Search results for query: *

It's usually done with a pick and shovel and much hard labour.

CRSI Handbook has Tables and illustrated examples.

UcfSE: Yes, the EOR shares liability. But why should I incur it in the first place with a questionable design? Redhead

Thanks for the responses so far. Let me clarify two things. 1. UcfSE: I am required to sign and seal the design of the moment connections, so I am not off the hook as far as liability is concerned. 2. JedClampett: The beams have been designed and sized as simply supported. The moment...

As part of my small practice, I often design moment connections for steel fabricators, where the EOR has delegated that responsibilty to the steel fabricator. I am often faced with the problem that rather than give the design moments from the structural analysis, the EOR has a blanket statement...

Squidale: The usual method is a drypack grout consisting of one part cement to three parts sand with only sufficient water to allow the mixture to form a cohesive ball. This is then rammed into place with a 2x4. Most underpinning is done under walls so there is a solid surface to ram against...

I heartily agree with JAE's comment #4. In this office we always try to use the system he notes in comment #3. In particular, you can create some field adjustment for the relieving anle by the judicious use of shims and horizontal slotted holes in the clip angles. The older AISC Manuals show...

The BOCA Code requires submittal of signed and sealed calculations as part of the permit application process. This Code is still in force in many localities.The New Jersey Uniform Construction Code, which has adopted the IBC 2000 as the Building Subcode, has the same requirement. I am...

jheidt2543: Based on your definition, it sounds like you have come up with the "Viagra" solution.

Yes! This is the steel stair "bible". You should find all your required info there.

Live load reductions were certainly allowable for all structural elements. However,they would have been specified in the local Building Code, not in ACI-318. I believe the factored loads for ultimate strength were usually combined into a combined factor of 1.65 for footings, assuming they were...

Haynewp: The easy one first: There are patented devices for holding rebar in place in the cells of the cmu - not cheap though. Also, if you use "Ivany" block, the horizontal reinforcing effectively holds the vertical rebar in place, but not in the centre of the cell. Certainly, the...

National Association of Architectural Metal Manufacturers - NAAMM - Metal Flagpole Manual plus Guide Spec. for Design Loads on Metal Flag Poles should give you all the information you need. For ordering, their fax no. is 312/580-0165 tel.no. is 312/456-5590

Before the days of steel joist hangers, ledger board construction was standard for flush framed beams. I do a lot of work in old and historic houses. The typical ledger strip is a 2x3 nailed to the main beam. The most common problem I see is a slight rotation of the strip away from the beam. But...

Why the assumption that this was precast. I agree with Rich2001, this looks like a cast-in-situ structure; possibly post-tensioned slabs. The Filigree system was very popular for a while in Atantic City, mostly for standard reinforced flat plate high-rise construction. It is certainly...

Don't forget a lot of large and innovative bridge projects are done design-build. This is particularly true of precast segmental and cable-stayed designs.

Just a thought that occurred to me immediately after the collapse. If the Towers had had a slip-formed concrete core, they might have survived.

Most W shapes are now rolled from A992 steel. It is a 50 ksi yield , but with better chemistry for welding than A572. Angles and channels are still being rolled from A36.

In some areas, these are also known as "shoe" blocks.

Definitely yes. The only question is what is the correct value for the contributory area.