Reference thread507-111215
I have an old house remodel where we need to attach hold down straps to an existing concrete basement wall. The wall is 6" thick and appears to be in good condition, but is likely unreinforced or minimally so. Based on past local experience I am certain the concrete...
I have a single story residential home with hollow 8" CMU block walls and wood framed roof. Client wants to add wood framed 2nd floor. It is a 27' x 30' box with upper and lower walls aligning, so pretty simple job. There are existing wood framed lower level additions on 2 sides, so only the...
I do not wish to belabor the pros/cons or likes/dislikes of epoxy anchors. I deal with a lot of remodels, so they are a necessary evil. That said, when the guys run into rebar with their drill, the obvious options are: 1) move to the other side of the stud pack (where possible) and try again...
I am considering splicing (2) 2x12's together in order to get a longer rafter, but also get the bending strength of a double rafter. 24' is the typical stocked length in our area and I have a roof that has a 25' span. The dead and snow loads require 2x12 DF2 @ 12" o.c. I would like to splice...
Referencing thread337-254770
I am designing a lumber diaphragm using NDS Table 4.2C for 2x6 T&G Horiz Lumber Sheathing and seeing an allowable shear value of 50 plf. This is fine with me, but there is no indication anywhere in the NDS that I can find that dictates the maximum spacing of the...
Can anyone comment on how conservative (or not) the old ASD method of designing a 12' span steel beam with timber deck bridge would be compared to the new AASHTO LRFD methods? The existing concrete abutment is in fantastic shape so will not need to be modified. We just want to slightly widen...
thread176-326107
Does anyone know whether the minimum MWFRS wind loads (16psf walls / 8psf roofs) listed in 27.4.7 are ASD or LRFD? I assume LRFD, but not sure. If so, i would need to multiply by 0.6 in order to compare it to the calculated loads. Funny thing is that most local conditions...
I am a residential and light commercial "structural" engineer (PE). I have used QuickRWall by IES for several years now and like it. I'm getting ready to upgrade and am considering Retain Pro. Does anyone have any comparitive experience with either or both of these? Others?
Thanks,
I have a client who cut the rotted end (about 24") of a 2x4 rafter out and spliced a 2x6 back in its place, but he only lapped them about 36". Inspector obviously doesn't like it. With old homes in our area, the Engineer can present information to the building dept that states that a...
Can anyone provide a good design example to calculate the shear and moment capacity of a 2x12 joist with a 4" hole drilled 2.25" up from the bottom? I have figured the max shear and moment at that location, but I am not sure how to get a correct capacity. I did calculate an Sx = 24.8 in3...
thread507-285010
BAretired,
In referencing the "tie-force" .pdf you attached to the original referenced thread, I have a question.
When I look at it using trig, method of joints I think it is, I get a different value for T, which was my original "mistake" of twice the force you calculated...
I see that ASCE 7 requires an R=1.5 for cantilevered columns. This job is on an 85 mph Exposure 'D' wind site, and the structure is really light, but seismic still controls over wind because Cs = 0.488, even with taking 0.7E as a load combo!. It does not seem right that wind should not control...
I am designing residential concrete walkway planking that spans between 2 p.t. wood beams. These panels will be 2 to 3" thick, 16" to 24" wide and span about 4'-6" c-c of beams. The builder wants to form them on site (yes, we talked about all of the quality control issues - he is a very...
I have been allowing my timber frame guys to use single vertical lag (or GRK or Torx Screw) thru 4x or 6x timber rafters as a hidden uplift and shear connection over a beam or top plate bearing. I do not see comments on this type of connection in wood books regarding shrinkage cracks. See...
Does anyone know of a GOOD reference for cantilever wood diaphragm design examples? Also, for a 3-sided building, i.e. 3 sides with shear walls and one "open" or window wall?
I am looking at a tiny 12'x18', one story cabin that has slab on grade under the back third (12'x6.5'), and the rest...
A continuation of thread337-225812...
I have typically spec'd all covered framing lumber to be kiln dried, or have max. 19% MC. 6x and pressure treated material can have a higher MC, which can lead to pretty noticable warping and shrinkage. Is my spec of max. 19% a reasonable spec for...
refer to thread507-105386
Similar situation, but simpler. 13'-4" between rafter supports. 27" vertical dimension (based on 4:12 roof pitch) from ceiling joist to ridge. 40 psf total S+D loads. Rafters @ 4' o.c.
Rafter reaction = 1066 lb.
Summing moments about the ridge I get the tension...
a continuation of thread 256-257568
I have debated over what is best to use for residential basements for years now. I ended up using a (cantilevered) retaining wall design because it was too much hassle to have the guys in the field build and make the connection to the floor diaphragm before...
I have done a fair bit of timber engineering, but I am not quite sure how to ACCURATELY calculate the shear value of an 8x8 HF2 p.t. post that has been spliced with a 7/8" diameter x 24" long threaded rod, embedded 12" into the center end of each abutting post.
My task is basically to develop...
I am looking for some guidance on designing a steel beam that is "S-Curved" in plan view. The beam is approx. 30' long, the max. offset from a straight line connecting each end is approx. 3'. This beam supports one edge of a residential floor that is open to below (joists hanging flush to...
