Download Architectural Engineering Assignment: Joist and Column Design and more Exercises Structural Design and Architecture in PDF only on Docsity!
Problems: supplemental problems (10A, etc.) and from Onouye Chapters 10 Notes: Problems marked with a * have been altered with respect to the problem stated in the text.
10A) A long span steel joist with a span of 80 feet is required to support a roof. The joists are spaced at 4 ft apart, the dead load is 12 lb/ft^2 , the live load is 28 lb/ft^2 and the live load deflection is limited to L/360 (which is that used to determine the live load limit based on deflection in the Joist catalogue tables). Remembering to estimate a joist weight, use the table provided to select the most economical joist that can be used. (LRFD open web joist charts)
Partial answers to check with: 44LH likely
MORE NEXT PAGE
ARCH 331 Assignment 10 F2012abn
96
10B) If a simply supported 36 ft parallel chord open-web joist has 12 panels at 3 ft for the top chord and the support reactions shown, use the method of sections to determine the member forces in the top chord, bottom chord, and the web for the section indicated in the figure at the section location shown for LRFD design. The joists are 2 ft. on center, the distributed load over the top of the truss is is 25 lb/ft^2 dead load and 70 lb/ft^2 live and the self weight is 12.2 lb/ft. NOTE: Remember that the tributary width for the end joints is only half what it is for the rest of the top joints. (load tracing and method of sections)
Partial answers to check with: top chord = 14.6 k (C) bottom chord = 16.7 k (T) web (diagonal) = 3.8 k (C)
Partial answers to check with:
kL/rx = 57.4, kL/ry = 54.4, Pn/ = 510 k, so...
10C) For the column of problem 10.3.5, assume the roof load is a live load, and the 2nd^ floor framing load is a dead load. Using LRFD design and the tables for the critical unfactored compressive stress, determine if the column section shown is adequate. (LRFD column analysis)
Partial answers to check with:
Pn = 767 k, so...
Partial answers to check with: LRFD: final efficiency > 97%
MORE NEXT PAGE
Problem 10.3.
12 panels @ 3 ft = 36 ft
5375.5 lb^ 26 inches^ 5375.5 lb
over 7.5 ft
( unified ASD column analysis) Assume A36 steel (Fy = 36 ksi, E = 29 x 10^3 ksi)
92 k dead and 14 0 k live and a length Assume Fy = 50 ksi and K = 1.0. (^) ( LRFD steel column design)
wide flange
