See attached images.
We have an existing building which is changing occupancies and we have to verify if the slab can handle assembly load.
We're trying to make this detail work for strut and tie, something we haven't spent much time on, and wondered if there was a requirement for horizontal...
General question regarding ACI 318 13.5.3 which states the following:
I read the previous thread here ( thread726-155029 ) which seems to be similar to my concern.
I'm running a well known slab analysis software and they have made the claim that the statement made above is not required in a...
ACI 318 13.5.3 indicates a portion of the unbalanced moment from the load combinations is required to be resisted by flexure in the slab within a specific width.
A few questions:
1. Does Safe do this?
2. If so, where is this informatin provided?
3. If not, is there a quick way to generate...
Have a project where I have to check existing capacity of bar joists.
I have tag, have the joist manufacturer helping me out (building is only 5 years old) but have the following questions:
Disclaimer - we do not typically deal with joists/joist girders or structures like this on a normal...
We do a lot of renovation work. This involves a lot of modifications to existing buildings therefore we do a lot of coring and openings in concrete reinforced slabs. We use both GPR scans and X-rays based on conditions at the site, etc.
One building management company LOVES x-rays. This is...
I am running through a renovation of a strip mall and have a few questions for clarification:
1. When doing diaphragm design for E/W lateral forces, do I apply load combinations? So that I would really be using either W or 0.7E (equation 16-10 IBC '03)? Obviously for my shear wall I would use...
I'm designing a retaining wall for a new loading dock.
I have to minimize my heel to a maximum of 1'-6". I have regular loading on one side and a surcharge on the other.
I'm running through the CRSI design guide for the code that applies to this job (CRSI 2002 Guide, Ch. 14)
I think I follow...
I'm looking for a detail at an expansion joint that would allow for movement in the vertical (parallel to the height of the wall) and normal (perpendicular to the height of the wall) directions for steel joist roof deck to a CMU shear wall.
This is a project where we are raising the roof in a...
We have a job where the grout didn't reach specified strength.
I am looking to ACI 530 to determine if minimum grout strength is acceptable at some percentage of f'm or how grout affects f'm. We don't have any prism data to go off of.
Any help is appreciated.
RC
All that is necessary for the...
I have a build a model of a concrete slab system in RISA 3d as a plate submeshed into 1'2" plates. I have a few steel beams that were installed 15 years ago and we are attempting to determine the load transfer to these beams.
My beams are drypacked to the bottom of the slab in real life, and...
I have a situation where I am trying to model the relative stiffness between a set of beams and a concrete slab. I have an 8" slab drawn as plates and supported on column concrete members.
I know with member design you can control the crack factor of concrete members. I cannot find this for...
I have a building built in 1931. It shows a one way rib slab supported by steel beams encased in the rib slab. I have some designations that cannot be found in AISC published data for historical beams. The numbers match some beams, but the exact designation is off, and I'm just trying to...
Does a 3" conduit typically have a 3" outer diameter?
Thanks.
RC
All that is necessary for the triumph of evil is that good men do nothing.
Edmund Burke
I'm not sure if this an AutoCAD issue or more a plotter issue. Our in house plotter (HP430 DesignJet, is old I know, but we just use it for test prints) and we are having issues with a few sheets that won't print out completely, they will either leave off the title block or random sections. I...
Does anyone know any good articles that provide information about expected stiffness/rotation of steel connections? I'm not looking for partially restrained documents, but simply supported non-composite beams and how the connections affect the deflection characteristics of the beams.
I have...
How do I evaluate the tensile capacity of a weld as shown in the attached sketch?
I just can't wrap my mind about it this late at night!
Thanks!
RC
All that is necessary for the triumph of evil is that good men do nothing.
Edmund Burke
In this thread, thread190-97369 , they state the 5000 is an ultimate load. When checking bending with this, we should use the tensile capacity and not the yield?
(Fy=50ksi, Fu=65ksi)
Is that correct?
RC
All that is necessary for the triumph of evil is that good men do nothing.
Edmund Burke
We have some steel where the fitted stiffeners are 5" away from where we'd like them (in a number of beams, the smallest being a W14). I have been looking through the code to find if there is a criteria for how close the stiffeners should be to the anticpated load.
The stiffeners are for web...
In IBC 2003 - Table 1604.3, note f states "The wind load is permitted to be taken as .7 times the "component and cladding" loads for the purpose of determining deflection limits herein."
Anyone know the origin of this note? Is it similar to the serviceability for drift information in ASCE...
A below grade shear wall is specified to be poured monolithically with adjacent columns on a new 5 story building. The contractor has poured 1 column separate from the wall.
What are the issues we should look at for having a cold joint here?
RC
All that is necessary for the triumph of evil is...
