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...
Does the floor above bear on this wall? There is a concern that the wall above the opening is not engaging arching action due to the location of the opening below the floor. When the floor sees the live load that is was designed for that there could be issues with the opening/wall etc.
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...
The slab thickness is 12" from the center to the radius of 43 feet where it transitions to 1'-6" to the perimeter of the slab. We were not planning any control joints in the slab.
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...
JAE, you are talking gravity only, correct? I should clarify that I am checking shear strength from the Vulcraft tables. Even the example in the diphragm section calculates the deflection, but they never compare it to an allowable deflection.
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?
This situation appears to be slightly different from your usual project in that the owner did not want to pay for a geotech so we are only working with some drilled pier assumptions and depths. As stated earlier, we are requiring a geotech to be hired by the owner to verify our design. Based...
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...
