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1 APPLIED ARCHITECTURAL STRUCTURES: STRUCTURAL ANALYSIS AND SYSTES DR. ANNE NICHOLS FALL 018 lecture twent one steel construction and design Steel cast iron wrought iron - steel cables columns beams trusses rames Steel Construction 1 F01abn Steel Construction F009abn Steel Construction standard rolled shapes open web joists plate girders decking Steel Construction welding bolts AISC Education Steel Construction 3 Steel Construction 4 F01abn 1
2 Steel Construction ire prooing cementicious spra encasement in gpsum intumescent expands with heat sprinkler sstem Steel aterials high strength to weight ratio ductile beam size oten limited b delection column size limited b slenderness Steel Construction 5 Steel Construction 6 tpes manuactured shapes tpes wide lange castellated Steel Construction 7 Steel Construction 8
3 tpes open web joists (manuactured trusses) tpes (more) plate girder decking Steel Construction 9 Steel Construction 10 lateral stabilit - bracing local buckling - stien Steel Construction 11 F009abn Steel Construction 1 3
4 Local Buckling steel I beams lange buckle in direction o smaller radius o gration web orce crippling Local Buckling lange web Steel Construction 13 Steel Construction 14 Shear in Web panels in plate girders or webs with large shear buckling in compression direction add stieners end conditions a) awa rom connection - ull section eective b) high shear onl web eective Steel Construction 15 Steel Construction 16 4
5 end conditions bearing c) bolt holes less material provide adequate area d) local web buckling prevent local ield o lange and web Steel Construction 17 Steel Construction 18 connections welds bolts Steel Design Open Web Joists SJI: Vulcrat: K Series (Standard) 8-30 deep, spans 8-50 t LH Series (Long span) deep, spans 5-96 t DLH (Deep Long Spans) 5-7 deep, spans t SLH (Long spans with high strength steel) pitched top chord deep, spans t Steel Construction 19 Steel Construction 0 5
6 Steel Design Open Web Joists Steel Design Open Web Joists load or live load delection limit in RED total in BLACK load or live load delection limit (L/360) in RED total in BLACK Steel Construction 1 Steel Construction Su011abn Steel Beam Design American Institute o Steel Construction steel grades Steel Construction AST A36 carbon plates, angles F = 36 ksi & F u = 58 ksi AST A57 high strength low-allo some beams F = 60 ksi & F u = 75 ksi AST A99 or building raming most beams F = 50 ksi & F u = 65 ksi -- AST A913 some columns Grade 65 and 70 Steel Beam Design AISC: 14 th ed. combined ASD & LRFD in one volume in 005 Steel Construction 4 F01abn 6
7 Uniied Steel Design ASD R a R n Uniied Steel Design braced vs. unbraced bending (braced) = 1.67 bending (unbraced * ) = 1.67 shear = 1.5 or 1.67 shear (bolts & welds) =.00 shear (welds) =.00 * langes in compression can buckle Steel Construction 5 Su011abn Steel Construction 6 F01abn LRFD Steel Beam Design limit state is ielding all across section outside elastic range load actors & resistance actors = 50ksi 1 E Load Tpes D = dead load L = live load L r = live roo load W = wind load S = snow load E = earthquake load R = rainwater load or ice water load T = eect o material & temperature Steel Construction 7 Su011abn Steel Construction 7 7
8 LRFD Load Combinations 1.4D 1.D + 1.6L + 0.5(L r or S or R) Steel Construction 9 ASCE-7 (010) 1.D + 1.6(L r or S or R) + (L or 0.5W) 1.D + 1.0W + L + 0.5(L r or S or R) 1.D + 1.0E + L + 0.S 0.9D + 1.0W 0.9D + 1.0E F has same actor as D in 1-5 and 7 H adds with 1.6 and resists with 0.9 (permanent) F01abn Pure Flexure Steel Construction 9 R i i u b n 9 u - maximum moment b - resistance actor or bending = 0.9 n - nominal moment (ultimate capacit) F - ield strength o the steel Z - plastic section modulus* 0. F Z Internal oments - at ield material hasn t ailed I c bh 6 Internal oments - ALL at ield all parts reach ield plastic hinge orms ultimate moment A tension = A compression b c 6 bc 3 p bc 3 = 50ksi 1 E = Steel Construction 30 Steel Construction 31 8
9 n.a. o Section at Plastic Hinge cannot guarantee at centroid Plastic Hinge Development A 1 = A moment ound rom ield stress times moment area A d A d p 1 i i na. Steel Construction 3 Steel Construction 33 Plastic Hinge Examples stabilit can be eected Plastic Section odulus shape actor, k k = 3/ or a rectangle p 1.1 or an I k Z S plastic modulus, Z Z p Steel Construction 34 Steel Construction 35 9
10 Shear i R i = V u v V n = 1.0(0.6F w A w ) V u - maximum shear v - resistance actor or shear = 1.0 V n - nominal shear F w - ield strength o the steel in the web A w - area o the web = t w d Flexure Design limit states or beam ailure 1. ielding. lateral-torsional buckling* 3. lange local buckling 4. web local buckling minimum n governs L R i i u b n p 1.76r F E Steel Construction 36 Steel Construction 38 Su011abn Compact Sections plastic moment can orm beore an buckling criteria and b t Steel Construction 39 h t c w E F E F Su011abn Lateral Torsional Buckling Steel Construction 40 C b n C. 5 moment based on b lateral buckling p max 1. 5 max 3 4 C b = modiication actor max - max moment, unbraced segment A - moment, 1/4 point B = moment, center point C = moment, 3/4 point A B 3 C Su011abn 10
11 Beam Design Charts Delection Limits based on service condition no impairment to serviceabilit avoid ponding L/360 due to live load or beams & girders supporting plaster (service) Steel Construction 41 Su011abn Steel Construction 40 Steel Arches and Frames solid sections or open web Steel Shell and Cable Structures Steel Construction 41 F009abn Steel Construction 4 11
12 Approximate Depths Uniied Column Design limit states or ailure 0.90 c n cr g 1. ielding. buckling P F A F e elastic buckling stress (Euler) P P n a P P u c n Lc E F 4.71 or.5 r F Fe Lc E F 4.71 or.5 r F F e Steel Construction 43 Steel Construction 46 Su011abn Uniied Column Design P n = F cr A g F L or c E Fe 4.71 Fcr F r F L or c E 4.71 Fcr 0.877Fe r F where E Fe Lc r Steel Construction 47 Su011abn Procedure or Analsis 1. calculate KL/r biggest o KL/r with respect to x axes and axis. ind F cr rom appropriate equation tables are available 3. compute P n = F cr A g or ind c = P a /A or P u /A 4. is P a P n / or P u P n? Steel Construction 48 es: ok no: insuicient capacit and no good Su011abn 1
13 Procedure or Design 1. guess a size (pick a section). calculate KL/r biggest o KL/r with respect to x axes and axis 3. ind F cr rom appropriate equations or ind a table 4. compute P n = F cr A g or ind c = P a /A or P u /A Procedure or Design (cont d) 5. is P a P n / or P u P n? es: ok no: pick a bigger section and go back to step. 6. check design eicienc percentage o stress = Pr 100% P c i between %: good i < 90%: pick a smaller section and go back to step. Steel Construction 49 Su011abn Steel Construction 50 Su011abn Column Tables Beam-Column Design moment magniication (P-) C B m r B1 nt 1 1 ( P / P ) u e1 C m modiication actor or end conditions Steel Construction 51 Su011abn Steel Construction 5 = ( 1 / ) or 0.85 restrained, 1.00 unrestrained L c1 eective length in plane o bending P e1 Euler buckling strength (LRFD), 1.60(ASD) Pe EI 1 L c1 Su011abn 13
14 Beam-Column Design LRFD (Uniied) Steel or Pr P 8 r rx r 0. : 1.0 P c P c 9 cx c or Pr P r rx r 0. : 1.0 P c P c cx c P r is required, P c is capacit rx is required, cx is capacit r is required, c is capacit Construction Supervision proper grade material high strength bolts qualit welds proper bolted conditions (ex. sc) abrication and erection o steel rame connection details Steel Construction 53 Su011abn Steel Construction 57 14
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