Thanks everyone. This website is a great resource. Yes, the restraint is what causes the cracks.
In the middle of the wall, at the bottom, the stress would be highest and I would anticipate finding a crack starting just above where the bottom of the wall meets the base. A crack could be...
My boss and I have been going back and forth on where a concrete shrinkage crack propagates from. Our concrete wall is 8" thick and 100 ft long and 4 feet high. It is poured on a footing that is assumed to have no further shrinkage... i.e. fixed. The wall is heavily reinforced, but we still have...
RIGHT, MINUS SIGNIFIES PRESSURE AWAY FROM ROOF SURFACE. CNL IS POSITIVE, WHICH WOULD BE TOWARD ROOF SURFACE ON LEEWARD SIDE. I'M STILL GOING WITH 1.1+.9=2, BUT TO ME THIS STILL READS INCORRECTLY. THANKS FOR YOUR COMMENT.
I'm working on an open gable structure. When I read Figure 6-18b in ASCE 7-05, for a 45 degree pitched roof, open structure, Case A, Clear wind flow, I get Cn of 1.1 and Cnl of .90. In the notes below, note 4 says that "plus and minus signs signify pressures acting towards and away from the top...
Can anyone recommend a method or updated tables that reflect the new phi factors (.65 ties, .70 spiral) in the universal column interaction tables in the ACI Design Handbook. THe most recent tables I have been able to find are from the 1995 Handbook, which uses the old phi factors for...
When using the unbalanced snow loads in accordance with allowable stress design Section 2.4 of ASCE 7-05, do you use .75*Wind and .75*unbalnced snow (Equation #6)? Or full wind on full unbalanced snow?
Thanks
anyone know where I can find in ASCE how to calculate the natural frequency of a building for wind? (flexible vs. non-flexible.... 1 Hz criteria) Can I use 1 / the approximate building period from seismic section 12?
My question is in regard to the design of a steel OMF connection. For architectural reasons, we have provided beams and columns that are much larger than required. The plastic hinge will form in the column. My understanding of AISC 341 is that I must design using the force delivered to the...
Can anyone direct me to a quick and dirty way to calculate and/or reference the section modulus (or moment of inertia) of a masonry wall not fully grouted (say 32" o.c.) for in plane bending.....?
Can somebody explain to me why one would use metallic grout? Often times in specs I see "use non-shrink metallic grout". I think I can see why one would not use a metallic grout, due to possible staining issues, but what are the benefits of using a metallic grout.
Thanks
