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 cowski 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. masterdesign

    Axial capacity of HSS with slender elements per ASIC 360-22

    Ah, good to know! I changed my calculation to 50 ksi and it's still off by a few kip. I just can't figure out what I'm doing wrong.
  2. masterdesign

    Axial capacity of HSS with slender elements per ASIC 360-22

    271828 - Thanks for looking at it! I am using AISC 325-14 which has Fy = 46ksi for HSS. Not sure if this is updated in the newer version or if possibly you are confusing Fy = 50ksi for the W shape tables. Appreciate the consideration either way!
  3. masterdesign

    Axial capacity of HSS with slender elements per ASIC 360-22

    I'm working on a spreadsheet to calculate the capacity of HSS columns following the procedure outlined in AISC 360-22. For HSS without slender elements, I am getting values which match the tables in AISC 325. However, I can't seem to match the values for columns with slender elements. I'm close...
  4. masterdesign

    Deck edge line obscuring beam result - RAM Structural System

    This is in the context of a steel framed building. In the modeler, when your deck edge is set at 0" offset, the line is drawn basically on top of your perimeter beams. Generally not a problem, but when I am viewing color coded beam design results, I can't see the colors of the beam lines...
  5. masterdesign

    Cross-grain bending with bounded diaphragm

    Thanks all!
  6. masterdesign

    Cross-grain bending with bounded diaphragm

    Well the confusion here is likely that I am unclear on when cross-grain bending occurs. I know that if this whole overhang wanted to pull away from the structure and the ledger is the only point it is attached, that is classic cross-grain bending. I guess my question is: if this overhang wanted...
  7. masterdesign

    Cross-grain bending with bounded diaphragm

    Thanks for the quick response. The HSS8x4 is part of the primary structure. The HSS3 1/2x3 1/2 which are perp to it are cantilevered off the face of that. So that is how it is attached to the primary. Definitely not using the ledger to hold this to the primary. My comments on the steel frame...
  8. masterdesign

    Cross-grain bending with bounded diaphragm

    We have a project with overhangs that are desired to be very thin. It is a mixed wood/steel structure. To accommodate this, I am thinking of using an HSS steel frame with 2x4 infill. Each interior face of the HSS frame will have a ledger for boundary nailing. However, the steel frame itself will...
  9. masterdesign

    ASCE 7 wind pressure on overhangs

    Lex - The sum would apply when you are looking at the attachment of the roof framing to the superstructure, say a roof clip on a wood truss (shown in pink below). The sum I am referring to is the roof pressure and soffit pressure on the overhang portion, which both apply when looking at the...
  10. masterdesign

    ASCE 7 wind pressure on overhangs

    Thanks to everyone for the responses. Dave/Dan - this is what I needed to hear. The simplest explanation is usually correct. I just questioned myself because the equation with the GCpi term has been in the code for 3 cycles. Learning - to the first part of your comment, some overhangs will see...
  11. masterdesign

    ASCE 7 wind pressure on overhangs

    I understand the C&C wind pressure on roof overhangs is the sum of the pressures on the top and bottom surfaces. The equation in ASCE 7 is p = qh*(Gcp-GCpi) where Gcp is defined as "the sum of the GCp of the overhang's top and bottom surfaces". By defining GCp as the sum of the external GCp...
  12. masterdesign

    Calculating deflection in SCL

    Thanks for the great references! I will review.
  13. masterdesign

    Calculating deflection in SCL

    I looked for a thread on this but didn't see anything. If this has already been discussed, please kindly post a link. Just noticing this in TJ-9000: I use excel spreadsheets to calculate my beams. Does anyone have a reference for calculating bending + shear deflection for other loading...
  14. masterdesign

    [WOOD] In plane force distribution based on 4.3.5.5.1 exception

    Thanks for your replies! Applying reduction before distribution makes sense. (just venting now) None of these references show how the distribution method would apply for a given force. They only look at capacity. Which I understand can be used to infer, but the point of a worked example is to...
  15. masterdesign

    [WOOD] In plane force distribution based on 4.3.5.5.1 exception

    ...sheath, 8d common, 6" edge nailing v allow = 730/2 = 365 plf Wall 1 h = 8 ft b = 8 ft h/b = 1.00 < 2 No capacity reduction Design capacity = 8*365 = 2920 # Wall 2 h = 8 ft b = 3 ft h/b = 2.67 > 2 Capacity reduction = 2*3/8 = 0.75 Design capacity = 3*365*0.75 = 821 # Distribute forces based...
  16. masterdesign

    [WOOD] Shear transfer using bottom plate nailing only

    Drift: Thanks again for your responses and the links. To your point - I have never seen anyone add load to the diaphragm nails either. As well, I have always seen the shear transfer fasteners from the wall and the diaphragm treated separately. This is precisely my point. In order to do the...
  17. masterdesign

    [WOOD] Shear transfer using bottom plate nailing only

    Drift: Either the floor sheathing is involved in resisting the bottom plate nailing, or it is not. Case 1 - floor sheathing does resist bottom plate nailing There must be a load path. Bottom plate nail > floor sheathing > floor sheathing nailing > rimboard. Demand on floor sheathing nailing...
  18. masterdesign

    [WOOD] Shear transfer using bottom plate nailing only

    ...penetration into the rim joist." This implies the rimboard alone is being treated as the main member. Now, if minimum penetration is taken as 6*d, then 16d box (3-1/4" long) and 16d common (3-1/2" long) nails do meet the minimum. But I presume he means minimum as 10*d corresponding to full...
  19. masterdesign

    [WOOD] Shear transfer using bottom plate nailing only

    Drift: thanks for your response. Haven't heard of sheathing negatively affecting nail strength, can you link me to some references on that. My assumption is that if the rimboard and sheathing both have G = 0.50, and they are adequately fastened together, then one could assume they are...
  20. masterdesign

    [WOOD] Shear transfer using bottom plate nailing only

    ...Table 12N, assume floor sheathing acts compositely with rimboard as main member. Nail capacity = 141 # (NDS Table 12N) Connection capacity = 141*1.6*12/8 = 338 plf The connection of the floor sheathing must account for the composite action. Assume Floor sheathing nailing = 10d common...

Part and Inventory Search

Back
Top