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Hi All, I have a small DOD project that requires the door frames be anchored to the wall to withstand blast loads. I was given the following: blast load from charge weight II is 2.24 psi with an impulse of 14.5 psi/msec. Is there any way to convert that to a static load for design?

You guys are fantastic. Thanks. I have AISC's Design Guide 15 and it wasn't anywhere in there.

Thanks anyway SlideRule.....Jones & Laughlin was bought out in the 60's (I think) and since then a succesion of companies ending with Arcelor Mittal have swallowed each other. J&L historical info seems to have been long lost. Since they are hard to read I may have misread the old plans. It may...

Hi guys, I have a project in a building constructed in 1930. The Owner wants to convert the mezzanine into public assembly usage. Original use was office space. The original drawings describe the floor joists as 10" J 8c L's @ 8.96. Right now access is non-existent due to a plaster hard lid...

jike, the lintel is in excellent condition. No corrosion anywhere. This is in a semi-arid enviroment. I agree with welding the tab.

Dik, I would appreciate that spreadsheet. Thanks a bunch guys

ishvaaag, plates are riveted to flanges of C's. Lintel forms a box. Will be welding to web of C's

A client wants to add canopies to his building. The canopies would be attaching to steel lintels supporting multi-wythe brick walls. The lintels consist of two 12"x20.5 'C' shapes with 3/8'' plates top & bot. According to historical records construction was completed in 1898. The earliest ASTM...

Hey guys, Does anyone have any guidance on when double tees may be placed on CMU? Our office rule of thumb is 2 weeks or when grout reaches 75% of f'c. Contractor and precaster are pushing for sooner. Thanks.

Hey all, I've always assumed that wall sheathings such as plywood or OSB, if adequately nailed, laterally brace wood columns in walls. What do you guys think and is there a upper limit to that?

Thanks mjl. I agree it will be low speed. Barrier height is based on other requirements. I assume the 10k is unfactored. Since I don't possess an AASHTO code and I'm not a highway engineer, what are the requirements of TL-1 design?

Hi all, I have a Office/Warehouse project w/ truck docks in back as usual. The site requires an 1100 ft long retaining wall on the north, east and south property boundaries, which is also behind bldg's. Wall has a 3'-6" concrete guardrail on top. Truck access drive and loading docks are parallel...

Does anybody know of an on-line resource for log home construction details?

ChipB, Maybe I'm missing something but it seems to me that somehow the wall wind load has to make it into the diaphragm and has to do so at the eaves. The roof wind load acts as you described with the sheathing acting as sub-diaphragms btwn the arches.

hokie66, You are right I was talking about wind parallel to the trusses. There is a diaphragm. It just seemed to me that with an 8/12 pitch the connection at the wall gets a little flaky and a wind girt would do a better job of transferring the wall lateral load. Maybe the blkg btwn the wall and...

Designing a swimming pool enclosure that has three-hinged glulam arches. In the parallel direction the arches handle the wind load. Since the roof structure will be purlins framing to the arches and not bearing on the perimeter wall I say there needs to be a wind girt at the top of the wall that...

I'm doing a office condo building in Colorado Springs that has a condition I've not encountered before. Most of it is pretty normal, rectangular shape, 138'x66', 4/12 slope hipped roof, asphalt shingles, Pg=20 psf, Pf=30 psf, 2003 IBC. The unusual part is a flat area, approx. 67'x20', in the...

TDAA....helical piers was the ONLY recommendation contained in the soils report. I'm not yet aware of any converstaions between the consultants, contractor and geotech regarding other options. The site is near Colorado Springs. I agree about the tech opening his mouth. If he worked for me it...

Thx for the responses. All helpful as I've come to expect from this forum. TDAA....The geotech is one I've had prior experience with and I'm not impressed. PEinc...their helical pier recommendation kind of baffles me, too. But as I said, I wasn't involved in the design. I don't think water...

Any ideas and comments would be greatly appreciated. An accountant friend of mine wants to construct a small, 2000 sf footprint, two story office building (I was not involved in design). Helical pier foundation with crawlspace. After completion of foundation excavation approx. 2 feet of water...