Hi @SubtainSajid-s9m, We appreciate the comment and always like when people keep an eye out for errors. Your first comment is valid for what is shown in the original video. This has already been noted in the description, and updated in CalcBook some time ago. We would also like to note that the use of cosine resulted in overly conservative results. Your second comment is not an error, but follows the guidance of chapter F11 of AISC 360-22. Equation (F11-1) specifies a factor of 1.5 for rectangular members which is what is being checked here. Equation (F11-2) specifies a factor of 1.6, but this only applies to rounds, which is not applicable here. Note, this video covers the 16th edition, AISC 360-22. Your second comment would be valid for the 15th edition, AISC 360-16, but they updated to 1.5 for rectangular bars in the 16th edition, AISC 360-22.
A moment in the continuous column should not impact the check of web panel-zone shear, HOWEVER, you may need to check for a variety of other possible failures including: flange local bending, web local yielding, web local crippling, web sidesway buckling, and web compression buckling. We cover these in our simple moment connection video here where there are moments in both the beam & column: ru-vid.com/video/%D0%B2%D0%B8%D0%B4%D0%B5%D0%BE-4fBKyLDHefw.html&ab_channel=CalcBook
Hi @wesleybrewer3002 In the calculations, there is a reference pane along the right hand side of the calculation that refer to the section of ACI 318 where the equations or factors are taken from in the code. An example of this can be seen in the video around 14m20s mark in the “flexural capacity” section of the calculation (references are provided for beta, compressive strain, tensile strain, and phi, for example) Due to copyright, we cannot include explicit snips from the code itself, as only ACI has the rights to sell and distribute their codes. Hope this helps! If anything else, please ask.
@@mohamedag8366 our professional pricing options are listed on our website at the link below, there are monthly and annual subscription types available: www.calcbook.com/professional-pricing
Hello - CalcBook does not offer out-of-plane loading... yet! It is something we are working on and will be releasing soon. We'll be sure to upload a tutorial video when it is out. Thanks!
For sliding capacity : Why 1 foot is excluded to get the triangular pressure acting on the pedestal and footing? Is it per the code? What about the P to use? Is it P = axial load of the column + column self weight only? Thanks in advance for the reply.
Hello, and thank you for your great question! In some geotechnical reports, engineers may recommend excluding the top 1 foot of soil when calculating passive pressure for sliding resistance, unless it's covered by concrete or asphalt. CalcBook provides designers with the flexibility to choose whether to include or exclude this top 1 foot based on the geotechnical recommendations. For specific guidance tailored to your project, please consult your project's geotechnical engineer. The 'P' used for frictional resistance consists of the applied load (user-entered), footing weight, pedestal weight, and the soil weight above the footing. Note that CalcBook allows designers to select whether to include the footing weight, pedestal weight, and soil weight in the left input pane. This selection applies across all capacity calculations. Thanks again for your excellent question!
hi @ahmadramadanwahbeh1071 For standard shapes as shown in the video, rts comes from Shapes Database put out by AISC For custom shapes, rts is calculated as described in the user notes of Chapter F of AISC360 The Show-Your-Work for rts is shown on the "General" tab in CalcBook by expanding the Geometric & Material Properties section. Hope this helps!
