What is the opinion of substution of reinforcement bars for a reinforced concrete beam. The drawings call for 2 - 25M and 3 - 25M bottom bars, and the contractor wants to substitute one 25M bar (500mm2)with 3 - 15M bars(600mm2). There are the obvious issues of sufficient clearance for concrete...
I have a building with a standing seam metal roof in an area with a high snow load. The standing seam roof has been installed with snow guards to prevent snow from sliding down the roof. This snow guard is fastened to the standing seam which in turn creates a shear load on that standing seam...
What is the rule of thumb of how many threads on the bolt should be past the face of the nut in bolted connections for steel framing?
I found the answer once some time ago and misplaced that tibbit.
Thanks in advance.
I have question about choosing the correct dow hi load insulation. Insulation is required under a mat foundation for a unheated warehouse to minimize frost penetration in northern Canada.
The question is in choosing the correct type of insulation, hi -40, hi-60 or hi-100 for the warehouse...
tfl, is that value for beam capacity the Mr value or Mr', the value at unbraced length, and the lenght given is the point where the in rigid frame the moment goes from positive to negative moment?
I need some assitance in determining the values for moment connection designs. We have to provide the value of the moment connection at the joints that are fixed in a rigid frame for the steel fabricator to do the MC design. I used P-Frame Lite to complete the rigid frame analysis and have all...
I think its time for an updated discussion on what's available for structural engineering software. I did some thread searches that went back to 2000 and 2001 and there is nothing current.
Our firm is looking to update its software, we currently use TEDDS, The Calculation Pad for Professional...
Can anybody point me to some literature on the design of concrete piles caps to steel piles? Anything available on the web? I have some steel driven piles installed for a gas bar canopy (substituted for a franki / compacto piles)and asked for the contractor to have the pile installer verify...
I would like justification to determine the location of a pour joint for a concrete beam and wall. The wall is approximately 2.0 meters high supported on piles, which is designed both as a retaining wall (elevation differnce between finihsed slab and outside grading )and beam to support the...
To all, thanks for the info. To update you on what happened, the contractor cored the footings and had the cylinders broke. The hurdle was 80% at 14 days. Now the CSA allows the concrete to be deemed acceptable if f'c is within 85% at the 28 day break, etc, etc. Therefore, design f'c = 25...
Thanks for all the feed back. Some of you have mentioned durability and sulphates. The concrete is type 50 (sulphate resistant). Does this have any impact?
I should have given more info. Specifications of concrete slump was to be 80, at site it was 150. Air was to be 5%, and it came it at 7.2%. Also the concrete was poured on a day of 28 C.
The amount of concrete to be pulled out is four footings two at 1500 x 1500 and two at 1800 x 1800...
I have received the test results for a seven day break at 11.3 MPa. The design strength is 25 MPa. Based on the seven day break being 65% of max strength, the 28 day break should be 17.4 MPa.
The low concrete is for a canopy pad (with pedestal above) for a gas retail site.
I have proven...
I am doing a design that involves the modification to an exsisting wood glulam beam in a canopy (3 spans, 2 continious & 1 cantilever). The column supports are being moved to new locations, thus the continious spans are increasing and the cantilever span is decreasing, so the glulam has to be...
