phamENG
This will be a new 10' opening in an existing historical main street type building but will not have an arch. Because of floor joists knifed into the wall and window openings in the level above, I am not able to develop arching action over the lintel.
Update:
I am looking at making some modifications to the foundation wall/brick ledge that will allow me to center the lintel on the brick wall and eliminate, or at least greatly reduce, the torsion on the w section.
I'm currently working with a (3) wythe existing brick wall that will require new window opening support. Because of some constraints I am not able to center the new lintel beneath the wall, and am concerned that the load distribution of the wythes will cause torsion in the new lintel. Below is...
The existing roof has a slope of 1.5:12 and the proposed roof is planned to match eave heights a slope up and away from the eave at a slope of 1/4:12 creating a valley. I am looking for clarification as to whether one slope of greater than 3/8:12 and one slope less than would classify the roof...
RPMG,
Is it your view then that if only one of the roof slopes is less than 3/8:12, noted in ASCE 7 section 7.6.3 as the limit to apply unbalanced snow loads to sawtooth roofs, that the section does not apply?
All,
I am currently working on an addition to an existing pre-engineered metal building and need some opinions as to the correct unbalanced snow load to apply to a sawtooth type roof. I am designing according to ASCE 7-10 section 7.6.3. The existing and proposed buildings have different roof...
Currently working on a single story wood framed building in a non seismic and non high wind region using ASCE 7-16 to determine MWFRS lateral loads. The roof is planned to have a 2 ft parapet along three of the four sides of the building, a parapet running down the center of the building normal...
hokie: Yes, dowels will be installed at the control joints to prevent the wall sections from moving independently.
I am leaning towards specifying either SikaFix HH Accelerator or Simpson Strong-Tie ETI-SLV injection epoxy.
hokie: The reservoir is to be poured in multiple sections with water stopped and sealed control joints in between pours. The left end of the wall is a control joint.
MIStructE: I was on site to watch them pour the same amount of concrete on the opposite side of the reservoir, and they poured...
We are currently in the process of constructing a water storage reservoir with 16' high 12" thick concrete walls. When I was on site, I noticed a cold joint approximately mid height and the full length of one of the walls (see the attached photos). The contractor said that they got a batch of...
How does everyone determine the projected shear area, Apv, when determining the masonry breakout strength in the case of an anchor embedded into the top of grout filled CMU wall with the shear force applied parallel to the plane of the wall?
If the anchor is located "far enough" away from an...
Attached is my latest iteration.
The additional plys are attached to the existing column according to NDS 15.3, and the capacity of the built-up column was determined using Kf=0.6 (with Kf=0.5 there is also enogh...
I had initially started my design with NDS section 15.3.3 (nailed built-up columns), but interpreted the section to apply to columns where all plys are oriented in the same direction. I could add the nailers to the opposite sides of the column, but this will not increase d in KL/d calculation...
I am currently working on a project that involves removing the mid-height bracing of a glulam column. The column is 20' overall and attached/braced by the roof framing at the top, and has ceiling framing/bracing at 10' above grade. The project involves removing the ceiling bracing, and...
