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Thank you WinelandV. Understood.

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...

mY BUILDING SECTION AND PLAN. http://files.engineering.com/getfile.aspx?folder=1ac83b9c-cca7-4802-ab61-8d77cfa63dfb&file=4506_001.pdf

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...

See attached. its a good example. that I have been using. I would use drift loads + unbalanced loads to be conservative. I also could not find any documentation of the load combinations or reduction. may be other Engineers can shed some light...

HI all, The client agreed to provide new slab in the building. Now I got one more confusion. When I calculated my initial buoyancy I used 62.4*2'-0". (2' being the flood water height0 I achieved that a 10" thick slab is required. Since I am using a 10" thick slab should I again reconsider...

Hi All, Thank you so much for your suggestions. I got a better understanding of the suggestions and the concept. This is my first time using this website after starting my career 8 years ago. Your immediate responses and your time is really appreciated. I will contribute to other's...

Hi All, thanks for your suggestions. In the book "FEMA 259 Eng Principles and Practices for Retrofitting Flood Prone Residential" by FEMA. in appendix C page C-7 it was mentioned to use floor anchors. I was checking if any of you had experience with anchoring the floor. See attached...

Dear Friends and Technical Experts. I was assigned a task to dry flood proof an existing one storey building. I have calculated the dead weight of the building which counteracts the floatation forces. But the issue I have is the slab on grade. with 2' of flood water the buoyancy forces are...