Hi, I have a question regarding the use of the overstrength factor for diaphragm and chord reinforcement. The building is a precast parking garage and is classified as seismic design category C. The latest edition of ASCE7 indicates overstrength is required in the design of collector elements...
I am trying to find an answer while reviewing calculations of shear connections. In my connections with bolts at webs of supported beams, the flanges in some cases are not coped. Do we need to check shear rupture for the net section of the web even though there are flanges present? I have always...
In working through some practice problems for the SE exam, I came across a difference in how to calculate the available tensile capacity of a bolt subjects to shear and tension. RSCS would be per equation 5.2 and rearranging to solve for Max tensions allowed would yield Tu <...
I am having an issue understanding example 3.17 of the Seismic Design Manual. On page 3-137, when calculating the required column strength in accordance with section 15.8 (at bottom in page), we need to calculate the strength of the column to be greater than the sum of shear reactions from all...
I am going to be taking the SE and want to purchase the SE reference manual. There are already 7 editions published and the newest is $250-$300. Was hoping to buy the 6th edition for half the price, but there is no information regarding what codes are included in which edition. I am taking SE in...
Hi, I am working on a building that has an elevated rigging platform. There will be a network of cables provided above this rigging level which a person will be attached to in the event of falling. We are not the EOR of this protection system, however, we are not being provided any information...
Hi, I am designing a long span structure with a curved roof. The have deep trusses with wide flange chords oriented sideways. Our unbraced length for the weak axis of the chords is equivalent to our panel points. We have provided beams framing into each panel point with 1 infill beam between...
I am involved in a project that is coming in over budget. We are trying to come up with some cost savings ideas. I am wondering if it is conventional to eliminate pile cap formwork and just pour extra concrete into the excavated hole. Based on the cost estimate by a third party, the formwork is...
