Block Shear The tension member is a PL% 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. 1/4" 2½" -01 1/ No (6) 3" FIGURE P3.5-1 -0 00 3" 1½" 115 3.5-1 the shear areas are Ag-(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)] 23.984 in.2 = The tension area is Aar(3/8) [2.5-7/8)] -0.6094 in.² F, 50 ksi, F., -70 ksi - R 0.6FA+UFA 0.6(70)(3.984) + 1.0(70) (0.6094) 210 kips Check upper limit: 0.6F,A+UFA 0.6(50)(5.625)+ 1.0(70)(0.6094) = 211 kips> 210 kips -
Block Shear The tension member is a PL% 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. 1/4" 2½" -01 1/ No (6) 3" FIGURE P3.5-1 -0 00 3" 1½" 115 3.5-1 the shear areas are Ag-(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)] 23.984 in.2 = The tension area is Aar(3/8) [2.5-7/8)] -0.6094 in.² F, 50 ksi, F., -70 ksi - R 0.6FA+UFA 0.6(70)(3.984) + 1.0(70) (0.6094) 210 kips Check upper limit: 0.6F,A+UFA 0.6(50)(5.625)+ 1.0(70)(0.6094) = 211 kips> 210 kips -
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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![3.5-1
Block Shear
The tension member is a PL38 x 5¹2 of A242 steel. It is connected to a 38-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"
01 02
1½"
3"
FIGURE P3.5-1
3"
1½"
115
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
Am = (3/8) [2.5-17/8)] = 0.6094 in.²
Fy= 50 ksi, F, = 70 ksi
R₁ = 0.6F₂Anv + Ubs FuAnt = 0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kips
Check upper limit:
0.6F Agv + Ubs FuAnt = 0.6(50) (5.625) + 1.0(70) (0.6094)
= 211 kips > 210 kips](/v2/_next/image?url=https%3A%2F%2Fcontent.bartleby.com%2Fqna-images%2Fquestion%2Fd26af165-a48a-4025-869b-89b03c48d51c%2F012872ca-a0ae-4e04-b42a-9bd969729c6f%2F7huftfg_processed.jpeg&w=3840&q=75)
Transcribed Image Text:3.5-1
Block Shear
The tension member is a PL38 x 5¹2 of A242 steel. It is connected to a 38-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"
01 02
1½"
3"
FIGURE P3.5-1
3"
1½"
115
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
Am = (3/8) [2.5-17/8)] = 0.6094 in.²
Fy= 50 ksi, F, = 70 ksi
R₁ = 0.6F₂Anv + Ubs FuAnt = 0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kips
Check 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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