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Hello, I have a project where we have a concrete on metal deck floor with composite steel beam framing. We had specified f'c = 4000 psi on our drawings, and the mix design we received in the submittal had a listed min f'c = 6000 psi with pretty much all of the test data coming back in excess...

Hello, I have a unique condition that I am not sure how to address some torsion that I am putting on an (E) WF Beam. The beam is spanning across an opening and we want to put a track on top of for some equipment. The equipment load does not align with the centerline of the beam, so there is...

Plan is below: https://res.cloudinary.com/engineering-com/image/upload/v1596033362/tips/Plan_f3tkhz.pdf Seems like maybe the cross tie is purely a diaphragm element and having it anchored to my wood wall for out of plane isn't specifically required. It is just used to distribute the forces to...

Hello, I have a project with a rectangular building foot print of 66' x 120'. It has a wood diaphragm on the roof and wood (shear)walls in the long direction. In the short direction I have (2) 20' long CMU shear walls and wood framed walls for the remainder. The CMU shear walls are not...

Hello, I have a unique project I am working on which involves the construction of a fairly large pallet which will be loaded with some sensitive equipment that needs to be transported. The pallet is loaded onto a truck via the truck driving under the pallet and raising up it's platform until it...

Hello, I have a unique project I am working on which involves the construction of a fairly large pallet which will be loaded with some sensitive equipment that needs to be transported. The pallet is loaded onto a truck via the truck driving under the pallet and raising up it's platform until...

Hello, I have a question with regards to the design of rooftop penthouses. When designing these rooftop structures, do you typically (won't say always) use Section 13.3 for design of the structure regardless of what your lateral system of the roof top structure is (ie cantilever column or...

Hello, I have recently decided to perform some structural engineering services moonlighting from my main work. I don't foresee continuing this for more than a year, so my main question is about liability insurance. I have looked into E&O insurance through ASCE and have a quote for a one year...

Hello, I am working on a steel access bridge project that is under the jurisdiction of the US Forestry Service. The bridge is crossing a stream and will be composed of a steel grating deck with (2) steel WF girders. The requirement of the forestry service is to have 2' of free-board above the...

Hello, I had posted about a bridge question I had earlier, and got some good suggestions as far as bridge deck. I was also looking into using Alaska Cedar NLT panels for the bridge deck. Researching NLT panels, it seems as though moisture content (wood swelling) is of quite concern. My...

Could either of you recommend a decking material? The location is fairly remote, so access is not super easy. Per the project specs, we are only to use un-treated lumber, steel, or concrete. We have a 30' span and 15' wide bridge. I was thinking cedar planks, but I don't think those would be...

Hello, We are working on designing a bridge for a maintenance road where the only traffic would be snow-mobiles or a gator w/ trailer to tow equipment. We do not typically do bridges, so I am trying to determine how I can classify the bridge and determine the applicable live load required...

Hokie So even if my pilasters are not part of the lateral system on the base level you still think it is required to amplify the forces by my ratio of R-values? It seems odd that I suddenly have to design my base level columns for loads that are 60% larger than the loading on the floor above...

Hokie, What do you think the intent of Section 12.2.4 is? It mentions designing members common to the different framing systems using the requirements of the highest response modification coefficient, R. It seems to me like my pilasters would be designed using the requirements (loading) from...

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Hello, I have a question in regards to load application for a building with vertical combinations of lateral force resisting systems. My building is 6 stories with buckling restrained braced frames on levels 2-6 and CMU walls at the base. My question is in regards to the transfer of...

Hello, I am working on a building that is a 6-story office building. The lateral system for levels 2-6 are Buckling Restrained Braced Frames and the lateral system for the base level is CMU walls around the perimeter. Working through the design, I have encountered various items that appear (to...

Hello, I am working on a building that is a 6-story office building with buckling restrained braced frames on levels 2-6 and CMU shear walls at the first level. My building is torsionally irregular, so I am forced to do a response spectrum analysis. Looking at the two-stage procedure...

Hello, We are doing an ASCE 41-13 upgrade to a wood building and need to add hold-downs to the ends of some shear walls to resolve the overturning forces. All Simpson holdown values published are allowable loads and we need to convert them to the nominal value. Does anyone have any references...

Hello, We are doing an ASCE 41-13 Tier 3 seismic evaluation of an existing building to the Immediate Occupancy performance level. We are using the linear static procedures and per the client's request, we are using the BSE-1N and BSE-2N seismic hazard levels for our analysis. When using this...