Please show solutions on how to get the 2 and 1 value. The circle green in the figure.Civil engineering- steel design 3.5-1Block ShearThe tension member is a PL38 x 5¹2 of A242 steel. It is connected to a 38-in. thickgusset 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"3162½"1/2"1½"3"FIGURE P3.5-13"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)]2= 3.984 in.²The tension area isA = (3/8) [2.5-17/8)] = 0.6094 in.²Fy= 50 ksi, F, = 70 ksiR₁ = 0.6F₂Anv + Ubs FuAnt = 0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kipsCheck upper limit:0.6F Agv + Ubs FuAnt = 0.6(50) (5.625) + 1.0(70) (0.6094)= 211 kips > 210 kips

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3.5-1 The tension member is a PL 3 x 5% of A242 steel. It is connected to a -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" 1½" O 70 1½ O 0+ 3" 3" FIGURE P3.5-1 O 1½" 3.5-1 the shear areas are Agv (3/8)(7.5) 2-5.625 in.² and, since there are 2.5 hole diameters in each line of bolts, Av (3/8)[7.5-2.5(3/4+1/8)] 2- 3. 984 in.² The tension area is Aur - (3/8) [2.5-7/8)] = 0.6094 in.² F, 50 ksi, F = 70 ksi - R = 0.6FAør + UFA 0.6(70)(3.984)+1.0(70) (0.6094) = 210 kips Check upper limit: 0.6F,Agv + UsFA=0.6(50)(5.625) + 1.0(70) (0.6094) = 211 kips > 210 kips.

3.5-1 The tension member is a PL 3 x 5% of A242 steel. It is connected to a -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" 1½" O 70 1½ O 0+ 3" 3" FIGURE P3.5-1 O 1½" 3.5-1 the shear areas are Agv (3/8)(7.5) 2-5.625 in.² and, since there are 2.5 hole diameters in each line of bolts, Av (3/8)[7.5-2.5(3/4+1/8)] 2- 3. 984 in.² The tension area is Aur - (3/8) [2.5-7/8)] = 0.6094 in.² F, 50 ksi, F = 70 ksi - R = 0.6FAør + UFA 0.6(70)(3.984)+1.0(70) (0.6094) = 210 kips Check upper limit: 0.6F,Agv + UsFA=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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