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Great Note! Thanks for the help

Thank you for the response but I think I was unclear. The baseplate is not the problem. It will be covered with grout (or concrete). My problem is the SIDE of the column. It is a steel building and a structural column. Above the grout level at -8" and below the top of slab at 0'-0" the SIDE...

I've got a project with a 6" HSS column in a 6" metal stud wall at the slab edge. I dropped the footing (-1'-4") and I'm forming and placing grout around the base plate (for concrete cover) after it is installed (top of grout is at -0'-8"). Now what about the face of the column from -0'-8" to...

I'm designing a three story timber apartment building that is supported on a PT concrete podium in Kansas. At a meeting, the contractor said they normally see a "COP system" for shear wall hold downs. Anybody know what the "COP system" is?

Thanks Guys - I appreciate your help. dik - I haven't see the slab itself. But the VCT looks pretty good. It was a retail store (K-Mart?)in continuous operation. Motor City - The interior walls are prefab steel wall that comprise the storage unit walls. I'm thinking they are like a shipping...

I have an existing building being repurposed to a storage facility. The existing slab on grade is 4" It needs to be 7" for the interior wall loading. The owner does not want to remove and replace or cut up the existing to add thickened areas. The existing building was retail. Can I place 3"...

Thanks Tegusi! The window frame is wood and there is a wood tie on the inside of the wall. See attached photohttp://files.engineering.com/getfile.aspx?folder=bcfc8739-7f3f-40e1-bf20-4f0cb3698f33&file=DSC04479.JPG

I'm looking at a church built in 1922. The exterior walls are 3 wythes of unreinforced brick. Near the top of the front gable is a 36" diameter circular window. There is a perfectly horizontal crack in the grout at the CL of the small window extending the entire width of the gable at that...

You guys are great! I appreciate the input. I originally thought option A was correct for the same reasons JAE proposed. (Higher veneer is specifically stated for metal studs but not for wood). As I was typing this post, the building code official called for another reason and I asked him...

ACI 530-13 Sect 12.2.2.3.1.2 says brick height with a backing of wood framing shall not exceed 30' above support. ACI 530-13 Sect 12.2.2.3.1.3 says brick height with a backing of metal studs shall not exceed 30' above support. Above 30' support with non combustible construction at each level...

I'm new to progressive collapse analysis and I was looking for interpretations of UFC 4-023-03 to qualify an existing concrete structure using the tie force method. Section 3-1 says the structural members can be used as long as they can carry the required tie force while undergoing a rotation of...

Thanks for your help cooper. I have a few more questions. My section is a post tensioned beam cast in place with the slab. It is not precast. I'm looking at it as an inverted "L" beam with the rectangular beam and the portion of slab extending on one side (equal to hb < 4 hf) considered...

I want to determine if torison can be neglected in a prestressed concrete beam. It is an externally applied torsional force. Say I'm putting a flagpole on a roof edge beam. ACI318-11 11.5.1 says Tu can be neglected if it is less than φλ√f’c(Acp2/Pcp)(√1+(fpc/4λ√f’c)). The term fpc is...

Clarification...... We are pulling sideways such that the rivet is in tension not shear

Thanks Ron. I called the manufacturer back and he told me it was actually a 3/16" rivet. We are attaching one light gauge member to the side of another light gauge member and pulling sideways on it.

I have a situation where we are attaching a .125" thick light gauge member to a 11" thick light gauge member using a 3/8" steel rivet. Does anyone have a reference that lists the PULL OUT capacity and SHEAR capacity of a 3/8" dia steel rivet in a .11" thick light gauge member? Thanks

Thanks everybody. I appreciate all the help. I do have a follow up question. The wind loads normal to the roof of an open structure include upward and downward forces. When looking at D+.75Lr+.75W for beam and column design, do you include the downward force of the wind with the dead and...

I am designing a freestanding canopy for a gas station in a hurricane region. It has 10 interior columns and a 50'x160' roof. It does not have walls. When looking at wind load, I'm wondering if this is an "open building" (ASCE 7 6.5.13) or "other structures" (ASCE 7 6.5.15). There is no...

Thank You - Always good to have back up.

It is my understanding that when calculating wind load (low rise structures) for MFWRS as well as components and cladding, we must use significantly higher wind loads applied to the parapet versus the much lower wind loads used on zones 4 and 5. ASCE05 I have been reviewing calculations (and...