Answer:
Decreased risk of structure failure
Answer:
A,C, and D
Explanation:
Potible ladders have to configure with many designs in mind but the most evedent is that they are usally unstable
BRAINLIEST PLS
Answer:
w = 10.437 kips
deflection at 1/4 span 20.83\E ft
at mid span = 1.23\E ft
shear stress 7.3629 psi
Explanation:
area of cross section = 18*76
length of span = 32 ft
moment = 334 kips-ft
we know that
moment = load *eccentricity
334 = w * 32
w = 10.437 kips
deflection at 1/4 span
![\delta = \frac{wa^2b^2}{3EI}](https://tex.z-dn.net/?f=%5Cdelta%20%3D%20%5Cfrac%7Bwa%5E2b%5E2%7D%7B3EI%7D)
![= \frac{10.4375*8^2 *24^2}{3E \frac{BD^3}{12}}](https://tex.z-dn.net/?f=%3D%20%5Cfrac%7B10.4375%2A8%5E2%20%2A24%5E2%7D%7B3E%20%5Cfrac%7BBD%5E3%7D%7B12%7D%7D)
![=\frac{10.437 *8^2*24^2}{3E \frac{18*16^3}{12}}](https://tex.z-dn.net/?f=%3D%5Cfrac%7B10.437%20%2A8%5E2%2A24%5E2%7D%7B3E%20%5Cfrac%7B18%2A16%5E3%7D%7B12%7D%7D)
= 20.83\E ft
at mid span
![\delta = \frac{wl^3}{48EI}](https://tex.z-dn.net/?f=%5Cdelta%20%3D%20%5Cfrac%7Bwl%5E3%7D%7B48EI%7D)
![= \frac{10.43 *32^3}{48 *E*\frac{18*16^3}{12}}](https://tex.z-dn.net/?f=%3D%20%5Cfrac%7B10.43%20%2A32%5E3%7D%7B48%20%2AE%2A%5Cfrac%7B18%2A16%5E3%7D%7B12%7D%7D)
![\delta = 1.23\E ft](https://tex.z-dn.net/?f=%5Cdelta%20%3D%201.23%5CE%20ft)
shear stress
![\tau = \frac{w}{A} = \frac{10.43 7*10^3}{18*76} =7.3629 psi](https://tex.z-dn.net/?f=%5Ctau%20%3D%20%5Cfrac%7Bw%7D%7BA%7D%20%3D%20%5Cfrac%7B10.43%207%2A10%5E3%7D%7B18%2A76%7D%20%3D7.3629%20psi)