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...
AISC Steel Solutions has answered that this is not a limit state they consider for coped beams because:
"It is felt that the flange will provide enough strength to preclude these failure modes..... This issue has been discussed by the Manual Committee. and at this point we have not chosen to...
The questions is specifically about shear rupture. Not a block shear failure. If we can, let's stay on topic. In calculating the gross shear capacity of the beam we strictly use the area of the web. So I'd like to pin-point where AISC may say that we specifically do not need to check rupture of...
I agree with you all about checking it. I relayed this to the connection designer and he said he will get more info as to why it need not be checked, something regarding test info by AISC and prior communications with them. Fundamentally though, I believe it should be checked.
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 <...
JAE, I see what you mean on page 3-136. Another question then, if we are checking the column between base and level 2, why are we not considering the load from the link ON level 2, and only considering the links on 3,4 and roof?
I have attached Example 3.14, 3.15, 3.16 and 3.17 if that helps.
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...
Thanks for the paper Willis. Have downloaded and will review.
Hokie, whether the load is 1% or 2% our problem is the same as this is a high KL/r issue. We have decided to provide kicker bracing to provide lateral restraint at center span to the roof beams. This will provide us adequate...
JAE,
Thanks for the thoughtful response. Regarding your suggestions;
1. We have not discussed with an erector or contractor yet, but I agree with your point.
2. I have thought about this but may be difficult to control deck attachment in the field to have such a pattern... We may insert beams...
Our chord load is 2000k. We assume only beams framing into panel points provide bracing for compression. To provide this bracing we are designing the beams providing the bracing for 2% of the chord force. This equates to 40k load at each panel point.
