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the pole is located near the coast so there is significant wind load the ASD load combinations I'm using to check deflection is 1DL + 0.6WL. should I create a seperate load combination which will be 1DL + 1WL for only service loads? I have the boundary condition as fixed but I am providing a...

Reference Thread: thread507-214648 Hey guys so I am designing a monopole which is 104' tall. I am using stainless steel as my material and am tapering it to avoid any vortex shedding which may occur. I'm not too worried about the pole being overstressed but I am worried about the deflection...

I have a existing 10" wall close to 10' tall around the perimeter of a proposed building. the existing grade around the concrete walls varies on one end it is flush with top of concrete wall on the other it slopes as low as 2' above the top of the footing. the area in question has the existing...

Sorry I'm pretty new at this forum posting so bear with me. I am currently modeling an existing slab system. There are columns spaced at roughly 24 feet on center and a couple Walls supporting the elevated slab. My questions: 1). Am I required to model the entire building in RISA Floor or...

here is what i have so far the uplift force per anchor is about 2kips so i am using HDU2 holddownshttp://files.engineering.com/getfile.aspx?folder=cbfc9149-7893-4178-89d1-2c6337b0e97f&file=conn.pdf

yes i have the glulam designed to take the anchor loads and i was thinking of using lag screws for the holddown anchors do you think that will be sufficient enough. the thru bolt option might interfere with the beam to post connection.

I have a two story wood framed building. the second floor cantilevers 4'-0" past the wall below. there are segmented shear walls that occur at the cantilevered portion of the second floor. the shear walls sit on a Glu-lam which is supported by a steel post at both ends. Am i allowed to anchor...

would using metal plates and lag/wood screws work? I was looking through the AWC NDS and there is a section for dowel type fasteners.

I have a situation where there are two 4x6 post both 8'-0" long. The posts are spaced 8'-0" center to center. I have a 2x4 member below a window at 3'-0". There are two 2x4 members framed diagonally from the post to the center of the window and braced by another 2x4 in the middle. the...

I was just wondering what the difference is between the two. Are there significant withdrawal loads each can withstand? I have a set of plans which calls out that "ribbed structural nails, not glue coated shall be used." is there a standard or code that reinforces this statement? I also want...