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Figure 9a – nailed joint and side view
Problems: supplemental problems (9A, etc.) and from Onouye Chapter 9 Notes: Problems marked with a * have been altered with respect to the problem stated in the text. Multiframe4D or other methods may be used for V & M diagrams and maximums.
9A) A joint similar to that in Figure 9a is formed with outer members of 1- inch nominal thickness (3/4-in. actual thickness) and 10d common wire nails. If the compression force to be transferred to the two side members having 5 nails each board side is 1200 lb, is the connection adequate? (wood connection analysis)
Partial answers to check with: F = 1050 lb
9B) A truss heel joint similar to that in Figure 9b is made with gusset plates of ½-in. plywood and 8d nails. Find the tension force limit for the bottom chord having 12 nails each plywood side. (wood connection analysis) Partial answers to check with: F = 1560 lb.
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Figure 9b
Fy = 50 ksi
( unified ASD design and deflection)
(dead load) (live^ load)
= 30 x 10^3 ksi
L= 16 ’
A
9C) A nominal 3 x 8 in redwood beam is to be supported by two 2 x 8 in. members acting as a spaced column. The minimum spacing and edge distances for the 5/8 inch bolts are shown. How many 5/8 in. bolts will be required to safely carry a load of 3200 lb? Use the chart provided. (wood connection design)
Partial answer to check with: min n = 3.95.
LL = L/260 and LL+DL = L/
Partial answers to check with: (for final section) Z ≥ 66.2 in^3 , Aweb ≥ 0.928 in^2 , I ≥ 674.7 in^3
9D) For the beam of problem 9.1.21, design the most economical beam for plastic flexure (Zx) for the dead and live load shown. Make certain to include self weight. The material has the
following properties: Fy = 50 ksi, E = 30,000 ksi, b = 0.9. (LRFD stress design)
Partial answer to check with: Zx 54.6 in.^3
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3200 lb
3” x 8”
2” x 8”
