Question

Design B1 and SB1 assuming A36 steel. Maximum depth for each is restricted to 16 inches– nominal. Select the lightest shape that meets the requirement of the question, after finishing detailed calculation kindly choose the right answer (W16X36 OR W16X26 OR W16X31 OR W16X40) Thanks  

40 psf 150 pcf 8.24: Design B1 and SB1 assuming A36 steel Maximum depth for each is restricted to 16 inches- nominal Concrete Curtain wall on spandrel beam SB1 Suspended plaster ceiling Metal Deck 200 plf 5 psf 4 psf ALLL/360 for B1; ADL+ LL<L/ 240 for SB1 2 ETAレ Bl

Answer 1

GIVEN DATA Unit weight of concrete Thickness of reinf. concrete slab Metal deck Ceiling Curtain wall load Live load 150 pcf 4 in 4 psf 5 psf 200 plf L40 psf CALCULATIONS Dead load due to reinf. concrete slab = 150 pcf x 4 ft 12 50 psf 4 psf 5 psf 59 psf Metal deck Ceiling Beam-B1 Tributary width, Span of Beam Dead Load 8 ft 22 ft D59 psf x ft 472 plf L40 psf x 8 ft 320 plf = Live Load Factored design load, T1.2D 1.6 L 1078.4 plf Support Reactions, 1078.4 x 22/2 11862.4 lb 1078.4 plf 22 ft 11862.4 Ib 65243.2 ft.b 11862.4 Ib Maximum bending moment Girder - SB1 Span of Girder Curtain wall load l24 ft 200.0 plf 11862.4 lb 11862.4 lb (reactions from beams) 200.0 plf 24 ft 14262.4 lb 14262.4 lb 109299.2 ft.lb Maximum bending moment

DESIGN OF BI GIVEN DATA Properties of Steel section Grade of steel Span of beam, Factored moment, Live load deflection limit, A 36 22 ft M65.24 ft-kips :L/360 CALCULATIONS Yield stress of steel Modulus of Elasticity of steel 36 ksi E29000 ksi omputation of plastic section modulus and selection of section Assume"compact section" that is 2s ,for both the flange and the web Design strength of beam is Taking Therefore, required plastic section modulus is: 65.24 x 0.90 x 24.16 in2 12 36 Select section such that Z>Z (required) Beam Section W 16x 26 Z44.2 in 301 in Plastic section modulus Moment of inertia, Width/thickness ratios b,/2t,7.97 h/t56.8 Check for compact section 65 7.97 < [A,= = 10.83] OK 2t 640 106.7 OK 56.8 < [A,- Hence, the section is COMPACT 222 /8 M-65.24 + Factored moment (incl. self-weight) 1.2 x 0.026 x

67.13 ft-kips Design strength of beam 0.9x 44.2 x 36 /12t-kips 67.13 ft-kipsM -119.34 ft-kips SAFE Hence Check for deflection Service dead load 47226 498 plf 320 plf Service live load W818 plf Total service load 0.818 kip/ft 384 EI 12 in)' - 5 x 0.818 /12 kip/in x 384 29000 ksix 301 in 0.49 in< 22 x 0.7 [= L/360 Hence, SAFE

DESIGN OF SB1 GIVEN DATA Properties of Steel section Grade of steel Span of beam, Factored moment, Live load deflection limit, A 36 24 ft M109.3 ft-kips L/ 240 CALCULATIONS Yield stress of steel Modulus of Elasticity of steel 36 ksi E29000 ksi omputation of plastic section modulus and selection of section Assume"compact section" that is 2s ,for both the flange and the web Design strength of beam is Taking Therefore, required plastic section modulus is: M., = M, 109.3 x 0.90 x 40.48 in2 12 36 Select section such that Z>Z (required) Beam Section W 16x 26 Z44.2 in 301 in Plastic section modulus Moment of inertia, Width/thickness ratios b,/2t,7.97 h/t56.8 Check for compact section 65 10.83 OK 2t 640 106.7 OK 56.8 < [A,- Hence, the section is COMPACT 24 2 /8 Factored moment (incl. self-weight) 1.2 x 0.026 x

111.6 ft-kips = Design strength of beam x 36 /12 t-kips 111.55 ft-kips Mu 0.9x 44.2 -119.34 ft-kips Hence, SAFE Check for deflection wL 84 EI 5 x 1.315 /12 kip/in x 24 x 12 in )4 384 29000 ksi x 301 n = 1.12 in < 1.2 [=1/240 Hence, SAFE