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  1. Howlyn2

    Wood Knee Braces - Carport

    Hi Group, We often review Knee Braced Portal Frames as well. Jerseyshore did a fine job covering what needs to be reviewed. As a visual learner and someone who has always wanted to cross reference the statics and FBDs we've looked extensively for a write up. Attached are two that AISC published...
  2. Howlyn2

    How do you know if your column base connection is a moment connection?

    @reverbz the connection is either pinned or fixed based on the designer's intent (yours I presume). The demand and resistances can be calculated using hand calculations, software, or following design guides. Is your questions more directed at if a plate is thick enough should I change it to a...
  3. Howlyn2

    Scanning Pile Rebar From the Top

    KootK. Can you dig along the side and scan from the side? Typical Foundation NDTs - Non Destructive Testing - "rolls" the scanner around / along the perimeter. Spacing is marked with a grease pen, measured in the field, and confirmed on the computer back in the office once the data is uploaded...
  4. Howlyn2

    Pin Connected Member - 0.63 in be Effective Width

    Hello, Reviewing AISC Eqn. (D5-1) the term be is introduced as be = 2t+0.63 (in.). This goes into a simple area calculation to calculate tensile rupture on the effective area. Where did the additional 0.63 value come from? I have seen some references to a stress concentration increase, but I am...
  5. Howlyn2

    HSS to HSS Welding - Table K5-1 Limits of Applicability

    Hello All, I was reviewing AISC 360 and Table K5.1 for a "T" type connection with matched width chord and branch members & Theta = 90 Deg. Both of these qualifications meet the applicability of the following note beneath the weld properties in the same Table: When Beta > 0.85 or Theta > 50...
  6. Howlyn2

    Fixed or pinned connection

    AISC DG #: 29 Chapter (1) outlines the applicability of the Lower Bound Theorem that can be used here. Pending satisfaction of all of the limits states an admissible internal force field - distribution of internal forces in equilibrium with the applied loads - the external load is in equilibrium...
  7. Howlyn2

    Conc. Rect. Beam Derivation - McCormac

    Hello All, Thank you so much TLHS & IDS. This was not for a specific problem unlike DIK suggested. Instead this was an exercise for me to better understand the equations presented in the text and to also be more comfortable using tables also in the text's appendices based upon these iterations...
  8. Howlyn2

    Conc. Rect. Beam Derivation - McCormac

    Hello 271828 and thank you so far. I am with you there to Step #: 4. The simplification and cancelling out of variables is what I was missing. Perhaps I should have been clearer, but that's what I intend on looking for, a proof if you will.
  9. Howlyn2

    Conc. Rect. Beam Derivation - McCormac

    Hello, I am having a little trouble deriving the percentage of steel reinforcement for a beam using rho and Rn (Flexural Resistance Factor). The results are given in Design of Reinforced Concrete by McCormac & Brown - Equation (3-3), attached for reference. I however have not been able to make...
  10. Howlyn2

    wire rope area

    ASTM A475 Standard Specification for Zinc-Coated Steel Wire Strand specifies the Nominal Diameter of Coated Wires in Strand and the Number of Wires in Strand for typical strand diameters in Table 1 - Physical Properties of Zinc-Coated Steel Wire Strand. You can back in to the total area using...
  11. Howlyn2

    ASCE Design Wind Load Cases & Side Wall Pressures

    Hello driftLimiter. I read the paragraph the same as you. However, the question remains then when will side wall pressure ever be considered for MWFRS Design / Analysis? There are no subscripts for it in Fig. 27.3-8 while Fig. 27.3-1 shows it but doesn't tell us when to consider it.
  12. Howlyn2

    ASCE Design Wind Load Cases & Side Wall Pressures

    Good Morning All. ASCE 7-16 states one shall follow the design wind load cases given in Fig. 27.3-8 when designing the MWFRS of a building. Exclusive of the torsional load cases, Case (1) shows the full wind pressure perpendicular to each axis of the building and Case (3) shows quartering winds...
  13. Howlyn2

    Designing lattice tower

    Good Afternoon All. Typically the legs will be spliced or flange bolted together appearing as a fixed connection. However, it's conservative to model them as a pinned joint with an unbraced length between the panel points. The bracing members shall be treated as pinned or fixed depending on...
  14. Howlyn2

    AISC E6 Built Up Members

    All, AISC's Section E6 allows you to use E3, E4, & E7 as modified by the (Lc/r)m value. You are correct. The intermediate spacing can be whatever a designer chooses as long as the dimensional requirements are met in Section 2. Per code, individual components of compression members composed of...
  15. Howlyn2

    Training New Hires

    Hey Tonyiggy we typically give our engineers a buddy that they shadow for the foreseeable future. At first the senior buddy shares their job knowledge through training guides, etc. that are typically Powerpoints, Design Examples, Lessons Learned, etc. Then we unfortunately have them read the...
  16. Howlyn2

    Balanced/Unbalanced Snow Load - Dome - ASCE 7-16 Example (2)?

    ASCE 7-16's commentary does a fine job giving snow load examples in the commentary. However, for example #: 2 the building with a 80' span and 15' rise circular arc has given me pause. Truthfully, the snow loads make sense but how does ASCE 7-16 justify the distance from 30 deg. slope (30'), and...
  17. Howlyn2

    2 Heavy Point Loads

    Johnrmd can you elaborate what you mean by reshore floors? Are you suggesting how far to chase the load? What's your ultimate goal? Typically I have chased loads far enough into the building until I have met IEBC 402 exemptions for gravity & lateral loads (5% & 10% respectively) in order to...
  18. Howlyn2

    Vertical Seismic Load Effect (ASCE Ev) vs. Vertical Response Spectral Analysis

    Good Morning Team. Thank you for the responses. JoshPlumSE accurately summed up my main question. HTURKAK also provided some good insight regarding when the calculation of Ev can be overruled. C15.1.4 pointed me to 11.9 and ultimately Eqn (12.4-4b). This new insight prompts me back to my...
  19. Howlyn2

    Vertical Seismic Load Effect (ASCE Ev) vs. Vertical Response Spectral Analysis

    G[b]ood Evening All. ASCE clearly outlines that a structure shall include both the effects of horizontal and vertical Seismic Load Effects. Depending on the Seismic Design Category and other variables such as frame construction, structural irregularities, height limits, etc. several different...
  20. Howlyn2

    AISC J3.10 Member Bearing - Bolt Hole Dia. & LC Dist.

    Thank you 271828. I have no reasoning to question the AISC Design Examples. I can move forward accordingly. Out of curiosity though do you know why AISC chooses to use the bolt dia. + 1/16" instead of the 1/8" for member block shear? Tear out is a bolt to bolt block shear rupture so it just...

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