Thanks for your quick response. i agree with you on following section 11.7 but still little confused.
So even my Cs is 0.211 i still have to use the 0.01 value as section 11.7 governs. will i be under estimating the lateral forces?
Hi Friends,
Suppose your seismic coeff is more than 0.01 but you are getting seismic category as A as per ASCE7-2005, how will you calculate story shears?
I have seismic coeff, Cs=0.0211 and category A.
If I consider eqn 11.7-1 which is for category A, then it is like seismic coeff I am...
@ RFreund. : That is the same book I have an referred. It only used rigid diaphragm. It gave formula to verify deflection but not a hand calculation method. So I might have to model it.
I got your and KootK's Point. Will review the deflection.
Thanks
So you say even the flexible diaphragm will transfer forces to side walls ? I was referring to other materials " irregular shaped buildings " they only used rigid diaphragm. But they did mention that deflection is the main governing factor.
I have to find a way to manually calculate...
Hi Friends and Experts,
We have an open front structure. Three side masonry shear walls and one side open with roof joists. Inorder for me to transfer the wind and seismic loads I have to make the roof deck rigid. Flexible diaphragm will not transfer the torsional loads. I cannot add any beams...
Thank you all for your support and encouragement.
I made it with in 10% of my boss estimate. Took all your advice and my past experience in how much time it takes for me to do.
The difference in 10% is because of misc meeting times and small difference in company multiplier. I did it with...
Till now I am in the design aspect of the projects. today my manager asked me to estimate the structural fee of a three story steel building with cmu shafts and metal deck building with non load bearing cold formed sin.
BUilding is 200 ft x100 ft.
Building construction cost was not provided to...
Unfortunately its an HSS column. Grout on top of anchor bolts may be a good thought. Let me run through the client.
Thanks again all. http://files.engineering.com/getfile.aspx?folder=66f74d27-91ab-48de-bbc3-499871d9fde8&file=DSCN2857.JPG
Thank you all for your responses. Its an aesthetic issue. Tripping hazard. The side walk pavers top elevation is the same as base plate top elevation. So the blots are sticking up. Just for that reason.
The holes are 1/8" oversized. So I am not comfortable with welding. As kootK has suggested...
Hi ALl,
I was confronted with a situation in the field. The contractor wants to cut the anchor bolts extending past the base plate and weld them to the base plate. I have never heard of this condition.
This base plate is carrying / supporting moment. Very little but has only 4 bolts.
Can...
8" cmu walls are verified and am reinforcing them to with stand lateral forces.
I am proposing to remove the existing slab completely because of the ceiling and elevations issues.
Once again thank you all for a very quick and knowledgeable responses.
aGREE.
I HAVE INCLUDED MY WEIGHT OF BUILDING INTO MY CALCUALATIONS. THE EXSITING WALLS ARE JUST 8" EXISTING CMU AND I COULD NOT RELY ON THEM HOLDING ( TAKING THE REACTION FROM) THE SLAB. THE SPAN OF THE (MINIMUM WIDTH) BUILDING IS 48FT. SO I HAD TO RESIST THE FULL BUOYANCY WITH SLAB FIRST AS I...
DEAR SIDERULE AND JAE THANK YOU FOR YOUR SUGGESTIONS.
I HAVE CONSIDERED THE ABOVE EQUATION AND THE SLAB THICKNESS CAME UPTO BE 16" THICK.
http://www.eng-tips.com/
IT IS WEIRED HOW FEMA TOOK THE BUOYANCY FORCE HEAD TO TOP OF SLAB ONLY. IN THE ABOVE ATTACHED LINK IN THE THREAD.
MY BUILDING...
