2ND FL. B ☐☐☐ 1ST FL. 0.0' TOP OF CONCRETE SLAB. تفقصة BASE PLATE 12" NON SHRINKING GROUT An exterior beam-column in the first floor of a proposed commercial building is loaded as follows: 1. Column AB, an exterior beam-column in the first story, is loaded as follows: Axial Compressive Force P=290 K End Moments Mx 90 K-FT at point B Mx 0 K-FT at support A (pinned) The unbraced length of beam-column L = 18 feet The effective length factor K =1.0 & Moment Magnification Factor B1 = 1.04 A W10x88 steel section is selected as a trial section for the design of the Beam-Column AB a) Determine the Effective Length (Lc) of the Beam-Column. b) Determine the value of Pr/Pc where Pr is the required (applied) axial compressive force. Pc Pn/Qc is the allowable compressive force. c) Using the Modified AISC Interaction Equation H1-1a or H1-1b whichever is applicable, and Manual Table 6-2 determine if the trial W10x88 section is adequate for the given load combination of axial compressive force and flexure. (1 point) (1 point) (8 points) 2. Design a Steel Base Plate for Beam-Column AB for the given loading condition in Question 1. (5 points) 3. Determine the Allowable Axial Tensile Strength (Tensile Capacity) of L3x3x7/16 (A36 Steel) with three (3) 5/8 in diameter bolts spaced 3 in on centers in the direction of applied force (5 points) == Minimum Yield Strength of Steel Column Fy = 50 ksi Minimum Yield Strength of Base Plate Fy = 36 ksi Minimum Yield Strength of Steel Angle Fy = 36 ksi Minimum Tensile Strength of Steel Angle Fu = 58 ksi Safety Factor for Flexure (b) = 1.67 Safety Factor for Compression (Qc) = 1.67 Safety Factor for Tensile Yielding in the Gross Section(Qt) = 1.67 Safety Factor for Tensile Rupture in the Net Section( Qt ) = 2.00
2ND FL. B ☐☐☐ 1ST FL. 0.0' TOP OF CONCRETE SLAB. تفقصة BASE PLATE 12" NON SHRINKING GROUT An exterior beam-column in the first floor of a proposed commercial building is loaded as follows: 1. Column AB, an exterior beam-column in the first story, is loaded as follows: Axial Compressive Force P=290 K End Moments Mx 90 K-FT at point B Mx 0 K-FT at support A (pinned) The unbraced length of beam-column L = 18 feet The effective length factor K =1.0 & Moment Magnification Factor B1 = 1.04 A W10x88 steel section is selected as a trial section for the design of the Beam-Column AB a) Determine the Effective Length (Lc) of the Beam-Column. b) Determine the value of Pr/Pc where Pr is the required (applied) axial compressive force. Pc Pn/Qc is the allowable compressive force. c) Using the Modified AISC Interaction Equation H1-1a or H1-1b whichever is applicable, and Manual Table 6-2 determine if the trial W10x88 section is adequate for the given load combination of axial compressive force and flexure. (1 point) (1 point) (8 points) 2. Design a Steel Base Plate for Beam-Column AB for the given loading condition in Question 1. (5 points) 3. Determine the Allowable Axial Tensile Strength (Tensile Capacity) of L3x3x7/16 (A36 Steel) with three (3) 5/8 in diameter bolts spaced 3 in on centers in the direction of applied force (5 points) == Minimum Yield Strength of Steel Column Fy = 50 ksi Minimum Yield Strength of Base Plate Fy = 36 ksi Minimum Yield Strength of Steel Angle Fy = 36 ksi Minimum Tensile Strength of Steel Angle Fu = 58 ksi Safety Factor for Flexure (b) = 1.67 Safety Factor for Compression (Qc) = 1.67 Safety Factor for Tensile Yielding in the Gross Section(Qt) = 1.67 Safety Factor for Tensile Rupture in the Net Section( Qt ) = 2.00
Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN:9781337094740
Author:Segui, William T.
Publisher:Segui, William T.
Chapter10: Plate Girders
Section: Chapter Questions
Problem 10.7.9P
Related questions
Question
Transcribed Image Text:2ND FL.
B
☐☐☐
1ST FL. 0.0'
TOP OF
CONCRETE SLAB.
تفقصة
BASE PLATE
12" NON SHRINKING
GROUT
Transcribed Image Text:An exterior beam-column in the first floor of a proposed commercial building is loaded
as follows:
1. Column AB, an exterior beam-column in the first story, is loaded as follows:
Axial Compressive Force P=290 K
End Moments Mx 90 K-FT at point B
Mx 0 K-FT at support A (pinned)
The unbraced length of beam-column L = 18 feet
The effective length factor K =1.0 & Moment Magnification Factor B1 = 1.04
A W10x88 steel section is selected as a trial section for the design of
the Beam-Column AB
a) Determine the Effective Length (Lc) of the Beam-Column.
b) Determine the value of Pr/Pc
where Pr is the required (applied) axial compressive force.
Pc Pn/Qc is the allowable compressive force.
c) Using the Modified AISC Interaction Equation H1-1a or H1-1b
whichever is applicable, and Manual Table 6-2 determine if the
trial W10x88 section is adequate for the given load combination
of axial compressive force and flexure.
(1 point)
(1 point)
(8 points)
2. Design a Steel Base Plate for Beam-Column AB for the given loading
condition in Question 1.
(5 points)
3. Determine the Allowable Axial Tensile Strength (Tensile Capacity) of
L3x3x7/16 (A36 Steel) with three (3) 5/8 in diameter bolts spaced
3 in on centers in the direction of applied force
(5 points)
==
Minimum Yield Strength of Steel Column Fy = 50 ksi
Minimum Yield Strength of Base Plate Fy = 36 ksi
Minimum Yield Strength of Steel Angle Fy = 36 ksi
Minimum Tensile Strength of Steel Angle Fu = 58 ksi
Safety Factor for Flexure (b) = 1.67
Safety Factor for Compression (Qc) = 1.67
Safety Factor for Tensile Yielding in the Gross Section(Qt) = 1.67
Safety Factor for Tensile Rupture in the Net Section( Qt ) = 2.00
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