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Hi Stressed,I refer to an analysis of gravitational loads without the seismic forces. Hi lisica,you are right...I'm trying with the F22 factor for walls (F22=10) and the modulus E (E=E/10) and I get some good results. The problem is when I run the seismic analysis...the factors used in the...

Hello, I created a model of a multi-storey building and I find that the results are not the expected of a traditional static analysis for the beams that are supported by columns and walls because the shortening of axial column invests efforts in the M-V diagrams. This happens because the...

Parece que estas considerando combinaciones de cargas que tienen estados de carga sismicas y el CQC te hace una distorsion de los desplazamientos que pareciera que el diafragma se deforma. Hay que verificar las deformaciones que se producen por cada modo separado.

Hi ysuf... You know something about Visual Basic 2005...? I've used for my structural programs an run fast with reading large databases in Access or text files. If you want to try,answer me

Hi mshani: You have to use the sequential load case to eliminate those reactions in the base. The problem is you load at one time the hole building when run the analysis and that is not the real way of loading the structure. Using Seq. Load Case the reactions in the base changes depending the...

amadeus: Sorry,the name of the web site is:http://www.geocities.com/etabsmodels/building1.html Thanks for your help......

amadeus: See the page http://www.geocities.com/etabsmodels.

amadeus: My model is built using frames (line objects) not using shells (area objects) thats the reason I need to link the intersection between two walls to make they have the same vertical displacement. I have several stories in my model and I need a vertical constraint in all the corners of...

Hi: I'm generating a building model with several walls in Etabs. I need the joint compatibility in the intersections of the walls to have the same vertical displacement . In Sap2000 exists the "constraint joints" that makes this,but Etabs don't have this tool. I make a partial solution...

Hi Amadeus: You are absolutely right! I didn't noticed that way.........sorry plopez

Hi, I don't understand why tha ACI Code takes the value of d= 0.8Lw to evaluate the Shear forces in a RC wall. (See Code ACI 318-95 Chap.11.10.4) In a wall with Lw=5,0 mts. you cannot loose 1,0 mt of wall capacity to resist the shear forces. Can someone tell me the reason of this?

Hi, I'm doing a program in VB6 for R/C Walls Design using ACI 318 Code. My problem is where I'can find the formulas to solve the Bending and Tension Interaction. If anybody kwnows it please answer me. Thanks :)

Hi: I use Sap2000 to design RC elements but I don`t know how to use the Forces and Moments when my model of a slab is a shell. I only use the output data to evaluate the displacements but I need design the reinforcement too. Therefore , where I can get the tables of coefficients developed by...