Please read belowe:
Facts about the building
SDC - “C”
Seismic Force Resisting System – Structural Steel System Not Specifically Detailed For Seismic Resistance => R=3, ??=3
Analysis used for building design - Equivalent Lateral Force Procedure
IBC 2003 Sec. 1617.4 => ASCE 7-02 Sec. 9.5.5...
I am trying to calculate concrete breakout strength for a pier that is subjected to shear coming from a shear lag welded to the bottom of the base plate.
ACI does not seem to address it and I couldn't find it at the PCI Handbook either.
Can somebody tell me if there is a good reference to...
I am in seismic design category C and I am checking collectors for special load combinations per IBC 2003 sec 1605.4. Per code you are allowed to increase your allowable stresses by 1.7 when using special load combinations. My question is if this stress increase can also apply to connection...
In thread# 726-126245 JAE and others referenced to 2003 IBC section 1620.1.6 to explain which elements of the structure should be design for the special load combinations from section 1605.4.
It is funny but I don't have this section 1620.1.6 in my IBC 2003 or any errata’s and supplements that I...
Dear All,
Is there min beam to beam girder depth ratio that allows you to assume that beam girders bottom flange is braced in case of negative bending?
I have a case that my beam girders are 33in deep and the beams are only 16in.
Thanks
Hi and thank you all for your tips,
I am working on two storey industrial (steel framing, concrete floors)) building 50 ft high, 100ftx300ft with partial basement (75 percent of the building). 1st floor is 4 ft above grade but on one side the grade goes down almost 8 ft bellow finish floor. I...
Hey guys,
I am trying to figure out what is the pullout capacity of a 1/2" dry wall attached to the stud with #8 screw. Is there any literature available?
Thanks
I am doing wind analysis on a building that is 600 ft long 180 ft wide and 50 ft high with 100 ft high tower at the end of it. There is an expansion joint right where the tower starts to separate the lower part of the building from the tower.
I was wondering if it is OK to analyze the 50ft high...
I am designing pipe racks and I was wondering what would be a lateral deflection limit for a moment frame supporting pipes. They are 40- 50 feet high.
Thanks
kris
I am calculating wind pressures acting on masonry walls and I have an expansion joint perpendicular to the wind direction. In this case the wall is experiencing only windward or leeward pressure but I am wondering if I should also account for additional interior pressure.
Thanks a lot
Kris
