The tension member is a PL.3 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" 1/4" O 1/4" 3" NO O 00 0- FIGURE P3.5-1 Пи 3" 1½" 3.5-1 the shear areas are Agy(3/8) (7.5) 2= 5.625 in.² and, since there are 2.5 hole diameters in each line of bolts, Amv = (3/8)[7.5-2.5(3/4 + 1/8)] x 23.984 in.² The tension area is Ant F, R (3/8) [2.5-1(7/8)] = 0.6094 in.2 50 ksi, F, -70 ksi 0.6FA+ UFA 0.6(70)(3.984) + 1.0(70) (0.6094) 210 k = Check upper limit: 0.6F,Agy+UtsFuA = 0.6(50)(5.625) + 1.0(70)(0.6094)
The tension member is a PL.3 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" 1/4" O 1/4" 3" NO O 00 0- FIGURE P3.5-1 Пи 3" 1½" 3.5-1 the shear areas are Agy(3/8) (7.5) 2= 5.625 in.² and, since there are 2.5 hole diameters in each line of bolts, Amv = (3/8)[7.5-2.5(3/4 + 1/8)] x 23.984 in.² The tension area is Ant F, R (3/8) [2.5-1(7/8)] = 0.6094 in.2 50 ksi, F, -70 ksi 0.6FA+ UFA 0.6(70)(3.984) + 1.0(70) (0.6094) 210 k = Check upper limit: 0.6F,Agy+UtsFuA = 0.6(50)(5.625) + 1.0(70)(0.6094)
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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![3.5-1
Block Shear
The tension member is a PL¾8 X 5¹2 of A242 steel. It is connected to a 38-in. thick
gusset 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"
ro
2¹2"
O
1
1½" I
1½"
3"
O
O
O o
FIGURE P3.5-1
O-
14
3" 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,
Any (3/8) [7.5-2.5(3/4+1/8)] x 2 = 3.984 in.²
The tension area is
Ant = (3/8) [2.5-1(7/8)] = 0.6094 in. ²2
Fy= 50 ksi, Fu = 70 ksi
Rn 0.6FuAny + Ubs FuAnt
=
=
0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kips
Check upper limit:
0.6FyAgv + UbsFuAnt = 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%2F4dd5086c-d0a4-416a-a252-407a25d956a2%2Fcomevmd_processed.jpeg&w=3840&q=75)
Transcribed Image Text:3.5-1
Block Shear
The tension member is a PL¾8 X 5¹2 of A242 steel. It is connected to a 38-in. thick
gusset 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"
ro
2¹2"
O
1
1½" I
1½"
3"
O
O
O o
FIGURE P3.5-1
O-
14
3" 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,
Any (3/8) [7.5-2.5(3/4+1/8)] x 2 = 3.984 in.²
The tension area is
Ant = (3/8) [2.5-1(7/8)] = 0.6094 in. ²2
Fy= 50 ksi, Fu = 70 ksi
Rn 0.6FuAny + Ubs FuAnt
=
=
0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kips
Check upper limit:
0.6FyAgv + UbsFuAnt = 0.6(50)(5.625) + 1.0(70)(0.6094)
= 211 kips > 210 kips
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