Hi -
I have a question about the allowable story drift in ASCE 7 Table 12.12-1. Footnote c has the following:
There shall be no drift limit for single-story structures with interior walls, partitions, ceilings, and exterior wall systems [highlight #FCE94F]that have been designed
to...
I have a question on a 1-story wood frame house that has a center section that is vertically and horizontally offset from the adjoining sides. Please see the attached figure (the image on the left is an isometric view of the house, the center image is a plan view of the roofs and shearwalls, and...
I am working on a 1 story house with a roof that is vertically offset at the center (please see the attached image). As you can see in the plan view, there are also some horizontal offsets.
For the wind loading, I would prefer to use the envelope procedure, part 2 of ASCE Chapter 28 since that...
I’ve been contacted by a potential client about doing the engineering for an addition to their home. I have not yet made a site visit, but I know a few facts:
(1) The house is single story and built prior to 1950.
(2) The construction is wood, the foundation is post and block.
(3) The roof is...
I have a question about applying the wind loads on a house. Please see the attached elevation schematic. The client wants to extend the back porch and support it with glulam posts (the posts will be located where the red line is shown). The porch roof pitch is 8:12.
My question is when...
I've been approached by a homeowner about a job that could get very sticky…
A while back he had a couple of small "buildings" added on to his house (a sun room and a home office). None of the work was permitted.
Now he wants to get things squared away with the county - admit what he did, get...
Hi - I'm working on a project that involves adding a roof to a 2nd story deck (this is an existing house that was built about 15 years ago). I've attached a .jpg file that shows a cross-section.
As shown, the roof will be added over the upper deck. The slope will be 1:12 and extended from the...
Hi - I'm working on a retrofit. The owner is knocking out a bearing wall and replacing it with a beam and posts to support the overhead floor joists.
The floor below is a concrete slab, 4" to 6" thick. The load to each post is about 2400#. If the slab is 6" thick, I can show it good to...
Hi - I have a question about the live load for a pole barn hay loft.
I can't find anywhere in the IBC that specifies what the live load should be for a loft of this type... I was going to use 40 psf, but I was wondering if anyone had some input as to what they would typically use.
Thanks for...
Hi - I have a question about a carport I'm analyzing. Please see the attached .jpg file.
The carport profile and ridge line will match the existing house. On one end the glulam beams will frame into the wall of the existing house. On the opposite end two 6x8 posts will be used (indicated...
Hi - I'm doing a lateral wind/seismic analysis for a garage. The plans call for the garage doors to be positioned close to the west wall (please see attached .jpg file). I'm planning on using the wall segment east of the doors for the shearwall on this front wall. This wall is approximately...
Hi - quick question for all of you shearwall experts out there....
Do you consider roof uplift when calculating the loads for your shearwall holdowns?
What I usually do when calculating my shearwall holdowns is take the unit shear times the wall height, then subtract out 0.6 times the wall...
This is probably a simple question... I have soils report that has peak and residual values listed for the cohesion and the internal friction.
Which values would I use for design (e.g. for a retaining wall)?
Thanks!
Hi,
I'm doing some preliminary layout for a septic system that will be placed on an extremely tight site. The septic tank will be located on the north side of a stream, the drainfield on the south side, necessitating a stream crossing (under the stream bed).
When the transport line exits the...
I have a deck ledger question. The IRC supplement (R502.2.2.1.1) has the following:
"Placement of lag screws or bolts in deck ledgers. The lag screws or bolts shall be placed 2 inches in from the bottom or top of the deck ledgers and between 2 and 5 inches in from the ends. The lag screws or...
I'm designing a deck with the following specs:
Height: > 30" above ground
Material: Western Red Cedar (No. 2)
Fb = 575 psi
Fv = 65 psi
Fc (perp) = 350 psi
Fc (parallel) = 825 psi
E = 1.1E6 psi
Joist size: 2x6
I need to come up with a detail for the deck-railing post connection that meets the...
I have been doing a few lateral wind/seismic analyses on residential wood-frame construction projects. I usually quote the client an estimated fee based on my hourly rate and how much time I think it will take to complete the project (this estimate includes calculations and in some cases...
Hi - I have a question about an engineering certification for a manufactured home. This particular home was installed in the early 90's - it has had a side porch and a front porch added to it. Specifically, I have to provide an "Engineer's Certification Report" that indicates that the...
Hi - I'm doing an inspection on an existing house for which there are no building plans. The foundation consists of CMU piers resting on a concrete footing that is 2' wide by 6" to possibly 8" deep (approx.). Is there any way to tell if the footing has rebar in it?
Thanks for your help!
Table 11E lists the embedment depth in concrete as "6.0 and greater." If the embedment depth is less than 6" (e.g. 4"), do you reduce the design value (Z) listed in the table? If the answer is yes, what is the reduction and where is it specified in the NDS?
Thanks!
