Compute the maximum acceptable tensile SERVICE LOAD that may act on a single tee section that is connected to a gusset plate atits flange using welds that is 15 inches long as shown in the figure. The service live load is three times the dead load and theearthquake load is assumed to be 10% of the dead load. Use A992 steel with Fy-50 ksi and Fu 65 ks. Design in LRFD ONLY, and noblock shear will occur.WT 12x47WIL 47A=13.80d12.3 (312)weldi0.550 (140)9.00 (229)0.500 (249)1.3800186.0020.303.670bf-9.00 (229)y=2.99₁0.980 (24.9)y=2.990y54.50Sy12.001.960d=12.3 (312)X2,620a. Governing ultimate tensile capacity based on yleiding of gross section in kipsRound your answer to 0 decimal places.Add your answertwof=ofk=Sx=EXtw=0.550 (14.0)⠀

Solution: Given: Steel section: WT 12 x 47 Gross area = 13.8 in2 x = 2.99 in Length of connection:…

Compute the maximum acceptable tensile SERVICE LOAD that may act on a single see section that is connected to a gusset plate at its flange using welds that is 15 inches long as shown in the figure. The service live load is three times the dead load and the earthquake load is assumed to be 10% of the dead load. Use A992 steel with Py-50 ks and Fu65 ks Design in LRFD ONLY, and no block shear will occur. *** WT 1247 13.80 12.3(312) Logainal 0.550 (140) 9.00 (229) 6.500 (249) 13000 186.00 20.30 3.670 bf-9.00 (229) y=2.99₁ 0980 (249) 2.990 54.50 12.00 1.500 d=12.3 (312) 2.420 Sx tw 0.550 (14.0 50 (140)

Compute the maximum acceptable tensile SERVICE LOAD that may act on a single see section that is connected to a gusset plate at its flange using welds that is 15 inches long as shown in the figure. The service live load is three times the dead load and the earthquake load is assumed to be 10% of the dead load. Use A992 steel with Py-50 ks and Fu65 ks Design in LRFD ONLY, and no block shear will occur. *** WT 1247 13.80 12.3(312) Logainal 0.550 (140) 9.00 (229) 6.500 (249) 13000 186.00 20.30 3.670 bf-9.00 (229) y=2.99₁ 0980 (249) 2.990 54.50 12.00 1.500 d=12.3 (312) 2.420 Sx tw 0.550 (14.0 50 (140)

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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Concept explainers

Connections

In steel structures, connections are the members that join two or more steel members. The connections are the most important members of any steel structure, and hence, they are designed more carefully. The majority of the construction cost of steel structures is incurred due to the connections. The design of connections is done as per the recommendations and specifications of the American Institute of Steel Construction (AISC).

Question

Compute the maximum acceptable tensile SERVICE LOAD that may act on a single tee section that is connected to a gusset plate at
its flange using welds that is 15 inches long as shown in the figure. The service live load is three times the dead load and the
earthquake load is assumed to be 10% of the dead load. Use A992 steel with Fy-50 ksi and Fu 65 ks. Design in LRFD ONLY, and no
block shear will occur.
WT 12x47
WIL 47
A=
13.80
d
12.3 (312)
weldi
0.550 (140)
9.00 (229)
0.500 (249)
1.3800
186.00
20.30
3.670
bf-9.00 (229)
y=2.99₁
0.980 (24.9)
y=
2.990
y
54.50
Sy
12.00
1.960
d=12.3 (312)
X
2,620
a. Governing ultimate tensile capacity based on yleiding of gross section in kips
Round your answer to 0 decimal places.
Add your answer
tw
of=
of
k=
Sx=
EX
tw=0.550 (14.0)
⠀

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