With my limited understanding I think in the 45 degree layup it acts more truss like while straight layup does exhibit the small moment connections you noted before. I think you have the Building Structural Design Handbook while not an extensive coverage it's more than I have seen anywhere else...
My take on this has been that ACI 318-11 and under the reduced inertia tables for placed under the "Effective stiffness to determine lateral deflections" heading which to me indicated that the intent was for those values to be used in full structure lateral analysis. Additionally traditional...
Easiest to model the columns, but in this case since the beam column joints are pins in theory you could replace them with springs of AE/L
A = Area of Column
E = Young's Modulus of Column
L = Height of Column
Relative stiffness of the beam and support will play a role. If you have access to a frame program like MASTAN2, RISA, Elements, Robot, Visual Analysis, etc. it should be pretty quick to model the beam and supporting columns to better approximate the reactions.
1) yep, See NDS section A.11.3
2) nope gyp board is commonly considered for bracing, if it can be used for global shear resistance of the building it can handle the bracing forces.
3) not aware of any language to this effect
4) Nope, sheathing need only be applied to the compression face of the...
One thing to be mindful of is for lets say the base of a shear wall you are really designing for a shear per unit length where in Hilti's tool you are telling it a single concentrated load to then be distributed to the anchors using the plate. If this was truly a concentrated load case then I...
There are multiple locations to set bracing some apply to axial load and others apply to flexure top or bottom. Recommend reading through their manual on how to set unbraced lengths.
When it comes to forming the global stiffness matrix there is nothing unique between a bar element and a shell element. At nodes that have a shell and beam attached you just sum the stiffness components for each degree of freedom.
The majority of the complexity occurs in the initial modeling...
If you are using RAM Elements you would need to figure out the hyperstatic moments from the PT and apply those as loads to be included at the ultimate level.
one method of accomplishing this would be to apply the equivalent loads of the PT to the structure then at each joint find the delta...
Ah you are looking more for how to model the intersection between these elements not the summation of the stiffness matrices.
Concept and Applications of Finite Element Analysis by Cook, Malkus, Plesha, and Witt
Modern Structural Analysis by MacLeod
Finite-Element Design of Concrete Structures...
The elements stiffnesses are summed based on degree of freedom, at this stage there is nothing unique about either element.
Matrix Analysis of Structures by Kassimali has pseudo code for up to 3D bar structures first edition of the book can be found relatively inexpensive online and covers the...
@Pretty Girl
While the plots are informative could you instead post your full calculation for say the Mx and My points at P= 2000 N then we can see the values you are getting for strains, stresses, and forces. That may make it a bit easier to help.
Don’t take moments about the centroid perpendicular to the neutral axis this won’t yield a useful result.
Using the global x and y axis Compute Mx and My about the column centroid, this is what we did for the reinforcement.
yep forgot the phi
For walls even ACI is a bit murky the wall chapter dictates minimums in each direction but doesn't speak to the face , ACI 318-14 used to prescribe minimums to each face for walls thicker than 10in but that language was removed in ACI 318-19. All of the new examples in the...
