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 TugboatEng 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. ProgrammingPE

    Weld Sizing - Blodgett vs. FEA

    Blodgett is using AISC's 1963 Specification which had allowable stresses of 13,600 psi for E60 and 15,800 for E70. The 1969 Specification increased the allowable stresses to 18,000 psi for E60 and 21,000 psi for E70. These match the allowable stresses still used today. E60 Allowable Stress =...
  2. ProgrammingPE

    Bolt clearance

    There's 3 distances you need to concerned about when locating a bolt in a flange (using W8x10 w/ 3/4" Φ bolts in calcs below): 1. Minimum edge distance per Table J3.4 Edge Distance = (bf - g)/2 = (3.94" - 2.25")/2 = 0.845" < 1" Section J3.4 says "The edge distances in Table J3.4 are minimum...
  3. ProgrammingPE

    Live Load Reduction and One-Way Slabs

    I was not suggesting that uniform loads whose load path gathers them into a point load (like at beam end reactions) cannot be reduced. (They absolutely can. Table 1607.12.1 refers specifically to columns.) The concentrated loads that cannot be reduced are the loads that are applied as...
  4. ProgrammingPE

    Live Load Reduction and One-Way Slabs

    Live load reduction only applies to uniform loads. You can't reduce concentrated loads.
  5. ProgrammingPE

    AISC-Steel Construction manual - Table 7.1 Bolt Pre-tension vs Available tension

    There's a Steelwise article about high-strength bolting that may provide some insight into this. This suggests that the bolts that are able to survive the pretensioning process are acceptable since they did not fail under combined tension and torsion, and the torsion will be removed. The...
  6. ProgrammingPE

    Flare Bevel Groove Weld Detailing

    How did you come up with an effective throat of 5/16"? In accordance with Table J2.2 (Effective Throat of Flare Groove Welds) per AISC 360-16, R = 2*t for HSS and Effective Throat = 5/16*R for Flare Bevel Groove Welds (SMAW, FCAW-S, SAW). R = 2*t = 2*3/8" = 3/4" Effective Throat = 5/16*(3/4")...
  7. ProgrammingPE

    Block shear with odd bolt patterns

    That's a good point. If Ubs is less than 1, then you need to use the minimum of the shear and tension values since either could still control. (It's probably also worth mentioning then that the AISC commentary gives you the option of using Ubs = (1 - e/l), which may help.)
  8. ProgrammingPE

    Block shear with odd bolt patterns

    For a section in tension with staggered bolts, once s²/(4g) is greater than the hole width, skipping the staggered bolt has a lower capacity than taking the diagonal path. This is because the decreased area that you get for passing through an additional bolt hole does not make up for the...
  9. ProgrammingPE

    Unreinforced Masonry Allowable Flexural Tension Stresses Table

    This is not true since head joints are significantly harder to construct than bed joints. Quoted from the article: "The reason head joints typically have lower bond strengths than bed joints is related to the orientation of the mortar joint when the walls are constructed. In running bond...
  10. ProgrammingPE

    Yield Moment (My)

    Since you have two different yield stresses, either the flange or web may yield first depending on the exact dimensions. In order to figure out the Yield Moment, My, you need to determine the moment that yields the flange, as well as the moment that yields the web, and then use the smaller...
  11. ProgrammingPE

    Flare Bevel Groove welds

    You are permitted to provide an effective throat that is less than the values listed in Table J2.2. The point of that table is just to give you the effective throat dimension for when a groove is filled flush, which accounts for the depth of fusion of the weld in the tiny space between the two...
  12. ProgrammingPE

    AISC Table 10-1 and 10-10

    This is all correct. Figure 2 and Figure 3 that you provided need some corrections, though. The dimension for determining if eccentricity is required is from the nearest face of the support (same as dimension "a" in Figure 10-4a of the Steel Construction Manual), but your drawings are showing it...
  13. ProgrammingPE

    Angle with load on leg - bending analysis

    T continues to increase after prying action begins, but the moment at 2 does not change. It remains equal to the plastic moment capacity of the base plate, which is the moment that caused the hinge to form and prying to begin. The increased tension does not increase the moment at 2 since it gets...
  14. ProgrammingPE

    Live Load for Roof Areas Used for Assembly

    "Table 1607.1 - Minimum Uniformly Distributed Live Loads" of the 2018 International Building Code has the same Occupiable Roofs - Assembly Areas category, and it has a footnote that tells you that Live Load Reduction is not permitted. Structural Engineering Software: www.structuralcentral.com...
  15. ProgrammingPE

    Structural Calculation of Guard Rail

    SE2607, you can add quotes by following the example below: It will look like this: You can add the brackets using the icon of a person with a speech bubble or just type them yourself.
  16. ProgrammingPE

    Unbraced length for LTB - beam design

    The ANSI/TPI 1 (National Design Standard for Metal Plate Connected Wood Truss Construction) requirements for tension perpendicular to the grain (Section 7.5.3.2.1 in the 2014 edition) require connections to extend past the centerline of the supporting member by some distance relative to the...
  17. ProgrammingPE

    Unreinforced Masonry Allowable Flexural Tension Stresses Table

    The other two categories (Tensile Stress Parallel to Bed Joints) are for masonry that is spanning horizontally. For masonry not laid in running bond (typically a stacked bond pattern), the head joints get ignored, but you can consider a continuous section of grout if it is there. Take a look at...
  18. ProgrammingPE

    Plate subjected to weak axis shear along with strong axis shear, axial and bending

    Equation 9-1 in AISC's Steel Construction Manual comes from a journal article written by Bo Dowswell called "Plastic Strength of Connection Elements". The manual shows the simplified version for in-plane loading only: Mr/Mc + (Pr/Pc)² + (Vr/Vc)^4 ≤ 1.0 You will need the full version that is...
  19. ProgrammingPE

    Reinforcing development

    In the Ktr calculation I did above, a 12" wide section was being considered so that Atr was the area of one #5 (0.31 in²) since the bars are spaced 12" o.c. This 12" wide section has 4 wall dowels spaced 3" o.c. being developed, so n = 4. If you are suggesting multiplying Atr by the number of...
  20. ProgrammingPE

    Reinforcing development

    The splitting plane you are showing in the above post is also correct. Your drawing shows the view looking down, and my drawing shows the view from the side. "s" is the spacing of the ties. Since we're only considering the top reinforcing to prevent splitting, you only have one "tie", so your...

Part and Inventory Search

Back
Top