I have an upcoming project where the face of the CMU in a segmental retaining wall has degraded. In one section, you can see the interlocking pin for the CMU and the gravel is slightly coming through.
I suspect the freeze\thaw cycles as the main culprit in the degradation of the materials. The...
O.K. This is a little bit embarrassing...….
In my 25 years of structural engineering, I have never had to call out a crane rail on a drawing. Do I just say ASCE 70 CRANE RAIL? Or is there a standard for calling them out?
Thanks in advance.
Hey all:
I've been away from the threads for a while. Sorry...
I'm evaluating a building using this standard. In Chapter 7 of ASCE 41-13, it defines the Gravity Loads, Qg as 1.1(Dl+0.25LL+SL). It does get a little bit further in defining what to use for torsional effects, etc, however, it...
OK, so a while back, I wrote a formula in my Green Bible er, I mean book, that I had come across. Unfortunately, what I didn't do was write down the resource. Most people would say it's bogus, b/c there are so many variables involved, but when the contractor is looking for a number for...
See the attached sketch.
The middle bay members are obviously to be designed using the 2.0 overstrength of collectors. My question is concerning the braced bays. There are varying opinions around the office that the struts are part of the SLRS and not collectors. Therefore they are not to be...
We are doing an expansion at a power plant. I have a 3x2 pile cap which is 3' thick w/ #8@12 E.W.:
X X X
|-|
X X X
which is apparently not good under the new loading conditions. (FWIW, it is not sufficient under the original loading either.)
I didn't have access to the...
Ugh! This one is ugly. Some condominiums I looked at last week had masonry parapet walls. I was told these blocks were "cinder" blocks and not concrete. It appears moisture has reeked havoc on these walls. Huge sections have spalled, and the area around these sections was crumbly.
There are...
Based on 2000 IRC, the masonry stem wall doesn't appear to require any vertical reinforcing (In seismic areas A,B, & C)by code. Is this correct? If so, the anchor bolts don't have a continuous load path down to the footing.
I ask as I am investigating a foundation failure, and, the homeowner...
I went to a house a contractor was building. The garage area had about 5 feet of backfill with gravel present. This is where he was going to pour his slab. The wall cracked while he was tamping it with his track hoe sitting in the middle of it (imagine that). The wall was constructed out of...
Anyone know where to find information on the amount of force that may be transfered through wood dowels given the species, diameter, embedment into main member, thickness of side member?
I can't seem to find it in any of my books.
Thanks in advance,
Chip B
I've got #8 bars for a retaining wall, but, the dowels used 48" lap splice I called for on the plans are only sticking out of the footing 38" to 40". I can mechanically lap them at $50 a piece, or, I can weld per the above AWS specification. I don't have this code, but, I'm willing to bet it's...
I have a high foundation wall (27'). I have a basement floor framed in so that it's unbraced for approx 17'. I don't remember my reinforcing because I did this a while back. I called out for truss-type joint reinforcing at every other coursing, and spec'ed for ACI 530.1 and ASCE 6 for...
I am designing a 12' high ret. wall. The block's f'm=2000 psi. It's 12" retaining wall block which is the type with grooves cut into it for horizontal reinf. My reinf. steel's Fy=60ksi. I called out for #8s @ 8" for vert. reinf. 3" from the soil side. The contractor wants to use a lesser...
Anyone have any suggestions on what would cause numerous vertical (9) cracks in a 10' poured solid 12" CMU wall. I originally was thinking shrinkage, but they are spaced too close together in my opinion for it to be that. Some of the cracks (2) do increase in size as they go up the wall...
I've always used the the worst moment and shear possible listed in the Civil Design book by Seelye (great book if you don't have it!)for my span when designing residential bridges.
i.e. Span=24';M=144 k*ft (H15); M=144.5 k*ft (HS15);
M=192 k*ft (H20); M=192.7 k*ft (HS20);
->use 192.7 for...
I am designing a cmu basement wall that has a retained soil height of 11'-4" (12'-0" overall). It is restrained at the top by the first floor framing, and at the basement by a concrete slab.
Ok here is the problem, the sill plate (southern yellow pine) at the top of the wall needs to...
I am designing a cmu basement wall that has a retained soil height of 11'-4" (12'-0" overall). It is restrained at the top by the first floor framing, and at the basement by a concrete slab.
Ok here is the problem, the sill plate (southern yellow pine) at the top of the wall needs to...
I'm analyzing an existing roof of a warehouse. I have a beam that is supporting two bar joists. There is NO kicker from the bar joist bracing the bottom flange against twist, however, it appears that they considered the bar joist as bracing in the weak direction. Is this standard? The axial...
