Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations MintJulep on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. mark_1155

    Slab Overstress - The Real World Affect?

    Wall above is gyp shear wall. It will likely be first to show signs of cracking. 70%, I don't know if too conservative. Most engineers would likely take the depth of slab from top of flutes (3 1/2), and spread the load at a 45 degree from edge of wall to edge of wall and check slab. If no good...
  2. mark_1155

    Slab Overstress - The Real World Affect?

    How do you quote when replying? I see the option on my phone but it never posts on my phone. So only can post on a computer. He's saying 1'-9" offset is "close enough". Bearing wall runs parallel to main beam, 1'-9 offset center to center.
  3. mark_1155

    Slab Overstress - The Real World Affect?

    They are wood walls, sheetrock. It's going to deliver the load direct to that slab. I didn't run any calcs at first, just mentioned was a bad idea to leave out the steel. Let's say we take that load, spread it over 3', include first floor loading, make an assumption the inner 1.5' sees 70% of...
  4. mark_1155

    Slab Overstress - The Real World Affect?

    How much? I'm going on recollection but allowable M was around 50k-in (LRFD). Dead load just as one way slab was about 70k-in (likely low on dead load also, I used 20 but each floor has gyp 1 1/2). Put in the live load between 3 and 4 times over allowable (actually with LRFD and 1.6 factor, make...
  5. mark_1155

    Slab Overstress - The Real World Affect?

    His exact words... It's close enough.
  6. mark_1155

    Slab Overstress - The Real World Affect?

    XR250, I assume some distribution as well and 2 way action. But I think what's going to happen is 1/4" cracks at all beams and then a plethora of spider cracking in that area. Over time I think creep will set in and there will be very unhappy condo owners. The EOR says it's fine, I say it's...
  7. mark_1155

    Slab Overstress - The Real World Affect?

    MIStructE... I'm fairly certain some people can chime in. The only spec. I forget was 6x6 W2.1 mesh called out. Yes... the calculation of bending was done for various loadings (just dead, dead and a little live, etc.) and all bypass any composite deck span table... by a lot.
  8. mark_1155

    Slab Overstress - The Real World Affect?

    Was wondering your thoughts on what these numbers with the attached layout would physically do to the structural slab? It's residential loading on that level with a bearing wall above. Slab is 5" with composite deck, 1 1/2", 20 ga, headed studs exist on beams at about 12" o.c. Loads from...
  9. mark_1155

    Strap tie holdown fix

    NDS is the standards for nailing. I'm sure it wouldn't be in compliance. Cutting out the buckle and welding back together is a fix but no framers carry welding units. How about just sending nails through the buckle and try to flatten it out?
  10. mark_1155

    Strap tie holdown fix

    I think it would be ok to renail it. Tell them to fill existing holes with wood filler. What's the cause? Plate shrinkage, if so, how long did it take to bow?
  11. mark_1155

    Wood shearwall holdown at elevator shaft

    Go to any job site with transfer level and four floors of wood above. You will see masonry elevator shaft walls 40' high well before floors are framed. One reason being they are well rated for fire. 30 kips upflift, gotta have like 3 kips or so per foot going through a plywood shearwall. How...
  12. mark_1155

    Wood shearwall holdown at elevator shaft

    Why is block not going up the four floors? Thought it was code.
  13. mark_1155

    Design Procedure for double angle bolted column with eccentricity

    I am replacing those columns. The problem is other similar columns are going to be exposed by gc and I want to show, through numbers, it's a very bad idea.
  14. mark_1155

    Connection for CMU wall to existing hollow core plank

    Here's a good visual. It shows a good way to connect with rebar with your current situation and also shows the plank bearing pads which is used to help distribute the load. http://www.saramac.com/corporate5540/corporateFiles/243/B-07Layout1(1).pdf?width=640
  15. mark_1155

    Connection for CMU wall to existing hollow core plank

    Bent #4 dowels grouted into hollow core and block is a good detail.
  16. mark_1155

    Design Procedure for double angle bolted column with eccentricity

    These are some failing ones. I want to be able to put that eccentricity into numbers and analyze the rivet connection and the bending failure in the steel. The floor below that one is similar. I want to know how to analyze the failure so I can analyze the other columns in this building if they...
  17. mark_1155

    Design Procedure for double angle bolted column with eccentricity

    I think capacity is likely around 10 kips for this configuration. There does not seem to be an easy way to really nail it down, at least the information I have. 25 kip ft of moment I just know the rivets don't work. What d to assume to get a force through the rivets? The rivets aren't failing...
  18. mark_1155

    Roof Ledger Board Attached to Wood Wall

    simpson sds screws have published shear values from wood to wood connections. It's likely around 150 pounds per screw for your situation. https://p.widencdn.net/r5ahu1/C-F-2019TECHSUP-p44and51and79and114and129.pdf
  19. mark_1155

    Design Procedure for double angle bolted column with eccentricity

    This is 140 years old built up angles, 4x3 doubled (3/8), 4x3 doubled (3/8), 3/8 web connecting the two 3" legs with rivets at 7" o.c. (closer at the top). Columns are 16'. They look like they all should have been braced in a wall that was exposed over time. Beam seats which set eccentricity at...
  20. mark_1155

    Design Procedure for double angle bolted column with eccentricity

    I'm looking to do a calculation for a double angle column that is buckling. I know it's because of the eccentricity but all design examples lead me to a concentric approach. Any software that can add the eccentricity to verify? Thanks

Part and Inventory Search

Back
Top