Search results for query: *

Thanks. But load combo in 1605.3.2 requires 1.0D+1.3W. That's almost same as 0.6D+1.0W in 1605.3.1 if testing the uplift capacity. I am a little confused here.

But for me, the method 1 seems too conservative.

When I am reading the Figure 6-23 in ASCE7-05, I found something unclear. I have a square trussed tower with 6 columns. There is an elevator shaft inside the tower. The shaft is enclosed but the truss tower is an open structure. As "Guide to the use of wind load provision of ASCE7-02" says...

But the "guideline for wind load of ASCE" says you only need to apply to the front face of the truss tower.Only 2 columns needs to be assigned.

My question was: how to calculate the diagonal wind force on open structure?

ASCE figure 6-23 has Cf factor calculation for open trussed tower. Does anybody know how to calculate the wind force if the wind blows from other direction? Say, digonal direction. ASCE says to use 75% wind force simultaneously on both orthogonal directions. That's true for enclosed building...

In IBC2003 or newer, there are load combinations: 0.6D+1.0W and 0.6D+0.7H to account the safety factor. 1.5 for wind and 1.0 for seismic. But I remember in UBC97, there is no 0.6D in the combination. The 1.5 safety factor is specified in other chapters such as retaining wall, spread footing...

As we al know, the inter-story drift ratio is an important coefficient in the high-rise building design. However, is the Maximum displacement / building height considered as a more important index in US design? Say, satisfy the wind load to 1/400 x H.

THe contour is interpolated by the joint forces. Not real calculated value. So if you want to see the detail force in a single element, you should use finer mesh.

I would also like to know the new feature of soil-structure interaction function in new SAP. However, as far as I know, SAP don't have sub-structure modeling function and I am wondering the new feature will put the soil perperties into the structure matrix (single matrix). Because in Abaqus...

Hi, all I have question on the cable force. I first applied a negative temperature on the cables to produce post -tension stress in cable. The cable is along a simple supported beam. They have same property. Once the model runned, the cable force will change to different values. The one...

Anybody has idea to assign prestress force to cable element in SAP2000 v9? I tried to add a load on the axial direction of cable to simulate prestress but I am not sure of this method.

Hi, folks I have been puzzled by this problem for a long time: Which way is right? 1. Apply the acceleration on a group of nodes only. *nset, nset=inputnode 1,2,3,4,5 *boundary, type=acceleration,amplitude=?? inputnode,1,1,9.81 2. Apply the...

I have a user defined material which is non-linear. But the Abaqus Explicit can't process it saying the material is not elastic. Anyone has such experience?

I got problem on convergency Here is my msg file: EQUILIBRIUM ITERATION 9 AVERAGE FORCE 2.032E+03 TIME AVG. FORCE 993. LARGEST RESIDUAL FORCE -5.84 AT NODE 95 DOF 1 INSTANCE: SOIL-1...

Which one is most famous in USA?

The UCS has 3 directions and the loading or wave seem to follow those directions. Is there any way to define in any inclined direction? Anyone has idea how to input or modify such direction property?

Usually, when we input seismic loading, we use amplitude vs. time which is already in the Abaqus CAE. That's the relationship between acceleration and time. Can we just use the stress time history instead of that? Anyone here has idea how to input the data?