I have several MT-SCBFs I am designing the connections for. I have determined several of the members do not meet the requirements of D1.1 for b/t ratios. My question is when do the webs of beams, columns, and/or struts have to meet the h/tw limiting ratio? Depending of the axial load, several...
thread507-422360
I have a one-story structure with stacked X-bracing same as the referenced thread above. I am not understanding how it is not a K-brace. The definition from AISC Seismic Design Manual (5.2) states: where a brace frames to a column at a location where there is no out-of-plane...
I have a project where beam to column web connection angle have been fabricated (bolted-bolted) but are on 4" C/C and will be impossible to install. Is it acceptable to change to bolted-welded using the already fabricated angles that have holes in both legs. The angles will be shop welded to the...
I have a general question about uplift on a fully grouted masonry wall. I am looking at FEMA 361, Second Edition / August 2008, page 6-26 (166 of 374) Figure 6-4. Here is a dropbox link to that page:
https://www.dropbox.com/s/5zjiqca8qo8v1it/FEMA%20361-Figure%206-4.pdf?dl=0
This is a diagram...
I am trying to determine if my interpretation of the wind pressure distribution for walls in ASCE 7-05 is correct.
Method 2 - Any Height:
Only the windward wall pressure varies with height "z". The leeward and side wall pressures should all be calculated using the mean roof height "h" to...
What does everyone think about this? I uploaded a PDF of the article. I am not sure if it worked.
Here is a paragraph from the article:
"Critics now accuse the group of covering up engineering mistakes, downplaying the need to alter building standards, and using the investigations to protect...
How do other engineers out there deal with light gauge framing? Do you design and detail everything or do you consider it a specialty item and require the GC to provide stamped shop drawings and calculations. I would like to start treating all light gauge as specialty items. On load bearing...
I have 45' tall 12 cmu wall. This wall supports a roof and stage rigging system. The loads I have calculated are:
Dead Load - 1000 plf
Roof Load - 1000 plf
Live Load - 1620 plf (for the stage rigging equip.)
Wind Load - 17 psf
I have determined the wall should be reinforced with #6 at 16" on...
Is determining the roof slope and location of roof drains/scuppers the structural engineers responsibility or would you consider that part of the architects job?
signed
investigating career opportunities in dish washing.
How does a hairpin resist thrust. From a design example I have, the hairpin transfers the thrust into the slab, then slab to WWF which acts as a tension tie to the opposite hairpin. This approach seems valid until I looked at our control joint detail. The WWF is supposed to be discontinuous...
I am designing a simple stair stringer that spans from landing to landing. The stringer is 18'-6" long (horizontal). The tread width is 3'-6". I am using LL=100 psf and DL=50 psf. Also I am using "Metal Stairs Manual" NAAMM STANDARD AMP 510-92. The manual states: "Stringers are considered...
I just finished talking to an architect who ask me if having a steel stud of a lighter gauge than shown in a certain UL assembly violated the UL rating. I told him that it was an architectural issue. He acted like I just didn't want to my job. Do any structural engineers out there determine...
I am currently designing a 32'-0" tall, 12" block wall supporting long span roof joists. I have determined for my loading conditions that #5 at 24" o.c. is adequate for strentgh. When I presented this to the boss he thought deflection might be a problem since the wall is backing up brick. I...
Do you have to apply the reinforcement location factor of 1.3 (ACI 318-02) for horizontal bars in a concrete wall which are spaced less than 12 inches on center? I have applied this factor to all the horizontal reinforcing, however two different rebar detailers have stated this factor does not...
We have been asked to accept or reject concrete walls in a wastewater treatment facility where the contractor has placed one of the reinforcing layers at mid-depth of the wall instead of 2" from the face of the wall as required. Assuming that stresses are OK in some of the walls, is there a...
What is the largest slab penetration allowed without reducing the effective flange width in a composite slab? Does anyone know of any references that discuss in detail penetrations in composite slabs?
We have a project with an elevated 10" concrete slab. Before the pour the contractor put the reinforcing in on chairs then a layer of 1" conduits side by side and then a layer of 2" conduits side by side with no room for concrete to get to the bottom of the slab not mention the area of concrete...
Hi all,
Does anyone have a copy of the SBC from the 60's or early 70's? I am analyzing a balcony/gallery and it does not work for 60 psf live load. I was trying determine if a smaller live load was required 35 years ago for a balcony.
Any input would be appreciated!
J
