ASDIP Structural Software videos. ASDIP is a software for the design of structural components, such as continuous beams, columns, walls, footings, base plates, anchor rods, shear lugs, retaining walls, composite beams, shear connections, etc.
No. There are so many variables involved in the design of a retaining wall that this would be very difficult. In addition, being the design process a mix of science and art, the personal touch and preferences of the designer cannot be replaced by any software.
I have a question. For the portion that is in tension, how should we design it in flexure? Are we not going to make any adjustments? are Case II, III , and IV still acceptable?
Areas not in contact with soil may need top reinforcement if the plain concrete capacity is not enough to resist the top tension due to gravity loads. ASDIP FOUNDATION checks this.
I understand that Mx and Mz are moments of beams at the support, which is the subject column. What about the Vx and Vz? Are these from wind and earthquake?
For this isolated footing in the reinforcement tab, the diagram is showing top reinforcement. What is the condition of the load why we need to provide top reinforcement?
@@asdipstructuralsoftware7797 Thanks for the reply. Is it correct to say that having an uplift is not a desirable design? I thought, top reinforcement is provided only if footing thickness is more than 1m, act as temperature / shrinkage bars.
@@gnidnoeled786 Yes to both, uplift is undesirable but sometimes is unavoidable and the design must consider it. For deep sections the T&S steel should include top and bottom bars.
Hi...in your calculation you have considered only moment on x axis and shear force on Y axis.But what about moment in the y direction and shear on x axis?
Shear Walls will have in-plane loads. Walls with out-of-plane loads are referred as Bearing Walls, such as exterior walls subject to gravity and wind. Bearing walls are also part of ASDIP CONCRETE..
Okay great, so in this case, if you’ve got differing ground water levels on both sides, presumably you take the highest for “h” before multiplying it by the unit weight of water and the length of the base? Presumably to mimic it being submerged, or would we work out two separate forces at the base?
I have a project on the seaside, with a A - Frame stone sea wall and I wanted to design strap footings, deeper than the bottom of the wall. Can the strap beam be deeper than the bottom of the footing if soil pressures are higher?
do we consider the sign of forces from the extraction of forces from other software.. for example moment and axial load... do i need to put the negative sign in axial load?
Hi, I have been testing the demo version. I would like to know how the software determines if the column is edge/interior/corner. I see that it is automatically done based on the footing dimensions, but what's the criteria?
If the column face is closer than d/2 from an edge of the footing, it is an edge column. If two column faces are closer than d/2 from the two edges of a footing corner, it is a corner column. Otherwise it is an interior column.
@@asdipstructuralsoftware7797 Thanks for the super quick answer...That's what I thought. But I am trying with the following input: Footing: 2.5 ft x 2.5 ft x 16 in Rebar: #5 Column: 6 in x 6 in, and pedestal same size....No offsets. So, d=12.4 in, and d/2=6.2 in. According to the software, this is a corner column. I don't understand why. With those dimensions, between the column edge and the footing edge there are 12 in. so more than d/2. What am I missing? Also, in the graph for punching, it shows a 2.56 ft x 2.56 ft square, that I can't track what it means.
ASDIP Wood is a great idea and I will be working with this software in the future. It would be great to also have a program for trusses (roof and floor in both metal and wood).
this is all good...however....I have seen not design ....of throughout bolts with a backing plate... I have a Simpson strong wall sitting on existing footing...my best option to transfer the loads to foundation is to drive the bolts through the 18"thk. concrete and provide a backing plate.... the Simpson wall is 4" wide with 1"diam. rod....so...the distance to one edge is 2"... I could pour / epoxy new concrete...but...that would not make any difference...there are not edge distance issues on the long side... any suggestion...or...can you address an example for such conditions
