Below are my assumptions for doing a response spectrum analysis and design. Any comments would be appreciated.
1) Perform modal analysis per section 12.9 of ASCE 7-05.
Response spectral ordinates Sa as defined in 11.4.5 are scaled by dividing them by (R/I).
2) CQC method is used for...
Below are my assumptions for doing a response spectrum analysis and design. Any comments would be appreciated.
1) Perform modal analysis per section 12.9 of ASCE 7-05.
Response spectral ordinates Sa as defined in 11.4.5 are scaled by dividing them by (R/I).
2) CQC method is used for combining...
IBC 2000 / IBC 2003 Table 1617.6.2 shows a building response modification factor "R" for a dual system of IMRF (I assume it could be of either steel or concrete
material) with Ordinary Reinforced Concrete Shear Wall as 5.5.
In the same table it shows, R = 5.0 for an Ordinary Reinforced Concrete...
Can anyone give some information on the cost and time involved in testing of a typical SMF / IMF connection? There are pre-approved connections, but not for all member sizes.
Thanks in advance for your response.
My question relates to SMRF joints section 21.5.3 of ACI-318-99.
Q1. When checking the joint shear, is it required to consider the gravity beam reinforcing framing in to an SMRF joint?
If answer to Q1 is yes, below are few more related questions. I have an SMRF in one direction and a...
My question relates to SMRF joints section 21.5.3 of ACI-318-99.
Q1. When checking the joint shear, is it required to consider the gravity beam reinforcing framing in to an SMRF joint?
If answer to Q1 is yes, below are few more related questions. I have an SMRF in one direction and a gravity...
In a low risk seismic zone, can a flat slab / flat plate system be utilized as a Special Moment Resisting Frame System?
My interpretation is that we can utilize flat slab/plate system only either as an ordinary moment frame (OMF) or an intermediate moment frame IMRF). Is this a right assumption?
One of the building we are designing is located in a low seismic zone, but because of poor soil type and building occupancy type IBC 2000 requires us to use a Special Moment Resisting Frame System. My understanding is that irrespective of the seismicity level since we are using a Response...
My question is how to interpret IBC2000 section 1614.1.1 item 2 additions to existing buildings, which states that:
"The addition does not increase the seismic forces in any structural element of the existing structure by more than 5% ....".
Question: When we are checking the existing...
Does the IBC2000 still permits using AISC - Type II connections to resist lateral loads (seismic / wind). An engineer in our office is looking at using these for a new building to be built in Seismic Design Category "C". These connections do not meet the sesimic detailing requirements of AISC &...
This question relates to braced frame connections at the base plate / foundation level.
For OCBF or SCBF meeting the requirements of IBC2000 / AISC 97 seismic detailing requirements, brace connections are designed per AISC section 13.3 or 14.2 part I, to develop the expected tensile strength...
Hi all:
I have an existing 6 storied building with lateral system comprising of braced frames (Chevron, diagonal, X-brace)in the upper 3 floors and precast shear walls in the lower 3 floors. Upon evaluating the lateral system I have found that some of the braces and most of the connections...
