(20%) Problem 6 (Pro 8.24 Textbook modified): Design SB1 assuming A36 steel. Maximum depth is restricted to 16 inches nominal. ADL+LL L/240 for SB1 For A36 steel: F. 22 ksi, Fv = 14.5 ksi, E= 29,000 ksi 5 8⁰ FTT 195 F BI 22 TA It FRAMING PLAN #H 4" CONCRETE SLAB METAL DEAM DI SECTION A-A 8.95k 12.55k 12.55K 10.41k -1.2k -10.41k 8.95k (Beam B1 react. Incl. beam wt.) 00= 0.3 k/ft SB1 beam loading details 112.55k V -12.55k Mmax-95.6k-ft. 'M'

•ROOFINGE SHEATHING -ROOF BEAM (20%) Problem 5 : Design a Southern Pine No. 1 beam to carry the loads shown (roof beam, no plaster). Assume the beam is supported at each end by an eight-inch block wall. Consider bending, shear and deflection. The allowable deflection is (1/240) of the span length for total load. Fb = 1,550 psi; Fv = 110 psi; E = 1.6 x106 psi -PURLINS -8' BLOCK WALL 1750# 1750# 51 1000# w=100 plf 1250# 250# 1000# 8712.5 #-ft 250# 5' 1250# 5 LO Roof beam loading details 1750# 'V' 1750# 'M'

(15%) Problem 4 : Check the midspan deflection of the W12 x 40 girder shown? Neglect the weight of the girder. Assume E = 29 x 106 psi and Ix = 310 in4. Allowable deflection for the total load = (span/240). 2K 4 4

Chapter 8: (15%) Problem 1 (Pro 8.3 Textbook modified): A 12-foot-long single overhang beam is loaded as shown. Assuming a W8 x 35 determine: 1. The maximum tensile and compressive bending stress. 2. The average web shear stress The uniformly distributed load includes the weight of the beam. Given: A992 steel Fb = 30 ksi., Fv = 20 ksi. For W8 x 35 section properties see Table A3 (Textbook Appendix). 5K bf=8.02" tw=0.310". t=0.495" d = 8.12" t₁ = 0.495" W8x35; (1, -127 in., S, -31.2 in.³, d-8.12", c=4.06") A 7.8k +7.8 +DI 6' 1° 2⁰ 5k -3.2 +1.8 W=1*/PT. 6' 1° 28.8k-ft (0 = 1k/t 2⁰ -8k-ft 4' 13.2k +4 -9.2 1° 2⁰ 'V' 'M'

(15%) Problem 2 (Pro 8.11 Textbook modified): Two steel plates (A572, Fy = 50 ksi) are welded together to form an inverted T-beam. Determine the maximum bending stress developed. Also determine the maximum shear stress at the neutral axis of the cross-section and at the intersection where the stem joins the flange. Ignore the weight of the steel plates. X N.A. Ix = 113.2 in.4 5.93" 3.07" -"x 8" STEEL PLATE WELD (EA. SIPE) CxC STEEL PLATE A 2K -2k +0 B +4k 5' 65k 5 4K 14k lol 10⁰ -10k-ft V=0 +10 k-ft. Inflection point M=0 2K I 2 51 1²k 5' 2k Load -2k 'M'

(15%) Problem 3 (Pro 8.15 Textbook modified): The cross-section of the rough-cut timber beam shown is loaded with (W) over six feet of the span. Determine the maximum value of (W #/ft.) if the allowable bending stress is Fb = 1,600 psi and the allowable shear stress is Fv = 85 psi. 6" A = 72 in.? Ir = ((123) 12 c = 6" 12" 864in Ix864in.4 sz=-= - = 144in_3 6in. 늘 뽈 =10' MMAX = WL² LOAD WL 기 다 M'