I posted last week asking if there is a way to increase the size of the pinned end symbols in the graphics display but that post got deleted for whatever reason.
For anyone else interested, I asked RISA and there is not currently a way to do this. However, this has been put in as an...
Can practicing outside of one's area of competence be included to mean not being recognized in a particular State as a licensed engineer in that discipline? However, that same engineer is recognized in that discipline and licensed as such in a different state. This is for a case where the...
I am being asked to stamp drawings with an expired COA number on them. The excuse is that the company will get the registration current again soon. I am refusing to stamp them. Would I face disciplinary action by stamping for a company with an expired COA?
I’m looking for non-shrink product recommendations to fully fill some existing horizontal core holes in a concrete column that are 3” dia x 2 feet long. I need min 5000 psi but it also needs to be flowable to fully fill the holes. Thanks
I have a project with both a separate quality control company hired by the contractor as well as the owner’s special inspector. Our specs have the references to ACI, AISC etc.
I got an RFI to provide the maximum offset permitted in some vertical rebar. My response was to see the specs and the...
I wanted to see how many people here just use the ASCE permitted approximate period for Cs derivation in lieu of using a software calculated period. I’m interested in high rise structures and for cases where the approximate period gives less base shear than the calculated period. However it...
In CRSI (I have the 2008 version), there is no mention of providing minimum stirrups where Vu is greater than phi*Vc/2 in the Chapter 8 joist tables. The example on page 8-9 also does not mention providing stirrups and only compares the shear to phi*Vc. Does anyone know where this is permitted...
I have seen drawings with floor drains indicated on the slab-on-grade/foundation plans (including ones at that do not require the slab to be sloped),and I have seen drawings with no floor drains with a note referencing to see plumbing. What all would be the reasons to show approximate floor...
I have a case where due to very tight arch ceiling and wall interferences I can't install a gusset into the web to reach out and catch an HSS brace connecting to a WF column. The gusset would have to stick out too far from the column web for me to get the required welds to the HSS. Therefore, I...
I have gotten involved in a project where the joists were laid out perpendicular to the roof slope. The slope is slightly over 1 to 12. I am placing bent plate seats so the joists can sit horizontal and giving the joist fabricator the option to provided canted seats instead if they wish...
I have been asked to get involved in a project for a 125 ft chimney. The geotech report recommends rock anchors for uplift under overturning but no rock cores were taken. I haven't seen this before.
The report indicates rock was hit at about 5 ft down and the borings were stopped. The report...
I had a question today that is exactly like this, whether doors should be considered openings in deciding if partially enclosed should apply. thread507-375034.
I found this from an old FEMA document.
Has anyone received an opinion from ASCE about this?
Similar to the subject here thread507-463800, I have been concerned in the past about the shear capacity being compromised due to a lack of flexural reinforcing and excessive cracking. I don't see anything in ACI that addresses it. So, for example if there is no top slab reinforcing in the...
For those of you that provide supports for large exterior ducts on industrial type buildings, does the mechanical engineer provide you with the required duct support spacing or do you determine the spacing and design the duct wall thickness for a given diameter? I’ve never designed a duct before...
We have a floor that experienced the attached cracks. It is a 100 year old clay tile system where they used 8" tile and 2" of topping which created the 10" total depth concrete T-beams as shown on the joist load table diagram on the attached file. The T-beams are spaced at 17" on center and are...
I have a request to use a bolted (pre-tensioned) moment connection for the top flange of a steel beam with a CJP weld at the bottom flange. This is for a splice in an underhung crane that will seldomly be used. The shear plate at the web appears to also require welds based on the crane wheel...
I have been given the attached and was told that after polishing, the slab showed scattered white patches. This is the second time on a trial polished area this has happened. Could this be due to bringing fines up close to the top during hard troweling that have been exposed from the polishing...
The company I work for has doubled in size in about 7 years. We are having a lot of problems with new people not knowing what they are doing and the company has created a quality control department. What this involves so far is:
1. Making project plans that outline everything you need from...
1. I have a situation with a 60 year old one-way slab and beam concrete building where the floor load in an area is being increased. It is causing torsion in an interior beam as the live load significantly changes on one side of it to the other. The beam has open stirrups and ACI requires closed...
I am doing the analysis on roof bowstring trusses from 1943. The attached note I think means the wood was to have 900 psi bending strength and 1200 psi axial but I am not sure. It looks like there may be an "f" after the 1200 psi. The tensile strength of wood is commonly listed as much lower...
