It is split face so I can not strap to the face. I need typical uplift connection so there will be a lot of them I think holddowns would get expensive. Uplift is approximately 300 plf w/ studs & trusses @ 16" o.c.
I have a two story structure first floor cmu 2nd story wood stud frame located in high wind area. Need to tie down 2nd floor studs to bond beam below 2nd floor wood trusses. Trusses bear on 2x plate with anchor bolts into masonry bond beam. Would like to use Simpson coil straps or simliar...
I have an isolated column that will be in close proximity to where cars will come in and out. Structure is a larger garage/barn accessory to residential. Apart from it being a good idea does any know of a code requirement i.e. ibc/irc for protecting the column from the vehicles? Also, what would...
Looking at a 34' span (short width) 2nd story renovation in which contractor wants to conventionally frame a hip roof. 4:12 pitch no snow but high wind. Maze of existing bearing wall lines below to use but unfortunately mainly parrallel to the potential ceiling joists/rafter ties. Thinking of...
Thanks all for the responses! Sounds like general consensus is 100 psf for a common room am I right? I anticpate far less than 300 people as this is a small alf structure but it sounds like the 300 person reference was a red herring??(although msquared48 in my opinion offers some of the best...
I have an existing assisted living facility renovation where flat wood roof trusses designed for 40 psf live load will be use for the floor system for a second story addition. Part of the addition will be bedrooms and other part common areas (living room) although not specifically addressed in...
This may be difficult to describe without a sketch but I do not have one handy so here it goes: I have an existing 2 story old wood framed structure to which a one story cmu masonry addition was added. On about 50% of one of the addition wall was the original wood frame 1st story wall. Client...
Well its made its way to the truss designer and I have specified for the jack trusses and girder truss sitting on wall to be design for my calculated drag loads. He has called me up and gave me I don't know what your talking about...he is a rural truss plant and admittedly told me I need to keep...
Ron - Thanks for all the great information, interesting point about the ventilation. Wonder if I was reading that awc tech pub right about staggering the joints...I definately agree I would want the end joints on a support. Hokie - Regarding the diaphragm capacity good point I see that if the...
Looking for general formation on 1x, 2x, & 3x lumber roof sheathing. Pro's con's, design considerations, etc.
-I note awc has a technical pub on 2x & 3x but what about 1x what design values do you use for that?
-the tech pub shows some installation patterns where they appear to stagger with ends...
There are two forces that need to be transferred between the roof diaphragm to the wall. The first is bringing roof diaphragm forces down to the shearwall below. These forces which would be in line with the truss sitting on the wall and the shearwall itslef. The question with this force is...
Interested in how others typically transfer load from exterior wall to roof diaphragm when dealing with trusses overhanging a porch. Please see attached detail, initial plan is to use the jack trusses as drag struts and sheath the porch ceiling with 3/8" plywood. Even with the high wind it is...
Thanks for the response. I like the idea but having trouble visualizing how it is detailed. Could you provide a sketch? Curious, do you never do a kicker like this?
Looking for a critque of the attached detail. There few things I am not thrilled about but specifically the kicker brace. I do not like the idea of making them thread the brace through the truss...expecting interference and trouble placing. Considered taking wall studs down to the plate on the...
Structure will actually be located in a small strip of X bordered by A on one side and V on the other so technically it is not in the flood zone altough only a few feet away in the A zone the bfe is several feet above the proposed ffe...figure that one out :-). I am aware of the breakaway...
Thanks all for the great responses...I am heading towards U-block and shoring as this near coast and don't like the idea of exposed steel i.e. power steel products. Its an 18 ft span supporting a 26 ft simp. supp. span of 2nd floor and roof loads...the numbers look like a 24" deep 8" thick cmu...
If one can demonstrate a wall is capable of withstanding load from hydrostatic flood pressure do building codes and/or asce 24 still require flood venting?
With an exposed split face CMU construction what are the options & pro/cons for lintels. Are there any masons who still form up U block and pour? How abour power steel products??
I have a project located in a wind borne debris area and in a flood zone. The structure has several garage overhead door openings. Are there garage doors rated for for hydrostatic loadings?? Are there garage doors rated for wind borne debris?? Are these strctures typically designed as partially...
I am in the midst of a detailed design spredsheet for 1-2 story structures for high wind areas and am need of some inspiration for actual failures....apart from having no uplift tiedowns at all and no gable end bracing...I see so many old structures still standing and can't stop thinking of all...
