Thank you for the input. In the 2013 CA Building Code, there is a table under "Retainer Plates" that gives limits for the maximum guide rail deflections relative to its supports but I do not see anything in the CBC that overwrites the 1/4" maximum deflection of the supporting member noted in...
I am tasked with designing some HSS members to support the elevator guide rails on a building with high floor-to-floor (24 ft). The elevator rails cannot span this distance on their own and so we would like to use HSS6x6 columns to support the rails. The issue is deflection. The elevator...
We are tasked with temporarily bracing an existing building during retroftit work. We are getting some push back on what seismic loads to use for the bracing design and want to gain a better understanding of ASCE 37-14 Section 6.5 Earthquake. The project is in California.
Section 6.5.2...
We have a situation where the contractor has screwed up during the stressing operation and instead of stressing the 1/2" diameter 270 ksi ultimate strands to 0.8 of fpu (216 ksi or 33kips) they have stressed many of the tendons beyond theoretical yield of 0.9fpu and in one or two cases beyond...
I want to find out if anyone has used diagonal coupling beams above an opening in a single story concrete shear wall (per ACI 318-05 Ch. 21)? What were the detailing ramifications?
I have used them in multi-story applications where the force demands just below the roof did not require the...
I want to find out if anyone has used diagonal coupling beams above an opening in a single story concrete shear wall (per ACI 318-05 Ch. 21)? What were the detailing ramifications?
I have used them in multi-story applications where the force demands just below the roof did not require the...
