Search results for query: *

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...

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...

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...

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...

Hello, I have a 6 story office building that has a series of interior columns supporting a concrete slab. Floors 3-6 are identical, so the columns stack. At the 2nd floor the column grid shifts, so the columns land on reinforced concrete beams. The building will also be on piles and a grade...

Hello, I am working on a RV storage area that has walls on 3-sides. The client wants to use metal siding on the walls and is hoping to avoid using plywood all together on teh structure. Does anyone know of metal siding panels (or anything similar) that have shear values for wall applications...

Hello, I am working on a building that is to be framed with metal studs. The building is contains wide flange roof beams and metal decking. We are planning on using the exterior walls as shearwalls. These walls are non-load bearing and at some points the roof deck is approximately 35 feet...

Hello, I have a building with a very steep roof. It makes an angle of approximately 79 degrees to horizontal. We are using braced frames and I am looking for some definition about walls vs roof diaphragms so we can figure out the required extents of our frames. Anybody have any information...

Hello, I have a question regarding minimum embedment for interior footings. Per IBC 1809.4 it states you need minimum 12" undisturbed for all footings. In the field it seems as though there are frequent cases where interior pad footings bear directly on the soil with minimal embedment...