I need a sanity check.
Situation presents itself in several construction types, particularly with load bearing precast wall panels and masonry load bearing walls.
For the joist bearing side, I am of the opinion that a continuous angle must be present to transfer diaphragm forces from the...
We are in the preliminary stages of a project and the architect inquired about the use of steel decking supported by open web wood joists. We notified them that on the surface, things seem OK, BUT we were concerned on whether or not information was available to provide diaphragm capacities as...
OK. It seems we are catching alot of flack lately when designing lintels and jamb columns for new openings in existing CMU buildings. The openings typically vary in size from 14' to 38'. We added wind columns and bearing columns to break up the spans on the long openings. The issue seems to...
I am looking at three different resources on the design of concrete shear walls. The shear portion isn't an issue as it is fairly cut and dry. All three resources figure the flexural capacity in different ways. The NCEES SEII example 260 seems almost too simple. The IBC Structural/Seismic...
I am working on an existing steel framed building (design drawings dated 1962) where two different deck systems are listed on the drawings as"
"Inland Deck BB 16-16" - Multiple span with beams at 10'-0" on center. Per details, the deck is 3" with either 2" or 2-1/2" concrete
"Inland Deck BC...
I have been charged with designing a room containing styrene and associated pressure. I am currently trying to size the blast panel opening. I have the FM Global (insurance company) requirements for the design and they state that NFPA 68 may be more conservative. NFPA 68 does not list styrene...
I have been charged with designing a room containing styrene and associated pressure. I am currently trying to size the blast panel opening. I have the FM Global requirements for the design and they state that NFPA 68 may be more conservative. NFPA 68 does not list styrene (or by any other...
I am curious as to what fellow engineers use as presumptions regarding lateral support of angles in bending. I am looking into AISC 13 Chapter F, Section 10.2 on lateral torsional buckling of angles.
Specifically, I am looking at a continuous angle that spans between the ends of roof joists...
Our firm is looking into Newforma for use as project management software....shop drawing logs, transmittal storage, email storage, client contacts etc etc. We are about 36 employees and are strictly a structural engineering firm.
The issue at hand is that, from what I have been told...
I am curious to see if anyone has any articles or other information referencing actual measured live loads in comparision to code mandated live loads. I seem to recall reading an article some time ago stating the a structural rarely sees anything over 12 or 20 psf. I know that is vague but I...
I am designing steel roof members for a church. The roof is full of gables and also some flat areas. The gables are framed with light gauge steel trusses while the flat areas are framed with precast plank. In certain areas, the trusses and the plank are both supported by a single steel beam...
I am analyzing an existing building in which the architect proposes to place a fitness center. I am currently going to use 125 psf LL for the floors but have unable to find any reference or code verifying 125. Can anyone lend assistance as to whether or not 125 will be sufficient and possible...
We are renovating an old building and came across of a concrete arch floor system, which was typical of the construction at the time. We are trying to locate any design information that may be available on the system to make sure the structure will be fit for the new occupancy.
Thanks.
Pat
We are designing a new 2-story timber assisted living facility. There is some question/concern regarding the wind load design. The best description of the building geometry would be two crosses skewed from the horizontal (X) 10 degrees. The two crosses are joined by a non-skewed corridor...
I have been looking at ACI 12.4 regarding development length of bundled bars. I am a little confused on the proper way to figure this. If I am looking at a 3-bar bundle consisting of #9 bars: ACI 12.4.1 says to increase the individual bar ld by 20%, which would equal 1.2ld of a single #9...
I have been searching for information regarding load factors for snow loading in combination with dead and live load. IBC calls for 1.2 D + 1.6 L + .5 S but then says any load comibinations that do not include seismic forces shall be governed by ACI 9.2 (IBC 1605.2.1). However, ACI does not...
I need to design piers to support a pump for a water treatment plant but I am unfamiliar with a proper way to quantify the vibrations that may be caused by the pump. Is there a proper way to equate the vibration into a lateral force? Where can I find information on machine vibration and how to...
I have been comparing the AASHTO development lengths with the ACI development lengths. The AASHTO dl's are still using the 1989 ACI code to determine the lengths, but ACI adopted their current ld equation for the 1995 code (I believe). It seems to me that the current ACI code is giving ld that...
I have limited experience with cantilever retaining walls and was wondering what the general procedure regarding shear at the base of the stem is? CRSI uses a bent bar over the theroretical 45 degree crack of the shear but 3 different text books I have do not show any shear reinforcing...
We have had some discussion in our office over the proper way to calculate the effect of buoyancy on a 18' deep wet well (5' dia with a 8'x8'x12" bottom slab). Such topics of discussion include: whether or not to use the submerged weight of the soil on the foundation or the dry unit weight...
