We have prototypical steel buildings that has steel joists at 6'-0" o.c. We have an interior brace frame that lies in between two joists. In our details, we have that shows the location with both the steel beam and steel joists. We specifically say that the steel deck to attach steel deck per...
We are designing a residential building in a heavy snow area. The maximum load on the roof (snow+drift+dead) is about 150 psf. Per the IBC, tables 2304.7(3) and 2304.7(4) the maximum load I see is 100 psf (table 2304.7(3)) for 3/4" sheathing.
Is plywood not possible for the loads?
I am...
I am helping in the design of a three story wood building. We have a wood stair at the exterior wall at one end. I am trying to understand the detailing aspect of the stairs in terms of the top plate height. Generally, we show a top plate height at the mid landing and then the top plate height...
We have two situations on project where a 3/4" plate is welded to a tube section on its face. The welds are oversized (more than our calculations). For example, at 3/8" tube wall has a 3/8" weld on its face and a 5/16" tube wall also has 3/8" weld on its face. This is against the code I...
We do a very few buildings in Arizona. We had done a building in 2013 and we had contacted the city and confirmed the ground snow load to be 40 psf. We have the pdf design criteria from the city that shows the ground snow to be 40 psf. We are doing a new job in the city and we downloaded the...
I have a situation where a joist girder sits on a WT that is welded to embed on an existing tilt panel wall. Does the embed take only shear? My senior engineer says since everything is attached, the deck, the joist are in place the connection will only take shear. I feel that the joist girder...
I have a difference of opinion with my senior engineer regarding eccentricity. We have a situation where a double angle connection is used to attach a steel beam to an embed at a concrete tilt panel wall. He says there will be no tension in the embed studs since the eccentricity of the shear...
Do we always need to provide pilasters at girder beams?
I have 7.25" panel - 20'- long - 15' tall with a girder load of 100 k ultimate attaching to it. I spoke to my senior engineer and he told that they have not used pilasters at those loads (upto 150 k). I ran through the analysis myself and...
I am assisting in the design of a tilt panel building. The building has a 7.25" tilt panel that is 39' long and 18' tall with a 3' parapet. There is a 34'x12' opening in the panel with 3' and 2' pilasters on either side.
Are there any restrictions with the size of the opening in a panel? I am...
I have a situation where I am analyzing a steel tube roof beam sitting on steel tube column. The beam is welded to the column. This is an interior beam and is not part of any lateral resistance system per the existing drawings. We are adding a new mechanical unit on the roof. If I design the...
We have an existing building where we need to use an existing equal angle (4x4x1/4) - 7" long at embed otherwise continuous (Leg is pointing down) long to resist a point load of 3.5 kips. The angle is attached to embed plate (welded top and bottom continuous at the leg pointing down) to the...
I have a project where a column pokes through a concrete floor(concrete over steel deck - 5.5 total thickness). It will have the concrete floor all around it. Does this qualify as a brace point ? The floor to floor height is 15' and the total height of column is 29'. Is the unbraced length 15'...
We have a situation where the contractor put a wood post taking 4 kips of load directly unto a 2x wood plate ? I am trying to figure out if this wood crush the wood plate? Is this compression perpendicular to grain ?
We are designing a small addition to an existing building at the 2nd floor. The project was built in 1980. Is the assumption that the found court being a public room results in 100 psf of Live Load hold true with an existing building?
We have a condition on the site where in lieu of two masonry dowels into the footing, the contractor has only one going into the footing. The wall has only rebar at each face. The rebar at each face is required for the out of plane loads. Is this acceptable ?
We are looking to change the loading on an existing building. The existing building has a 3.5" thick floor deck (0.6C conform deck and rest is concrete). There is no reinforcing in concrete. According to the deck catalog with welded wire reinforcing, the capacity is 400 psf. However, there is a...
I have a condition where there will be stress reversal on a 9' tall CMU Wall on the same (outside) face of wall at storm shelter. Is it more pratical to use each face reinforcing or center reinforcing in this case ? I am confused with the value of 'd' for each face reinforcing when there is...
I am reviewing some shop drawings for tilt up panels. Are the cover requirements different than ACI 318. For example, #6 rebar is shown with a cover of 1" rather than 2" per ACI 318.
I am working on a renovation of three story wood building. The owner wants to remove a load bearing wall on the 1st floor. This wood stud wall has load bearing walls stacked on top of it (at the 2nd floor and third floor levels). In theory, if I add a steel beam at the locations with columns on...
Can a tilt panel wall have a varying thickness? I have a girder beam bearing on a tilt panel. The rest of the panel is 7-1/4" thick but at the gider beam I need it to be 9-1/4" thick. Can the panel be formed on the field or will it be difficult for the contractor?
