12G90 1-1/4" x 1-1/4" 1 -1 /4 KAM10 120" Knurled Angle Molding nominal L 1- 1- 1/4• -1 1 -1/4" x 1 -1/4" LAM12 144" Locking Angle Molding nominal 1-1/4' L LAM12G90 1-1/4" x 1-1/4" 1-1-1/4.--1 Corrosion Prevention Corrosion prevention is an essential factor in the economical utilization of galvanized sheet metal for ceiling grid. Armstrong provides G -40 for standard construction per ASTM C 645. When conditions include exposure to extreme moisture and salt water, G -90 is available per ASTM A 653. © For more information call 1 877 ARMSTRONG Dry,,,,allGndSystem ROUT LOCATIONS *HD8906/HD8901 CU) •:;1 ° ° ° ° °I - °=I ° - ° °L=° I I ° - - °i a °¢ °e- 1 °- gm ° °- 12- °I - ° °I -° :.!.:41 4" - 8" f- 8.3" 51 Routs starting 2" from end 144" XL8947P (Type F Compatible) -- -1 2 " 1 26" -1 1— I I I -.- 10" -_ I f- 1 0" --- 14" -{ 14" 24" 26" 50" XL8945P (Type F Compatible) I-- 2" I 2" I F 2" 2" I 'i . ' 1 '1 1 A� ' °45',6''''' o ''''1`t o vo o ''e'er, a'5)'o8o43°'e'e4 ' r:61 2" - 2"-.1 10" 12" t12" 10 "- 24" 48" XL8341/XL7341 1 I 4(.°o 00000000° O aoaooaeo1 I L....._ 2" 12" XL7936G90 °�}eesoe000 0000000aeeeeeeeeeeveo� 36" I XL8925 1 ti-iiiri e ° a e ° a Pe e - ° e e - - — - a .E_ I ° 12 " I 2" - 1 26" XL8926 ' I i o O. O e �_;�. °�' v000 oaoo aoo/Iae°ae;z.} ° E , _� 2 " ---- 2 " —1 12" 1 24" XL7918 .......... ..____ 4 , 14" HD8901 has an integral nose end detail Note: All dimensions are nominal For more information call 1 -877- ARMSTRONG 0 x= . ACCESSORIES DrywallGridSystem A variety of drywall grid accessories are available to provide problem - solving solutions that save time, labor and money. For a complete list of accessories, request submittal CS -3082. Rem # Quantity Description Perspective Application DWACS 100 Drywall Attachment Clip facilitates transition from drywall to acoustical ceiling; locks under bulb of grid section to prevent upward movement and provide secure attachment surface on Allipp�, one side of exposed grid . 30 45 DW30C 250 30, 45, 60 and 90 degree Drywall Angle Clips are used to 6 � �• \ \ //� ` '• DW45C 250 create positive and secure angles for drywall and ceiling 90 DW60C 250 installations on either main beams or cross tees \ \�j�:, DW90C 250 0 TT10 30 Partition Top Trim used to finish the top of a drywall for a continuous drywall /acoustical ceiling interface • . - 1 NA partition DW58 125 DW58- Transition Clip for 5/8" Drywall; DW50- Transition DW50 125 Clip for 1/2" Drywall facilitates transition from drywall to , acoustical ceiling; one -sided hold -down clip; eliminates the need for a drywall bead MBAC 70 Main Beam Adapter Clip attaches to web of grid section; •.._�� \ provides larger surface for screw attachment; used as a hold down clip for thin material (metal or plastic lay -in panels); fastens drywall track to underside of exposed grid with lay -in panels, leaving grid face free of screw holes MBSC2 200 Main Beam Spacer Clip (2" in length) used to space two leto parallel main beams 2" O.C. for air supply or return ,° I XTAC 100 Cross Tee Adapter Clip - Used to attach field cut cross tees 0 to main beams 0 1 DDC 250 Double Drywall Clip to hang suspension system below existing 1 -1/2" grid face, transferring weight directly to hanger I � 1 � / `\l` wire; may be used to preserve the fire rating of an existing 'I�� ceiling and to support heavy accessories; allows for double layer of 5/8" gypsum board ill DLCC 250 Direct Load Ceiling Clip to hang suspension system below to ` s- , existing 15/16" grid face, transferring weight directly to hanger o wire; may be used to preserve the fire rating of an existing •1a� ceiling and to support heavy accessories DO 72 . DWC 250 Drywall Clip allows for a "second" ceiling to be installed D ° 1 00 below a drywall ceiling; attach through installed drywall to Q supporting structure © For more information call 1 877 ARMSTRONG DrywallGridSystem HANGING AND FRAMING System Framing The grid system is made up of main beams and cross tees that are suspended by hanger wires to the structural deck. Sections of main beams lock together end -to -end while cross tees span between the main beams. The ends of the main beams and cross tees rest on the wall channel or angle molding that run around the perimeter of the space. Wall Channel or Angle Molding i .ti � � - 1 ,. , , N C I I N E. E. Gypsum Wall Board N 'V 0 N ;; ;; ` +: 1 4 � Main Beam 1 Cross Tee Squaring up the Syste Once you've hung your first two main beams and border cross tees, install two full cross tees between the main beams and in line with the first two border cross tees. To square up the system, simply measure across the diagonals of the opening. The measurements will be the same if the grid is square. If the grid is not square, shorten one of the main beams until the diagonals are equal. N Dimension "A" = Dimension "B" For more information call 1 877 ARMSTRONG 6 - HANGING AND FRAMING DrywallaidSystem Type F Fixtures Type "F" fixtures, access panels and air diffusers require a full 12'; 24" or 48" opening dimen- sion. The Armstrong Drywall Grid system main beams and cross tees have additional routs in the web to accommodate this larger opening for type "F" fixtures. Using our 14", 26" and 50" cross tees, type "F" fixtures fit perfectly without field cutting or special accessories. When installing type "F" fixtures parallel When installing fixtures perpendicular to to the main beams use a 50" and 48" the main beams, use our 50" cross tees for cross tee for easy placement of fixtures virtually limitless fixture placement. without field modifications. Main Beams Main Beams 48" OC 50" OC i 1 48' 24' 24' 50' 1 / 1 XL8925 1 XL8947P XL8947P 50' XL8947P XL8925 XL8947P f 50' XL8947P N XL8947P 50' HD8906 / N HD8906 For more information call 1 877 ARMSTRONG QrywalIGridSystem SUSPENDED DRYWALL GRID SYSTEM DETAILS i 16' Hanger Wire 01 16' t 16' Gypsum Board 14 c 1 9 II 24' 26' Milliging. Jk o II II 1 Butt Joint I I- rtI IF R 0 11 II It II 11 II 11 • • IL_ II Ir- I I - U 41 1 `fir I I . ' ' I' 1 r 5 Type F Fixture 26' 4 00 lI. IL II I I © I I • 5p s I I • • .. • • Access Door by Others • 50^ 4 _ a _ 9 Access Door Q For more information call 1 877 ARMSTRONG 8 • • SUSPENDED DRYWALL GRID SYSTEM DETAILS DrywallGridSystem (MBSC2) Man Beam ,. Spacer Clip — Hanger Wire MBSC2 Hanger Wire -..,...4 Armstrong I 7--- :11 ii, O Dr yw al I Armstroa Cross Tee ' --€.„).. • • am Man Cross Tee in , Cross Tee ' r.-- 10 • .--1 :: MIIIIM=1111 * til) J■ ■e ST, miolow■emen i wil■ L) ■ 1..........mmin _ - . • ,,* i 2° 1 t1 A 1111511111M NISMIIMIE _ _____ .=-77. Ismsomir- Drywall V Expansion Joint (by others) Screws .:. Screw L- Wood Trim Control Joint ..- ,..• • ' Edge Bead , • : 2 Expansion Joint 3 Wood Trim 4 Control Joint ■ MINI•111111111 '''''Il t- 91111 il 15 616.. o 1=1111 • Itil illah.-- !dinging }.._..,, .-::::****.•-?.. ,-,- .:-- .... - 6 Air Bar 7 High Hat Fixture 8 Vertical Brace Twist to Lock End of Clip in Rout Hanger Wire A Mo 0 , - —I. DW9OC :.- ..•....., ,- .-__ .../ `-,',::,,..., , , 9 ; • :,,,,----- /ie' _ _ 7 Steel Stud DW60C ' --o-i-,4- _Al ; a ' „,„-• , • '',1 Main , G 1 _______ .. r • / Main Beam 0 DW30C , Molding i 1 1 Channel ! o 0 i Hazeer Molding - , 00.1114:41p.h.,_• / () .../ 0 10000 --`1•144,341",. . • fi: )(TAC 1 --1 _ ....4 _ , / .. • ." .._ , t/itit i Securing a Single Channel and 10 11 12 ArIgle Clip Cross Tee Angle Molding 9 For more information call 1 877 ARMSTRONG 9rywallGndSystern SUSPENDED DRYWALL GRID SYSTEM DETAILS t 1 16' i 16' i .= = = ,___ _ 21 16' �' 11 IS 26' 1I 24' 1 II Jk == 1 II II Triple Layer with 11 1 12 Security Lath II— rtl IF II, I I 11 1 I _ _ 1,_ • 11 1 1 Hanger Wire II I L.— -- IL 1 1 Angle O I . Exposed Tee Molding 1 1 Grid System CrosDr all • sTee� ® 14' —•-I • .. 1. I I �� l., Steel Stud 11 I I ' • 11. t I ACOUSace Gypsum Board II I r • • • • • • • .I• • Il .i i 1 L 16 Transition • 26° O j1. 11 tl I. I I • •50' I .. • 0 : : . . .. • ssii \\, _.....__________,_ _ , a • .. . • _, x I 1 Exposed Tee Grid System • ( Drywall Grid System 17 __`i►, o u Gypsum Wall Board 14 50' - ..--- 48• 48 - -.. NOTE: Brace as required by code 18 Drywall Vertical 15 0 0 1 For more information call 1 877 ARMSTRONG 10 SUSPENDED DRYWALL GRID SYSTEM DETAILS DrywallGridSystem �� 1 � � O O , 1111111 . DDC 0:10' • a., tint . 13 Double layer with 14 Main Beam 15 Double Hung Security Lath Stabilizer Ceiling /System Drywall Grid Drywall Grid AXIOM- Classic System Drywall Screw = Hanger Wire T 0 _ _ ° �nJ -- = r, � ° Drywall Grid e ' ° ° ° AXTBC �_. o o"O o = 0 0 0 0 . - - - System ` 111111111111111111111111111 A_�■ 5/T Gypsum AXIOM Drywall Drywall Screw Wall Board Bottom Trim AXDWT ���- o - AXIOM- Profiled -- r= (Convex) AXTBC Feld AXDWT Applied yw' Screw Drywall Screw 7 AXIOM'" Perimeter Trim • F Sound Isolator b y Others Hanger Wire ' Hanger Wire r Main Beam ',�\ 'tJ eed]veeEpei1vaevese-�eedeeeiee Hanger Wire 1 1 Plywood or \ O\ - /O 1`q Gypsum Board "' Gyyppsum `J \ s , \ \� Board Gypsum Board •� A � I �urface Mount ��i % ��� Light Fixture �� . ������ (Screwed ain Beam) ��� Additional Wires May Be Required To Support Load 19 Alternate 20 Surface 27 Triple Layer with Finishes Mount Fixture Sound Isolators Ell For more information call 1 877 ARMSTRONG • p 4.,,G t HANGING AND FRAMING Wire Loading 9 Gauge Wire Breaking Strength 12 Gauge Wire Breaking Strength and Technical Data and Technical Data 9 Gauge Wire 12 Gauge Wire Diameter .148" Diameter .105" Galvanized Steel Galvanized Steel 740 lbs. 375 lbs. Breaking Point Breaking Point 51111 3$ 3 er Turns in 3" ° ° ° ' 3 Turns in 3" �� J ° Per ASTM C 636 P ASTM C 636 ° .' 500 lbs. Pullout — 500 lbs. Pullout — Hanger Wire Hole Hanger Wire Hole Counter Splayed Wires Objects in the plenum may obstruct placement of vertical hanger wires and require splayed wires to support the load. When this occurs, a second counter splayed wire must be added. Install counter splayed wires at an angle equal and opposite the first wire, but not greater than 45° from verti- cal. The load capacity of the main beam remains unchanged (refer to ASTM C 636). J NOTE: If countersplayed wires are at unequal angles, refer to a local engineer or code official for approval. 8 -- For more information call 1 877 ARMSTRONG I® , HANGING AND FRAMING Dr y,,aipcipsys ten Yoke Wire Hung Ceilings Another method to install hanger wires around an object in the plenum is to utilize a single or double yoke wire technique. Rule: to form the 45 degree angle, the vertical location of the tension ring is always half the distance of the span at the structure. Single Yoke 8 Ft. 'S 7 r 45' . 4Ft. ype USS flat washer or equivalent \ \s_ 5/8" Type USS flat washer or equivalent A 5 i Flipp/ -AIL NOTE: Maintain wire spacing at a maximum 4' on center. Double Yoke 12 Ft. AIL 45 M , 6 Ft. 5/8" Type US Flat Washe r or Equivalent 4 Ft. .a -:..� NOTE: Ma w spacing at - a maximum 4' on center. N— Gypsum Wall Board m For more information call 1 877 ARMSTRONG • prywallGridSystem HANGING AND FRAMING Trapeze Supported Loads Installing a trapeze is a technique to support multiple hanger wires under obstructions, such as trunk lines, cable trays or other objects in the plenum. In some cases the trapeze may effect the ceiling height and must be kept small. In other cases steel studs may be used to span the distance required. w e t41. -.. , q I Rffair■- ‘L . WA,1111.___Mlilb.-Mlbi■MM,*■_Miln.MI■M,_ ilI akvAi ���\ \ \ \ Thy �i \� � Cable Tr \t HVAC DUCT \ ���v� r � 1 �' ______ ` Duct �\� � ■ Strap I rele•hone Lines r A r _ ® ® Acoustical or Drywall Ceilings r , Hanger Wire —4 - t] Trapeze Support Independent of Equipment Main Beam Trapeze Loading per ASTM C 636 Members Gauge 0' - 4' 4' -8' 8' -12' 12' -16' 16' - 20' 16 1 1/2" CRC NA NA NA NA � 1 1/2 " —+— CRC - 16 P -2000 NA C P -1100 1 5/8" Unistrut 14 Li I— 12 P -1000 _ 20 1 6CSJ -20 NA NA Bridge Mid 1 Q 18 6CSJ -18 NA 6" 0 Bridge Mid 1 6CSJ -16 Steel Stud 16 Bridge Mid NOTE: Bridging is required at mid span when steel stud members are greater than 8' - 0" in length. Bridging may be 1 1/2" CRC or main runner screw attached to hold vertical and prevent cocking. No wire is required at mid span. For more information call 1 877 ARMSTRONG m • HANGING AND FRAMING DrywaIIGndSy �� A suspended ceiling not only carries the load of the applied finish, but can also act as a Toad carrying structure or membrane that supports another ceiling at a lower level. The DDC clip is used at hanger wire locations to allow for connecting the second and even third ceiling. This method of hanging and framing is used in multi -layer ceilings with long vertical drops — eliminating the use of long stud drops. Double Hung Ceilings • f 1 Steel Joists — Positive A Positive Attachment Attachment Obstruction DDC Vertical DWC Clip Brace Hanger Wires . s.� - :li:'7R77707 [ Main Beam Positive Attachment/ `\ Hanger Wires Main Beam `Wall Angle ~ (Max 4' O.C.) — ~ Wall Hanger Wires J —Wall Drywall Sound Isolator Wall DDC Grid System — DW45C Drywall 0 �,. • `` Grid System • DW45C Double Layer Steel Stud I Gypsum Wall Board ® For more information call 1 877 ARMSTRONG • r riatbt �"5 d'e a Z h P,pr ft sksgdSystema , -- � HANGING AND FRAMING Triple Hung Ceilings Drywall Grid System Insulation IISt zm=conssvissesa ===ram.tsams=ar -- sz: s.a.= s:rcsszia�r3m - r � DDC Duct Clip Pipe chase I 2nd - - ca,arss%aa ;==- aaaffisLt-m.rszra. rrz'aaam- =saaasa.--szi -, Gypsum board --, \- Drywall Grid System \ /Q 3rd AvQ: ==.71=111SATM a�.sa z� mzaa 715.=aa.cacaaa= sa rz.,zsn,aa Drywall Grid System DW45C f— Roof deck Bar joist Drywall main beam A .. DDC o Gypsum board Steel stud Drywall 0 main beam A _.,mom.. „...e,e....z ...^:s.;rs =.__ a=. _...e..== ==eaxs 11 Channel molding it 9 p A 5 o DW90C Channel molding For more information call 1 877 ARMSTRONG 16 • HANGING AND FRAMING OrywallGridSystem Exterior Wind Load Ceiling Design For North America Plenum Up Lift Stud Stud Sheathing Main Runner Cross Tee Hanger Wire Cross Tee Compression Compression Height Load Thickness Gauge 5/8" Drywall Sheet Spacing Spacing Spacing Length Post Spacing Post Load (Ft - In) (MPH) (inch) (Ga. No.) Densglass Gold G -P (Inch) (Inch) (Feet) (Feet) (Feet) (Lbs.) 15 2 1/2" STH 22 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 48" 16" 4' O.C. 4' 4' 9.3 0 30 2 1/2" STH 22 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 48" 16" 4' O.C. 4' 4' 37 lif 45 2 1/2" STH 22 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 48" 16" 4' O.C. 4' 4' 83 60 2 1/Y STH 22 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 36' 16" 3' O.C. 3' 3' 83 90 2 1/Y STH 22 5/8" G.P. Densglass & 114 " -3/8" EIFS 36" 16" 3' O.C. 3' 3' 187 120 2 1/2" STH 22 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 36" 16" 2.5' O.C. 3' 2.5' 276 6 140 2 1/2" STH 22 5/8" G.P. Densglass & 1/4' -3/8" EIFS 24" 16" 2.5' O.C. 2' 2.5' 251 172 2 1/2" STH 22 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 24" 16" 2' O.C. 2' 2' 300 6' 1" 15 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 48" 16" 4' O.C. 4' 4' 9.3 30 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4" -318" EIFS 48" 16" 4' O.C. 4' 4' 37 Ilr 45 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4" -3/8" EIFS 48' 16" 4' O.C. 4' 4' 83 60 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 36" 16" 3' O.C. 3' 3' 83 90 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4' -3/8" EIFS 36" 16" 3' O.C. 3' 3' 187 10' 3' 120 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4" -3/8' EIFS 36' 16" 2.5' O.C. 3' 2.5' 276 ,,,, 140 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4^ -3/8" EIFS 24" 16" 2.5' O.C. 2' 2.5' 251 172 2 1/2" CSJ 18 5/8" G.P. Densglass & 1/4' -3/8" EIFS 24' 16" 2' O.C. 2' 2' 300 '15 35/8" CSW 18 5/8" G.P. Densglass & 1/4^ -3/8" EIFS 48" 16" 4' O.C. 4' 4' 9.3 10' 4" '30 3 5/8" CSW 18 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 48' 16' 4' O.C. 4' 4' 37 'lir '45 35/8" CSW 18 5/8" G.P. Densglass & 1/4"-3/8" EIFS 48" 16" 4' O.C. 4' 4' 83 '60 35/8' CSW 18 5/8" G.P. Densglass & 1/4 " -3/8^ EIFS 36' 16' 3' O.C. 3' 3' 83 187 '90 35/8" CSW 18 5/8" G.P. Densglass & 1/4" -3/8' EIFS 36' 16' 3' O.C. 3' 3' '120 3 5/8" CSW 18 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 36" 16' 2.5' O.C. 3' 2.5' 276 15' 0' 140 35/8" CSW 18 5/8" G.P. Densglass & 1/4 " -3/8" EIFS 24" 16' 2.5' O.C. 2' 2.5' 251 '172 35/8' CSW 18 5/8" G.P. Densglass & 1/4" -3/8" EIFS 24' 16' 2' O.C. 2' 2' 300 "15 ' 3 1/2" CSJ 16 5/8 "G.P. Densglass & 1/4' -3/8" EIFS 48' 16" 4' O.C. 4' 4' 9.3 15' 1" "30 3 1/2" CSJ 16 5/8 "G.P. Densglass & 1/4" -318" EIFS 48" 16' 4' O.C. 4' 4' 37 "45 3 1/2" CSJ 16 5/8 "G.P. Densglass & 1/4 " -3/8" EIFS 48" 16" 4' O.C. 4' 4' 83 "60 3 1/2" CSJ 16 5/B "G.P. Densglass & 1/4' -3/8" EIFS 36" 16' 3' O.C. 3' 3' 83 ^90 3 1/2" CSJ 16 5/8 "G.P. Densglass & 1/4 " -3/8" EIFS 36' 16" 3' O.C. 3' 3' 187 "120 3 1/2" CSJ 16 5/8"G.P. Densglass & 1/4 " -3/8" EIFS 36" 16' 2.5' O.C. 3' 2.5' 276 0' "140 3 1/2" CSJ 16 5/8 "G.P. Densglass & 1/4' -318" EIFS 24" 16" 2.5' O.C. 2' 2.5' 251 "172 3 1/2" CSJ 16 5/8 "G.P. Densglass & 1/4 " -3/8" EIFS 24" 16' 2' O.C. 2' 2' 300 Ceiling System = H08906G90 Main Beam 12 ft. / XL8945PG90 Cross Tee 4 ft. / XL7936G90 Cross Tee 3 ft. / XL8926G90 Cross Tee 2 ft / #12 Ga. H.D.G. Hanger Wire • Note 1 - 1/2" 16ga. U- Channel Bridging required at Mid Span for 10' 4" up to 15' 0" " Note 1 -1/2" 16ga. U- Channel Bridging required at 1/3rd Points for 15' 1" up to 20' 0" "' Compression Post and Ceiling system Tested at the Plenum design depth shown here for Positive and Negative Wind Speed Pressure Loads as listed. "" Compression Post Assemblies at this Plenum design depth Calculated by Dietrich Design Group For Heights over 33 feet above ground level, use ( Table 16 -G) in 1997 Uniform Building Code Exposure and Gust Factor Coefficient Exterior wind loaded designs were tested and approved for the highest exposure category listed for the continental United States as shown in the IBC, Section 1609 Wind Exposure Charts (Section 1609 Table 1609.6.2.1 and ASCE 7, Fgure 6 -1. Stud Products & Properties Based on Dietrich Industries Inc. Vertical Brace Hanger Wire Main Beam_ • / \, Gypsu m Wall Board Cross Tee El For more information call 1 877 ARMSTRONG • 4y; -nn93' , HANGING AND FRAMING �rywallGndSystem . - UL Fire Resistive Designs Maximum Fixture Maximum Duct Drywall , Deck UL Design Concrete # Drywall Minimum Drywall Penetration Penetration Grid Construction Type Number ' Thickness Layers Thickness (Ft /100 Ft (In2 /100 Ft System Floor /Ceiling Drywall Assemblies " CONCRETE ON COMPOSITE FLAT CELLULAR, FLUTED OR BLEND DECK DFR 8000 2-Hour I D502" .._ L 2.1/2" ... ..._. 1 15/8 I 24 ne LL E,14 a ._... I DFR 144 CONCRETE ON METAL LATH, CORRUGATED AND RIBBED DECK 3 -Hour G523" 3 1 5/8" 24 144 DFR 8000 0524"" 31/2 ", 3 3/4" 1 1/2" None 113 DFR 8000 G529 3 1/4" 1 1/2" 24 57 DFR 8000 G529 2 3/4" 1 5/8" 24 57 DFR 8000 2 -Hour G523 2 1/2" 1 1/2" or 5/8 "• 24 144 DFR 8000 0524*" 31/2 ", 3 3/4" 1 1/2" None 113 DFR 8000 G527 2 1/2" 1 1/2" or 5/8 "' None None DFR 8000 G529 2 1/2" 1 1/2" 24 57 DFR 8000 1 1/2 -Hour G528 2 1/2" 1 1/2" or 5/8 "' None None DFR 8000 G524 2 3/4" – 3" 1 1/2" or 5/8" — DFR 8000 PRECAST CONCRETE SLAB 3 -Hour J502 2 3/4" 1 5/8" None None DFR 8000 2 -Hour J502 2" { 1 5/8" None L. None L DFR 8000 Wood Deck/Ceiling Drywall Assemblies PLYWOOD 2 X 10 WOOD JOISTS 1 -Hour L502 NA 1 1/2" None None DFR 8000 L513 NA 1 5/8" None None DFR 8000 L515 NA 1 1/2" None None DFR 8000 L525 NA 1 1/2" or 5/8" • 24 57 DFR 8000 L526" NA 1 5/8" 24 114 DFR 8000 LYWOOD (2)2X10OR(1)4X10 _.. P WOOD JOISTS ' 1 -Hour I-588 NA 1 5/8" None I None I DFR 8000 PLYWOOD WITH WOOD TRUSSES: 1 -Hour I L529 1 NP` ..__.1.1 ._... I 5/8" 1 24 .1 _ 57 ... _.. . - DFR 8000 DEITRICH TRADEREADY TE M/C ADEREADY FLOOR SYS EILING DRYWALL ASSEMBUES 1 -Hour L564 3/4" Cement 1 5/8" . _ None None DFR 8000 Fiber Units 1 -Hour Corrugated G553 3/4" 1 5/8" None None DFR 8000 Decking Roof /Ceiling Drywall Assemblies STANDING SEAM EXPOSED METAL ROOF WITH BATTS/BLANKETS NA 1-Hour I P518 I I 2 .._. I 5/8 _ __.... I None 1 None I DFR 8000 MINERAL FIBER, FOAM ON CELLULAR, FLUTED, CORRUGATED METAL DECK 2 -Hour P501 NA 1 5/8" None None DFR 8000 P514 NA 1 5/8" 24 255 DFR 8000 1 1/2 -Hour P507 NA 1 5/8" 24 57 DFR 8000 P510 NA 1 5/8" 24 57 DFR 8000 P513" NA 1 5/8" 24 144 DFR 8000 1 -Hour P508" NA 1 5/8" 24 144 DFR 8000 P509" NA 1 5/8" 24 144 DFR 8000 P510 NA 1 1/2" 24 57 DFR 8000 MINERAL FIBERMMINATEDGYPSUM PLANKS 1 1/2 -Hour 1 P506 I NA 11 1 5/8" 124 L 57 1 DFR 8000 ' Depends on rating, manufacturer Optional acoustical tile may be glue applied to gypsum board ^' Concrete thickness depends on joist depth used Armstrong Drywall "Design To Frt" Rem XL7936G90 cannot be used as part of a UL Fire Resistive Design. DFR 8000 - UL Designation, Fire Guard Drywall Grid System / • Fire Rated Expansion Joint ' — ,� Fire expansion notch Collapsed fire expansion notch For more information call 1 877 ARMSTRONG 18 r tYf HANGING AND FRAMING DrywauGridsystem Load Test Data Technical Load Test Data • Main Beam Simple Span (Lbs/LF) Item Flanga Len Web Width (in Height 4' 3' 2' No. On.) (in.) 1/240 L/360 L/240 0360 U240 1/360 HD8901 15/16" 144" 1-1/2" 24.75 16.5 46.3 31.4 123.2 80.1 HD8906 1 -1/2" 144" 1- 11/16" 28.14 18.76 57.3 35.8 143.0 95.5 Load Test Data Technical Load Test Data • Cross Tees Simple Span (Lbs/LF) Item Flange Len Web 50" 4' 3' 2' Width (in) Height No. (in.) 1pn.) 1/240 1/360 1/240 0360 U240 1/360 U240 1/360 XL8947P 1-1/2" 50" 1-1/2" 19.5 13.0 XL8945P 1-1/2" 48" 1-1/2" 22.5 15.0 XL8341 15/16" 48" 1 -1/2" 24.8 16.59 XL7341 15/16" 48" 1- 11/16" 24.8 16.59 XL7936G90 1-1/2" 36" 1-1/2" 50.0 33.3 XL8925 1-1/2" 26" 1-1/2" 117.0 98.0 XL8926 1-1/2" 24" 1-1/2" 158.0 129.0 - NOTE: Albwable bads tested per ASTM C 635 for deflection limited to U360 and complies with ASTM C 645 for deflection limited to L/240. See standards for additional information. Membrane Load Values Maximum Load in Lbs./Ft. at Maximum Load Hanger Wire /Cross Tee Spacing in Lbs./Ft. at Component Hanger Wire/ Combination 48"/ 24" 48%16" 36 "/16" Component Cross Tee Spacing Combination 0240 L/360 1/240 0360 L/240 U360 36"/ 16" HD8906/XL8947P 1/240 0360 6.78 4.52 6.78 4.52 14.93 9.95 (mains 50" O.C.) HD8906/XL7936G90 21.77 14.51 (mains 36" O.C.) HD8906/XL8945P 7.03 4.69 7.03 4.69 16.32 10.88 HD8906/XL8926 26.13 21.77 (mains 48" O.C.) (mains 24" O.C.) Typical Drywall Cross Tee Spacing XL8945 24" O.C. for 5/8" drywall XL8945 16" O.C. for 1/2" drywall 1 9 For more information call 1 877 ARMSTRONG • erywallGndSystem HANGING AND FRAMING Basic Products Used on Suspension Systems Maximum Maximum Maximum Load Weight Main Beam Cross Tee Wire on Material Lbs. /SF Spacing Spacing Spacing Wire OSB 1/4" 0.9 48" 8" - 16" 48" 14.4 Lbs. 3/8" 1.3 48" r 16" 48" 20.8 Lbs. 1/2" 1.7 48" 16" 48" 27.2 Lbs. 5/8" 2.2 48" 24" 48" 35.2 Lbs. 3/4" 2.5 48" 24" 48" 40.0 Lbs. Plywood 1/4" .075 48" 8" - 16" 48" 12.0 Lbs. 3/8" 1.1 48" 16" 48" 17.6 Lbs. 1/2" 1.5 48" 16" 48" 24.0 Lbs. 5/8" 1.8 48" 24" 48" 28.8 Lbs. 3/4" 2.2 48" 24" 48" 35.2 Lbs. Gypsum Board 1/4" 1.2 48" 8" - 16" 48" 19.2 Lbs. 3/8" 1.4 48" 16" 48" 22.4 Lbs. 12" 2.0 48" 16" 48" 32.0 Lbs. 5/8" 2.4 48" 24" 48" 38.4 Lbs. 3/4" 4.2 48" 16" 48" 67.2 Lbs. Cement Board12 "* 3.0 48" 24" 48" 48.0 Lbs. Cement Siding 5/8 "` 1.9 48" 16" 48" 30.4 Lbs. Hard Board Siding 12" 2.0 48" 16" 48" 32.0 Lbs. Water Resist. Gypsum Board 5/8" 3.42 48" 16" or 24" 48" 57.7 Lbs. Water Resist. Gypsum Board 1/2" 2.8 48" 16" 48" 44.8 Lbs. Expanded Steel Lath 3.4 48" 16" 48" 54.4 Lbs. 12 Gauge Sheet Steel 4.5 24" 16" 48" 72.0 Lbs. NOTES: All framing on the exterior should be 16" O.C. or less Some manufacturers make 1/2" Gypsum Board with special core to span 24" framing on interior ceiling installations (available on request) All steel product on exterior made from G -90 Galvanized finish Data based on manufacturer's published data. Use lower RPM (1,000 - 2,500) screw gun to install cement board screws with intermitten pressure. Control Joints Control joints minimize cracking caused by stresses in the surface material attached to a metal suspension system. Materials have different rates of expansion and control joints are placed 35' to 50' apart to control bucking and cracking of surface. Control joints are also used to minimize stresses in monolithic ceiling membrane that occur at columns, access doors, light fixtures, inside and outside corners and other unusual penetrations in ceilings. (See detail drawing on page 9). Expansion Joints Ceiling expansion joints are installed to separate the metal suspension system when expansion joints occur in buildings, ceiling span is over 100' or when metal changes direction. Expansion joints are required to separate a system in T, H, L and U or Circle shaped buildings to eliminate cracking from expansion. Both expansion and control joints look similar but perform different functions. (See detail drawing on page 9). For more information call 1 877 ARMSTRONG 20 • ESTI MATERI ya,lGndSysterriq Item number Length Pcs /Ctn. LF /Ctn. LbsJCtn. Area of ceiling completed by one carton DRYWALL 8" 16" 24" . 36" 48" , 50" GRID MAIN BEAM O.C. O.C. O.C. : O.C. O.C. O.C. HD8901 144" 20 240 71 480 720 960 1000 sq.ft. HD8906 /HD8906G90 144" 12 144 53 288 432 576 600 sq.ft. HD8906F08/HD8906F16 144" 12 144 53 varies with radius sq.ft. DRYWALL GRID 8" ; 16" 24" 1-1/2" FACE CROSS TEES O.C. O.C. O.C. XL8947P/XL8947PG90** 50" 36 150 56 100 200 300 sq.ft. XL8945P/XL8945PG90 48" 36 144 52 96 192 288 sq.ft. XL7936G90 36" 36 108 39 144 216 sq.ft. XL8925/XL8925G90** 26" 36 78 28 sq.ft. XL8926/XL8926G90 24" 36 72 26 48 sq.ft. XL7918" 14" 36 42 14 sq.ft. DRYWALL GRID .. ; 8" 16" 24" 15/16" FACE CROSS TEES O.C. O.C. O.C. XL7341/XL8341 48" 60 240 71 72 320 480 sq.ft. " Dimensions are nominal. Item number Length Pcs/Ctn. LF /Ctn. LbsJCtn. Area of ceiling completed by one carton REVERSE MOLDINGS 16" 24" O.C. O.c. 7857 120" 30 360 51 sq.ft. 7858 120" 20 240 67 DRYWALL UNHEMMED CHANNEL MOLDING 7838 120" 20 200 36 DRYWALL ANGLE MOLDING HD7801G90 120" 30 300 38 KAM -12 144" 30 360 31 . KAM -10 120" 30 300 49 LAM -12 144" 30 360 31 Estimating Lineal Feet of Grid Based on Square Footage of Ceiling On Center Spacing Percent of Example calculation based on 5,100 SF ceiling: of Component Square Footage '. Main beam at 48" O.C. 8" 108% 5,100 SF x .25 = 1,275 LF 12" 100% 1,275 LF _ 144 LF /Ctn = 9 cartons needed 16" 76% 20" 60% Cross tee at 16" O.C. 24" 50% 5,100 SF x .76 = 3,876 LF 3,876 LF _ 144 LF /Ctn = 27 cartons needed 30" 40% 36" 33% Cross tee at 24" O.C. 48" 25% 5,100 SF x .50 = 2,550 LF 60" 20% 2,550 LF _ 144 LF /Ctn = 18 cartons needed ® For more information call 1 877 ARMSTRONG Additional Drywall Grid Systems are available. For more information, visit armstrong.com /drywallgrid or call 877 - ARMSTRONG to request literature. y � y ' h� d w_' N. 'V �a f r, Alk a r { "` t L M.P -- a.fwu F3 t 1 ' °& . • ,-, 'S . - e ' fc i t x as • CS -3681 - ShortSpan OGS: CS -3540 - CS -3541 - CS -3542 - CS -3590 - What You Need to Know about Drywall Grid Systems Stucco /Plaster Grid Synthetic Stucco Drywall Grid Systems for Load and Seismic Testing for Curved Applications Systems Grid Systems Framing Short Spans CEILING SYSTEMS These drawings show typical conditions in which the Armstrong product depicted is installed. They are not a substitute for an architect's or engineer's plan and do 1 877 ARMSTRONG (1 877 276 7876) not reflect the unique requirements of local building codes, • Name of your Inner Circle Contractor or laws, statutes, ordinances, rules and regulations (Legal Gold Circle Distributor or Sales Representative Requirements) that may be applicable for a • Customer Service Representatives particular installation. 7:30 a.m. to 5:00 p.m. EST, Monday through Friday Armstrong does not warrant, and assumes no liability • TechLine — Technical information — for the accuracy or completeness of the drawings for 7:45 a.m. to 5:30 p.m. EST, Monday through Friday a particular installation or their fitness for a particular FAX 1- 800 - 572 -8324 or email: techline @armstrong.com purpose. The user is advised to consult with a duly licensed architect or engineer in the particular locale • Product literature and samples — Express service or reg- of the installation to assure compliance with all ular delivery Legal Requirements. • Request a personal copy of the Armstrong Ceiling Systems catabg Armstrong is not licensed to provide professional architecture or engineering design services. armstrong.com /drywallgrid Engineering data included provided by outside • Latest product and program news engineering company. • Real time selection and technical information • Contacts — reps, where to buy, how to install • Submittal pages • Literature and samples information • CAD renderings *4.% !. 4 A Str - . r ® CO AM Licensing Company, 2006 Printed in United States of America CS-3539-406.J - ESR -1289 • RTM Reissued May 1, 2006 " This report is subject to re- examination in two years. ICC Evaluation Service, Inc. Business/Regional Office • 5360 Workman Mill Road, Whittier, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 www.icc-es.org Regional Office • 4051 West Flossmoor Road, Country aub Hills, Illinois 60478 • (708) 799 -2305 DIVISION: 09— FINISHES assemblies. For exterior ceilings without weather- exposed Section: 09120 — Ceiling Suspension surfaces, as defined in IBC Section 2502 and UBC Section Section: 09130 — Acoustical Suspension 224, the system is designed for screw- attached gypsum sheathing (complying with ASTM C 79). For exterior weather REPORT HOLDER: exposed surfaces, the system is designed for screw- attached metal lath (complying with ASTM C 847) with three coats of WORTHINGTON ARMSTRONG VENTURE (WAVE) cement (Type I or II portland cement complying with ASTM C 9 OLD LINCOLN HIGHWAY 150) plaster finish. MALVERN, PENNSYLVANIA 19355 3.2 Components: (610) 722 -1218 3.2.1 Main Runners: Main runners used in both the 8900 www.armstronq.com series ceiling systems and XL 7936 series ceiling systems are jikelly(a.armstronq.com the 8900 (Drywall Stucco and Plaster System) series main runners. All main runners are classified as heavy -duty in EVALUATION SUBJECT: accordance with ASTM C 635 and in accordance with Table 25 -2 -A of UBC Standard 25 -2. The main runners have an FIRE - RESISTANCE -RATED AND NONFIRE- RESISTANCE- inverted T -shape and double web. The double web section is RATED SUSPENDED CEILING SYSTEMS rotary- stitched together with a knurled lower flange for screw penetration, and is reverse - folded over for screw retention ADDITIONAL LISTEES: along the entire length of the bottom flange. The steel used to form the 8900 series main runners has a minimum yield ARMSTRONG WORLD INDUSTRIES strength of 54 ksi (372 MPa). The runners are cold- formed POST OFFICE BOX 3001 from ASTM A 653, CS Type B steel, and have a hot dipped, LANCASTER, PENNSYLVANIA 17604 galvanized G-40 coating for interior ceilings or a G -90 coating for exterior ceilings. Table 1 and Figure 1 specify the 1.0 EVALUATION SCOPE dimensions, lengths and allowable transverse loads. Compliance with the following codes: The HD 8906 main runner for fire-resistance-rated systems has an added end - coupling for temperature expansion relief, • 2003 International Building Code (IBC) and additional routs for added cross - runner spacing to ® 1997 Uniform Building Code.' (UBC) accommodate field assembly of NEMA Type F lighting in nonfire -rated installations. Properties evaluated: The main runner has lengths and routing that allow the ® Exterior and interior finish ceiling framing system to be assembled in the field without field- cutting or screw fastening. • Fire - resistance 3.2.2 Cross Runners: Cross runners include the XL 7936 • Structural (Stucco System) series and the 8900 (Drywall Stucco and 2.0 USES Plaster System) series. The suspended ceiling systems described in this report are The XL 7936 (Stucco System) cross runners have an suspended or direct -hung, concealed framing, ceiling inverted T- shaped double web. The steel used to form the assemblies used in fire- resistance -rated and nonfire- cross runners has a minimum yield strength of 54 ksi (372 resistance -rated construction for both exterior and interior MPa). The cross runners are cold- formed from 0.018 -inch- applications. thick (No. 26 MSG) steel that conforms to ASTM A 653, CS Type B, and have a hot - dipped galvanized G-40 coating for 3.0 DESCRIPTION interior ceilings or a G -90 coating for exterior ceiling. The 3.1 General: double web section is rotary- stitched together with a knurled lower flange for screw penetration, and is reverse - folded over The 8900 series ceiling system is designed for screw- for screw retention along the entire length of the bottom attached wood panels (complying with DOC PS 1 or PS 2) of flange. nonfire- resistance - rated, or gypsum wall board (complying The 8900 (Drywall Stucco and Plaster System) series cross with ASTM C 36) ceiling panels of fire- resistance - rated, runners have an inverted T -shape and a double web. The interior roof and/or floor-ceiling assemblies. steel used to form the cross runners has a minimum yield The XL 7936 series ceiling system is designed for interior or strength of 54 ksi (372 MPa). The cross runners are cold - exterior nonfire- resistance -rated roof and /or floor - ceiling formed from 0.018 - inch -thick (No. 26 MSG) steel that REPORTS are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any ANSI finding or other matter in this report, or as to any product covered by the report. v 1 hemdild rearm Ma= =mance Copyright © 2006 Page 1 of 6 Page 2 of 6 • ESR -1289 conforms to ASTM A 653, CS Type B, and have a hot - dipped center spacing. This tolerance shall be noncumulative beyond galvanized G-40 coating for interior ceilings or a G -90 coating 12 feet (3658 mm). Intersecting runners shall be installed to for exterior ceilings. The double web section is rotary- stitched form a right angle to the supporting members. together with a knurled lower flange for screw penetration, and is reverse - folded over for screw retention along the entire The maximum design load capacities for cross runners shall length of the bottom flange. Table 2 and Figure 1 specify be less than or equal to the capacities allowed in Table 1 of dimensions, lengths, and allowable transverse loads. this report. A cross runner that supports another cross member shall have a minimum uniformly distributed load The XL 8947, XL 8947P, XL 8925 and XL 7918 cross capacity of 12 pounds per linear foot (175 N /m). runners are used to accommodate NEMA Type F lighting --- z= - fixtures. These cross runners have factory- knurled reverse e 414 Seism' cDesign hems at the lower flange to receive screws. 4.4.1 Seismic Design Requirements under the IBC: The 8900 (Drywall Stucco and Plaster System) series Seismic design and installation details of the ceiling system includes cross runners for both fire- resistance -rated and shall be in accordance with,IBG Sectiori"l1621 ' nonfire - resistance -rated drywall ceiling assemblies. XL 8945 and XL 8945P cross tees are used in fire -rated drywall 4.4.2 Seismic Design Requirements under the UBC: assemblies, while XL 8947, XL 8947P, XL 8926, XL 8925 and Except for installations with plaster ceilings, seismic design XL 7918 cross tees are used in nonfire- resistance -rated and installation details of the ceiling system shall be in assemblies. The cross tees have additional routs to compliance with Part III of UBC Standard 25 -2. For plaster accommodate a full flange opening for NEMA Type F lighting ceilings, seismic design of the ceiling system shall comply fixtures. The additional routs allow field assembly of a ceiling with UBC Section 1632. frame without cutting or fastening. 4.5 Partitions: 3.2.3 Hanger Wire: Hanger wire for suspended ceilings The partitions shall be laterally supported as required by IBC other than plaster, and any fixtures, shall comply with IBC Se ion 1621.1.2 or UBC Standard 25 -2, Section 25.211.1, as Sec ion2506.2.1 or UBC Table 25 -A. Hanger wires for plaster applicable. - ceiling framing systems shall comply with ASTM C 1063 for use under the IBC, or with UBC Section 2504 and Table 25 -A. — 4:6= Attachment For exterior applications, corrosion- resistant hanger wires, - _ fasteners and accessories shall be used. Gypsum wallboard shall be installed and fastened to ceiling framing system in accordance with tBesSeeti©n:25t36 3.2.4 Accessories: Each system has accessory items that or UBC Section 2511. include support angles and comer caps. Steel for accessory items has a minimum yield strength of 33 ksi (227 MPa). 4.7 Plaster Attachment: 3.3 The 8900 (Drywall System) Series Two -hour Fire- Flat rib metal lath shall be installed with the long dimension resistance -rated Suspended Ceiling System: perpendicular to the main runners, and edges overlapped in The 8900 series concealed grid system is part of a two -hour, accordance with IBC Section 2510 or UBC Section 2506, as fire- resistance -rated roof-or floor-ceiling assembly. The rating applicable. To attach the lath, minimum 1- inch -long, No. 8, applies to restrained and unrestrained assemblies as Type S, oval head screws per ASTM C 1002 shall be used. described in IBC Section 703.2 or UBC Standard 7 -1 and These screws shall secure the metal lath to the runners and Section 7.141. Figure 2 shows assembly details. General perimeter members at 6 inches (305 mm) on center in requirements in IBC Section 711 or UBC Section 710.1 shall accordance with IBC Section 2510 or UBC Table 25 -C, as be observed. applicable. 4.0 INSTALLATION 4. Special Inspection: • .1 General: In jurisdictions adopting the IBC, suspended ceilings in The suspended ceiling system shall be installed in Seismic Design Categories D, E or F shall be subjected to accordance with this report and the manufacturer's published periodic special inspection during anchorage of suspended installation instructions. Except for installations with plaster ceilings in accordance with the requirements of IBC Section ceilings, the suspended ceiling system shall be installed in 2506.2.1 and Section 9.6.2.6.2.2 (h) of ASCE 7 -02. The accordance with IBC Section 803.9.1.1 or UBC Table 25 -A special inspector shall verify that the ceiling system is as for systems exceeding 4 psf and less than 10 psf, as described in this report, and complies writhe installation applicable. For plaster ceilings, the suspended ceiling system instructions in this report: shall be installed in accordance with IBC Sections 2510 and 5.0 CONDITIONS OF USE 2512, or UBC Sections 2504, 2506 and 2508, as applicable. 4.2 Main Runners: The suspended ceiling systems described in this report comply with, or are suitable alternatives to what is specified Main runners shall be installed and leveled to within 1 / 4 inch in, those codes listed in Section 1.0 of this report, subject to in 10 feet (6.4 mm in 3048 mm) (IBC) or 1 / 8 inch in 12 feet (3.2 the following conditions: mm in 3660 mm) (UBC), with the supporting wire taut. Vertical support hanger wire shall be installed within 6 inches (152 5.1 The ceiling suspension main and cross runners are mm) of the main runner fire expansion relief. The design fabricated and installed in accordance with this report loads for main runners shall be less than or equal to the and the manufacturer's published installation capacities allowed in Table 1 of this report. Supports for the instructions. In the event of a conflict, this report shall main runners that consist of vertical hangers, perimeter govern. hangers, and lateral force bracing shall be installed in n Espans.of..mainjand`cross- runners_ - accordance with the applicable code. °° � w itfi T a bl es.l.and2_of his = reporter - � — 4.3 Cross Runners: - °�--� -- �5: 3 Geiling�aaccess�shallanotmbe� :pe_rmtted� since Main runners, or other cross runners, shall support cross uspensionsysta_ms� have- not >been - designed °fog - live runners to within 1 / 32 inch (0.80 mm) of the required center -to- Page 3 of 6 ESR -1289 5.4 In jurisdictions adopting the IBC, special inspection shall 5.9 Wood panels shall comply with applicable interior finish be provided in accordance with Section 4.8 of this requirements of the applicable code. report. 5.10 For exterior ceiling installations, the ceiling system shall 5.5 The ceiling systems shall not be installed in areas be designed for the design wind loads. subject to severe environmental conditions as described 6.0 EVIDENCE SUBMITTED in Section 25.204.3 of UBC Standard 25 -2. 5.6 In jurisdictions adopting the IBC, a quality assurance 6.1 Reports of vertical, compression and tension load tests plan for seismic requirements shall be provided in in accordance with ASTM C 635, ASTM E 8, ASTM E accordance with IBC Section 1705.2. 580 and UBC Standard 25 -2. 5.7 Design calculations for loads outside the scope of this 6.2 Reports of fire- resistance tests in accordance with report shall be submitted to the code official at the time ' ASTM E 119 and UBC Standard 7 -1. of permit application. The calculations shall be prepared 6.3 A quality control manual. by a registered professional where required by the statutes of the jurisdiction in which the project is to be 7.0 IDENTIFICATION constructed. Cartons of all products are identified with the name and 5.8 The supporting construction for the ceiling system has address of Armstrong World Industries, Inc., the evaluation not been evaluated and is outside the scope of this report number (ESR -1289) and the word "WAVE." report. The code official shall approve the floor or roof construction supporting the suspended ceiling system. TABLE 1 -DIMENSIONS AND ALLOWABLE LOADS FOR MAIN RUNNERS' CATALOG TYPE LENGTH BASE -METAL MAXIMUM ALLOWABLE LOADS NUMBER (inches) THICKNESS SPAN (inch) (feet) Simple Span Concentrated Uniform Load Load at Midspan (Ib. /in. ft) (Ib.) HD 8901 A 144 0.018 4 16.5 - HD 8906 0 144 0.018 4 18.76 - For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 plf = 14.59 N /m, 1 lbf = 4.448 N. 'Runner web is stitched. TABLE 2 -DIMENSIONS AND ALLOWABLE LOADS FOR CROSS RUNNERS CATALOG TYPE LENGTH BASE -METAL MAXIMUM ALLOWABLE LOADS NUMBER (inches) THICKNESS SPAN (inch) (feet) Simple Span Concentrated Uniform Load Load at Midspan (Ib. /in. ft.) (Ib.) XL 8947 0 49.75 0.018 4.14 16.35 XL 8947P P 49.75 0.018 4.14 13.02 - XL 8945 0 48 0.018 4 17.83 - XL 8945P P 48 0.018 4 15 XL 7936 P 36 0.018 3 33.33 XL 8925 P 25.75 0.018 2.14 98.03 XL 8926 P 24 0.018 2 129.04 XL 7918 P 13.75 0.018 1.14 71.58 XL 8341 A 48 0.018 4 • 18.8 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 plf = 14.59 N /m, 1 Ibf = 4.448 N. Page 4 of 6 ESR -1289 H 4 13" l e 1 1 l 16 ij —� /TO 15 ! I� 16 TYPE A ; L. i; • TYPE O 13 32 I 4 n 2 TYPE P FIGURE 1 Page 5 of 6 ESR -1289 0 0 © 4 0 0 , (1; 4111L AL, 1.03 - 4:1) -.411111W air" 1 1 ureeen�w .e�rns.rsseiwrxwmr ..n C. - .. 'eswvaen eras+ c:os •• .. _ ... .. 11 II �•• 4 19 FIGURE 2 —SERIES 8900 TWO -HOUR FIRE - RESISTANCE -RATED ASSEMBLY For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psf = 4.88 kg/m 1 gallon = 3.8 L, 1 sq. ft. = 0.0929 m 1 psi = 6.89 kPa, 1 Ibm = 0.45 kg, 1 sq. in. = 645.16 mm 1. Roof Covering: Roof covering consisting of hot - mopped or cold- application materials compatible with insulation(s) described in Item 2 that provide Class A, B or C coverings. 2. Roof Insulation — Mineral and Fiber Boards: The boards must comply with ASTM C 612, Type IA or IB. Nominal 1- inch -thick minimum, 24- inch -by-48 -inch or larger. To be applied in six layers as follows: A. May be loosely laid on top of gypsum sheathing (Item 4). B. May be fastened to steel roof deck (through gypsum sheathing) with mechanical fasteners (Item 7). C. May be bonded to gypsum sheathing with adhesive. D. Individual layers of mineral and fiber boards above the mechanical fasteners, if used, may be bonded to the bottom layer and to each other with adhesive or hot asphalt. First layer to be installed perpendicular to gypsum sheathing direction, with end joints staggered 2 feet in adjacent rows. Each layer of boards must be offset, in both directions, from layer below a minimum of 12 inches in order to lap all joints. 3. Sheathing Material (Optional): Vinyl film or paper scrim vapor barrier, applied with adhesive to the gypsum sheathing. Adjacent sheets overlapped 2 inches. 4. Gypsum Sheathing: Water- resistant core gypsum sheathing complying with ASTM C 79. Supplied in sheets nominally 2 by 4 feet to 4 by 12 feet, by nominal 5/, inch thick. Minimum weight is 2.0 psf. Applied perpendicular to the steel roof deck direction, with or without adhesive or mechanical fasteners through the insulation. End joints to occur over crests of steel roof deck, with end joints staggered 1 foot or more in adjacent rows. 5. Steel Roof Deck: Minimum 1 nominal 36 -inch -wide fluted units, minimum 0.029- inch -thick (No. 22 gage) galvanized steel. Welded to supports with 1 / 2 -inch puddle welds, through welding washers. Side lap joints of adjacent units are welded or secured together with No. 8 by 3 / 4 -inch-long, self - drilling, self- tapping steel screws midway between steel joists. 6. Adhesive (Optional): Applied to the crest of the steel roof deck in 1 / 2 -inch-wide ribbons at a rate of 0.4 gallon per 100 square feet (approximately 6 inches on center). Applied in 1 / 2 -inch-wide ribbons at 0.4 gallon per 100 square feet between the vapor barrier and the gypsum sheathing, and between the sheathing and the first layer of roof insulation. 7. Mechanical Fasteners (Optional): (Not shown) Insulation clips with discs may be used to secure roof insulation to the steel roof deck (through gypsum sheathing). Clips are 3 inches long, having a shank diameter of 0.203 inch. Clips designed so that their tips lock" against the underside of the steel roof deck. Steel discs are 2' /, inches in diameter, and 0.030 inch thick. Fastener spacing is per manufacturer's specifications. 8. Hot Asphalt or Coal Tar Pitch (Optional): (Not shown) May be applied between layers of roof insulation when applied at a rate not exceeding 25 lbs. /100 sq. ft. 9. Steel Joists: Type 8H3 or 10K1, minimum size; spaced 48 inches on center, welded to end supports. NOTE: Design load must stress 8H3 joists to maximum bending stress of 22,000 psi. 10. Bridging: Minimum' / diameter steel rods are welded to top and bottom chords of each joist. Page 6 of 6 ESR -1289 FIGURE 2 —SERIES 8900 TWO -HOUR FIRE - RESISTANCE -RATED ASSEMBLY (Continued) 11. Cold- rolled Channels: Minimum 0.060- inch -thick (No. 16 gage) cold - rolled steel channels, 1 inches deep with 3 / 16 -inch flanges. Two channels are tied together back -to -back with 16 SWG galvanized steel wire and are then wire -tied to top of joist lower chord with minimum 16 SWG galvanized steel wire, spaced as required to provide attachment provision for ceiling hanger wires between steel joists. 12. Hanger Wire: Number 12 SWG galvanized steel wire, twist -tied to bottom chord of joists or cold- rolled steel channels. Hanger wires are spaced 48 inches on center along main runners (at every other main runner /cross tee intersection). Hanger wires also to occur at all four comers of light fixtures, at midspan of cross tees adjacent to light fixtures and air -duct outlets, and adjacent to each main runner splice. 13. Air Duct: Number 22 MSG (minimum) galvanized steel. Total area of duct opening not to exceed 225 square inches per 100 square feet of ceiling area. Total area of individual duct openings is not to exceed 225 square inches. Maximum opening dimension is 18 inches. Inside and outside faces of duct throat must be protected with 3/4 ceramic fiber paper, laminated to the metal. Duct supported by 1 No. 16 MSG cold - rolled steel channels spaced not over 48 inches on center, suspended by No. 12 SWG galvanized steel wire. 14. Damper: Number 16 MSG minimum galvanized steel, sized to overlap duct opening 2 inches, minimum. Protected on both sides with 1/16- inch -thick ceramic fiber paper, laminated to the metal and held open with a fusible link. 15. Fixtures, Recessed Light: Fluorescent -lamp -type steel housing, 2 -by-4 -foot size. Fixtures must be spaced so their total area does not exceed 24 square feet per each 100 square feet of ceiling area, and wired in conformance with the National Electrical Code. 16. Fixture Protection—Gypsum Wallboard: Same as Item 18. Cut to form a five -sided enclosure, trapezoidal in cross section, at least 1 inches higher than the light fixture housing. The fixture protection consists of a 23 top piece, two 473/4-inch-long side pieces and two 23 / -inch -long end pieces. The top edge of each fixture protection side piece may be notched 1 inch deep by 10 inches long near its midpoint. 17. Steel Framing Members — Armstrong World Industries, Inc.: Type 8900 Drywall stucco and plaster system main runners are nominally 12 feet long, and are spaced 48 inches on center. Ends of main runners at walls to rest on wall angle, without attachment, with 1 / 2 to 3 / end clearance. Primary cross tees(1 / inches wide across flange) or cross channels, nominally 4 feet long, are installed perpendicular to main runners and spaced 24 inches on center. Additional primary cross tees or cross channels are required at each wallboard end joint, 8 inches from, and on each side of, the wallboard end joint, and 8 inches from each side of light fixtures. Secondary cross tees ( inch wide across flange), nominally 4 feet long, are installed at sides of light fixtures. 18. Wallboard, Gypsum: Five-eights -inch- thick, Type X, 4- foot -wide gypsum wallboard is installed with the long dimension perpendicular to cross tees, with side joints centered undemeath main runners. Wallboard is fastened to each cross tee with 1- inch -long Type S screws, located 1 / 2 inch from end joints and 3/4 inch from side joints, and spaced 12 inches on center. End joints of adjacent wallboard sheets shall be staggered not less than 4 feet on center. Wallboard is fastened to leg of wall angle with wallboard screws spaced 12 inches on center. 19. Metal Trim Molding: Number 25 MSG galvanized steel, measuring 5 / 8 inch deep, with 1 / 2 and 1- inch -long legs. Placed over and against wallboard edges around light fixtures, with the 1 -inch leg facing down and fastened to the cross tees and main runners with 1 screws. Spacing of screws approximately 8 inches on center along 4 -foot side, and 10 inches on center along 2 -foot side, of light fixtures. 20. Screw, Wallboard: Number 6, Type S, 1- and 1 self - drilling and self- tapping screws. 21. Finishing System: (Not shown) Paper tape embedded in joint compound over joints, and covered with additional compound with edges feathered out. Wallboard screw heads covered with two layers of compound. 22. Wall Angle: (Not shown) Number 24 MSG painted steel with 17/16 -inch legs. Nailed to walls around perimeter of ceiling to support steel framing member ends and to permit screw attachment of the gypsum wallboard. 9 a. Connections and panel joints shall allow for The seismic force, F shall be transmitted through the story drift caused by relative seismic dis- the ceiling attachments to the building structural placements (D determined in Section 9.6.1.4, elements or the ceiling- structure boundary. or 1/2 in. (13 mm), whichever is greatest. Design of anchorage and connections shall be in b. Connections to permit movement in the plane accordance with these provisions. of the panel for story drift shall be sliding connections using slotted or oversize holes, 9.6.2.6.2 Industry Standard Construction. Unless connections that permit movement by bending designed in accordance with Section 9.6.2.6.3, sus - of steel, or other connections that provide pended ceilings shall be designed and constructed in equivalent sliding or ductile capacity. accordance with this Section. c. The connecting member itself shall have suffi- cient ductility and rotation capacity to preclude 9.6.2.6.2.1 Seismic Design Category C. Sus - fracture of the concrete or brittle failures at or pended ceilings in Seismic Design Category C near welds. shall be designed and installed in accordance with d. All fasteners in the connecting system such the CISCA recommendations for seismic Zones 0- as bolts, inserts, welds, and dowels and the 2, (Ref. 9.6 -16), except that seismic forces shall body of the connectors shall be designed for be determined in accordance with Sections 9.6.1.3 the force (F determined by Eq. 9.6.1.3 -2 with and 9.6.2.6.1. values of R and a taken from Table 9.6.2.2 Sprinkler heads and other penetrations in Seis- applied at the center of mass of the panel. mic Design Category C shall have a minimum of e. Anchorage using flat straps embedded in con- 1/4 in. (6 mm) clearance on all sides. crete or masonry shall be attached to or hooked around reinforcing steel or otherwise terminated 9.6.2.6.2.2 Seismic Design Categories D, E, and so as to effectively transfer forces to the rein- F. Suspended ceilings in Seismic Design Cate - forcing steel or to assure that pullout of anchor- gories D, E, and F shall be designed and installed age is not the initial failure mechanism. in accordance with the CISCA recommendations for seismic Zones 3 -4 (Ref. 9.6 -17) and the addi- tional requirements listed in this subsection. 9.6.2.4.2 Glass. Glass in glazed curtain walls and storefronts shall be designed and installed in accor- a. A heavy duty T-bar grid system shall dance with Section 9.6.2.10. be used. 9.6.2.5 Out -of -Plane Bending. Transverse or out -of- b. The width of the perimeter supporting plane bending or deformation of a component or closure angle shall be not less than 2.0 in. (50 mm). In each orthogonal horizontal system that is subjected to forces as determined in direction, one end of the ceiling grid shall Section 9.6.2.2 shall not exceed the deflection capability be attached to the closure angle. The other of the component or system. end in each horizontal direction shall have �--- a 3/4 in. (19 mm) clearance from the wall 9.6.2.6 Suspended Ceilings. Suspended ceilings shall and shall rest upon and be free to slide on a be designed to meet the seismic force requirements closure angle. of Section 9.6.2.6.1. In addition, suspended ceilings c. For ceiling areas exceeding 1000 ft shall meet the requirements of either industry standard (92.9 m horizontal restraint of the ceil- construction as modified in Section 9.6.2.6.2 or integral ing to the structural system shall be pro - construction as specified in Section 9.6.2.6.3. vided. The tributary areas of the horizontal restraints shall be approximately equal. 9.6.2.6.1 Seismic Forces. Suspended ceilings shall be designed to meet the force requirements of Exception: Rigid braces are permitted to Section 9.6.1.3. be used instead of diagonal splay wires. The weight of the ceiling, W shall include the Braces and attachments to the structural ceiling grid and panels; light fixtures if attached to, system above shall be adequate to limit clipped to, or laterally supported by the ceiling grid; relative lateral deflections at point of and other components which are laterally supported attachment of ceiling grid to less than by the ceiling. W shall be taken as not less than 1/4 in. (6 mm) for the loads prescribed in 4 lbs /ft (19 N /m Section 9.6.1.3. Minimum Design Loads for Buildings and Other Structures 163 L ■ d. For ceiling areas exceeding 2500 ft2 from the top surface of the access floor to the (232 m a seismic separation joint or supporting structure. full height partition that breaks the ceil- Overturning effects of equipment fastened to the ing up into areas not exceeding 2500 ft2 access floor panels also shall be considered. The shall be provided unless structural analyses ability of "slip on" heads for pedestals shall be ' are performed of the ceiling bracing sys- evaluated for suitability to transfer overturning effects tem for the prescribed seismic forces which of equipment. demonstrate ceiling system penetrations and When checking individual pedestals for overturn- closure angles provide sufficient clearance ing effects, the maximum concurrent axial load shall to accommodate the additional movement. not exceed the portion of W assigned to the pedestal Each area shall be provided with._closure under consideration. angles in accordance with Item b and hor- Special Access Floors. Access floors shall 9.6.2.7.2 S izontal restraints or bracing in accordance P with Item c. be considered to be "special access floors" if they are designed to comply with the following considerations: e. Except where rigid braces are used to limit lateral deflections, sprinkler heads and other 1. Connections transmitting seismic loads con - penetrations shall have a 2 in. (50 mm) over sist of mechanical fasteners, concrete anchors, size ring, sleeve, or adapter through the ceil welding, or bearing. Design load capacities ing tile to allow for free movement of at least comply with recognized design codes and /or 1 in. (25 mm) in all horizontal directions. certified test results. Alternatively, a swing joint that can accom- modate 1 in. (25 mm) of ceiling movement 2. Seismic loads are not transmitted by fric- in all horizontal directions are permitted lion, produced solely by the effects of gray- to be provided at the top of the sprinkler ity, powder - actuated fasteners (shot pins), head extension. or adhesives. f. Changes in ceiling plan elevation shall be 3. The design analysis of the bracing system provided with positive bracing. includes the destabilizing effects of individual members buckling in compression. g. Cable trays and electrical conduits shall be supported independently of the ceiling. 4. Bracing and pedestals are of structural or mechanical shape produced to ASTM specifi h. Suspended ceilings shall be subject to the cations that specify minimum mechanical prop - special inspection requirements of Section A. erties. Electrical tubing shall not be used. II °J' ,W ' 9.3.3.9 of this Standard. 5. Floor stringers that are designed to carry axial seismic loads and that are mechanically fas- 9.6.2.6.3 Integral Ceiling/Sprinkler Construction. tened to the supporting pedestals are used. As an alternative to providing large clearances around sprinkler system penetrations through ceiling systems, the sprinkler system and ceiling grid are permitted to 9.6.2.8 Partitio! see r' 3 L be designed and tied together as an integral unit. Such O -S G f02 TH /S ) the a design shall consider the mass and flexibility of all 9.6.2.8.1 Gee ,. elements involved, including: ceiling system, sprin- ceiling and . L V (/t• 6/1 EN; .8 m) kler system, light fixtures, and mechanical (HVAC) in height sh s� �/ ilding appurtenances. The design shall be performed by a structure. Su aZ 1. / • Z ,f any registered design professional. ceiling spla: ;ed to limit horizo :ad to 9.6.2.7 Access Floors. be compatib ants as determined in Section 9.6.2.b tor sust,,,...,....eilings and Section 9.6.2.2 for other systems. 9.6.2.7.1 General. Access floors shall be designed to meet the force provisions of Section 9.6.1.3 and the additional provisions of this Section. The weight of 9.6.2.8.2 Glass. Glass in glazed partitions shall the access floor, W shall include the weight of the be designed and installed in accordance with floor system, 100% of the weight of all equipment Section 9.6.2.10. fastened to the floor, and 25% of the weight of all equipment supported by, but not fastened to the 9.6.2.9 Steel Storage Racks. Steel storage racks sup - floor. The seismic force, F shall be transmitted ported at the base of the structure shall be designed ASCE 7 -02 164 Washington Square Eddie Bauer - Ceiling framing gravity load support Page 1 of 1 Val Henzel - Washington Square Eddie Bauer - Ceiling framing gravity load support From: "Adam Nawrot" <adam.nawrot @kpff.com> To: <val @tigard- or.gov> Date: 9/25/2006 2:36 PM Subject: Washington Square Eddie Bauer - Ceiling framing gravity load support CC: "Angela Schreader" < Angela. Schreader @vanneyassociates.com> Val - I received a call from Brian in your office regarding information on the vertical load support of the drywall ceiling (as opposed to lateral, as I was asked by Vanney Associates to provide). Please review and pass along the following information: To my knowledge, these suspended ceilings are off- the -shelf items with installation guidelines provided by the manufacturers. It is my understanding that Vanney is using Armstrong Ceilings. Here is a link to their installation guide: http: / /www.armstrong /common /c2002/content/fi les/26713. pdf This guide indicates the "heavy -duty" classification of the framing, shows wire strength, and dictates spacing for the various types of material being attached to the T -bar framing (e.g. plywood, gyp- board, etc..). It appears that the support should be a minimum 12ga wire at 4' -0" o.c. for the main T -bar members (I mentioned 12' o.c. to Brian on the phone, though that was just off-the- cuff). Any calculations we would provide would be based on the manufacturer's published information. This should be sufficient information for your inspector to verify that the framing is hung adequately. If there is some requirement for additional submittal, please advise Angela with Vanney Assoc. as to exactly what you need. We will assist wherever we can. Thank you, Adam Nawrot, PE KPFF Consulting Engineers 111 SW Fifth Avenue Portland, OR 97204 503.227.3251 503.227.7980 fax file: / /C: \Documents and Settings \val.000\Local Settings \Temp \GW }00002.HTM 9/25/2006 Washington Square Eddie Bauer - Ceiling framing gravity load support Page 1 of 1 Val Henze! - Washington Square Eddie Bauer - Ceiling framing gravity load support From: "Adam Nawrot" <adam.nawrot @kpff.com> To: <val @tigard- or.gov> Date: 9/25/2006 2:36 PM Subject: Washington Square Eddie Bauer - Ceiling framing gravity load support CC: "Angela Schreader" < Angela. Schreader @vanneyassociates.com> Val - I received a call from Brian in your office regarding information on the vertical load support of the drywall ceiling (as opposed to lateral, as I was asked by Vanney Associates to provide). Please review and pass along the following information: To my knowledge, these suspended ceilings are off-the-shelf items with installation guidelines provided by the manufacturers. It is my understanding that Vanney is using Armstrong Ceilings. Here is a link to their installation guide: http://www.armstrong.com/common/c2002/content/files/26713.pdf This guide indicates the "heavy -duty" classification of the framing, shows wire strength, and dictates spacing for the various types of material being attached to the T -bar framing (e.g. plywood, gyp - board, etc..). It appears that the support should be a minimum 12ga wire at 4' -0" o.c. for the main T -bar members (I mentioned 12' o.c. to Brian on the phone, though that was just off-the-cuff). Any calculations we would provide would be based on the manufacturer's published information. This should be sufficient information for your inspector to verify that the framing is hung adequately. If there is some requirement for additional submittal, please advise Angela with Vanney Assoc. as to exactly what you need. We will assist wherever we can. Thank you, Adam Nawrot, PE KPFF Consulting Engineers 111 SW Fifth Avenue Portland, OR 97204 503.227.3251 503.227.7980 fax file: / /C: \Documents and Settings \val.00O\Local Settings \Temp \GW }0OOO1.HTM 9/25/2006 Eddie Bauer - Washington Square Page 1 of 1 • Val Henze! - Fwd: Eddie Bauer - Washington Square From: "Angela Schreader" < Angela. Schreader @vanneyassociates.com> To: <val @ tgard- or.gov> Date: 9/21/2006 6:25 AM Subject: Fwd: Eddie Bauer - Washington Square Angela - Our understanding from your original phone call to us is that the two issues you are facing with the City of Tigard inspector are the design of the floor to roof studs for the increased wall height (designed for 20', actually 30 '), and the design of the bracing for the suspended ceiling. ( / After reviewing the project drawings and relevant code, and talking with Bill Betz at the site, here is what we understand is being constructed, and what we believe is required by code: \,r 1. Bill indicated there will not be any floor -to -roof studs; instead, all studs will be run to, or slightly above, finished V u ceiling and braced to existing full- height walls or braced up to roo str�uct re. If thiq is the case, a full- height std � . 2. We understand that you are installing �, \�. \ design is a moot issue. /1 /' / cL - c5 c - 1 1'a C' 5 0 - 1— � suspended drywall (suspended support members with screw Y 9 a P ended MN ceiling eilin 9( P ended PP .\ connections, with the ceiling running wall -to- wall), not an acoustical tile system. According to code, IBC 1621.2.5 references the ASCE 7 -02 standards, which in tum reference the CISCA Ceiling Installation Standard. For seismic zones 3 and 4, this standard states on page 1 under "Lateral Design Requirements ", item 2: " Ceilings constructed of lath and plaster or gypsum board, screw or nail attached to suspended members that support a ceiling on one level extending from wall to wall shall be exempt from the lateral load design requirements of these standards." ccording to Sheet A3, the ceiling runs wall to wall except for a bump -up in the ceiling level at the cash -wrap. Sheet A4 shows the edge details at this bump -up, which indicate that the soffit around the bump -up is braced. Based on this information, we feel the ceiling meets the qualifications of the CISCA standard, and does not require lateral bracing in the field of the ceiling. As with all code issues, this is subject to the local building official's approval. With regard to the "Code Guide for Wall and Ceiling Construction IBC /25/#2 ", this document is published by the Bureau of Development Services of the City Portland. It is not a City of Tigard document, and it is intended for acoustical tile ceilings. Thus, to our knowledge, this standard does not apply. Therefore, at this time, we do not believe you need KPFF to perform any design work. If you have any questions or there is anything else you need regarding these or any other issues, we would be happy to help. Sincerely, Adam Nawrot, PE KPFF Consulting Engineers 111 SW Fifth Avenue Portland, OR 97204 503.227.3251 503.227.7980 fax file: / /C: \Documents and Settings \val.000\Local Settings \Temp \GW }00001.HTM 9/25/2006 Eddie Bauer - Washington Square - Ceiling Bracing Page 1 of 1 Val Henzel - Eddie Bauer - Washington Square - Ceiling Bracing From: "Adam Nawrot" <adam.nawrot @kpff.com> To: "Angela Schreader" < Angela. Schreader @vanneyassociates.com> Date: 9/25/2006 11:44 AM Subject: Eddie Bauer - Washington Square - Ceiling Bracing CC: <val@tigard-or.gov> Angela - As requested, here are engineering calculations and details for bracing of the drywall ceiling in the new Eddie Bauer Store. As indicated herein, Code allows an exemption for flat wall -to -wall drywall ceilings. Our approach for this ceiling is to brace the small raised area, and allow the main flat ceiling to distribute the small cumulative shear out to surrounding walls. Per your request, Val Henzel with the City of Tigard is copied on this message. Please let me know if there is anything else we can do for you. Regards, a. «EB- Wash Sq - Ceiling Bracing - Calcs and details.pdf» Adam Nawrot, PE KPFF Consulting Engineers 111 SW Fifth Avenue Portland, OR 97204 503.227.3251 503.227.7980 fax file: / /C:\Documents and Settings \val.000\Local Settings \Temp \GW }00002.HTM 9/25/2006 f�) t ®� s i. Consulting Engine B 2006 c D F TIGAR ®,,. September 27, 2006 BUILD DIV I5IC7m Ms. Angela Schreader Robert F. Vanney Associates 360 N. Robert Street St. Paul, MN RE: Washington Square — Eddie Bauer Partial- height Wall Bracing Tigard, OR Dear Angela: Attached please find calculations, sheets 1 through 10, dated September 27, 2006, which verify the structural adequacy of the seismic bracing for the stockroom - retail floor partial- height partition as shown on drawings SK1 through SK6, dated September 27, 2006. Our analysis was based on the requirements of the 2004 Oregon Structural Specialty Code, based on the 2003 International Building Code. If you have any questions or need further information, please call me. Sincerely, Adam Nawrot, PE s"` —�� 206406 /calc Itr 9 -27 -06 � I N � 1 � 9342 ?r t� OREG .. I * ' r 3 7 . 42 "AMY 141 r1GYPIRES: 12_31- 0 (o j { 1 1 1 S. W. 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BY / i N j L j,,, ' .. p 7 � ' 3 ocation 7 G 1 4 , 0/4 Date eV z7 Al‘ Ky ® /, / lir Consulting Engineers / / / /// Job No Client V r ff„ J A) Revised Ponland.Oregon 7 vo L (---- (......JP (4.4ctnit, Date rf A ( ) p.a.. 4 ,4- - I I i e„g I ,1 Q ! I CY 6, 64 �� Cod crn N Apr,- ' . . /A.) o ..a-i -p ra P . P 4.) CpNNh-T't.--4 -iv Wc72/441 , \ , ‘. T-o. I..dA... 1 2 _ 1 - c . A.F F. w Azc �kn �.c /1 w 1 A.4 6A1 rG g '4 1 c ,..,, A I I — Nq / � iD -.,e— 26 ' / /G ' � 7_i \ 1 / LI A , \. I � ( I � Qzraa..1 - — _13-- -- - — L8,04 Gcun/J (IA ea: I2'' L r.J4 -.-. E'Arre i a (E) WA• - V i J d G c._. • Project 6 /� Sheet No. . >r4S t� . S UZ. E C 4 t�%,!u eYC By /1 • i` �j ry 1 ` 11<ff Location Date 6:,/z. 746 M'AK ffuli! Consulting Engineers Job No. Client V�Q N ( ^f Revised Portiand,Oregon ����<< / /1,!'/ ( (,,J „4„.., 4 G., •7,G c !A.J( Date '� ` " WO ° Qr . 3 C (( //-r c - 6 /1/ 62,, k :/ / , a/vc fiz....-... it � o 4/1' , i t # //f /0, 7 il \i I 7 is' I e6 —� I ,z33 I 30' a -grip • - . t L 1, '-'-',.,,,.:::1././6. o 25;24(6 I 10' o. ( 7---417. /..S• 5- ,4, id,,,, / UX f3.5— 1Q7 3 x 2o5� S , o i ( \\:N\________ ,_. _ ._ . N.... ___ .,. ____ l3S 1 0 1 ,, t 5 ,i 4 jcrii. ea 0 c " \- -A 6Sc. / ZOJG r-4r'L V_ /Z9` , 0/4... _. / ///,/ z/ >l3S l ' P en,/ ! `,- irr.. r-A, r ,,, s -3 E1,. 73,, ., = 3S `r /A/ en (.1 )— . • . () , Al 5 f2c-a'4 �Z tAfa E>' -sou 0 W Al 14 , sco- elb 6 0 L AO 3 1/17/06 Z,66KOG 1996 AISI Specification w/1999 Supplement Project: stud brace Date: 9/27/2006 Model: I R1 R2 16.00 ft Section : 362S162 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 440.9 Ft -Lb Moment of Inertia, I = 0.551 in^4 Va = 1039.1 Ib Loads _have _not been modified_ for strength checks -..___ Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 None 81.1 0.000 0.000 L/O Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 0.0 1.00 185.1 0.0 0.00 No R2 0.0 1.00 185.1 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KUr (Ib) P /Pa Value Center Span 135.0 (c) None None 312 294.5 (c) 0.46 0.46 ".. Project wItra s , r 6 ...46,1„. By /471) Sheet No Date 4014C. Li. kap Location l irj ,; 4, Ir. Al, Consulting Engineers Cent VA 100 LY Revised Job No. Portland Oregon C7 ') Date Z% L.,. NM t I L i of , -.... P 1 114 4, \ • li \ w k P v . g c - j .t . 4, - -7 , 4 c men 6 frr-)4 SI K %Ole— 744 L (L bk. j i 1 i I 1.. I 1 '.! I t .— 7 risr 7 ] 1 V A.....,..) :- i .... 0 1 1 ) J 1 i I • Gj,Sd. 50, 6 d arc 3/47./tn S 9 ZoGLIo 1996 AISI Specification w/1999 Supplement Project: interior stud wall top track Date: 9/27/2006 Model: Unif Ld 13.5 . Ib /ft t ma i R1 R2 13.00 ft Section : 362T125 -27 Single (X -X Axis) Fy = 33.0 ksi Maxo = 222.0 Ft -Lb Moment of Inertia, I = 0.301 in ^4 Va = 545.7 Ib Loads have been multiplied by 0.75 for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 285.2 0.964 285.2 Full 222.0 0.964 0.976 L/160 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 87.8 1.00 77.6 0.0 1.02 No R2 87.8 1.00 77.6 0.0 1.02 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 87.8 0.0 1.00 0.12 0.00 0.01 NA R2 87.7 0.0 1.00 0.12 0.00 0.01 NA i1 Sheer No. Project G 4.3 u, S la rC <1 �/ E r6/�rlC�z By Y•f 7,0 Location Date 7� k± F . rl �,� ' Consulting Engineers g Z - / Job No. V Client -7VA.iL'Y Revised Portlond.Oregon Date 2g �l0 (r 30 49• t p:.3 • 2c. s hA, = 2 �3 w`f laf V . ,100 - r7 4 v /3< ' 0 • • ) ( ( w_tt� 8' P EE / �Fj:• r. if. (As / �1 -&3iG I 14.4414. S7zr/� " 2 'o rec J 6) WI / 6 rieec /et, (G) b iu' /iS - Z 2y'' / Z � Y(��) . 000 83 i t - Z S, g l) , /1: ?"o, f (/;-) - ,a.. _ o . / S 7 7-7,0 k 5/ 2 - Opsr xtr3J ('9 8) (./a7)(2- 4)110 ` / vv it > z9 Z 11 tis - �r i • . Z(Z `/ rs' X!. )(. e, le z .s a/ 1 7 a W A a • E A, es Q 4.44%62 A7v 7 9/27 /06 71r ifo 1 V 02k/ft x 4N2 ti 5 } > } • } 1^ } } r y A � (,n 4.0 CA > H i .013k/ftl- .108k -3 I ti .01 3k/ft- i I � - -1 .019k/ftt— Loads: BLC 1, (A) 50 , &to I cr 8 fra cs,2 13 Beam: MI Shape: W5X16 Material: A36 Length: 30 ft I Joint: NI A k _J_J-oint:_N2 LC-1: — — -- — — -- Code Check: 0.287 (bending) Report Based On 97 Sections Max: .308 at 0 ft kik fa ksi y 1 k Min: -.292 at 30 ft Max: 3.434 at 12.5 ft k-ft i -4 gr ' L' 1 r 'i l� E ' n� {. °i k i x ` re x. it t i YY rA 2 c ' it-6 .M.,:-,44.,1`)40:.., x u fi. .. "tit } - • t s ° z1p • f C : %T F �t 4 - � e " - > , _ • ks i �� �{ + Min: -2.434 at 12.5 ft ft °Ftx ° � t ' +, .u�; A 2 'rJ£? . D in �i a Yt > d � '+% y -IX 1 ix' s Y ta ° � A11 / /.44 4 , f' e 1,, ;, . i4 . s ,. l 1.1 t i 141,•:.1.1,1'../.444,/z '..1 ,/z r Min: -3.434 at 12.5 ft Min: -.615 at 14.688 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.287 Max Shear Check 0.018 Location 12.5 ft Location 0 ft Equation H1 -2 Max Defl Ratio U586 ■ Compact Fy 36 ksi Out Plane In Plane Fa 1.849 ksi Cm .85 Ft 21.6 ksi Lb 30 ft 30 ft Fb 11.976 ksi KUr 284.188 168.747 Fv 14.4 ksi Sway No No Cb 1 L Comp Flange 30 ft D �t Sheet No Project (ti,�hSa. 5c„,, E� 0 r E G �'SleY L By /'�'J !k117-0" s Location Date 147k� ; = / • C o nsulti n g • Eng Job No Client lel/f.iVNb t/ Revised _ Portland, Oregon _ Date LAG /{0 6 t . /L _ ,&L 4 [. _ (i:icy-1 n.f - - , b- a _ v' 9 ° acoa C. urr,n/ e,,,vz n./ 0' a r` /1E Z z" +., Lr b I, a V `. ,. '- O 4 /Mr i (rS) 4 ill � � Ia ,o \\', , ,i i / 1, - to oe,r.,n/ - 73 7.0 7 / f �' � T✓rri, A ‘...7-4 1 O x 3o : C. ( - 3 0 (0-'. {�uo/e _sy L-‘ /l0 ✓J c�G TLcTr.I Lo ,�1t /1 K. Hr iL 2c) l = ZSC F —IC— ) /LooF I , ? S —s /1aer/!c•7 r,> ` / /''ol ( yKGa, ZS( SSG C c t : Kam /) / .4 �ioo Fs f a ,/ oa/a. sn... /1i • s 1 (_o,� [- ta. -,.1 �,et = 00/1, i 6b0` f Zu l ( r�D4) 6 L / ` ('no+`:i J- /2- *'/ (ts0'} ct / S 6 c /S / rryl / 7,. 7x /// 27/S t ` c.... 4741.1r✓ /S cD ‘vi13 SCQ. 4 0 /rs" /jrndierz. / a Title : Job # Dsgnr: Date: 2:12PM, 27 SEP 06 .4,G yGL Description : Scope : Rev: 560100 User: KW -060870, Ver 5.6.1, 25-Oct -2002 Steel Column Page 1 s (c)1983 -2002 ENERCALC Engineenng Software ti. 1 "1, ,-... ._ ,,Zi t :..«0-711 , ,V. ,1 - ,. ,- , ) , ,,,, ,, 11 , ......:.. - ..:r.. �. a.ir- a,, .. ..^c_.:,r, . Inur:rav E, .. 741., ...... w+...t. , .T . .... ......s Description existing_ building Column with lateral brace load Vt. ACYL 04..t`. pc_" ,is -. sr,,,. b GG General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 Steel Section TS7X7 1/ Fy 42.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 30.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 30.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 30.000 ft Kyy 1.000 Loads t Axial Load... Dead Load 15.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 27.15 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.400 k 15.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : TS7X7X1 /4, Height = 30.00ft, Axial Loads: DL = 15.00, LL = 27.15, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 30.00ft, Y -Y = 30.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2635 0.4770 0.7405 0.7129 AISC Formula H1 - 2 0.0903 0.1635 0.2538 0.2600 AISC Formula H1 - 3 XX Axis : Fa calc'd per Ep. E2 -2, K*Ur > Cc YY Axis : Fa calc'd per Eq. E2 -2, K'Ur > Cc Stresses f Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 8.64 ksi 8.64 ksi 8.64 ksi 11.49 ksi fa : Actual 2.28 ksi 4.12 ksi 6.40 ksi 6.40 ksi Fb:xx : Allow [F3.1] 27.72 ksi 27.72 ksi 27.72 ksi 36.87 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 2.55 ksi Fb:yy : Allow [F3.11 27.72 ksi 27.72 ksi 27.72 ksi 36.87 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F ex : DL +LL 8,637 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 8,637 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 11,488 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey: DL +LL +ST 11,488 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.271 in at 15.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft