I'm looking at a 8'-0" diameter, 8'-0" tall round tank surrounded by a 14'-0" x 14'-0" x 8'-6"H masonry enclosure. It is enclosed on 4 sides and the top is open. When designing slab and foundations, do I need to consider any wind loads on the tank, or do the walls provide enough buffer that...
I have a client who wants to add an elevator shaft to the exterior of an existing 8-story building. The existing building is concrete. The floors are flat plate with no edge beams. One side of the new elevator shaft will tie into the plate at each floor. The three exterior walls will be unbraced...
Well my initial thought with regard to considering passive pressure was that the section of wall that is only one story below grade opposite the side of the wall two stories below grade would want to move into the soil. I thought I could possibly use the passive pressure that develops as...
I have a building roughly 300’ x 175’. It is built into a hill. There is a concrete foundation wall between the basement slab and the first floor. Between the first and second floor, the north and west walls are concrete and built into the hill. The south and east walls are mostly exposed (at...
I need to support a side load off of (2) 2x12s nailed together with 3 rows of 10d nails at 12" o.c. How do I calculate the maximum point load to the outside face of the built-up member to know if it's adequate or if I need to have more nails added?
Removing the wall was the original thought but with an odd high/low condition, an expansion joint between the two structures and some other issues, this was deemed the lesser of two evils.
I have a new structure abutting a non-loadbearing 12" CMU wall in an existing structure. The existing wall is 50'-0 wide and 24'-0 tall and the tenants want to put an opening that is 36'-0 wide and 18'-0 tall in the wall to allow pass thru from the existing structure to the new structure.
I...
Sorry for the delayed response, I didn't get the e-mail notification. I think I have that fixed now.
The framing is steel--WF beams with 5" HSS columns. 1-1/2" metal roof deck.
I have a single story, flat roof structure with an irregular shape--close to an octagon, for the sake of the question. There is an interior courtyard space, open to the elements. The courtyard is round. As a result, the opening in the roof diaphragm is also round. The opening is about 25% of the...
I found in AISC 360 that knee braces should be treated as moment frames since they essentially function in that regard. The Seismic Provisions consider a knee-brace system as an OMF. This would apply if we were using anything other than R=3. I agree it must fall under the "steel systems not...
We have a low rise building with 16’-0” floor to floor heights. We had intended to utilize braced frames for the lateral force resisting system. However, in working with the owner, we could not agree on a location to obstruct tenant space. Going to moment frames is cost prohibitive. Since there...
I have an open structure with a fabric roof. The vertical supports are tube steel and they are to sit on a base plate anchored with epoxy anchors to a concrete slab. I have been charged with designing foundations for the 16 columns. It is a proprietary structure and the manufacturer has provided...
I have an interior steel stud shear wall (steel studs with gypsum sheathing) with a WF beam that runs over the top of the wall acting as a collector/drag strut to transfer the diaphragm load into the shear wall. What type of connection do I provide between the top track of the shear wall and the...
We have a project where we have been asked to come up with a solution to re-connect existing veneer to the structural back up of a 1928 structure. From what we can tell, the back up is a double wythe of clay tile and the veneer is a series of 4" thick solid concrete panels. The panels vary in...
The owner has agreed to look into the economy of deep foundations. They have a specialist on board who is working with the soils engineer to determine the best installation for the subgrade--but now it's looking like augered piles. The tunnel location is fairly well documented.
I like the idea...
It's a private utility on government property, so everything's a little different. They don't allow any enclosed space over the tunnel but they accepted an open, detached canopy. There is a drive slab that does go over the tunnel. Again, it's 15 feet down to the top of the tunnel, so this load...
We had a project a bit over a year ago that was between black locust and IPE and the arch ended up going with IPE. While I didn't get data until a decision was made, I ended up contacting the supplier for allowable loads and stresses. Have you tried this for the black locust?
I have a project with columns of a drive-thru canopy designed to be set on shallow, isolated footings. However, there is a 10'-0" high utility tunnel that runs directly beneath the canopy. The top of the tunnel is 15'-0" below grade. Even though the canopy columns are fairly lightly loaded (max...
I have designed a building with shallow footings. It is in the middle of the campus and the owner has hired another firm to design an underground utility box culvert tunnel. For the most part this is not an issue. However, at one location, the tunnel gets to be within 6 feet of the outside face...
