Consider the column below. Assume these support conditions are same for both plains. 1- Calculate the design capacity using AISC equations. 2- Repeat with Table 4-1 and 4-14 of the manual. We are assuming that the member is non-slender. More on this later. Assume ASTM A572 Grade 50 steel. Pu or Pa W12 X 72- 4444 P₁ or Pa 15 ft

Consider the column below. Assume these support conditions are same for both plains. 1- Calculate the design capacity using AISC equations. 2- Repeat with Table 4-1 and 4-14 of the manual. We are assuming that the member is non-slender. More on this later. Assume ASTM A572 Grade 50 steel. Pu or Pa W12 X 72- 4444 P₁ or Pa 15 ft

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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please solve 1.1
A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by 3/4 inch boltas shown below. Use A36 steel with Fy-36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFD Properties and Dimension Ag=35.30 in^2 x = 6.24 in ry= 3.74 in d=14.5 in tf=0.94 in bf=14.7 in tw=0.59 in k=1.54 d=14.5 Y k1=1.5 bf=14.7 tf-0.94 X -tw=0.59 H
please solve 1.3
Design the member A-B to withstand the given loads P3 =12, W1=14 KN/m, P1 = 20 KN, P2 = 20 KN L = 7m, H1 = 4m H2 = 6m, P1 at L/3, P2 at 2L/3 notes choose proper material, all loads are unfactored Dead loads assume K= 0.7 P3 H2 A B HINGE W1 D P1 P2 H1 L HINGE C
Select the lightest W section for the column shown in the accompanying figure. The loading is 30 kips dead load and 120 kips gravity live load. The member is built into a wall so that it may be considered as continuously braced in the weak direction. Note: Not all of the variable W sections are included in the AISC Manual "Available Strength in Axial Compression" tables. Use (a) A992 steel; (b) Fy = 60 ksi