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?
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...
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?
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...
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...
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...
I was called in to look at a 5 yr old commercial structure, one story 60'x84' with a basement. Flat site except for west side which slopes up (vehicle traffic surcharge on east and south sides). Wood framed roof and walls, 2-1/2" conc. slab on mtl deck and bar joists at ground level. Basement...
First, thanks for all the help on the previous ret wall/surcharge question. Aggman's response included a method for which I have an another question. In addition to determining the pressure distribution vertically on a wall due to a point load it also determines the distribution laterally along...
Does anyone have a procedure for determining the effects on a cantilevered retaining wall from a concentrated surcharge load on the fill side, including increased active pressure on wall and impact on footing bearing pressure? I have two methods from different sources and neither agree with the...
The local bldg dept inspector told the contractor for one of my condo projects that the pre-engineered wood roof trusses couldn't penetrate the sheetrock and bear on a two hour wood stud fire wall even though plan checker approved the architect's detail of it. The contractor decided, unbeknownst...
(before anyone tells me to, I have already submitted this question to the Post-Tensioned group)I have a 210,000 sf (300x700), pre-engineered metal bldg light industrial project. The soils report recommends PT slabs on ground because of potential for large differential movements. Site has near...
I have a 210,000 sf (300x700), pre-engineered metal bldg light industrial project. The soils report recommends PT slabs on ground because of potential for large differential movements. Site has near surface expansive claystone bedrocks and topography dictates some areas will require up to 28 ft...
In a cast-in-place conc wall containing openings, the wall above and below the opening has to span horizontally under lateral load to the full height portions either side. How much of the wall either side of an opening is considered effective? 2'-0"? Some multiple of wall thickness?
I asked this in the Moment-Frame and Shear Wall group but so far no coments.
I have a 2 story (25'-0" mean roof height) wood framed apartment project with 144'-0"x60'-0" plan dimensions. 1997 UBC, Seismic Zone 1, 85 mph wind, Exp. C. All upper and lower level exterior walls with the exception...
I have a 2 story (25'-0" mean roof height) wood framed apartment project with 144'-0"x60'-0" plan dimensions. 1997 UBC, Seismic Zone 1, 85 mph wind, Exp. C. All upper and lower level exterior walls with the exception of the north lower level longitudinal (144'-0")wall meet the prescriptive...
