Is anyone aware of a standard/document that is useful when trying to predict building drift accelerations? I couldn't find anything in ASCE 7.
I would imagine the procedure would be similar to evaluating the response of a spring-damper system subject to a triangular pulse.
Does anybody know why DG 11_Sensitive Equipment uses peak velocity when checking floor vibrations while the majority of the related literature state that RMS is more appropriate?
ACI 318_11, Section 11.9.9.4 gives equation 11-30 for required vertical shear reinforcement. In that equation, the term h_w is used. H_w in that section is said to be taken as "overall height of wall". But in Chapter 2_Notation and Definitions, h_w is taken as "..clear height of wall segment...
When using Null Areas to transfer an Area Load "Uniform to Frame (shell)" to columns (simulating a two way slab on columns), I am getting an error message that says "Error in creating Analysis Model". How should I be modeling this 2-way area load in order to transfer gravity load to the...
Given equation ACI 318-11_11.9.9.4, short "squatty" walls will require more vertical reinforcement that tall "slender" walls. What is the intent of this equation when you have a core wall with openings? Should the "hw" term be taken as the height of the opening? Or should "hw" be taken as the...
1. What is the difference between the subgrade reaction modulus and soil modulus of elasticity when calculating axial pile flexibility?
2. Say you have a pile foundation system and the soil type varies roughly 4 times throughout the pile length. Subgrade moduli are vastly different among soil...
Is it possible to assign an output color based on a stress value. For example, assign a "red" contour color for stress exceeding the modulus of rupture of a shear wall?
I would like some verification in my understanding of the welded diaphragm deck connection to a collector tube:
A) Failure limit state of diaphragm deck should be taken from the max allowable diaphragm shear values by SJI (Vulcraft Deck)
B) Connection from diaphragm deck (say, for an interior...
Is there a way for SAP2000 to auto-mesh perpendicular shell elements? For example, you are modeling a shear wall on a mat foundation. Set the shear wall to auto mesh, and have each auto meshed node connect to the mat?
Thanks
If you are trying to squeeze out all of the capacity of an edge angle drag member that is spanning perpendicular to steel joists, do any of you think it is defensible to use a K=0.5 when calculating compression buckling capacity of the edge angle? Thanks
Is it possible to extract the total moment in a core wall (core wall is modeled using shell elements)
Section cuts allows you to extract wall panel moments and shears etc....but I am trying to find the overall core wall moment and shear.
Thanks
Just out of curiosity...
When modeling concrete core wall for a tall building, I would assume you would need to model the foundation stiffness, pier stiffness in compression, and pier stiffness in tension when checking serviceability requirements such as deflection and accelerations.
Is it...
It appears that the joint spring assign function does not allow for multiple stiffness values for springs under tension and compression.
I am attempting to model the effects of a deep foundation on a tall core wall providing lateral stability of a building. I am concerned with building drift...
If you are designing a large roof overhang in which the framing has many long cantilevers, is it appropriate to take your tributary wind area (for C&C individual member design/deflection calcs) to consist of the entire cantilevered member? Or should the tributary area be based on the...
We currently have a gabled roof that extends 20 ft past the edge of a building. The roof extension has its own support structure (Not Cantilevered).
From what I've gathered from previous conversation on this forum, the roof should be designed as an overhang. My question is:
1. Is it...
What precautions can be taken to minimize the amount of warping for lumber with exposure to moisture?
-Will a No.1 warp less than a No.2?
-Will treating the wood prevent warping?
-Would a quarter-sawn piece of lumber warp more than a flat-sawn cut? If so, is it typical to specify this?
This is...
Is it possible to change the cardinal point of an area element?
When modeling concrete beams and slabs, if only the beam insertion point is adjusted (say to top center), the overall depth of the beam+slab floor system will be (+ slabdepth/2) larger than intended to be modeled.
Thanks
Hi all, I have a few questions regarding modeling:SAP2000V.15
1) When modeling shell elements as a concrete slab, some shell areas shade pink, and others red. What is this implying?
2) I have a large floor plan with many columns. I drew the shell area element blanketing all interior columns...
Is it possible to change the orientation of a support reaction? It seems like SAP resolves the reaction to two principle directions (say x and y). But what if I want the resolved reactions to be rotated some radians (without reorienting the entire model). Thanks
