Greetings,
I have been asked to evaluate an existing building that has 4' wide (stems @ 24" o.c.) double tees that span 27 feet and some span 36.5'. The short ones have 12" deep stems and the longer span tees have 15" stems. They are mid to late 1960's and in Southern NC, near Charlotte...
Does anyone know the reinforcing requirements for concrete vaults used for sheilding medical equipment's radiation?
Two foot thick walls are specified by the hospital for a High Density Radiation Vault and up to 6' thick walls around a Linear Accelerator Vault.
Also, is there a special high...
WDM (Structural) Sep 18, 2003
I am inspecting an old road bridge made from (6) 36" wide double tees. The double tees are 19" overall depth, 5" flange thickness, webs at 24" on center, with (2) 0.5" strands in the bottom of the webs. The bridge was abandoned and moved...
I am looking for design criteria for designing industrial storage racks. I am primarily looking for impact forces to rack posts from fork trucks and seismic factors. Any help is appreciated. Thanks in advance. WDM
In IBC 2000 for Special Moment Frames reference is made to AISC's Siesmic Provisions part I and III. In order to design Special or Intermediate Moment Frames column to beam connections, cyclic test results are required for similar projects. Where are the test results available?
I am looking for insight into the best way to connect multi-level PT concrete floors to concrete shear walls. I'm told that using standard hooks from the wall into the slab is not desirable as it may cause cracking during slab post-tensioning.
One engineer suggested using oversized sleeves...
I'm looking for the most comprehensive, easy to read design/construction publication available concerning seismic retrofitting existing buildings? Any recommendations are appreciated.
A coworker is researching seismic design for a potential overseas project. USGS data indicates the area has experienced earthquakes as large as 7.6 on the Richter scale. Historically, this is similar to the seismic activity in the San Francisco area. No codes or seismic design information is...
Does anyone know what the live loading would have been on a 1956 library floor in the Southeast USA?
The oldest code I have access to (mid 1980's)indicates 125 psf. I am analizing this existing waffle slab for new compact shelving loads of 200 psf. Thanks
