Please show solutions on how to get the 7.5 and 2 value. The circle green in the figure.Civil engineering- steel design 3.5-1Block ShearThe tension member is a PL¾8 X 5¹2 of A242 steel. It is connected to a 38-in. thickgusset plate, also of A242 steel, with ¾-inch diameter bolts as shown in Figure P3.5-1.Determine the nominal block shear strength of the tension member.1½"ro2¹2"O11½" I1½"3"OOO oFIGURE P3.5-1O-143" 1½"3.5-1the shear areas areAgv = (3/8) (7.5) 2 5. 625 in. ²and, since there are 2.5 hole diameters in each line of bolts,Any (3/8) [7.5-2.5(3/4+1/8)] x 2 = 3.984 in.²The tension area isAnt = (3/8) [2.5-1(7/8)] = 0.6094 in. ²2Fy= 50 ksi, Fu = 70 ksiRn 0.6FuAny + Ubs FuAnt==0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kipsCheck upper limit:0.6FyAgv + UbsFuAnt = 0.6(50)(5.625) + 1.0(70)(0.6094)= 211 kips > 210 kips

PL 3/8 x 5 1/2 A242 steelconnected to 3/8 in. thick gusset plate, also of A242 steel, with 3/4-inch…

3.5-1 Block Shear The tension member is a PL3 x 5% of A242 steel. It is connected to a 3-in. thick gusset plate, also of A242 steel, with 3/4-inch diameter bolts as shown in Figure P3.5-1. Determine the nominal block shear strength of the tension member. 1½" 2½" 1/2" O -O 1/4" 3" NO 0- 3" 1½" FIGURE P3.5-1 3.5-1 the shear areas are Agv (3/8) (7.5) 25. 625 in.² = and, since there are 2.5 hole diameters in each line of bolts, (3/8)[7.5-2.5(3/4+1/8)] x 23.984 in.² Am The tension area is Ant F, R W (3/8)[2.5-1(7/8)] = 0.6094 in.² 50 ksi, F = 70 ksi 0.6FA+ UFAar 0.6(70)(3.984) +1.0(70) (0.6094) 210 kips - Check upper limit: 0.6F,Agr + UsFuAm = 0.6(50) (5.625) + 1.0(70)(0.6094) - 211 kips > 210 kips

3.5-1 Block Shear The tension member is a PL3 x 5% of A242 steel. It is connected to a 3-in. thick gusset plate, also of A242 steel, with 3/4-inch diameter bolts as shown in Figure P3.5-1. Determine the nominal block shear strength of the tension member. 1½" 2½" 1/2" O -O 1/4" 3" NO 0- 3" 1½" FIGURE P3.5-1 3.5-1 the shear areas are Agv (3/8) (7.5) 25. 625 in.² = and, since there are 2.5 hole diameters in each line of bolts, (3/8)[7.5-2.5(3/4+1/8)] x 23.984 in.² Am The tension area is Ant F, R W (3/8)[2.5-1(7/8)] = 0.6094 in.² 50 ksi, F = 70 ksi 0.6FA+ UFAar 0.6(70)(3.984) +1.0(70) (0.6094) 210 kips - Check upper limit: 0.6F,Agr + UsFuAm = 0.6(50) (5.625) + 1.0(70)(0.6094) - 211 kips > 210 kips

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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