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Michel, I fully agree with you and thank you very much for your response.

Thanks Michell, I do have a pipe rail on the top of steel post where 200 # load is applied and glass in ifill panel.However OSHPD wants FS 4 for all glass supporting members.

I do understand using FS 4 for galss, it is a brittle material and FS of 4 is full justified, but using FS of 4 for the supporting steel post is overkilled it will result in a very large section.

CBC section 2407.1.1 calls for factor of safety 4 to be used for all glass handrail support members. We are already using 200 # point load or 50 # /ft load for designing the support members. Is it not FS is already built in these loads.

I have a decorative handrail post 42" high , 4 ft spacing connected to 2-2x4 members at the base. The connection is made thru 2 threaded bolts embeded in the post and lag in the base members. With the moment of 8400 # in and lag screw spacing only 2" it is difficult to use lag screws. Any...

What is the design criteria for designing a high rise window cleaning davit post.

I am looking for construction company specialist in precast arch bridge. I have the one name Con Tech. Any other names in Southern CA ? Thanks

I am checking the design of a 3/4" glass panel. If any one has bending, shear values and E for glass please let me know. One reference is ASTM E-1300. I do not have it. Thanks

It does not tell me the distance from my specific site.

Does any one knows the link or free software wher I can find the location of nearby faults from my site. I have UBC old fault map book but it does not give exact distance.

Thanks for your suggestions. Grout in CMU wall is not filled yet. I may suggest him to add CMU pilaster for additional support. Contractor can dowel in to slab, however do you have suggestions how he can connect pilaster to CMU blocks which are already in place. Thanks again

Can you please tell me exact code section number. Thanks

Where in the code it specifies to increase or decrease the stresses in masonry walls due to special inspection. Thanks

What will be the appropriate surcharge load in PSF for H20 truck load for the design of retaining wall.

What if the they can take out the interior face of CMU wall for bottom portion and pour 16" concrete wall against the existing with dowels.

I think it will be more economical to add another 16" high CMU wall or concrete wall & dowel it to existing. Because past 16" above base wall and reinforcing is OK.

I designed a retaining wall with #7 bars vertical , but contractor used # 5 bars. The bottom of wall (about 16") is over stressed. Instead of demolishing the wall, I was thinking of adding 2 courses of 8" blocks at the base making the wall 16" at the base and vertical dowel into the footing and...

The pans are generally at the center of the stringer, I do not know if the pans can brace the top compression flange.

When designing steel stair stringer, I always consider stringer compression flange unbraced, since light Gage tread will not brace the compression flange like a slab or other diaphragm. The stair manufacturer wants me to design assuming compression flange is fully braced. Any opinion?

Are any Live Load requirements in the code regarding the dead load or live load for the free standing storage rack in the warehouse? My client has couple of racks for storing very light computer parts and the city has asked him to provide seismic anchorage.