Can anyone point me to a place in the code (IBC 2006) that says, if you touch the existing building you need to bring it up to code? The situation I have is that there is an existing building that is block with double tee roof. There appears to be no connections between tee's or tees to the...
I am tasked to design a floor to support a 40'+ tall by 13'-6" diameter furnace inside of an existing building. The furnace will only be supported by a elevated concrete slab. My question is in regards to the seismic design and code interpretation. I am looking in ASCE 7-02 and am finding...
I am looking for the seismic load to apply to a non-load bearing wall partition. The partition is 10' tall with roof structure located at 18'.
The IBC 2003, 1620.2.7 states that load bearing and shear walls shall be designed for an out of plane force of 10% of the wall weight or by the use of...
I have a project that is requiring seismic tie beams between column pads per 1999 SBC. I have discussed the design of the tie beam with others in the office and some stated that it should be treated as a column design, while one stated that it should be designed as a beam (the senior engineer)...
I have a project just going to construction and the architect has specified that exposed burnished block be lightweight, instead of normal weight cmu as designed. I have checked the wall designs and everything still appears okay. I have reviewed the codes, but I still feel that there is...
I have a 100 foot diameter tank which holds water and we are requiring the contractor to place the slab for the tank in 4 sections (around 2000 square feet). They have come back requesting to place the slab in one pour. Our concern with one pour is the greater chance of shrinkage cracks.
As a...
Where can I find the allowable metal deck deflection? I am drawing a blank. I have calculated the actual deflection, but I need something to compare it to.
I am working with the 1999 Standard building code and want to know what others intepretation of the code is in regards to footing seimic ties. Paragraph 1804.5.3 states that individual spread footings bearing on soil profile type S2, S3, or S4 and assigned to Seismic Design Category D or E...
Has anyone done work in the Memphis, TN area? We are currently designing a two story structure in the area and have had some issues with the owner and the soils investigation. My initial investigation into the lateral design shows that I am designing this structurure for seismic design category...
I have an exisitng block wall (assume portions of wall are ungrouted) that the owner wants to cover with a brick veneer. Has anyone had any luck attaching brick ties to existing cmu? Are there any other ideas for supporting the brick veneer from the existing cmu?
I am writing a spec for drilled piers. The owner did not provide a geotech report, but through investigation of other structures at the site, we believe that we need to use drilled piers. We are going to require the owner to hire a geotech engineer after the contract is awarded to verify our...
I am working on a structure that has load bearing masonry walls with a hollowcore roof. Where can I find the diaphragm capacity of an 8" hollowcore with 2" topping and reinforcing? Or is it as simple as finding my chord force and designing reinforcing such as in a beam?
I have a interior non-loadbearing wall that is 35 feet tall x 50 feet long. The architect is asking what we can use to construct this wall. He would rather use wood, but wasn't sure if anyone has ever run into spanning wood 35 feet without going to some kind of engineering lumber, such as...
Can someone tell me where I might find some information regarding the allowable settlement of a culvert under an HS-20 loading and a Cooper E-80 train loading. The roadway over the culvert is unknown at this time. Wouldn't the culvert under the rail be controlled by the amount of settlement...
I am reviewing another firms details for a steel stand to fabricated in the shop. They propose to provide 2 anchor bolts at each leg of the stand. If the stand was built in the field, the columns (15' tall) would definitely require 4 anchor bolts. Can someone point me in the right direction...
