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  • Users: Howlyn2
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  1. 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...
  2. 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...
  3. 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...
  4. 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...
  5. 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...
  6. 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...
  7. Howlyn2

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

    Hello All. When computing member block shear I've often seen the Net Shear Area & Net Tensile Area take into account the diameter of the bolt + 1/8" to find the area of the bolt hole that shall be taken away from the area calculations. The 1/8" in addition to the bolt dia. is a derivation of...
  8. Howlyn2

    Latticed Channel Design - Slender Members (Webs)

    Hello All, I have recently run across several older water tank structures where we have been asked to review their structural capacity. Unfortunately, original design drawings are hard to come by and structural information is taken from field measurements. Quite often the legs are composed of...
  9. Howlyn2

    Masonry Wall - Minimum Thickness

    Hello All, I have read several Masonry Wall Design texts and reviewed the TMS (402-11) and IBC (2015) trying to find where the code specifically calls out a minimum masonry wall thickness. I have seen a 6" minimum thickness called out several places when using Strength Design Methodologies, but...
  10. Howlyn2

    Modified Whitney Stress Block Eqn. - Over-Reinforced Multiplier

    Hello All, I have recently come across an unknown modified Whitney Stress Block formula for Over-Reinforced Concrete where "a" is modified to: rho,m - sqrt(rho,m^2+4*rho,m)/-2 * d* Beta,1 and rho,m = (Es*0.003) / (0.85 * f'c * Beta,1) * As / (b*d). The "a" value calculated above is then inserted...

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