I want to verify the changes I want to make to this attached obsolete detail. I have a HSS col with WF beams coming in from four sides. I can get a thru plate for connection from two sides but I am not sure about the other two sides. Could I use welded plates (as marked up) which are not thru...
Party pavilion, open 4 sides, wood trusses on columns at roof. Location in IL (frost and snow). My question is about my slab on grade mix design. I have the following:
Min f'c = 3000 psi.
Min cement. Material = 520 lb/cubic yd.
Max W/C = 0.40
Slump = 4" + - 1"
Air content = 5.5% + - 1
This is...
Party pavilion, open 4 sides, wood trusses on columns at roof. Location in IL (frost and snow). My question is about my slab on grade mix design. I have the following:
Min f’c = 3000 psi.
Min cement. Material = 520 lb/cubic yd.
Max W/C = 0.40
Slupm = 4” + - 1”
Air content = 5.5% + - 1
This is...
Has anyone ever done a column footing in form of a trench footing rather then a formed one? The question has come up on a project where due to time constraints the contractor wants to do trench footings at walls. That should be OK, I have done that before. But now they are wondering if they can...
Do the new building codes, like IBC 06/09 require the design per LRFD method? I haven’t done a lot of steel design in the last three years as I was doing concrete work full time so I am out of touch with the changes. Am I required to do a beam design per ASD and LRFD of the black book? I am...
What are the major effects of net uplift on a roof deck? I know that I have to show the net uplift on the documents for the joist mnfr to design for, which will end up in extra bridging lines. But what other major issues should I be concerned about? I believe that the 22 ga metal deck connection...
I need some insight on a stoop detail at a door entry. Please see the attached. My question: Is it a good idea to tie the sidewalk into the stoop?
FYI- This is IL so frost heave is an issue.
I am assuming that these are 8” bar joists. I’ll need to field verify but the site visit is a couple weeks away. Also the section shows a 2.5” plain concrete (no mention of rebar or mesh) over “steel forming” on top of these SJs with asphalt tiles on top. Did they actually used to use...
I have seen number ranging from 1500-2500 psi depending on the engineer and the firm creating the drawings. I am used to 1800 psi but was recently suggested by a more seasoned engineer that this may be too conservative and I should use 2000 psi minimum as typically thats a minimum number the cmu...
What are the limits for horizontal/lateral deflection of metal deck under wind loading? I am checking to see if a 1.5x22 Ga deck is OK for use. Using the vulcraft deflection formulas I am coming up with 1.5” deflection at the center. The roof line height is 31’ and the walls are precast. In the...
I am working on a party pavilion with wood trusses, plywood roof, gyp ceiling and wood posts. Posts are 14’ oc and trusses are 2’ oc. The structure is open to the sides.
I am having a very hard time getting the posts to work for unbalanced uplift wind load (fig 16-b of ASCE 7) and the posts...
Please see the attached sketch. This is a proposed frame for a single story structure, the exterior walls are masonry and there are no interior walls for use as shear walls, thus the need for frames. Wind is the governing lateral load (seismic site class B, Chicagoland). I was going to use...
SOG for a BB court in a community center (supposed to be HighSchool grade BB court)with proper flooring:
I have used 4" thick SOGs for autoshops without problems so I think a 5" thick slab should work fine. Any input from folks here would be great.
Can roof plywood sheething be cantilevered? I have a shelter for a golf course where the arch wants to have the 3/4" plywood stick out at the edges by 24". Roof support behind the cantilever is prefab trusses @ 24" oc.
I recall to have read somewhere that you can't cantilever any grade of wood...
I can't recall to have ever fixed the base of wood post. I have a situation where I might have to do that. I couldn't find an appropriate simpson base anchor for that. Is a custom built base plate the way to go? I am thinking of a steel base plate with welded HSS to fit the 8x8 in.
Situation: New addition next to existing construction. There are no documents for the existing building so we have no idea what the existing footing capacity is like. Therefore I am reluctant to place any new loads on the existing. I am proposing the attached detail, basically using a cantilever...
I have a 68x100 gym with flat roof (metal deck on LH joists). Support walls are precast with 2’ parapet (may change). Ground snow load in the area is 25 psf. Per ASCE-7, as I understand it, I am going to check the lowest point on the roof for ponding with primary drainage system blocked. But...
I know this is a very stupid question but I am being bugged constantly by the architect to get an idea for estimate purposes of what the footing sizes would be for a 7 story structure. He keeps telling me to assume rock at 3' depth (river bed in the area). I know what to assume for regular...
Just wanted to confirm that LL for a parking garage is 40 psf (ASCE-7). Seems kinda low, so wanted to double check.
Also, in a multistory parking structure, would you impose full or partial snow load over this 40 psf at the roof level?
