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good afternoon! Had a contractor who bored 3” hole in four 2x6 wall studs that are at 24” o/c. Pipe runs horizontally through the studs before turning vertical through top double plates. If I were to increase the section modulus of the studs by adding 3/8” OSB sheets on both faces of the wall...

1) ASME B31.1 Table 121.7.2(A) – Carrying Capacity of Threaded ASTM A36, A575, and A578 Hot Rolled Carbon Steel General Notes utilizes a minimum tensile stress of 50 ksi divided by a safety factor of 3.5, reduced by 25%, resulting in an allowable stress of 10.7 ksi. Question: What does...

1) ASME B31.1 Table 121.7.2(A) – Carrying Capacity of Threaded ASTM A36, A575, and A578 Hot Rolled Carbon Steel General Notes utilizes a minimum tensile stress of 50 ksi divided by a safety factor of 3.5, reduced by 25%, resulting in an allowable stress of 10.7 ksi. Question: What does...

1) ASME B31.1 Table 121.7.2(A) – Carrying Capacity of Threaded ASTM A36, A575, and A578 Hot Rolled Carbon Steel General Notes utilizes a minimum tensile stress of 50 ksi divided by a safety factor of 3.5, reduced by 25%, resulting in an allowable stress of 10.7 ksi. Question: What does...

What if the building girt is facing upwards on the shell of the building with sag rods passing through the web? No Sage Rods passing through flanges, but still we can use Lcomp top and Lcomp bot or not in this case? Thanks, FEM4Structures

Hi, How do you tell RISA 3D to brace the beam at 15 ft mark on a 30 ft long simply supported beam? Regards, Thanks, FEM4Structures

Hi, I am looking for a design resource book with some good examples on design of wall girts, sag rods and possible connections. AISC Design Guide 22 discusses the design in narrative, however looking for some good design examples. Thanks, Thanks, FEM4Structures

Hi, I am trying to design structural modification to a braced frame. Existing is a concentrically braced frame which needs to be modified to eccentrically braced frame. One brace connected to the spandrel beam will stay whereas the other will be moved half way up the column height. Imbalance of...

Hi, I am trying to introduce a column in a tightly space area of an existing floor. 14"x14" space such that walls on three sides and open access to the confined space from one side for the equipment. Loads are in range of 35 kips in tension due to a relocated cantilevered beam at Mezzanine...

Hi, I am trying to introduce a column in a tightly space area of an existing floor. 14"x14" space such that walls on three sides and open access to the confined space from one side for the equipment. Loads are in range of 35 kips in tension due to a relocated cantilevered beam at Mezzanine...

Case is for the walls with active earth pressure on one side. Have vertical rebar resisting negative moments and at others resisting positive moments following PCA Rectangular Tank Coefficients. All concrete checks are satisfied except Rho check if only to consider tensile steel at any given...

Even though design example uses Mx or My, I would use controlling of Mux or Muxy and Muy or Muxy specially for thin plates where the forces are high. My logic is at given section, conventional design suggest using uni-directional forces, however in reality the forces are acting in two directions...

While determining the Rho= Rebar Area / b*d at any given section, do we include sum of both tensile and compressive steel areas to calculate Rho or the equation should only consider the reinforcement for either positive or negative moment while satisfying the section for Rho max and Rho min...

ACI Section 11.6.4 talks about Shear Friction Method. Shear Reinforcement, Avf = Vu /[ (Phi=0.9)*Fy * (Shear Resistance = 0.6 for concrete)] Calculate the reinforcement size required per lineal ft and provide a bar shared between footing and the stem with standard hook both end. Did anyone...

Looking for information on keyway resistance capacity in retaining walls to resist shear. 30 ft high RC R/W with berm height of 22’-0”. Anticipated shear load at footing is 25 kips. Contractor intend to use keyway at footing level. Trying to size the keyway which can resist the shear at joint...

Thanks Mike. Thanks, FEM4Structures

Have a RISA-3D model / analysis of steel framed mezzanine. By going through the results, how can one tell the vertical braces (Cross type for instance) will be required between the columns? Thanks, FEM4Structures

Analyzing steel framing system in RISA 3D. You encounter a beam with “Max Deflection Ratio” greater than L/240 {for example Max Deflection Ratio is L/120} such that max deflection is at the end which frames into the girder. Load on beam is negligible. Is it correct to say that under this...

I agree with your numbers. I multiplied it with the stud spacing. Thanks, FEM4Structures

I am attaching my calcs for the studs spaced at 16" O/C. I have maximum bending moment for the studs = 1.16 k.ft per ft x 1.33 ft = 1.55 kip. ft / stud. Please confirm if you don't agree with the number. Thanks...