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?
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"...
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...
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...
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...
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
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...
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...
I am reviewing a job engineeered by another structural engineering company.
The engineer specified fibermesh as reinforcement for a slab on grade for a premanufactured metal building. He also specified "hairpins" at the columns.
The building was built in October 07 and there are significant...
I’ve got a 520’ x 270’ warehouse with CMU shear walls only on the sides (spaced 520’ apart). All roof framing members span front to back (with intermediate beams). The back of the building is continuous CMU but the front of the building is mostly storefront and has several offsets (as large as...
I have a parking garage with 60' x 20' bays. The owner would like to design for blast loading. Unbonded PT is no good for blast and mild steel is questionable for the 60' span.
I believe bonded post tensionsing is the answer however I can't find any design information. PTI does not publish a...
Problem: Three story non load bearing masonry shear walls. Control Joints at 25' max per Masonry Design Guide. Thus the maximum shear wall length is 25'(and maximum resisting moment arm is 12.5'). How can I qualify these walls in overturning without using a very large wall footing or pouring...
