Search results for query: *

Thanks, I will update the shops with the screw pattern top and bottom.

KootK, So it would be much more preferable to use welds than screws then? The wall will be fully sheathed on both sides as well.

The studs are attached back to back with screws along with tracks at the edges per the attached file. The beam attached to studs is designed as completely unbraced. Two 12" studs back to back works as the beam. The wide flange was a client requirement...

I looked at the calculations prepared for the project and they are using #10 screws at 12" o.c. to attach the studs together as shown in the shops. Is stitch welding preferred? Is there anything special that needs to done at the bottom track?

I am reviewing some shop drawings where a wide flange beam bears on steel stud columns (3 studs together 8" studs 68 gage). There is a 1/4" thick bearing angle on top of the stud column to which the beam is attached. The studs are welded to this angle. This occurs at the corner of the wall. The...

I have an opening (36" x 36") at the edge of the slab (concrete over metal deck). The beam that is spanning between the joists according to me should take the point load from the edge angle only since the deck spans from joist to joist. One of the engineers in the office, says it should take the...

So the beam will have a LTB length of 8'-0" due to the braces. This would help at the top of the column too. Hence, it's OK to use k as one in both directions?

Yes. This has been the practice at the office. I am new to the firm and wanted some clarification. The other engineer told me he has done projects before where he assumed the LTB length to be 8'-0" due to the braces in a similar situation but a larger span. Vertical stiffeners are provided at...

Correct. The span of the beam is considered from exterior support to interior support. I have wall braces going to the joists at 8'-0" o.c. These braces are located 2'-0" above lintel. I dont know if that can be considered as bracing.

I do have 6" long 3/4" welded studs at 24" o.c. at the top flange of the beam. The masonry course above the top flange is a bond beam. The vertical rebar of CMU does start from this bond beam. In addition, the lintel beam is designed as completely unbraced for LTB.

The beam is 8" wide with a 4" column and we are using a bolted cap plate. I have automatic welded studs at 24" o.c. with a grouted bond beam above.

KootK Would stiffeners plate at beam web above column provide rotational restraint? That was one of the reasons I wanted to use K=2 in one direction.

The steel lintel is designed as completely unbraced. I am not assuming the lintel is braced by the masonry. I will assume K=1 in both directions for the column design.

I have situation where a steel lintel (wide flange) supporting reinforced masonry is supported by a steel column in the middle due to the length of the steel lintel (steel lintel is continuous over the column). Will the column be designed with K=1 in both directions or should column be designed...

BA, I waiting for my boss to give me the direction on where to go on the wood beam. I will suggest the LRFD method to him. If he says yes, I may be needing help. Thanks, Kotor

Update: I just looked at a new section I recieved from the architect today. Good, I am not the only one working on a Saturday. Basically, the arch projects about 5' from the face of the building (in plan view) to form the tunnel feel. In elevation, the projection itself is also about 5' deep...

The beam is about 7% overstressed. I have never really used LRFD w/ wood design. I will try it on Monday and let you know.

Florida was fine. But, explaining the live load problem(s) as per the other thread to the owner was a real pain. So I should design the beam as a simple span of 40'. Isnt the curved length its entire length (half a semi circle)?

Sorry guys, I was in Florida. We just got revised backgrounds from the architect and it seema a lot has changed since I was in Florida. The walls are now revised to ICF walls. The openings size has been increased to 40'(end to end) and now it is a elevated complete semi circular arch supported...

JAE is right, the current code does not allow for slope reduction. We had to go to Florida (we are based in New York) and talk to the owner and the city representative regarding the beam. We just got back today. The owner does not want to budge with regards to the beam and the city is fine...