Install Opensees 2.5.0 + Active Tcl 8.5 + Tcl Editor:


First uninstall all versions of ActiveTcl and Opensees which is existed in your Computer. Also erase Tcl and tcleditor folders in local Disk (C).
Then unzip attached file and accomplish steps1 to 3:
1. Copy tcleditor folder into Disk (C).
2. Install "ActiveTcl8.5.18.0.298892-win32-ix86-threaded.exe".
3. Copy and replace OpenSees 2.5.0 (rev 6344) into "Disk C/tcleditor/bin".
4. Now, use it and enjoy!!

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The unique way to Consider P-Delta Effects (Large P-Delta) in 2-dimensional frames is Using Leaning Column Algorithm (Mrs-Laura Eads, Stanford University, 2010).
There is a command in OpenSees that is called "Geometric Transformation Command" which performs Linear/PDelta/Corotational geometric transformation of elements (Small P-Delta). Some researchers experience big wrong to use later instead of former.
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In other words, adding Leaning Column Method is unique way to Consider Large P-Delta Effects in all Moment Resisting Frames/Braced Frames in which the PDelta column is for including the effect of the gravity frame PDelta effects on the lateral system, whether the lateral system is pinned or fixed at the base has no bearing on their use. As may seem in the picture, a leaning column carrying gravity loads is linked to the frame to simulate P-Delta effects.
Since adding leaning column increase the total base shear, the actual base shear of the MRF can be calculated summing all base shears comes from the columns including leaning column and then deduct the P*deflection/H to get the actual base shear.
Visit these links for more information:
http://opensees.berkeley.edu/wiki/index.php/Pushover_Analysis_of_2-Story_Moment_Frame
http://opensees.berkeley.edu/community/viewtopic.php?f=2&t=62522

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Zerolength Element is used to construct a Zerolength Element object, which is defined by two nodes at the same location. The nodes are connected by multiple uniaxial material objects (less than number of nodal degrees of freedom) to represent the force-deformation relationship for the element.

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Note that number of nodal degrees-of-freedom can necessarily be only equal to material directions which used in Zerolength Element Command, in addition to nodal degrees-of-freedom that are constrained at each of two nodes which linked by Zerolength Element.

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Mrs Alicia asked a quite surprising question about the equation mentioned above for Zerolength Element command. Here, you can read her question and my answer!!

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Mrs Alicia: As i understood, consideration of mentioned equation is essential for both of nodes which linked by Zerolength Element. Right?

Answer: No, Consideration of mentioned equation for only one of nodes which linked by Zerolength Element, would be enough.
Also, it should be carefully considered that nodal degrees-of-freedom corresponding to the defined material directions, for one (both) of nodes which linked by Zerolength Element, should be released.

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According to users requests about the equation mentioned above for ZeroLength Element command, take the following model for instance:

Units: Kips, Inches, second

model BasicBuilder -ndm 3 -ndf 6

node 1 0.000 277.850 0.000 ;
node 100 0.000 277.850 0.000 ;
fix 1 0 1 1 1 1 1 ;
fix 100 0 1 0 0 0 0 ;
equalDOF 100 1 1 ;
uniaxialMaterial ElasticPPGap 2 381.800 -334.100 -0.5 ;

element zeroLength 1 1 100 -mat 2 - dir 3 ;


Equation cotrol in node 1 :

5 + 1 = 6 Right

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The father of fuzzy logic, Professor Lotfi Asker Zadeh has passed away. He is best known for proposing the fuzzy mathematics in the 1960s.
The thing to remember about fuzzy logic is that it is not the same as probability. Not even a little bit the same.
May peace be on him and condolences to his dear family, colleagues and the scientifics community at large for this loss.

As i accounted an equation for Zero-Length Element command a little while ago, take the example 2 for instance:

Units: Kips, Inches, second

model BasicBuilder -ndm 2 -ndf 3

node 1 0.000 277.850 0.000 ;
node 100 0.000 277.850 0.000 ;
equalDOF 1 100 1 2 ;
uniaxialMaterial Steel02 300 42.06 29007 0.029 18.5 0.925 0.15 ;

element zeroLength 1 1 100 -mat 300 - dir 6 ;


Equation cotrol in node 1 :

2 + 1 = 3 Right

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Sometimes we are going to accomplish Three-dimensional simulation of a bridge that has a continuous concrete deck with the bents being integral, and the dual-column bent caps for the bridge are supported by reinforced concrete columns.
Today, i wanna begin talking about a special way of fusing, or some people might say, confusing, bridge bent caps and unreal elastic beams. It means, in order to prevent bending of the bent caps in the model about the global vertical axis, another element is introduced with large EI values that restricts bending only about the vertical axis.
It goes without saying that the bridge bent cap and unreal elastic beam are both connected to two same nodes. But that's pretty much where the similarities end.
This way approximates the behavior of the bent cap being integral to the superstructure.

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As i accounted for a new special way of fusing, bridge bent caps and unreal elastic beams, to three-dimensional simulation of bridge a little while ago, take example 3 for instance:

# Units: Kips, Inches , Second

model BasicBuilder -ndm 3 -ndf 6

# Bent Nodes/Masses
node 200 432.000 290.250 0.000;
node 201 432.000 290.250 63.500;
node 202 432.000 290.250 131.500;
node 203 432.000 290.250 199.500;
node 204 432.000 290.250 267.500;
node 205 432.000 290.250 335.500;
node 206 432.000 290.250 399.000;
mass 200 0.0067724 0.0067724 0.0067724 0.0 0.0 0.0;
mass 201 0.0140248 0.0140248 0.0140248 0.0 0.0 0.0;
mass 202 0.0145047 0.0145047 0.0145047 0.0 0.0 0.0;
mass 203 0.0145047 0.0145047 0.0145047 0.0 0.0 0.0;
mass 204 0.0145047 0.0145047 0.0145047 0.0 0.0 0.0;
mass 205 0.0140248 0.0140248 0.0140248 0.0 0.0 0.0;
mass 206 0.0067724 0.0067724 0.0067724 0.0 0.0 0.0;

# Cover Concrete
# fc1U=-4.29 ksi
# eps1U=-0.002023 in./in.
# fc2U=0.0 ksi
# eps2U=-0.005 in./in.
# Ec=3733.391219789322 ksi
uniaxialMaterial Concrete01 4 -4.290 -0.002023 0.0 -0.005 ;

# Core Concrete
# fc1C=-4.464 ksi
# eps1C=-0.002433 in./in.
# eps2C=-0.010 in./in.
uniaxialMaterial Concrete04 3 -4.464 -0.002433 -0.01 3733.4 0.0 0.0 0.0 ;

# Reinforcing Steel
# Fy=40.0 ksi
# Fu=40.0 ksi
# Es=29000.0 ksi
# ey=0.001379
# eu=0.2 in./in.
uniaxialMaterial Hysteretic 5 20.0 0.0006897 40.0 0.0013793 40.0 0.20 -20.0 -0.0006897 -40.0 -0.0013793 -40.0 -0.20 1.0 1.0 0.0 0.0 0.0 ;

# Bent Dimensions: H=60.5 , B=16.0 ;
section fiberSec 2300 { ;
# Define the core patch
patch quad 3 16 16 -28.115000000000002 5.865 -28.115000000000002 -5.865 25.615000000000002 -5.865 25.615000000000002 5.865
# Define the four cover patches
patch quad 4 1 4 -30.25 8.0 -28.115000000000002 5.865 25.615000000000002 5.865 30.25 8.0
patch quad 4 1 4 -28.115000000000002 -5.865 -30.25 -8.0 30.25 -8.0 25.615000000000002 -5.865
patch quad 4 4 1 -30.25 8.0 -30.25 -8.0 -28.115000000000002 -5.865 -28.115000000000002 5.865
patch quad 4 4 1 25.615000000000002 5.865 25.615000000000002 -5.865 30.25 -8.0 30.25 8.0

# Define reinfocement layers
# Top layer
layer straight 5 3 1.27 25.615000000000002 5.865 25.615000000000002 -5.865; # top layer reinforcement
# Top middle layer
layer straight 5 2 0.2 7.949999999999999 5.865 7.949999999999999 -5.865; # top layer reinforcement
# Bottom middle layer
layer straight 5 2 0.2 -10.45 5.865 -10.45 -5.865; # bottom layer reinforcement
# Bottom layer
layer straight 5 3 1.27 -28.115000000000002 5.865 -28.115000000000002 -5.865; # bottom layer
reinfocement
}; # end of fibersection definition
uniaxialMaterial Elastic 2310 1.0e+010
section Aggregator 2320 2310 T -section 2300
geomTransf Linear 2330 -1 0 0

# Bent Elements
element dispBeamColumn 200 200 201 5 2320 2330;
element dispBeamColumn 201 201 202 5 2320 2330;
element dispBeamColumn 202 202 203 5 2320 2330;
element dispBeamColumn 203 203 204 5 2320 2330;
element dispBeamColumn 204 204 205 5 2320 2330;
element dispBeamColumn 205 205 206 5 2320 2330;
element elasticBeamColumn 2020 201 202 1e-007 4e+003 1e-007 1e-007 6e+007 1e-007 2330
element elasticBeamColumn 2030 202 203 1e-007 4e+003 1e-007 1e-007 6e+007 1e-007 2330
element elasticBeamColumn 2040 203 204 1e-007 4e+003 1e-007 1e-007 6e+007 1e-007 2330
element elasticBeamColumn 2050 204 205 1e-007 4e+003 1e-007 1e-007 6e+007 1e-007 2330

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Prof. Pedro Arduino (University of washington) discusses geotechnical modeling and provides examples. 👇👇👇

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The critiques reactions really tore the Prof. Julie Ferguson's cources (University of California) to pieces because of her extremely fascinating/controversial teaching method.
You can see what is causing all the fuss. She explains Seismic Waves.👇👇👇

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In actuality, rigid offsets at beam column connections and brace to frame connections (to model the gusset plates) have long been simulated through separating an element to some segments at which each segment has a given stiffness.
While some are adamantly claiming that mentioned method should be given more prominence, many may take an opposit viewpoint and believe that using multi-segments element can give rise to changing in behavior of element.
Nevertheless, many (like me!!!) remain neutral, sharing this view that a myriad of factors should be taken into consideration so as to be able to prove which belief is closer to reality.
In near future, i will aptly elucidate a new method to consider rigid offsets.👇👇👇

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Let me close today's discussion with a novel suggestion to keep in mind while you are simulating rigid offsets.
It is established beyond doubt that rigid offsets play a crucial role in structural behavior, especially in reinforced concrete moment frames.
Geometric Transformation Command has the potential to consider mentioned effects.
Furthermore, use of Geometric Transformation Command seems to be a relevant/meaningful approximation to simulate rigid offsets.👇👇👇

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According to growth of the channel Contents, you can also join here:👇👇👇

https://www.instagram.com/openseescommunity