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Plans (22) e07t7- asyyg )962 2- Suv f3c c w AA I a associates, iaa U _ ____ _ 'ENGINEERING RECEIVED OCT 3 1 2007 CITY OF TIGND BUILDINGDIVISION STRUCTURAL CALCULATIONS PROJECT: ATC Building - Tigard PROJECT No.: A07042 DATE: October 26, 2007 PERMIT RESUBMITTAL w 1 ' , 62 S,9 'WO A . # geN. I EXPIRES: 12/31 �ry I 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m WF @ G12.11) 3 ITEM #5 #3I t1321 L - 23 .1)— - 2.S 'D E Pr7 LO /.-`b = .1 4 tt /, �--� FAcT02 -: 2. S (i.4) /.7 a I SNOW LO/t= 3 1 t4 ,/, . 7 SFISMIc. LOA.1) = (14r5v)(2•1) _ g #/ • 0./6.5K/ /3•S1( 1 _I, Z 3 - tw► = /3.S prnwx - o, /6s (23 2A) t O.Sgb (t /) (1,) = 17,E FT- k - Pay w1axad) b , - let - 7.4 < k, �, c-.�r� p A -G-y f" ke z _ 3, (12 /,z I) — .5 < lc)? �) f D.47 r(S 0) ;, / ;* = 13 ' 5 1? ,- 79 ( V ,: 0 - G i• k ■ -; . a - 0 2-7 b , o , (L (5 _..; 0 I; --, 1 ( - Top l" c_ 1- f.4�, E:.1) 1 f :.cam 1') 4 _ M /.; = 171 r (1 )/sg = 5,51--..5; •0z.? 4 '.-, .,0 _ 0•:.< /.a r 7 UPS r`. 7 - L t>"( a..ra i'. RE A 5 CRea° 3- 5 )(I'7) _ c .). 4 Z5 i ui � ( -4 # 4 .,(a 0. ?. iti > A'S (e.o.) ----- t 11, AA I afghan associates, inc. Ay ELL _ — r 16 \ R 7 By: A A Date: A P7 2-007 • ENGINEERING /� 4875 SW Griffith Drive I Suite 300 Beaverton. OR 1 97005 Project No.: / D 503.620.3030 1 tel 503.620.55391 fax www.eaieng.com Sheet: 1- /.6 of: 1_1_I 17E M # 3 I 14.3Z FROM .5,0- E7 1_1. F2O M S MEET 1' �q ( 67/2' b 6.1) D1 ,A 0 sr2.ur if. I 211) 5.9 WALL LoA(b 3 3�= /Z K Cf ►wAL 01/(Z )Q- S /2.0k ��LLF Toe_ E T z6 IL( 5 � 2 , 5)(I, q 1 ;1 (SI. = 2 ' 5 ) R E�� f%rfJ�n r�/ 7E j. g1of\� 0.953 A S _ • - ¢ - S i C=• > a 3 ,13 4 c.L LL = 4-.36 ; (�• C)) .1 / c, -4/ F/ or 1 Tq &LE (A 77A c.- D) p = 2 3 , 2 a s = 23.0)< JL > ao, )e— AA I afghan associates, inc. A 7 C E, - BY: A l ).:4- Date: Aix': ' ENGINEERING �.��'�p Project No.: 4875 SW Griffith Drive I Suite 300 I Beaverton. OR I 97005 503.620.3030 I tel 503.620.5539 I lax www.eaien0.com Sheet: r f� .'••SP, of: j ITEZ 3 Gil! Un til @ cik./b /. H = /2 kip R = /g' WPC. = 19 W Fk e. IZ WALL pi_ z (1 N) (7 0 (! 8 /z) • 1.133 1< .L S Fl '( 2" ROO F DL = (12)(/)(' _ I.riq I2.21 K., W = S5 (' I PA') - 0.50 • Roof= S. c. = 02) i 0 2 = 109,1 = 3.606 ckloPY DL = 0 (4) 0. 4o c. A -N ora s� _ (10)(6'7)(4) _ 2. 61e, W FLT W DL. _ 14(7) ( 19 /2-) _ to. 37 K R or DI - 25 ( (19/z) �}2� 15.11K WF = S (I 1/Z) 2.00F SL = 25(2-S) /o93 19/2 . 61 -4 CM-)D DL = /0 0)(4-) _ 0 . 40 i,ort Si.. = 10 &'1)(4) (o ej �►.1D IT1uN ; �-f5 / D fi S 3.6 b) (l /7.f .97)--[ ( _ 44.25 l5 9--) ( 2 / z) . 1. 0 F7-1( G‘,91,1T1 7 /A z ; Z bt '�• ( /e2- ) -t .5 = 3g, DK M 7. (2 5,2Z. - 102.67)(Viz) z : 1 r-. 7- K SEE. If 1,,J7 L /T ) o P7 t 0 rJ 2 A :::, u He n► T, ,F ►? r �t i if I7.zI� 41.7k 11r5 'Pretax t 47,7 -- nG(i) 54 K f 0 i`1Q I afghan asso inc. A7 _ E ,L Z , — T1 A F ��. By: 4 Date: M! 'n-1 07 ENGINEERING ^ 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project NO.: /'t'D / 0 4 503.620.3030 1 tel 503.620.5539 I lax /�_ www.aaieng.com Sheet: 4 ! of: ITEM 4 Z3 wF /3Tvv 07/21D S 6. S" Sot. ID a 2ourF3 WA L. L... L = 22 L A3c,a _ (7 ( Z(o - l 2) _ / 0 q z 3 / 5c1 14/ ti se9 r 1.6, K/, (AN) wr. WA) koOP bL . /8 Z 5) i. 4 5D i l20DFSL , (Z.0 (2S) _ 6.2- scow I. _ _ l 09 # / 0.71 K 4 Untitled STEEL WF BEAM - DESIGN - CRITERIA STEEL WF BEAM SIZE = W 24x55 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 14.9 ksi 2. Bending (l <Lc), ksi: Fb = 33 for +M = 141.57 k -ft 3. Bending(Lc<l <Lu),ksi: Fb = 30 -M fb = 0 ksi 4. Allowable Shear, ksi: Fv = 20 for -M = 0 k -ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 2.76 ksi 7. Live Load:,Deflect'n < L / 240 for V = 25.74 kips 8. D +L Load: Deflect'n < L / 600 9. Unbraced top flange Dead Load Deflection = .215 in in region of +M (ft): 1 = 0 Live Load Deflection = .1 in 10. Unbraced bottom flange = L / 2649 in region of -M (ft): 1 = 22 D +L Load Deflection = .315 in 11. Bending coefficient: Cb = 1 = L / 838 12. Allowed overstress,% /100 = .01 Allowable bending stress: for +M: Fb = 33 .ksi 13. MAXIMUM Nominal WF Depth ,= 36 for -M: Fb = ksi 14. MINIMUM Nominal WF Depth = 24 • j A ire 3 — 7 S— s L '\-- , r. r es i� r ea MV,4aa putt.- 1,4 .,4',c _. a µ ed i • S 7 V lit ^^ I afghan associates, inc. / 97G .L (7 C- — 17( =, A 1 D By: A-F A Date: M F RCH Zan ENGINEERING AO-Z Project No.: 4875 SW Griffith Drive t Suite 3001 Beaverton, OR 1 97005 503.620.3030 11131 503.620.55391 lax /7 / www.aeleng.com Sheet: r1(O of: ITEM tt 23 wF B 071,79.1) To L _ , 4 R cop b) : 1,4 # SNOW DRIFT = 19(A 4 40 ON FT _ (2.5 (...5 ,, ,= =,J _ #�, 13 5a o t, c_ , A 3 ex..4 / ) • 6. • 3 t pahL 3- 7 3, M p s� _ .4(.7 > y /6Z- ._�/ ..�, .. �► d..�°-'ti��. -"�- U n t i t l e d STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x17 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 25.01 ksi 2. Bending (1<Lc), ksi:.. Fb = 33 for +M = 33.77 k -ft 3. Bending(Lc<l<Lu),ksi: Fb = 30 -M fb = 0 ksi • 4. Allowable Shear, ksi: Fv = 20 for -M = 0 k -ft 5. Mod of Elasticity, ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 2.32 ksi 7. Live Load: Deflect'n < L / 240 for V = 5.63 kips 8. D +L Load: Deflect'n < L / 180 9. Unbraced top flange Dead Load Deflection = .358 in in region of +M (ft): 1 = 0 Live Load Deflection = 1.116 in 10. Unbraced bottom flange = L / 258 in region of -M (ft): 1 = 24 D +L Load Deflection = 1.474 in 11'. Bending coefficient: Cb = 1 = L / 195 12. Allowed overstress,% /100 = .01 Allowable bending stress: for +M: Fb = 33 ksi 13. MAXIMUM Nominal WF Depth = 10 for -M: Fb = 5.45 ksi 14. MINIMUM Nominal WF Depth = 0 _ j t.'Z_ Z•5E STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x12 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 0 ksi 2. Bending (l <Lc), ksi: Fb = 33 for +M = 0 k -ft 3. Bending(Lc <l<Lu),ksi: Fb = 30 -M fb = -3.17 ksi 4. Allowable Shear, ksi: Fv = 20 for -M = -2.88 k -ft 5. Mod of Elasticity, ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = .26 ksi 7. Live Load: Deflect'n < L / 360 for V = .48 kips B. D +L Load: Deflect'n < L / 240 9. Unbraced top flange Dead Load Deflection = -.191 in in region of +M (ft): 1 = 0 Live Load Deflection =•0 in 10. Unbraced bottom flange in region of -M (ft): 1 = 24 D +L Load Deflection = -.191 in 11. Bending coefficient: Cb = 1 = L / -1505 12. Allowed overstress,% /100 = .01 Allowable bending stress: for +M: Fb = 32.83 ksi 13. MAXIMUM Nominal WF Depth = 10 for -M: Fb = 3.5 ksi 14. MINIMUM Nominal WF Depth = 10 AA afghan associates, inc. ATC BLI)6) _ T /cpNiz By: A /;A Date: MAr.O/ 2OD7 ENGINEERING 4B75 SW Griffith Drive I Suite 300 I Beaverton, OR I97005 Project No.: AD 7 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: R5r of: .1.1 EM #Z3 SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) D +S= 15 +25 =40psf Project Name: ATC Building - Tigard / Project Number: A07042 Mark Number: 1.51 Condition II 12 ft Axial load, P = 38 kips Yield stress, F = 46 ksi Trial Tube Steel Column Size: HSS4x4x318 / Compactness: Compact XX - AXIS Effective length K * Lxx = 12 ft 1 '---- 1 ' ss 'I 000r,,40 Unbraced Flange, L„ = 12 ft Ili, Curvature coefficient, Cmx = 1 Applied Moment, M = 0 kip *ft H X - op - - -1 I - -- r - X 1 YY -AXIS 1 # # .arA, Anger Effective length K *L = 12 ft 1' Unbraced Flange, L„ = 12 ft Curvature coefficient, C = 1 HSS4x4x3 /8 Applied Moment, M = 2.1 kip *ft I X -X / Y -Y Axis '-----)"Th t (in) I A (in I (In I S (in I r (in) n HSS4x4x3 /8 0.349 4.78 10.3 5.13 1.46 i / AIS L c- 4e- c K *L,� /r = 98.63 K *L /r = 98.63 ( ' o , Q- i / C 111.55 C 111.55 F = 14.66 ksi (E2 -1) F = 14.66 ksi (E2 -1) I - / 14. F = 15.35 ksi (E2 -2) F = 15.35 ksi (E2 -2) I = � � • 3 K *L, > C then Fa (E2 -2) is used. K *L /r > C then Fa (E2 -2) is used. ; ( b � ? F = 14.66 ksi (E2 -2) F = 14.66 ksi (E2 -2) ! 5 r- i_ _ r F ex = 15.35 ksi Fey = 15.35 ksi t2� r - ?(,,, f = M /S = 0.00 ksi f = M = 4.91 ksi 7 If the section is compact, use the following values: / " c , , 1.1 r Y Fbx = 0.6 *F = 27.6 ksi Fby = 0.66 *F = 30.36 ksi r / a -- i („ „ ) If the section is noncompact, use the following values: ( c F = 0.6 *F = 27.6 ksi F = 0.60 *F = 27.6 ksi & ,. , . S Ratio Check (see AISC page 5 -54) , '> fa /Fa = 0.54 f = P/A = 7.95 ksi ^ / ) 0 4,_ When fa /Fa less than or equal to 0.15, equation (H1 -3) is used instead of (H1 -1) ;. / Equation (H1 -1) = 0.91 ./ ;: ' I, Equation (H1 -2) = 0.47 Pc r r Equation (H1 -3) = 0.72 / % r • Stress ratio = 0.91 ' - Column @1.5.xls 3/13/2007 11:03 AM fi, of SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) D +S= 15 +25 =40psf Project Name: ATC Building - Tigard � Project Number: A07042 Mark Number: 1.5 / Condition I 12 ft Axial load, P = 44.25 kips Yield stress, F = 46 ksi Trial Tube Steel Column Size: HSS4x4x3 /8 Compactness: Compact XX - AXIS Effective length K *L = 12 ft Y 1 # rr� Unbraced Flange, L„ = 12 ft or Curvature coefficient, C = 1 Applied Moment, M = 0 kip *ft H X p - X ei• YY - AXIS � . . 44.2 Effective length K *L = 12 ft Y / 12 rte= - - -- Unbraced Flange, L = 12 ft ( I Curvature coefficient, C = 1 HSS4x4x3 /8 /�,`/ -`' / Applied Moment, Myy = 1 kip *ft ! o X-X / Y -Y Axis O L N % t (in) I A (in I (in I S (in I r (in) ._ . HSS4x4x3 /8 0.349 4.78 10.3 5.13 1.46 _- K *L /r = 98.63 K *L /r = 98.63 C 111.55 C 111.55 F = 14.66 ksi (E2 -1) F = 14.66 ksi (E2 -1) F = 15.35 ksi (E2 -2) F = 15.35 ksi (E2 -2) K *L /r > C then Fa . (E2 -2) is used. •K *L /r > C then Fa (E2 -2) is used. F = 14.66 ksi (E2 -2) F = 14.66 ksi (E2 -2) F = 15.35 ksi F' = 15.35 ksi f = M /S = 0.00 ksi • f = M = 2.34 ksi If the section is compact, use the following values: Fb = 0.6 *F = 27.6 ksi F = 0.66 *F = 30.36 ksi If the section is noncompact, use the following values: Fb = 0.6 *F = 27.6. ksi F = 0.60 *F = 27.6 ksi Stress Ratio Check (see AISC page 5 -54) fa /Fa = 0.63 f = P/A = 9.26 ksi When fa /Fa less than or equal to 0.15, equation (H1 -3) is used instead of (H1 -1) • Equation (H1 -1) = 0.85 Equation (H1 -2) = 0.42 Equation (H1 -3) = 0.72 Stress ratio = 0.85 Column @1.5.xls 3/13/2007 11:04 AM c c c. 77610 4f 24 F2oNT _WA u.S wsT y 2I COLUMNS 2�I- x I(c RooF 7)I_ a (l.)(05)(6 _ .29 ,25 roof= s tr 5(?s) t►o`1)(6. - 9,`77s W4 -E 1.t)i . =CZ 5 3 12-�(fo0,) f 1.33(14) 7$) t ( = 2 4, oott- wIND D • p, is Psf , < /00s.F, o -- ,. 14 r I.J., , 75;(2 5 , . ?,` - 38 f i ei ' -•-> ..1 Lii . f l ' R• _ X65 /, 6.5 984 . �‘ t - y 8 M i : - /„...,-(1'(5'4,\ 4 :.J�,ro ;FT_ ,N 38 .] . - 17,63C 4' 14 -1' 7 ot 3 !0<0l . 2 3 , i-E SEISMIC_ 014 1!)`( TlJSpEC.TION 1 = 7z(Z4)(I0 ") _ I I I (c„ t ?_t r \ 1 4 _ 72 (16 4• AZ_ i'/1, ` (zf)(IZ3/4.4z = 5'• <99 F_w, : 75 112.5l000 .! r...Su,-rc- G' 2 P :(D.L� ; 4 h + 0 . 6 5A &) 1 -C ) = 0,2c ( 1 -( ) _izz AA / yor / y o . r ct, _ / Z 2 2,18 (psi /6, F, = I (1500) _ soo p5i h : t E , - z s, ��' L h, • li i AA I afghan associates, inc. ,9 7-r_ e (7 — 7/67 /a /c /) By: AEA Date: MR. 2007 ENGINEERING t A Project No.: A-696 12.- 4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 197005 503.620.30301 tel 503.620.55391 fax / www.aaieng.com Sheet: 1./V2. of: ITEM 24 MDL -29 (%)(1)= FT- 427( )_ q95 FT -- MC1 _ q9.e3 r— 2- 0A. Go M. ;D + '.S + W PT = 9 a2 5 t 4 42 - t '4'3 Z 7(0/ MT = 77, f 6 /ot� %� te — r /5,743 F7- La 2 �� / S , _ 7yps; 31 51, 1.33- 0 0 ? c 7 o 2 ) ( 5 D 544 Ps I / • 8. = 5 1 ‘& 1 .21 1>;7y -t2'-€9117 , o si A S C7Orr+C) A scm10) ,002S (l(o(z4 - o.9(0 ;11 afghan associates, inc. A 7'G 131-1)C-, By: RP. Date: MisR 20 01 ENGINEERING A (��/ 4875 SW Gr Thlh Drive 1 Suite 3001 Beaverton, OR 197005 Project No.: A 0� 1 Z 503.620.30301 tel 503.620.5539 I fax www.ealeng.com Sheet: 1/143 of: ITC- # 25 StI r. V LA.. LAT)1Na C' roc NORTH - o(.1 @ Cl2/r) i ; (WALL Wi.) k/ " (40) (7k) = 43 .7 K C-7 Jb / — 2 W = ter #/i s, c V= D.0g1 4 13 •7) -. 3 - K C-, l2.r1) ' - LA)-, 4' z.? £ C-, r: 1 f) 3 --, 7 ( .)j _ 2 o Cr) r. r b 7 . 8 LA.\ w S 0 5 ,/, 3. 2 ( 7 T 1r /, itz ' ZwA/ 30r #/ t I i 2 /8 81 t 255' 3.5k ( ,3.Z /0 ,5K . • ro.5K 3•`1K g.1K zl2 _ l- f27 iw��` ti..._.. II\ SHEAF /0,514. -3 I K 7 . 3.1 / ! 3_ 5K i ) AsT - G T — •__,'. el le. - 0 G. D 0/, . C�2iD A -- a. c1 w= 7 3- Ci /;, I D 5 • 9 T...� Lk) _ & .:g / I _._ 73 z 7'_- _....._) r 3 s ar /, 1 fi t 9.5214 I,,2K .4 - 7/= 4,27K 1:i•U11 Ilk AAI I alghan associates, inc. , 1TC 51-7 – T /641 RD By: A RA Date: (M A- C. 7607 ENGINEERING Project No.: AD7D4 4675 SW Gift) h Drive I Suite 3001 Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I lax www.aaleng.com Sheet: L /6 of: 17EM .t/ 25 5115A L.L @ GIRO , 9 . ._ I.6, X/ FTG. ' • ;ROOF ZE4l LOAD; o. €3K l• eaK FROM W1?_ ( ; R, L° (/5)(Z)_ /9 0 THE WALL _ .1--"- - .F.-.----5 ,. - -- 0 1/ER-DE/Z = ,.. g....._/ y r7) �15) =_ O•ZZIL I PWALL .5 K. T C� A ; 2 2 P ! f MO = Ig.g (2 3.33 t 2 -1 1 5. y,3 2 Mkt. 1' IS•(d K T ( t 5(11.) 1 IS 11' PM 1,2z{.3K : i /. -I. 0,1(4.2) - 4175 F 7 -K ; M rz 0, 9 �( 3ci, 3 + IS .L 1I.ro))(3,5)i(.2.15i 0,ZZ)0(01 1 ' � 2 - K �y /6 •9. • . ; q-;7 � 4 7'7 F 1 K _. o le- 1 c0&/ WELT WAIL £.1; t�F TO F lc. • - - - - - - - i _, 54 , Lj & ; cn K e 10 VP • ^� __ _. ►1, 33 0 it 4. ?w z g.33' /6. 4' Przobf — :1 '. 42-) , r_c ------k---- r-rc-, wt. = (4.1' 61 -)(7 6-c0) = 4,004. 0c ., M 1 / &•8 (2-4.33) {- 2•I (1(of j-f- 2•:(/2- J 0 t-( 1-l '' ,6 +i 1 ' ( c)( 9 )( 1. 3 J -.(2 :157+ 0 . , 2:z.)(O , %) ((0.1) + 0. 5,3 • ( /0,8) (•9) = , 3, rr -K IT - R. 0,9(3gi•3t1 5•t/6.0/2 . 75 4 1 .. 6 +0.•23+0 - K e . 6 .---E- = 9.3 5/6 Z -6i- :I 6 _ 4(0 Z. &7KF• > Z.4,7K;F- D'''" 2(; 6, 6 - z(9,3)) - 3 C o> w/ St,,4n 4 suit. WI. _OK- (Ot'JTj. IL . 2-P = 76.7i - Zz-/ , 3 - to l,K • 6 6• U VV,,,,, .....„ y. ( . l _ Z. 6),L K s F < 2.6,7 F - 5f �> _ F- (3)(4.0) (2 6 .0 - • (. 6 r7)) . lilt AAI afghan a ssociates, inc. A7 C Z3L DC — 7167 l /F7) By: A.R A Date: A P/` 7007 ENGINEERING Project No.: A)/0 I'- 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 503.620.3030 I lel 503.620.5539 I fax www.ealeng.com Sheet: � � of: l Z7FM # 25 ) 2..,c g_ /i ( MAK) 1'4F7 -4 2,A1cf 6. -el I- , 2 - e l mil =.Vr,,,tL FT —K 3•9K /0,g. N O' = IZ _ 3- 545 -=1/6� g,OG . Mu 6,2,S (Iz)(1,4) _ 11 in -K 0 - v 9 AS 6 _ D 4 -5 6'5 el 410 14 1 _ 4�!A + (17 .� As _ � � n . ,�;, 3S,4 / 4 5 0, 4 „ j ,) Q,D 0/8 - (4)(/:,)(/2-) -.: /.6,:'/7 ;n v • Illt AA I afghan associates, inc. 7G ?L 6, — /C1/?k By: "9 Date: DC-7 Z007 ENGINEERING Project No.: Ao 7n 44- 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.30301tel 503.620.55391 fax /; www.aaieng.com Sheet: __ of: : ;o/ laa4S 1- oN )oafo.Jd L0c72 :e1e0 ':I8 � o Wiz. ,.S ;.os _ (cc XHW 3577 L'OL = 2 (51 7 )€ 2 /7)12/ - S/ . 0`K fig/ • o y - Y v i rS� 0'S Z = (05) $'71 =- C= Avd w C7 z i c � z '2 -1z 1 1 ( ei 0 0 CI :DV Valy -- 7//(9'91)17'/1 mo ld <_ / p / ° i ✓ I� - h�' �/ )h.z = 1 7 z : � a -i.�S = g/C2hz - W / % = (z 7/ _ (14 / 0 / - S - S / _ L dt /m7 o�(z -1) + -6cP1'0 r Q51/(i - 11_) 5?/0•% = c-9 /( - SIw - `If )1 dJ - )c11/144,1 -1d L'ZZ = ( nb• o — (G/2:17Z ) '5a = 14.rW 7 5q/ 1 /#tS/1 1 dSI`I r J. - 9© / n.+ .r/5T't J•r/ i1C 30'1 + (1/, ' 0 - `.`4-3e,1 + f +a v 1 - Lo/' = . - " z " - Z '6, > 3'L ' ` fq ' L dw x 2 /t4 1 7 ;awe ccl orl 1 2 =( •x _ ' ")) 2c* 5 244 w3LZ W O' a U B I B 8' M M M xel I 6£STOZTCO9 Pi 10£0£'OZ9'£O9 500L6 I 8o I 00£ Buns I BAUQ Ms s[9v JNId33NIDN3_ .aw'salmos" "OP I vv 0)9'e( h2)(-z1) 7 4 2/ 47 = ._ -7 -6 - i7 = ( q . ) Al a y e rl C( ( 71 `2 J a Q 101 MONS g1 Q7 (J )16 = ( + h S r -o I n /p1f-bZ'o = ='J/ 1 / 1 al.( = 1.S . 1 � . - )lWS13S !of 7 .L NS q3 1.4 = L' /(12' /)::,•r s v41Dvs 17y 37-Ni 37 g 77c2 '' 1 . " 17E.M # 2 (o SH E4€lvk -1-t s T c, ta D D ; _-_.ter 1)157. o f , t. s r . (i pJ - p ol-.'J E , WALL F7 E 7 V t.>G.I./ S H /Z I-/A -LLS Te.2Tg, t_ Lug.. _ () z) (-- (3 (0.7 5 - 3(2-2)) + 5 0 /02.75) = I C 1.3 I4_ SE-t5. roRLe = 101.3 (.0b1 _ 8.2K. # 5EF_ L T I-C_ • WA -LL w►'DT+- % TO WA WALL e 12'(k) tzooF(k) 1.-3 6.0' 56, .2 �., o I.(ei L¢ . 33 r 1 a .6 D . ,., L5 ?.,,33� 7,2 0 -(ai L G, (v . 67 X1, 4 4, 0 = . ( _ �O SHEA L' It o MK. r � 1 Roof- ) WA-u_ fit. 7 ( -7- (2.$K 1;6, — '.. ) WA-LL W-L (2) /:, kl = 4.3K . K44%44 t . - 1 wA t_ w , 4 • FR-OM • _ (18)(9 +II)(1 50(20)+ , ._I KITE-L..5E -A Liu, . lS'(9) (12) + 13(11) (2 5) =2.5-5K 4.3K 1.41c c% 3. w�. ( s ) ( 1 ) ( . Is) 02- 5. k 3. K—„,.. 0 Pt ; c..ojb1) 1 2-5, SK To o-r ` 1.6)(z,,-?..: t 1 5,1).f- (!3,5 ") _, 7.; rr IG 13;33 Fir< , at 9[... +t .E.1•.I("4 . `7)( q/vFT K `' Q I.. 5.41( , ? 3 C 5; coop S) 1 v ( I PItyr ti 1.(0(23 41.4(IuVD t 3(1 10) FT -K A I = D. + 4, (4• V72_ 227 FT- K D(tr P /c'.,ES:u/2C c_0 1 , 4) z.) ' P = 6,9(5V,,? -t° Q, 5) x.39 IL .M. , , = 1tI . 4, (1.1 107 F7_44 (_ 107/3c; . f5 134 . 7 - I z IS '1-1m/A — 3 (3 >( /z — zCz7S) — 2.6,7 ksF 2.6 7 k_s(� .--> I� . li AA I afghan associates, inc. 147C-- 51_1)6-7- T IC-7 A ln .By: AR A Date: AF ,200 ENGINEERING Project No.: A07042_ 4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax www.ealeng.com Sheet: PDIZ of: • I TEM # 2 ( SHEA4QWALL L�{ W4l,l. l.J4. (3.707.,+ a)(70 (2'],33 = 11.4g.e4 13.AM Wt. 3,33 l 2 koop WALL Wk -OM _ �8 (2Z)(12)t 55 (2-Z-) Z1. ( Ltr�T�L EEAM5 Ct 0. 'LTG, GJL. ( ,)� I) CO•15)(9,33) 4. Z K 31G �,�eull D �^ Comb Z) ° . MOT 0 , 3(zz• - -.)r 0 Q�gj3(13,1)_ FT -k MR = O,g t21•ek3 >3�z)1 59 Fr- k = >flk J p zl.gK L coJ.D Z) 4,zK 3. M 0, 3D F7 -)C ,4 E. ?' _ •G .1-4 , = 3 k e 50A-G d o�83 < 5 %, 9' fy6 6 (‘ = 2.o Ksr < z IC F —> o,__. ( 3) (3) AAI afghan associates, inc. A-7r, i3LD C7 - T/67/9/2)) By: ,% 4 Date: /q/k- zoo? ENGINEERING A. ,/7 4875 SW Griffith Drive Salle 3001 Beaverton, OR � 97005 Project No.: �1 �Q 4 ' 503.620.3030 I lel 503.620.5539 I fax Sheet: FD // of: www.aaieng.com - 17 F Iv1 # 2 Co # 21 S H AIWA -u . 1- (0 C.67 FT& A. =( ( 5. / P nnLIE 1Z-014. I) In/ Pr I--l. IAA. = t . (4.7 Cl is) (2 - 1. 3� c I y , 21(--- 2 • H< ', pwa- l 1 1-. Z I: 2) LA/ ALL LA/ L = Z- 0(10C2 / vv l.t. W4.. r 1 (7e)(10() Z) f��1(1!) 7")°"°"4" � , P�kt.t.y =,.5 L L 1 kfrE., ' SEA -M 0 7 1.43.8___ G A a C - - 1 . " ) 1 , 1 ' D 1 ) p .i/10,9K ' MOT • 2 "1 (22.33)tI'4•3(I?. -1)1. 4 ()x. 1r / -OFT k 1.3� MIS c 0, E(2 t I LI LI I 0.9)(6 f '•5 (5)' .7.. 9'1 F7- k 2.9 K 7- C = 1 = - 91 ,O k .. 5.1K at. t_ 5i(c`I 3' . 3 A 5; �oal'D Z) IA 07 z.I(Z3• -.B) r 1.43(161-.75 . 4(14.3 12E, F7 —K "I _ o'9[ 1.I - 5-7)(6.355+ 3.5(0t 1 ..9 (3)1 Z2oFT -k_ � -o SOI P2rssu1ZE 50i1.S t.J {. _ (2 Ir33'(.11)(12•(0'11) =4.3)4 @ t_ ; M, 12£3 _I- (7(i - r29(3 et 1354 - 3•..4o > B/:, _ I`. - `•1 ,,v.■ 4( ^5 °i•o1 .5 .c > 2.(0 kSF kix 3(3) (I z•(4 , r — 2(,..e1 vi/ 4', 0 SLAB , o le 6`( akiSQ'- Ilk AA afghan associates, inc. 7 .13 1.1..)-7 — 7/Ci AP )) By: Are A- Date: APre. 27007 ENGINEERING Project No.: ,AO 704.7 4875 SW Grafilh Drive 1 Suite 3001 Beaverton. OR 1 97005 503.620.3030 I tel 503.620.5539 1 fax � /� www.aaleng.com Sheet: of: • T 7Eit7 # 2/ it 31 X132 D I Pi PH 244G, M s NORTH —SoLITH T.0 0,�� ?IN Z ( 3 7 . G = U•7 T :c _4.SK 4 . .. NEEL 2:114-4/, 2 o'7 -*t /, see_ Re-thsED 2 S e S►' 2 5 - .5 CA1 5 HEET `f�K� 2.`il�`q►_Y K II,II< 2.�K MD L, /64 Ll7 0.4.of� realm irrial B LS 8 Y : io -2/45 = 227 / LIFT y 2 •`i/ 5 c. 5E 41/ RIGHT ` V3 : 11.1 AD = �2�' 41/ L V", - ii. i /SD "• 7 0 // CZ V = 2.6o /2 = /Og, I /, Vp, = 2. 6/24 r. /D V #1, EAST — W 7:c : 6;4614. 0 , c) 7 ,,c 0.2`.,►L 7 96 4/ wo .4 b 2 (4 �4 f 1041- /cA 4, 3;K, 4 3 is 14• IK V 10.4/1 Li6 = - 7 I*1/ 1eF1 < < 11 � SP " X 2 1 o•c- YE.1 = � - - f . 0 # A LLOWA 13 LE- 2ic,H1 V r; e i. }40•S : 3 (0 ii /, Ilk AA I afghan associates, inc. A c_ 51._D G- — TIC,A R 1 � By: AR A Date: A PC DC?7 ENGINEERING ProjectNo.: A07O4Z 4875 SW Griffith Drive I Suite 300 1 Beaverton, OR 1 97005 503.620.3030 I lel 503.620.5539 I fax www.aeleng.com Sheet: L.. /3 of: . I7 EM .# 2,3 031 I Z 1-3/ (e; C r ,f) - ■„ )4)( n') ( 434aK +/EAR_ V _ o .o 8 (43.60) 3.5K pRoM SHEET 111 'D C2 Jb. 1 3s►<. 2 iz t# /i I t 322�#/i 1 21.5 g t • /8.0' t 6..1k 2 -9k 2.1K 5. 5 k— %OM b. 1 m.�...o._ .._ 2- t, I.EI IE •v, vz IT-1K q .a K V2 t(I7,9- F. )/ -4 = 223 #f "/ V 44 T5F & 12- 0-C...) AA I alghanassociates,inc. /TG 51.7)6 - '7767 fikb By: A Date: O 0007 ENGINEERING Project No.: � O 7e)4Z 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: i-/6, P of: /TM # z9 x.31 *32 GY102� F oRe-E Mc Cue /h A4 3 -5 (-e S) 0,212 2 /• %z` = /24. F7 -l: _ c = /24. - Z, 8 /� • �L LE C Tog ,E G.E , L 7 Ek /T = 2 - S ?= G = (2.8 )(2.5)(/.4)//. 7 S, 3 1; A 5 (e�c� = 5' 8 (/. 7) = D. / p3 ; ., • < Cau) _ (0.44)(Z)=. 0 re7: ` > s .') AAI afghan associates, inc. A 'IC B `DG7 - 77A1-z J By: ARA Date: D(.: 7 Ot- 7) 7 ENGINEERING � Project No.• 4875 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax / www.aaieng.com Sheet: 1-17 of: • L AT.E K A L ITEM #3 0 it 31 0. 32._ q 4 Q Q , 4 i 71-5' i IS i ....:1 i z 5. 5 i 0 __. --- , 1 _._I I l i i - — - -- -i - - - -i w.::., w _. .,... -- -- - --7 -- - -i ---- - - - - -i , —o 1 f�f2 f J i;; 0j •t I ME 2 2E ?'/t5s Is a _ . —. I, 1 �� �J I o-- - - - - -- I I j � � � ,, ss u ,.� to � I I I I I I I I I I I I I I i i i i i i i i K1O TN d) b 66 b b bb SE /S/4/c.... , wAu_ H = 021,5 \I T. 6,Ij5 (• 1A/ = aJ I t'V NORTH — ..50L-ITH K MALE.; 1k00F 1 — Z. - {6 b)( + - 5 ) ( 2 3 + /5(5D) 21 .5 - .s Ro 2 - 5 _ 76)(3/601,5).1 )2 7 E(7 , 5,1.5) t l;( J I& : 65, g-00r 3 — l s r( 78)(12.0t7g02)- 1- /5(5o)jSt.o' 214,2 RooF 7- 8 = - 2,s3 (I z. 6)(2) f /5 J 25,5 _ 4 H io MEZZ 1 = E7. 8 ( + (5a -f /25-)(26)] 18 90 K Ha MrZZ 2_ 7$( -t- (50 + /4 )(Z01 2 c I07, 3 K 5HElq2 izooF I- Z V r. 56.4- (,0e1) - of• .c7K troop z- y e 6s. .7 5 31K RooF 3 - V_ 24 6,)• z (. ? F 1 7. 5 K fi..00F 7 - b V/z 60.0 ( , 0gi) ,r 4.9K MEZZ I V _ 90,0 ( _ 7, 3 K M E ZZ V _ 107. 3(.O?!)' - 0. Illi AA! afghan associates, inc. A7 C - T /C- -7fi g b By: A Date: M A o7 ENGINEERING Project No.: 40704Z_ 4875 SW Gann Drive I Suite 3001 Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax r www.aaieng.com Sheet: I.— ?...'• of: S I .STEM # 3a #31 03z. G -72/7) / - z 4.57/21.5 = 2.1. 61P1 1. L - VT - 33-7.3 = /2.(c. K FR = /2 (-5• 3:2 2 1 5 = 7.6 8. K 5 3 ( + (7.7)(/D) /2.6 l� F . /tit /2.6 ( = 4.`ta-k 8 1 S Ytz = 7• 4 7 # /,. MI 4•9Z/p _ .Z13 #/ F/20M / G.7, kVA- f.L Cle /D 3-7 &I /ovv Ci21 ( 7 -& y _ .4. 9 -r 8.7. = /3: ( K S•7D; t) /3. K. / &3. 7 .8 f305 41 / / E 1. v✓441 -L ' Mi = -5S 71 . ,3_522_ = 44/ 23.5 /000 AA! afghan associates, inc. A T B L -,DGr - T /CiA F.;' Tj By: A RA Date: MAR 7C.)07 ENGINEERING . A0704,7_. 4875 SW Griffith Diva Suite 300 Beaverton, OR 97005 Project No.: 503.620.3030 I tel 503.620.5539 I fax of: www.aaleng.com Sheet: EAST - WEST z7 A4 # 30 l 33, i3 MAss ; ROOF A -13.9 _ [(7Es)(/2.6) + 78 (j 2) t 3 (7b) ( &. /5 (1 y(o)J� _ /56.1 k R noF 5.9 - b = [(7,002.0 t 7e, (iz) + 93 (ais) - 15(109,25)324 = 10 5.5 1 MEZ Z I = C(7,)(i3,5)(') - (50 t 31 25)(36,'75)] 2h, = 132. K H: q' M 6Z7- 2 = [(18 )(13 (0+ 31,15)(1 b)] Zlo )040.6K SHEt/2 ; goof:- 4 - 8.9 V = /.�c.1(.of!1)- 12.6,4I< ; ML c 1 • .Y= 152.. `i . C.oce ./o•7 .AooP 8.9- D V= los•s(ogi): 23.55K 5 Mr - .i 2 \1... lo(a.g(.o.0r.2 ..&! Ci2/p A — 1 3-c! TO TA- L M+AsS = / 2.01. /0•.72 - -}" 8• (os = 3z°0 ;< FR = 32 „ D (/244) (2 /,5) • - 15.0 K /2.6q(Z /,sj /0.71(IO)4 F.65(c1) F 32.0 00, "a) .7.5 1< 32.0 K 456-8( 4s6,1I Viz _ /i.o Lc, 732 \l1,4j - 7.5/2 , = Z$1 #/ r, wdru. VP/z - 5-5- + SOD -, 5/o #/ 2 ( /a00 c 72/D 8-9 — 1) Vk = R•SSiz4 = 356 #/ Ilk AAI afghan associates, inc. AT C- 13 l- C, - TIC/AR 7) By: A R.4 Date: M A R Zn0 7 ENGINEERING Project No.: AD7D42._ 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 197005 503.620.3030 1 tel 503.620.5539 1 fax I www.aeleng.com Sheet: L 4' of: /:". :. . lbles for Equal Single Angles in Compression • WAYNE W. WALKER q7-14 • The design of single angles in compression is a time con - Determine angle properties with respect to the W and Z axes. stoning, iterative procedure. A computer program was devel- 4 = Ar2 = 1.94(395) = 1.23 in.' oped to perform these time consuming calculations and gen- erate tables for grades 36 ksi and 50 ksi equal leg angles. 1,. = 4 + 1,, - 4 = 2(3.04) - 1.23 = 4.85 in.'` The program uses the recently published allowable stresses 1,,, 1 -471i5 given in Reference 1. r„ = _ = 1.58 in. The tables are generated using the following criteria: 1.94 1. The angle is pinned at the support points. (K = 1.0) E„ = '7071 (Ls + r = .7071 (4 + .375) = 1.55 in. 2. The common loading case where the axial load is 2 2 applied on one side by a gusset plate. (See Fig. 1.) 3. No axial load is given when Lir exceeds 200. E. = y.r - .7071 (L - i The following example will illustrate the procedure used by the program: = 1.09v? - .iti71 (4 - .375) = .260 in. Given: Determine the maximum axial load that can be applied as C = .7071(L = .7071(4) = 2.83 in. shown in Fig. 1 for an L4x4x'4 grade 36 ksi with an C._ = r/2 = 1.09vr = 1.54 in. . graced length of 5 ft 0 in. 1,. 4.85 S„ =- = - =1.7I in. .die Properties: C„ 2.83 A = 1.94 in.2 1. 1.23 4 = 3.04 in. S. = - = - = .799 in. Y = 1.09 in. C 1.54 r. = .795 in. J = .0438 in.4 GUSSET PLATE r = 2.23 in. H = .627 1- ( --, ,,, � , F = 36 ksi T0 C y� E = 29,000 ksi 2 if. G = 11,200 ksi is =;; in. ( 4.\ Solution: 111 Determine Q. ' (- ./ 1 b 4 76 76 155 - 155 - ,�5 8 U C� I N >1 b --1 � since 12.7 < 16 < 25.8, use Q = 1.340 - .00447 ( -) t I Q = 1.340 - .00447(16) 36 = .911 crk, syne W. Walker is structural engineer, Lockwood Greene LOAD CENTR 0 ID • Engineers, Atlanta, GA. . A. Fig 1 . Angle plan t ir+v. . • SECOND DUARTEA /1991 - '. ' 65 ' ;' :. _ . • Determine the Equivalent Ur for flexural- torsional buckling. = (0.95 - .50\f- = 24.2 ksi F GI = 11,200(.0438) = 50.8 ksi 1I7.7 " = At" 1.94(2.23)2 .66(36) = 23.8 ksi 7 • 2 (29,000) Check bit provisions. F = = = 198.5 ksi ( L) z (5() since b/t > , use F;,,, = .60QF \ 1.58) F = F „ + F ,; 1 - , l 1 - 4(F F6, = .60(.911)36 = 19.7 ksi - governs 2H ( V (F� +F� Determine F,. 198.5 +50.8 4(198.5)(50.8)(.627) 76 F = 1- 1- =45.7 ksi since bit > use & = .60QF, = 19.7 ksi 2(.627) (198.5 + 50.8) r L - z;, IT _ 71 129,000 - 79.1 Solve for the maximum allowable axial load using: r ), : F 4 P PE, PE_ . -+ + _< 1.0 L 5 (12) = 75.5 ` 1 - Pte) .5„.11„, ( 1 -, PI) 3:4, t: .795 ( AF \ AF / since 79.1 > 75.5, flexural- torsional buckling controls. F:,,.= 103.4 ksi Fa = 26.2 ksi using Ref. 1 Table 8 Determine F,. P P(1.55) • c , = 2�7 - Y 27 = 132.1 1.94(14.4) 1 - 1.71(19.7) QF, .911(36) . C P L94(103.4)) Ur i�.1 60 using Ref. 1 Table 3 C. = A40 + P( ` ) __ _ s 1.0 • c 132.1 _ P F = C F = .440 .911 36 = 14.4 ksi C 1 1.94(26.2) 79 Q aQ� ( ) Determine &..,.) P = 9.6 kips • _ = _ 28,250 28.250 REFERENCES L 5(12) - 117.7 ksi 1. American Institute of Steel Construction, Manual of Steel 25 Construction, 9th ed., (Chicago: RISC, 1989). since 117.7 ksi > 36 ksi, use F = (0.95 -.50 F, )F,. s .66 F • 66 • .. ENGINEERING JOURNAL/ AMERICAN INSTITUTE OF STEEL CONSTAUCTION .: - 1 r • • Allowable Axial Load in Kips . LB.Ox 8.0 KL Grade 36.0 ksi Grade 50.0 kW (ft) 11 s 1 rife 3 4 s/i s Vs 1 1 i � i4 411 Me 1 1 99.9 92.0 83.7 73.8 59.2 51.7 43.9 137.7 126.6 114.8 94.7 75.8 65.3 54.4 2 99.6 91.8 83.4 73.8 59.0 51.8 43.8 137.3 126.1 114.4 94.4 75.6 65.2 54.3 3 99.2 91.3 83.1 73.2 58.9 51.4 43.6 136.4 125.3 113.7 93.8 75.2 64.9 54.1 4 98.5 90.7 82.6 72.8 58.5 51.2 43.5 135.0 124.2 112.7 93.2 74.6 64.5 53.8 5 97.3 89.9 81.9 72.3 58.1 50.9 43.2 1329 122.7 111.5 92.2 74.0 63.9 53.4 6 95.4 88.3 81.1 71.8 57.6 50.4 42.8 129.5 119.8 109.8 91.0 73.2 83.3 52.9 7 93.4 86.4 79.2 70.7 57.0 49.9 42.5 125.6 116.2 106.8 89.6 72.1 62.5 52.3 8 91.0 84.3 77.3 69.0 56.2 49.4 42.1 121.4 1122 102.9 86.8 71.0 61.8 51.6 9 88.5 81.9 75.1 67.1 55.2 48.7 41.6 116.7 108.0 99.1 83.6 89:2 60.5 50.9 10 85.8 79.3 72.8 65.0 53.6 47.7 41.0 111.8 103.3 94.8 80.3 66.5 59.0 50.0 11 82.9 76.6 70.3 62.8 51.8 46.3 40.2 106.6 98.4 90.2 765 63.7 56.6 48.8 12 79.8 73.7 67.6 60.5 49.9 44.7 38.9 101.0 93.1 85.4 72:7 60.7 54.1 46.8 13 76.6 70.7 64.9 58.0 48.0 43.0 37.5 95.0 87.6 80.3 68.5 57.4 51.4 44.5 14 73.2 67.6 82.0 55.4 45.9 41.2 36.1 88.6 81.6 74.8 64.0 54.0 48.5 42.3 15 69.6 64.2 58.8 52.7 43.6 39.3 34.5 82.4 75.8 69.1 59.4 50.3 45.3 39.7 16 65.7 60.6 55.6 49.7 41.3 37.3 32-9 76.6 70.4 63.9 55.3 46.7 42.2 37.2 17 61.8 56.9 522 46.6 38.9 35.2 31.1 71.4 65.3 59.2 51.5 43.5 39.4 34.6 18 58.1 53.5 48.9 43.5 36.4 33.1 29.3 66.5 60.7 55.0 47.9 40.5 36.8 32.4 19 54.6 50.2 46.0 40.7 34.2 31.1 27.5 62.0 56.5 51.2 44.6 37.7 34.2 30.3 20 51.5 47.2 43.1 38.1 32.2 29.2 25.9 57.9 52.7 47.8 41.5 35.2 31.9 28.2 21 48.5 44.5 40.5 35.8 30.2 27.5 24.5 54.2 49.3 44.6 38.8 32-8 29.8 26.4 22 45.8 42.0 38.1 33.7 28.4 25.8 23.0 50.8 46.2 41.8 36.3 30.7 27.9 24.7 23 43.2 39.5 35.8 31.6 26.7 24.3 21.6 47.6 43.3 39.1 34.0 28.8 26.1 23.1 24 40.8 37.3 33.8 29.9 25.2 229 20.3 44.7 40.7 36.8 32.0 27.1 24.5 21.7 25 38.6 35.3 31.9 28.2 23.7 21.6 19.2 421 38.4 34.6 30.1 25.4 23.0 20.3 26 36.6 33.3 30.1 26.6 22.4 20.4 18.1 39.8 36.1 32.6 28.3 23.9 21.7 19.1 L5.0x 6.0 KL Grade 36.0 ksi \'L. R Grade 50.0 ksi (ft) 1 Vs 3 1 % s /ts 3 1 7 /t s % 1 s /is 1 1 Vs I 3/4 I °fs s/is ; T A s IVS 5 a 1 61.3 56.2 50.5 44.4 4.0.6 34.7 29.9 24.2 18.2 84.7 77.5 69.5 57.0 521 45.5 37.9 30.0 21.8 2 61.0 55.9 50.3 44.1 40.5 34.5 29.8 24.1 18.2 84.1 77.0 69.0 56.6 51.8 45.2 37.8 29.9 21.7 3 60.3 55.5 49.9 43.7 40.1 34.3 29.6 24.0 18.1 82.9 76.0 68.2 56.1 51.3 44.8 37.5 29.7 21.6 4 5 9.0 54.3 49Z 43.3 39.7 33.9 29.3 23.7 17.9 80.5 74.0 67.0 55.2 50.5 442 37.0 29.3 21.4 5 57.5 52.9 47.8 42.5 39.1 33.4 29.0 23.5 17:8 77.6 71.4 64.6 54.0 49.6 43.5 36.5 28.9 21.1 6 55.7 51.2 46.3 41.1 38.0 328 28:5 23.2 17.6 74.3 68.4 61.7 51.6 , 47.8 424 35.8 28.4 20.9 7 53.6 49.3 44.6 39.6 36.6 31.7 27.9 228 17.3 70.6 64.9 58.6 49.1 45.4 40.4 34.8 27.9 20.5 8 51.4 47.2 42-6 37.9 35.0 30.3 26.8 22.3 17.1 66.6 61.1 55.1 46.4 42.8 38.1 33.0 27.2 20.2 9 49.1 45.0. 40.6 36.1 33.2 29.0 25.6 21.4 16.7 62.2 57.0 51.4 43.4 39.9 35.7 31.1 25.7 19.7 10 46.4 42.6 38.4 34.1 31.4 27.4 24.3 20.4 16.2 57.4 52.5 47.3 40.0 36.9 33.1 28.9 24.2 18.9 11 43.6 40.0 36.0 32.0 29.4 25.7 22.9 19.2 15.5 52.3 47.8 42.9 36.4 33.5 30.2 26.6 224 17.8 12 40.7 37.2 33.4 29.7 27.4 23.9 21.4 18.1 14.6 47.7 43.4 38.9 33.1 30.5 27.4 24.2 20.5 16.5 13 37.5 34.3 30.7 27.3 25.1 22.0 19.7 16.8 13.7 43.5 39.6 35.2 30.1 27.7 24.9 22.1 18.7 15.2 14 34.7 31.7 28.3 25.1 22.9 20.3 18.1 15.4 12.7 39.8 36.2 32.0 27.5 25.2 227 20.1 17.1 13.9 15 32.1 29.2 26.1 23.0 21.0 18.7 16.7 14.3 11.8 36.5 33.0 29.2 25.1 229 20.6 18.3 15.6 12.9 16 29.7 27.1 24.1 212 19.3 17.2 15.4 13.2 10.9 33.6 30.3 26.7 23.0 20.9 18.8 16.7 14.2 11.7 17 27.6 25.0 22.4 19.5 17.8 15.9 14.2 12.1 10.2 30.8 27.8 24.6 21.1 19.2 17.3 15.3 13.0 10.7 18 25.7 23.3 20.7 18.0 16.4 14.7 13.1 11.2 9.4 28.5 25.6 226 19.4 17.6 15.9 14.0 12.0 9.9 19 23.9 21.7 19.2 16.8 15.3 13.6 12.2 10.4 8.7 26.3 23.7 20.9 18.0 16.3 14.6 13.0 11.0 9.1 20 8.0 L5:Ox5.0 KL Grade 36.0 ksi '0.1 Grade 50.0 ksi (ft) rift % ' I 1 /1 s 1 3 /4 s Vs I v 4 Ys 1 /i s I 1 / 4 I %s 1 42.8 39.1 34.6 29.5 24.6 21.0 16.4 59.2 54.0 47.6 37.8 32.9 26.9 20.5 2 42.5 38.8 34.4 29.2 24.4 21.0 16.4 58.5 53.5 47.1 37.5 32.6 26.7 20.3 3 41.6 38.2 33.9 28.9 24.2 • 20.7 16.3 56.9 523 46.4 36.9 32.1 26.3 20.1 4 40.3 37.1 33.0 28.4 23.7 20.4 16.0 54.5 50.2 44.6 36.1 31.4 25.9 19.8 5 38.8 35.6 31.7 27.4 23.2 20.1 15.8 51.9 47.7 42-3 34.4 30.4 25.3 19.4 6 37.2 34.1 30.3 26.1 22.2 19.4 15.4 48.9 44.7 39.8 32.4 28.7 24.2 18.9 7 35.3 32.4 28.8 24.8 21.1 18.5 14.9 45.4 41.6 36.9 30.1 26.7 22.6 18.1 8 33.2 30.4 27.0 23.2 19.8 17.4 14.2 41.6 38.0 33.6 27.5 24.5 20.8 16.8 9 31.0 26.3 25.0 21.6 18.4 16.2 13.3 37.4 34.1 30.1 24.7 22.0 19.0 15.5 10 28.8 26.0 • 23.0 19.7 17.0 14.9 12.3 33.5 .30.4 26.8 221 19.6 17.0 13.9 11 26.0 23.6 '20.8 17.9 15.4 13.6 11.2 30.1 27.3 23.8 19.7 17.6 15.2 12.5 12 23.6 21.5 18.9. 16.0 14.0 12.3 10.2 27.1 24.5 21.3 17.6 15.6 13.6 11.2 13 21.6 19.8 17.2 14.5 12.8 112 9.3 24.5 22.1 19.1 15.8 14.0 12.2 10.1 14 19.8 17.8 15.6 13.2 11.6 10.1 8.5 222 19.9 17.2 14.2 12.6 11.0 9. • • 15 18.2 .16.3 14.3 12.0 10.6 9.1 73 202 18.0 15.7 12.9 11.4 9.8 8.2 16 16.7 15.0 13.1 11.0 9.7 8.4 7.0 18.4 165 14.3 11.7 10.4 9.0 7.4 • SE QUARTER /1.991 _ I . Allowable Axial Load In Kips (cant.) L4.0x4.0 KL __ Grade 36.0 lei 9.8 g • L U•t1 Grade 50.0 ksi (ft) 1 / 4 °ii Y2 '/f1 3 4 71• 'h # 1 y 74 % s/n '/ 1 27.7 24.9 21.6 19.5 17.2 13.7 10.3 38.4 34.4 29.7 26.9 22.1 17.6 12.8 2 27.3 24.5 21.4 19.3 17.1 13.6 10.2 37.6 33.8 29.3 26.4 21.8 17.4 12.7 3 , 26.5 23.8 20.8 18.9 16.7 13.4 10.1 36.0 32.2 28.3 25.8 21.3 17.0 12.5 4 25.3 22.7 19.9 18.1 16.2 13.0 9.9 33.8 30.4 26.5 24.1 20.3 16.5 12.2 5 23.9 21.4 18.7 17.1 15.2 12.4 9.6 31.3 28.1 24.5 22.3 18.8 15.5 11.8 6 . 22.4 20.0 17.5 15.9 142 11.6 9.1 28.5 25.4 22.2 20.2 17.1 14.1 11.0 7 20.7 18.4 16.1 14.5 13.0 10.6 8.5 25.2 22.5 19.5 17.7 15.1 12.8 10.0 8 18.7 16.7 14.4 13.2 11.7 9.7 7.7 22.1 19.8 16.9 15.2 13.1 11.0 8.8 9 16.6 14.8 12.8 11.6 10.3 8.6 7.0 19.3 17.1 14.6 13.2 11.4 9.6 7.7 10 14.9 13.2 11.3 10.2 9.0 7.6 .6.2 17.0 15.0 12.7 11.4 9.9 8.4 6.7 11 13.4 11.8 10.1 9.1 8.0 6.7 5.4 15.1 13.2 11.2 10.1 8.7 7.3 5.9 12 12.0 10.5 9.0 8.1 7.1 6.0 4.9. 13.5 11.7 9.9 8.9 7.6 6.5 5.2 13 8.1 7.2 6.3 5.4 4.3 8.8 7.9 6.8 5.7 4.6 L3.5x3.5 KL Grade 36.0 ksi Grade 50.0 ksi (ft) 1 i4 % /u 341 'A. '/4 14 I 7 /1. 'its I 'A s I Y 1 17.7 16.1 14.5 11.7 9.3 24.3 22.1 18.6 15.7 11.7 2 17.4 15.8 14.3 11.5 9.1 23.8 21.7 18.3 15.5 11.6 3 16.7 15.2 13.8 11.2 8.9 22.5 20.6 17.5 15.0 11.3 4 15.7 14.3 13.0 10.6 8.7 20.7 18.9 16.2 14.0 10.9 5 14.6 13.3 12.1 9.9 8:.1 18.7 17.0 14.6 12.6 9.9 6 13.3 12.1 11.0 9.1 7.4 16.3 14.9 12.8 11.1 8.8 7 11.9 10.8 9.8 8.1 6.7 14.0 12.6 10.9 9.4 7.6 8 10.4 9.4 8.5 7.1 5.9 12.0 10.7 9.4 8.1 6.6 9 9.0 8.3 7.4 6.2 5.1' 10.2 9.3 8.1 6.9 5.5 10 8.0 7.2 6.4 E5 8.9 7.9 7.0 6.0 4.9 11 7.1 6.3 5.6 4.7 3.9 7.8 6.9 6.0 5.2 4.2 . 0x3.0 KL Grade 36.0 ksi Grade 50.0 ksi (ft) 1'4 I %s I ' As I 1 I 3' s Ys I o hs I 'I r %s '/4 I '/is 1 14.0 12.8 11.6 10.1 7.9 5.5 19.2 17.7 15.9 13.0 10.3 6.9 2 13.5 ' 12.4 11.3 9.9 7.7 5.4 18.5 17.0 15.4 126 10.1 6.8 3 12.8 11.8 . 10.7 9.4 7.5 5.3 17.2 15.7 14.3 11.9 9.6 6.5 4 11.8 10.9 9.9 8.7 7.0 5.1 15.4 14.2 12.8 10.6 8.8 6.2 5 10.8 9.9 8.9 7.8 6.3 4.7 13.3 12.2 11.1 9.2 7.6 5.5 ___I,_ 9.5 8.6 • 7.8 6.9 5.5 4.1 11.2 10.2 9.2 7.7 6.3 4.7 •7 8.1 7.4 6.7 5.9 4.7 3.6 9.4 8.6 7.6 6.5 5.3 4.0 8 7.0 6.4 5.7 4.9 '4.0 . 3.1 8.0 7.2 6.4 5.4 4.4 3.3 9 6.0 5.5 4.9 4.2 3.5 2,5 6.8 6.1 5.4 4.6 ' 3.8 2.9 • L2.5x2.5 1 KL Grade 36.0 ksi Grade 50.0 ksi (It) 1/2 I '/s s /A s I '/4 i ]/1 V2 I 1 '/t s . I 1/4 I '/n 1 10.4 8.8 7.7 6.5 4.7 14.3 12.1 10.6 8.4 6.0 2 9.8 8.4 7.4 6.3 4.6 . 13.4 11.4 10.1 8.0 5.8 3 9.1 7.8 6.8 5.9 4.4 12.1 10.2 9.1 7.2 5.4 4 8.3 6.9 6.1 5.2 3.9 10.5 8.7 7.7 6.2 4.7 5 7.2 6.0 5.3 4.5 3;4 8.5 7.0 6.2 5.0 3.9 6 6.0 5.0 4.3 3.7 2.9 7.0 5.8 4.9 4.1 3.1 7 5.0 4.1 3.6 3.1 2.3 5.7 4.6 4.0 3.4 2.5 8 4.3 3.5 3.1 2.6 ' 2.0 4 .8 3.9 3.3 2.7 2.1 L2.0x2.0 KL Grade 36.0 ksi Grade 50.0 ksi (ft) '/i s/u V. '/A s I '/s '/s I %s I 1/4 I '/1 s r Ys 1 6.0 5.4 4.7 3.7 2.2 8.3 7.5 6.5 4.8 2.8 2 . 5.6 5.1 4.4 3.5 2.2 7.6 6.8 5.9 4.5 2.7 3 5.0 4.5 3.9 3.1 2.0 6.4 5.7 5.0 3.8 2.4 4 4.3 3.8 3.2 2.6 1.7 5.1 4.5 3.8 3.0 2.0 5 3.4 3.0 2.6 21 1.4 3.9 3.5 3.0 2.3 1.5 6 ' 2.8 25 2.1 1.7 1.1 3.1 2.7 2.3 1.B , 1.2 68 ENGINEERING JOURNAL /AMERICAN INSTITUTE OF STEEL CONSTRUCTION •