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Appendix-A

(WoodFrameMesh Users Manual)

This manual describes the basic methodology for developing finite element models of

structures using the WoodFrameMesh mesh generator program. The user should read

this manual to understand the basic assumptions and automating features of the program

and how they can be used to generate finite element models. A step by step procedure

for developing an input file is discussed followed by an example to generate a finite

element model for a simple box shaped wooden house. The manual also contains a

tutorial which presents some basic examples along with the 3D graphical view of the

finite element models as seen using SAP 2000.

A.1 About WoodFrameMesh WoodFrameMesh is a MS-DOS based application which is written in the Visual C++

.NET framework for automating the generation of two-dimensional finite element models

for structures. Although the program is specifically written for modeling wooden

structures, it may also be used to model any structure using shell, frame and non-linear

link elements. The output generated is in SAP 2000 version 7.xx .S2K format, which can

be analyzed both by WoodFrameSolver and SAP 2000. The idea of generating output in

.S2K format greatly facilitated in verification of the accuracy of output models in the

absence of any graphic viewer in the WoodFrameSolver program.

A.2 WoodFrameMesh Program Execution The WoodFrameMesh program is executed as a Win32 console application. When

the program is executed, it asks the user to enter the input file name without the

extension. It assumes the extension as .txt and looks for the file in the same folder from

where the program is executed. If the input file is not found, the program tells the user

that the input file cannot be found; otherwise it starts reading the input file. If the input

file format is incorrect, the program will display an error message and will prompt the

user to correct the data. Once the input file is read, the program checks the data for

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validity and echoes all the input data along with errors if it encounters any. In the case

where the program encounters any errors while reading the input data, it asks the user to

correct the data; else it proceeds for mesh generation and modeling. Figure A.1 shows an

interface for the WoodFrameMesh executable.

Figure A.1: Interface for WoodFrameMesh executable

A.3 Input Model Generation The WoodFrameMesh program requires a varying degree of input to produce a

finite element model. The input model is derived from a CAD1 model and consists of

points, lines and polygons which in turn are outlined as a computational domain inside

the input file. Currently this process is done manually by the user because the CAD

interface is yet to be developed (by the sponsor). The user is essentially required to break

down the components of the structure into geometric objects and boundary condition

objects which can be meshed by the program. These geometric objects may be

comprised of diaphragms, walls, lips, openings and constraint lines. Figure A.2 show

some of these geometric objects in a typical house structure. In addition, the user is also

1 Computer Aided Design

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required to provide data for the application of restraints, springs, non-linear links, frames

and nodal loading at the desired positions, also called boundary conditions, on the

meshed structure. This is done by identifying the locations where one intends to apply

these boundary conditions.

The input file for the mesh generator is designed to minimize the data needed to

mesh and model the structure and to reduce the computation time for both. Figure A.3

shows the basic layout of input file data required by the WoodFrameMesh program.

Figure A.2: Some structural components in a typical house structure

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Figure A.3: Basic layout of the input file for WoodFrameMesh

A step by step procedure of generating an input model from the CAD information is

as follows:

Step 1: The user is required to define the units of length and force in which input data is

going to be provided. The WoodFrameMesh program requires the user to write the

keyword SYSTEM before providing the units. This is done as follows:

SYSTEM

LENGTH= IN FORCE=Kips

Note: Consistent units are required as these units are used for labeling purposes only. No

unit conversions are performed by the program.

Step 2: The next step is to define the joint information. Sometimes these joints are also

referred to as nodes. A joint is defined by a unique joint number and its location in space

i.e. x, y, z coordinates. The user needs to identify boundary joints at critical points of

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each component i.e. diaphragm, wall, openings etc. These critical points are the end

points of the edges of the components and the points obtained by the projection of

connected edges of other components, for example the base of a boundary wall lying

above a diaphragm boundary, a lip element lying below the diaphragm and above the

wall, as shown in Figures A.4, A.5 and A.6. This projection is derived to have mesh

conformity at the boundaries of the components. Figure A.7 shows an example of mesh

conformity at the boundaries. For a particular component, joints should be generated in

such a way that they account for all boundary mesh compatibility at the time of mesh

generation. Here one should note that the boundary mesh conformity is very much

dependent upon the user’s judgment and in no way could be accounted for the automating

feature of the program.

Figure A.4: Diaphragm of a house with boundary walls above and below it

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Figure A.5: Edges of objects to generate nodes (Section A-A)

Figure A.6: Projection of objects over each other to generate boundary nodes

(Section A-A)

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Figure A.7: Showing mesh conformity at the boundaries of wall, lip and diaphragm

In addition to the geometric objects, the user also needs to identify boundary joints

for restraints, springs, frames, non-linear links and loads. This is not as difficult as it is

for geometric objects. In most cases it is just two end nodes which are required to be

defined as shown in Figures A.8 and A.9.

After identifying joints on all the objects, all the joints are numbered. The joints must

be numbered with integer tags and can be numbered in any order but their numbers

should not be duplicated. The WoodFrameMesh program requires the user to write the

keyword JOINT before providing the joint data. The user should write the joint number

and co-ordinates inside the input file as shown below.

JOINT 1 X=50 Y=0 Z=0 2 X=48 Y=14 Z=0 3 X=46 Y=19.59592 Z=0 …….

Note: X, Y and Z are global X, Y and Z axes.

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Figure A.8: Node identification of spring, restraint, shell and load objects in a

vertical wall model

Figure A.9: Showing node identification of restraint, shell and load objects in a

cantilever model

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Step 3: In this step the user is required to define restraint line objects i.e. the position

where one intends to apply restraints. Applying restraints to a model using the

WoodFrameMesh program requires the user to identify the restraint line objects as shown

in Figures A.7 and A.8. These line objects are meshed by the program to generate

additional joints and then appropriate restraints are applied on them. The

WoodFrameMesh program requires the user to write the keyword RESTRAINTS before

providing the restraint line object information. In addition the user needs to provide the

end nodes of the line objects, a list of restrained degree of freedom and the mesh size,

shown as follows:

RESTRAINTS ADD=25,28 DOF=U1,U2,U3 MS=6.0 ADD=29,32 DOF=U2,R1,R2 MS=6.0 ADD=33,36 DOF=U1,R1,R3 MS=6.0 ADD=37,40 DOF=U1,U2,U3,R1,R2,R3 MS=6.0 …….

Note: ADD denotes the joint numbers between which restraints are to be added. DOF

stands for degree of freedom. U1, U2 and U3 are displacements in the global X, Y and Z

directions. R1, R2 and R3 are the rotations in the global X, Y and Z directions. MS

stands for the mesh size to be used while dividing the restraint line object.

Step 4: If the model requires application of springs, then one need to identify spring line

objects over which springs are needed. Applying springs to a model using

WoodFrameMesh requires the user to identify the spring line objects as shown in Figure

A.8. These line objects are meshed by the program to generate nodes and then

appropriate springs are applied on them. The WoodFrameMesh program requires the

user to write the keyword SPRINGS before providing the spring line object information.

In addition, the user needs to provide the end nodes of the line objects, a list of spring

stiffnesses and the mesh size, shown as follows:

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SPRINGS ADD=25,28 U1=10000 U2=10000 U3=10000 R1=10000 MS=6.0 ADD=29,32 U1=10000 U2=10000 MS=6.0 ADD=33,36 U1=10000 U2=10000 MS=6.0 ADD=37,40 U1=10000 U2=10000 MS=6.0 …….

Note: ADD denotes the joint numbers in between which springs are to be added. U1, U2

and U3 are the lateral stiffnesses in the global X, Y and Z directions. R1, R2 and R3 are

the rotational stiffnesses in the global X, Y and Z directions. MS stands for the mesh size

to be used while dividing the spring line object.

Step 5: This step requires the user to define material properties for the geometric objects.

This is an essential requirement as all the structures would have some kind of geometric

objects associated with them. The WoodFrameMesh program requires the user to write

the keyword MATERIALS before providing the other material information. This is done

as follows:

MATERIALS NAME=STEEL IDES=S M=0 W=0 T=0 E=29000 U=.3 A=.0000065 EM=1.0 SM=1.0 NAME=OTHER IDES=N M=0 W=0 T=0 E=1600 U=.2 A=0 EM=1.0 SM=1.0

……. Note: NAME represents the name of the material. IDES represents the design type (this

must be used, only for models which are to be analyzed using SAP 2000. The design

type is associated to frame members only. For details one can refer to SAP 2000

manual). M represents the mass per unit volume. W represents the weight per unit

volume. E represents Elasticity modulus, U is the Poison’s ratio, A is the coefficient of

thermal expansion, EM is the elasticity multiplier, and SM is the shear modulus

multiplier. The above format is similar to the way material properties are defined in SAP

2000 .S2K format. The above two materials are default materials in SAP 2000 version

7.xx format and if user intends to use SAP 2000 for analysis of the generated finite

element model, then he/she always must specify these default properties.

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Step 6: If user intends to use the frame elements in the model then he/she needs to define

the section properties beforehand. The WoodFrameMesh program requires the user to

write the keyword FRAME SECTIONS before providing the other frame information.

This is done as follows:

FRAME SECTIONS NAME=FSEC1 MAT=STEEL SH=R T=18,10 A=180 J=3916.671 I=4860,1500 AS=150,150

……. Note: NAME represents the name of the frame section. MAT represents the material

name corresponding to the section. SH is type of cross-section for example R for

rectangular. T represents the breadth and width of the cross-section. A is the total area

of the cross-section. J is the torsional constant. I represent the moment of inertia of the

cross-section about local Y and local Z axes. AS is the shear area in the local Y and local

Z directions.

Step 7: If one intends to use the shell elements in the model, then one needs to define its

properties beforehand. The WoodFrameMesh program requires the user to write the

keyword SHELL SECTIONS before providing the shell section information. This is

done as follows:

SHELL SECTIONS NAME=SSEC1 MAT=OTHER TYPE=Shell,Thin MATANG=0 TH=0.4375 THB=0.4375 NAME=SSEC2 MAT=OTHER TYPE=Shell,Thin MATANG=0 TH=0.4375 THB=0.4375

…….

Note: NAME represents the name of the shell section. MAT represents the material

name corresponding to the section. TYPE represents the type of shell to be used for

example Shell, Thin or Shell, Thick. Shell objects may be defined as thick (if their

behavior includes transverse shear deformation according to the Mindlin/Reissner theory)

or as thin (if their behavior neglects transverse shear deformation according to the

Kirchhoff theory). MATANG is the material angle of the shell. For orthotropic

materials, you may enter an angle by which the material local 1 axis is rotated counter-

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clockwise from the object local 1 axis. TH and THB represent the thickness along

membrane and bending directions, respectively.

Step 8: If one intends to use the non-linear link elements in the model then one needs to

define its properties beforehand. The WoodFrameMesh program requires the user to

write the keyword NLPROP before providing the link information. This is done as

follows:

NLPROP NAME=NLPR1 TYPE=Damper DOF=U1 KE=10000 CE=0 DOF=U2 KE=10000 CE=0 DJ=0 DOF=U3 KE=10000 CE=0 DJ=0 DOF=R1 KE=10000 CE=0 DOF=R2 KE=10000 CE=0 DOF=R3 KE=10000 CE=0

…….

Note: NAME represents the name of the link section. TYPE represents the type of link to

be used for example Damper, Gap etc. DOF represents the degree of freedom. U1, U2,

U3, R1, R2 and R3 are the global directions along which stiffnesses of the link elements

may exist. KE is the effective stiffness and CE is the effective damping. DJ in the rows

corresponding to DOF, U2 and U3 represents the distance where stiffness is to be applied

from the J end of the link element. DJ may be defined only for DOF U2 and U3.

Step 9: Using frame elements in a structural model is done by identifying frame line

objects as it is done for springs and restraints. These line objects are meshed by the

program and appropriate frame elements with section properties, and local axes angle and

number of segment information are generated. The WoodFrameMesh program requires

the user to write the keyword FRAME before providing the frame line object

information. In the input file, the user needs to provide the end nodes of the line objects,

section name, number of segments, local axes angle and the mesh size, shown as follows:

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FRAME 1 J=37,40 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 2 J=25,28 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 3 J=29,32 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 4 J=33,36 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0

…….

Note: J represents the end joint numbers. SEC corresponds to frame section properties to

be used. NSEG is the number of segments over which results are to be obtained when the

model is analyzed by the solver. WoodFrameSolver currently does not have this

capability, but SAP 2000 has the capability to present the results for the number of

segment provided by the user. ANG is the local axis angle of the frame element. This is

an angle by which local axis 2 of the element will be rotated around local axis 1. Local

axis 1 is along the length of the element. By default local axis 2 is always in the 1-Z

plane except if the element is vertical and then it is parallel to the global X axis. MS is

the mesh size to be used while dividing the frame line object.

Step 10: In this step user needs to identify surface objects and corresponding joint

numbers. Surface object is an object which has a closed form geometry i.e. diaphragms,

walls, openings and constraint lines. A constraint line is an exception to the surface

objects as it does not enclose any area, but the WoodFrameMesh program internally

generates a virtual opening to accommodate the constraint line while meshing. Hence it

should also be considered as a surface object while identifying surface objects. These

constraint lines if any exist any, are required to be defined in order to have mesh

compatibility at the intersection of walls and diaphragm. Figure A.10 shows an interior

wall and a diaphragm. Openings are required to be defined in order to exclude the area

while meshing the diaphragms or the walls.

Currently in the WoodFrameMesh program these surface objects are treated as larger

shell elements which are required to be meshed using either triangular or quadrilateral

shell elements. For diaphragms and openings, the user needs to define the joint numbers

in a closed fashion. For example, for the diaphragm and opening as shown in Figure

A.11, the user needs to write the joint numbers as 1,2,3,4,1 and 5,6,7,8,5, respectively.

Similarly, for the walls, user needs to provide the joint numbers in clockwise or

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anticlockwise fashion but is not required to make a closed numbering as for the

diaphragms and openings. This slight difference is due to the requirement posed by

different algorithms implemented for meshing diaphragms and walls.

Figure A.10: Showing an interior wall and a diaphragm

Figure A.11: Showing numbering for diaphragm and opening

Meshing shell objects is the key feature of the WoodFrameMesh mesh generator.

Any closed domain with any number of boundary segments could be filled in by

triangular elements. Quadrilateral elements using WoodFrameMesh could be generated

only over quadrilateral domains. In wood houses, diaphragms are mostly complex

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shaped with openings and line constraints, and hence should be meshed using triangles.

Figure A.12 shows some complex diaphragms. In a large percentage of houses, walls

and lips have four sides and hence they should be meshed using quadrilaterals. This

doesn’t at all mean that walls cannot be meshed using triangular elements or diaphragms

using quadrilateral elements. For the former one just needs to define a wall as a

diaphragm object inside the input file with triangular meshing type or a wall with

triangular type of meshing. Meshing diaphragms using quadrilateral elements could be

handled by breaking the diaphragm objects into smaller four sided objects with no

constraints and openings inside it. In such a case one should divide the boundary in such

a way that the boundary mesh conformity is maintained, as one can miss out on the

boundary conformity of the mesh.

Figure A.12: Diaphragm objects mostly having complex shapes

Quadrilateral meshing applied to walls uses the methodology which takes the

advantage of the quadrilateral shape of the objects. The technique implemented for

quadrilateral element generation is applicable only to quadrilateral domains and thus if

the wall is an n sided polygon (n > 4) it must be broken down into combinations of

quadrilaterals as shown in Figure A.13. This structured procedure was adopted over the

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other available unstructured meshing techniques because it is fast and it is for a wall not

be designed as a quadrilateral. In some situations the wall could have a diaphragm

coming into it as shown in Figure A.14, for such a situation the user should choose a

triangular meshing type over the wall, as only it can accommodate the line constraints.

Figure A.13: Walls (quadrilateral or a combination of 2-quadrilaterals)

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Figure A.14: Wall with sloped diaphragm coming into it

The WoodFrameMesh program requires the user to write the keyword SHELL before

providing the shell object information. The input format required for the shell objects

inside the input file is as follows:

SHELL 1 J=1,2,3,4,5,6,7,8,9,10,11,12,1 SEC=SSEC1 SA=1 ST=D MT=T MS=6.0 2 J=22,24,23,22 SEC=SSEC2 SA=1 ST=O MT=N MS=6.0 3 J=2,3,15,14 SEC=SSEC2 SA=3 ST=L MT=Q MS=6.0 4 J=3,4,16,15 SEC=SSEC2 SA=4 ST=L MT=Q MS=6.0 5 J=4,5,17,16 SEC=SSEC2 SA=5 ST=L MT=Q MS=6.0 6 J=5,6,18,17 SEC=SSEC2 SA=6 ST=L MT=Q MS=6.0 7 J=6,7,19,18 SEC=SSEC2 SA=7 ST=L MT=Q MS=6.0 8 J=7,8,20,19 SEC=SSEC2 SA=8 ST=W MT=Q MS=6.0

……. Note: SEC represents the section name. SA is the shell associativity. Diaphragms and

walls will always have the same object number for its shell associativity. Openings and

constraint will always be contained by some diaphragm or wall and hence they will have

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the shell associativity corresponding to the object number of the diaphragm or wall in

which they are contained. ST represents the type of shell it could be a diaphragm,

opening, wall or constraint. MT represents the meshing type to be used for a particular

object. It can have T, Q, or N values corresponding to triangular, quadrilateral or no

meshing. N is used for openings and constraint lines. MS represents the desired mesh

size of the elements to be generated.

Step 11: If the user intends to have finite element link elements at some location in the

model, then this can be achieved by identifying two line objects at that location lying

opposite to each other. These line objects are meshed by the program and the opposite

nodes are connected to generate finite length non-linear link elements. The program

meshes both the line objects to generate the same number of line segments and hence the

same number of opposite nodes. As the program performs checks to merge closer nodes,

and the user cannot have the length of the non-linear link less than 0.1 unit length. The

WoodFrameMesh program requires the user to write the keyword NLLINK before

providing the linear link line object information. In the input file, the user needs to

provide the end nodes of the line objects, section name, number of segments, local axes

angle and the mesh size, shown as follows:

NLLINK 1 J=14,15,26,27 NLP=NLPR1 ANG=0 MS=6.0 2 J=17,18,38,39 NLP=NLPR1 ANG=0 MS=6.0 3 J=20,21,31,30 NLP=NLPR1 ANG=0 MS=6.0 4 J=23,24,35,34 NLP=NLPR1 ANG=0 MS=6.0

……. Note: J is the joint numbering of the two opposite line segments to be meshed to generate

finite length link elements. NLP is the link property name. ANG is the local axis angle

desired for the finite length link element. MS is the mesh size which is to be used to

mesh the link line segments.

Step 12: In the current capability, WoodFrameMesh can only apply nodal loads on the

structural model. Nodal loads are defined as line objects in the input file which is

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meshed by the program to apply loads at the generated nodes (see Figures A.7 and A.8).

The WoodFrameMesh program requires the user to write the keyword LOAD before

providing the nodal load line object information. The input format for nodal loads inside

the WoodFrameMesh input file is as follows:

LOAD NAME=LOAD1 SW=1 CSYS=0 TYPE=FORCE ADD=1,2 UX=1 UY=1 UZ=1 RX=1 RY=1 MS=6.0 ADD=2,3 UX=1 UY=1 RX=1 MS=6.0 ADD=3,4 UX=1 UY=1 MS=6.0

……. ……. …….

Note: NAME is the name of the load. SW is the self weight factor. TYPE represents the

type of force to be used. Currently as the program can only apply nodal loads, TYPE

should always be equal to FORCE. ADD is used to define the joint numbers for the line

segments which would be meshed to generate nodes over which loading would be

applied. UX, UY, UZ, RX, RY and RZ are used to specify force and moment values in

the global directions. MS stands for the mesh size to be used while dividing the nodal

load line object.

Step 13: WoodFrameMesh program requires the user to write the keyword END

followed by a semicolon at the end of the file.The input format for END is as follows:

END;

A.4 Step by Step Example This section presents a step by step example for writing an input file for a simple box

shaped house shown in Figure A.15. The output model is desired to be analyzed using

WoodFrameSolver. The desired mesh size throughout the model is 6.0 inches.

Diaphragms are to be meshed with triangular elements, whereas lips and walls are to be

meshed using quadrilateral elements. In addition the following boundary conditions and

input parameters are desired to be applied on the generated finite element model:

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• Length units = inches and force units = Kips.

• All six degrees of freedom restrained at the base of the walls.

• Vertical springs of stiffness 1000 Kips/in2 are desired at the base of the lip

elements.

• Modulus of Elasticity = 1600 Kips/in2, Mass per unit volume = 0, Weight per unit

volume = 0, Poisson’s ratio = 0.3, Elasticity multiplier = 1, Shear modulus

multiplier = 1.0, Material Name = STEEL.

• Frame material = STEEL, SH=R, T=18,10, A = 180, J=3916.671, I=4860,1500,

AS=0,0.

• Shell name = SSEC1, Material = STEEL, TYPE=Shell, Thin, MATANG=0,

TH=0.45 and THB=0.45

• Link name = NLPR1, TYPE=Damper, DOF=U1,U2,U3,R1,R2,R3, KE=100

Kips/in2, CE = 0 and DJ = 0

• Frames elements at the base of all the walls

• Diaphragm, lips and walls defined as SSEC1.

• Link elements connecting walls and lips.

• Unit nodal loading in X-direction along any one of the edges of the diaphragm.

The graphical view of the meshed structure as seen in SAP 2000 is shown in Figure

A.17.

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Figure A.15: A simple box shaped house

Step 1: Define the units.

SYSTEM

LENGTH= IN FORCE=Kips

Step 2: Define the joints. Figure A.16 shows the joint numbering. In the Figure A.16 the

walls are pulled slightly below from their actual locations in order to present a clear

picture.

90” 120”

240” 150”

90”

12”

X Y Z

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Figure A.16: Showing joint numbering

JOINT 1 X=0 Y=240 Z=0 2 X=0 Y=180 Z=0 3 X=0 Y=60 Z=0 4 X=0 Y=0 Z=0 5 X=30 Y=0 Z=0 6 X=120 Y=0 Z=0 7 X=150 Y=0 Z=0 8 X=150 Y=60 Z=0 9 X=150 Y=180 Z=0 10 X=150 Y=240 Z=0 11 X=120 Y=240 Z=0 12 X=30 Y=240 Z=0 13 X=0 Y=240 Z=-12 14 X=0 Y=180 Z=-12 15 X=0 Y=60 Z=-12 16 X=0 Y=0 Z=-12 17 X=30 Y=0 Z=-12 18 X=120 Y=0 Z=-12 19 X=150 Y=0 Z=-12

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20 X=150 Y=60 Z=-12 21 X=150 Y=180 Z=-12 22 X=150 Y=240 Z=-12 23 X=120 Y=240 Z=-12 24 X=30 Y=240 Z=-12 25 X=0 Y=180 Z=-102 26 X=0 Y=180 Z=-12.2 27 X=0 Y=60 Z=-12.2 28 X=0 Y=60 Z=-102 29 X=30 Y=0 Z=-102 30 X=30 Y=0 Z=-12.2 31 X=120 Y=0 Z=-12.2 32 X=120 Y=0 Z=-102 33 X=30 Y=240 Z=-102 34 X=30 Y=240 Z=-12.2 35 X=120 Y=240 Z=-12.2 36 X=120 Y=240 Z=-102 37 X=150 Y=180 Z=-12.2 38 X=150 Y=60 Z=-12.2 39 X=150 Y=60 Z=-120 40 X=150 Y=180 Z=-120

Step 3: Define restraint line objects. The input format for the generation of restraints at

the base of all the walls as follows:

RESTRAINTS ADD=25,28 DOF=U1,U2,U3,R1,R2,R3 MS=6.0 ADD=29,32 DOF=U1,U2,U3,R1,R2,R3 MS=6.0 ADD=33,36 DOF=U1,U2,U3,R1,R2,R3 MS=6.0 ADD=39,40 DOF=U1,U2,U3,R1,R2,R3 MS=6.0

Step 4: Define spring line objects. The input format for the generation of vertical springs

at the base of all the lip elements is as follows:

SPRINGS

ADD=13,14 U3=1000 MS=6.0 ADD=15,16 U3=1000 MS=6.0 ADD=16,17 U3=1000 MS=6.0 ADD=18,19 U3=1000 MS=6.0 ADD=19,20 U3=1000 MS=6.0 ADD=21,22 U3=1000 MS=6.0 ADD=22,23 U3=1000 MS=6.0 ADD=24,13 U3=1000 MS=6.0

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Step 5: Define material properties. The input format for the defining material properties

is as follows:

MATERIALS NAME=STEEL IDES=S M=0 W=0 T=0 E=1600 U=.3 A=.0000065 EM=1.0 SM=1.0

Step 6: Define frame section properties. The input format for the defining frame section

properties is as follows:

FRAME SECTIONS NAME=FSEC1 MAT=STEEL SH=R T=18,10 A=180 J=3916.671 I=4860,1500 AS=150,150 Step 7: Define shell section properties. The input format for the defining shell section

properties is as follows:

SHELL SECTIONS NAME=SSEC1 MAT=OTHER TYPE=Shell,Thin MATANG=0 TH=0.4375 THB=0.4375 Step 8: Define link properties. The input format for defining the link properties is as

follows:

NLPROP NAME=NLPR1 TYPE=Damper DOF=U1 KE=100 CE=0 DOF=U2 KE=100 CE=0 DJ=0 DOF=U3 KE=100 CE=0 DJ=0 DOF=R1 KE=100 CE=0 DOF=R2 KE=100 CE=0 DOF=R3 KE=100 CE=0

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Step 9: Define frame elements. The input format for the generation of frame elements at

the base of all the walls is as follows:

FRAME 1 J=25,28 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 2 J=29,32 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 3 J=33,36 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 4 J=39,40 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0

Step 10: Defining shell elements. The input format for the generation of shell elements

is as follows:

SHELL 1 J=1,2,3,4,5,6,7,8,9,10,11,12,1 SEC=SSEC1 SA=1 ST=D MT=T MS=6.0 2 J=13,1,2,14 SEC=SSEC1 SA=2 ST=L MT=Q MS=6.0 3 J=14,2,3,15 SEC=SSEC1 SA=3 ST=L MT=Q MS=6.0 4 J=15,3,4,16 SEC=SSEC1 SA=4 ST=L MT=Q MS=6.0 5 J=16,4,5,17 SEC=SSEC1 SA=5 ST=L MT=Q MS=6.0 6 J=17,5,6,18 SEC=SSEC1 SA=6 ST=L MT=Q MS=6.0 7 J=18,6,7,19 SEC=SSEC1 SA=7 ST=L MT=Q MS=6.0 8 J=19,7,8,20 SEC=SSEC1 SA=8 ST=L MT=Q MS=6.0 9 J=20,8,9,21 SEC=SSEC1 SA=9 ST=L MT=Q MS=6.0 10 J=21,9,10,22 SEC=SSEC1 SA=10 ST=L MT=Q MS=6.0 11 J=22,10,11,23 SEC=SSEC1 SA=11 ST=L MT=Q MS=6.0 12 J=23,11,12,24 SEC=SSEC1 SA=12 ST=L MT=Q MS=6.0 13 J=24,12,1,13 SEC=SSEC1 SA=13 ST=L MT=Q MS=6.0 14 J=25,26,27,28 SEC=SSEC1 SA=14 ST=W MT=Q MS=6.0 15 J=29,30,31,32 SEC=SSEC1 SA=15 ST=W MT=Q MS=6.0 16 J=33,34,35,36 SEC=SSEC1 SA=16 ST=W MT=Q MS=6.0 17 J=37,38,39,40 SEC=SSEC1 SA=17 ST=W MT=Q MS=6.0 Step 11: Defining link elements. The input format for having finite length link elements

between walls and lip elements is as follows:

NLLINK 1 J=14,15,26,27 NLP=NLPR1 ANG=0 MS=6.0 2 J=17,18,30,31 NLP=NLPR1 ANG=0 MS=6.0 3 J=20,21,38,37 NLP=NLPR1 ANG=0 MS=6.0 4 J=23,24,35,34 NLP=NLPR1 ANG=0 MS=6.0

143

Step 12: Defining load in X-direction on one of the edges. The input format for having

unit nodal loads on one of the edges say 1-2-3-4 is as follows:

LOAD NAME=LOAD1 SW=1 CSYS=0 TYPE=FORCE ADD=1,2 UX=1 MS=6.0 ADD=2,3 UX=1 MS=6.0 ADD=3,4 UX=1 MS=6.0

Step 13: End of the input file.

END;

Figure A.17: Example model meshed using WoodFrameMesh program

144

A.5 Tutorial This section presents a tutorial for the generation of some basic finite element models

using the WoodFrameMesh program. The input files for the following models are

presented in section A.6. The output generated by the WoodFrameMesh program is

viewed in SAP 2000 and their 3D view is also presented.

A.5.1 Semi-Circular Plate

Input file name: Semi-CircularPlate.txt

Purpose: To generate a finite element model of a semi-circular plate using triangular

elements in XY plane.

Description: The plate is restrained along the straight line edge on all the nodes

generated. The plate is loaded along the semi-circular boundary with loads in X and Y

directions.

Figure A.18: Semi-circular plate filled with triangular shell elements

A.5.2 Square Plate

Input file name: Square-PlateT.txt

Purpose: To generate a finite element model of a square plate using triangular elements in

the XY plane.

Description: The plate is restrained on all the nodes generated along one of the edges.

The plate is loaded along the edge opposite to the restrained edge with loads in X and Y

directions.

145

Figure A.19: Square plate filled with triangular shell elements

A.5.3 Sloped Roof House

Input file name: Sloped-Roof.txt

Purpose: To generate a finite element model of a sloped roof house using triangular

elements for diaphragms and quadrilateral for walls.

Description: All the walls are restrained at their base in the direction perpendicular to the

plane of the wall. All the walls have spring elements at their base in the vertical direction

and in the plane of the wall. All the walls are connected to the lip using finite length non-

linear link elements. For details regarding the spring, material and section properties, one

can refer to the Sloped-Roof input file presented in section A.6.

146

Figure A.20: Sloped roof house filled with triangular and quadrilateral shell elements

A.5.4 Flat Roof House with Opening

Input file name: Flat-RoofA.txt

Purpose: To generate a finite element model of a flat roof house with opening using

triangular elements for diaphragms and quadrilateral for walls.

Description: All the walls are restrained at their base in the direction perpendicular to the

plane of the wall. The walls have spring elements at their base in the vertical direction

and in the plane of the wall. The walls are connected to the lip using finite length non-

linear link elements. For details regarding the spring, material and section properties, one

can refer to the Flat-RoofA input file in section A.6

147

Figure A.21: Flat roof house (with opening) filled with triangular and quadrilateral shell

elements

A.5.5 Flat Roof House with Opening and Interior Wall

Input file name: Flat-RoofB.txt

Purpose: To generate a finite element model of a flat roof house with opening and interior

wall using triangular elements for diaphragms and quadrilateral for walls.

Description: All the walls are restrained at their base in the direction perpendicular to the

plane of the wall. The walls have spring elements at their base in the vertical direction

and in the plane of the wall. The walls are connected to the lip using finite length non-

linear link elements. For details regarding the spring, material and section properties, one

can refer to the Flat-RoofB input file in section A.6.

148

Figure A.22: Flat roof house (with opening and interior wall) filled with triangular and

quadrilateral shell elements

149

A.6 INPUT FILES

This section presents the input file for the models discussed in the previous section.

The portion bounded by the solid lines goes inside the input file to be used by the

WoodFrameMesh program.

A.6.1 Input File Name: Semi-CircularPlate.txt SYSTEM LENGTH=IN FORCE=Kip JOINT 1 X=50 Y=0 Z=0 2 X=48 Y=14 Z=0 3 X=46 Y=19.59592 Z=0 4 X=44 Y=23.74868 Z=0 5 X=42 Y=27.12932 Z=0 6 X=40 Y=30 Z=0 7 X=30 Y=40 Z=0 8 X=20 Y=45.82576 Z=0 9 X=10 Y=48.98979 Z=0 10 X=0 Y=50 Z=0 11 X=-10 Y=48.98979 Z=0 12 X=-20 Y=45.82576 Z=0 13 X=-30 Y=40 Z=0 14 X=-40 Y=30 Z=0 15 X=-42 Y=27.12932 Z=0 16 X=-44 Y=23.74868 Z=0 17 X=-46 Y=19.59592 Z=0 18 X=-48 Y=14.0 Z=0 19 X=-50 Y=0 Z=0 RESTRAINTS ADD=1,19 DOF=U1,U2,U3,R1,R2,R3 MS=4.0 SPRINGS MATERIALS NAME=STEEL IDES=S M=0 W=0 T=0 E=29000 U=.3 A=.0000065 EM=1.0 SM=1.0 NAME=OTHER IDES=N M=0 W=0 T=0 E=3000000 U=.2 A=0 EM=1.0 SM=1.0 FRAME SECTIONS NAME=FSEC1 MAT=STEEL SH=R T=18,10 A=180 J=3916.671 I=4860,1500 AS=150,150

150

SHELL SECTIONS NAME=SSEC1 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.45 THB=0.45 NAME=SSEC2 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.40 THB=0.40 NLPROP NAME=NLPR1 TYPE=Damper DOF=U1 KE=100 CE=100 DOF=U2 KE=100 CE=100 DOF=U3 KE=100 CE=100 DOF=R1 KE=100 CE=100 DOF=R2 KE=100 CE=100 DOF=R3 KE=100 CE=100 FRAME SHELL 1 J=1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,1 SEC=SSEC1 SA=1 ST=D MT=T MS=4.0 NLLINK LOAD NAME=LOAD1 SW=1 CSYS=0 TYPE=FORCE ADD=1,2 UX=100 UY=100 MS=4.0 ADD=2,3 UX=100 UY=100 MS=4.0 ADD=3,4 UX=100 UY=100 MS=4.0 ADD=4,5 UX=100 UY=100 MS=4.0 ADD=5,6 UX=100 UY=100 MS=4.0 ADD=6,7 UX=100 UY=100 MS=4.0 ADD=7,8 UX=100 UY=100 MS=4.0 ADD=8,9 UX=100 UY=100 MS=4.0 ADD=9,10 UX=100 UY=100 MS=4.0 ADD=10,11 UX=100 UY=100 MS=4.0 ADD=11,12 UX=100 UY=100 MS=4.0 ADD=12,13 UX=100 UY=100 MS=4.0 ADD=13,14 UX=100 UY=100 MS=4.0 ADD=14,15 UX=100 UY=100 MS=4.0 ADD=15,16 UX=100 UY=100 MS=4.0 ADD=16,17 UX=100 UY=100 MS=4.0 ADD=17,18 UX=100 UY=100 MS=4.0 ADD=18,19 UX=100 UY=100 MS=4.0 END;

151

A.6.2 Input File Name: Square-PlateT.txt SYSTEM LENGTH=IN FORCE=Kip JOINT 1 X=0 Y=0 Z=0 2 X=100 Y=0 Z=0 3 X=100 Y=100 Z=0 4 X=0 Y=100 Z=0 RESTRAINTS ADD=1,4 DOF=U1,U2,U3,R1,R2,R3 MS=6.0 SPRING MATERIALS NAME=STEEL IDES=S M=0 W=0 T=0 E=29000 U=.3 A=.0000065 EM=1.0 SM=1.0 NAME=OTHER IDES=N M=0 W=0 T=0 E=3000000 U=.2 A=0 EM=1.0 SM=1.0 FRAME SECTIONS NAME=FSEC1 MAT=STEEL SH=R T=18,10 A=180 J=3916.671 I=4860,1500 AS=150,150 SHELL SECTIONS NAME=SSEC1 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.45 THB=0.45 NAME=SSEC2 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.40 THB=0.40 NLPROP NAME=NLPR1 TYPE=Damper DOF=U1 KE=100 CE=100 DOF=U2 KE=100 CE=100 DOF=U3 KE=100 CE=100 DOF=R1 KE=100 CE=100 DOF=R2 KE=100 CE=100 DOF=R3 KE=100 CE=100 FRAME SHELL 1 J=1,2,3,4,1 SEC=SSEC1 SA=1 ST=D MT=T MS=6.0

152

NLLINK LOAD NAME=LOAD1 SW=1 CSYS=0 TYPE=FORCE ADD=2,3 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 NAME=LOAD2 SW=1.5 CSYS=0 TYPE=FORCE ADD=2,3 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 END;

153

A.6.3 Input File Name: Sloped-Roof.txt SYSTEM LENGTH=IN FORCE=Kip JOINT

1 X=0 Y=0 Z=120 2 X=60 Y=0 Z=180 3 X=120 Y=0 Z=120 4 X=120 Y=90 Z=120 5 X=240 Y=90 Z=120 6 X=240 Y=150 Z=180 7 X=240 Y=210 Z=120 8 X=0 Y=210 Z=120 9 X=60 Y=150 Z=180 10 X=0 Y=0 Z=109 11 X=60 Y=0 Z=169 12 X=120 Y=0 Z=109 13 X=120 Y=90 Z=109 14 X=240 Y=90 Z=109 15 X=240 Y=150 Z=169 16 X=240 Y=210 Z=109 17 X=0 Y=210 Z=109 18 X=0 Y=30 Z=0 19 X=0 Y=30 Z=108 20 X=0 Y=90 Z=108 21 X=0 Y=90 Z=0 22 X=0 Y=120 Z=0 23 X=0 Y=120 Z=108 24 X=0 Y=180 Z=108 25 X=0 Y=180 Z=0 26 X=0 Y=180 Z=120 27 X=0 Y=120 Z=120 28 X=0 Y=90 Z=120 29 X=0 Y=30 Z=120 30 X=0 Y=180 Z=109 31 X=0 Y=120 Z=109 32 X=0 Y=90 Z=109 33 X=0 Y=30 Z=109 34 X=120 Y=15 Z=0 35 X=120 Y=15 Z=108 36 X=120 Y=75 Z=108 37 X=120 Y=75 Z=0 38 X=120 Y=15 Z=109 39 X=120 Y=75 Z=109 40 X=120 Y=15 Z=120 41 X=120 Y=75 Z=120 42 X=150 Y=90 Z=120 43 X=210 Y=90 Z=120 44 X=150 Y=90 Z=109 45 X=210 Y=90 Z=109 46 X=150 Y=90 Z=0 47 X=150 Y=90 Z=108 48 X=210 Y=90 Z=108 49 X=210 Y=90 Z=0

154

50 X=180 Y=210 Z=120 51 X=60 Y=210 Z=120 52 X=180 Y=210 Z=109 53 X=60 Y=210 Z=109 54 X=60 Y=210 Z=0 55 X=60 Y=210 Z=108 56 X=180 Y=210 Z=108 57 X=180 Y=210 Z=0

RESTRAINTS ADD=18,21 DOF=U1 MS=6.0 ADD=22,25 DOF=U1 MS=6.0 ADD=34,37 DOF=U1 MS=6.0 ADD=46,49 DOF=U2 MS=6.0 ADD=54,57 DOF=U2 MS=6.0 SPRING ADD=18,21 U3=100 U2=100 MS=6.0 ADD=22,25 U3=100 U2=100 MS=6.0 ADD=34,37 U3=100 U2=100 MS=6.0 ADD=46,49 U3=100 U1=100 MS=6.0 ADD=54,57 U3=100 U1=100 MS=6.0 MATERIALS NAME=STEEL IDES=S M=7.324016E-07 W=.000283 T=0 E=29000 U=.3 A=.0000065 EM=1.0 SM=1.0 NAME=OTHER IDES=N M=0 W=0 T=0 E=3000000 U=.2 A=0 EM=1.0 SM=1.0 FRAME SECTIONS NAME=FSEC1 MAT=STEEL SH=R T=18,10 A=180 J=3916.671 I=4860,1500 AS=150,150 SHELL SECTIONS NAME=SSEC1 MAT=OTHER TYPE=Shell,Thin MATANG=0 TH=0.45 THB=0.45 NLPROP NAME=NLPR1 TYPE=Damper DOF=U1 KE=100 CE=100 DOF=U2 KE=100 CE=100 DOF=U3 KE=100 CE=100 DOF=R1 KE=100 CE=100 DOF=R2 KE=100 CE=100 DOF=R3 KE=100 CE=100

155

FRAME 1 J=18,21 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 2 J=22,25 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 3 J=34,37 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 4 J=46,49 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 5 J=54,57 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 SHELL 1 J=1,2,9,8,26,27,28,29,1 SEC=SSEC1 SA=1 ST=D MT=T MS=6.0 2 J=2,3,40,41,4,9,2 SEC=SSEC1 SA=2 ST=D MT=T MS=6.0 3 J=4,42,43,5,6,9,4 SEC=SSEC1 SA=3 ST=D MT=T MS=6.0 4 J=9,6,7,50,51,8,9 SEC=SSEC1 SA=4 ST=D MT=T MS=6.0 5 J=10,1,2,11 SEC=SSEC1 SA=5 ST=L MT=Q MS=6.0 6 J=11,2,3,12 SEC=SSEC1 SA=6 ST=L MT=Q MS=6.0 7 J=12,3,40,38 SEC=SSEC1 SA=7 ST=L MT=Q MS=6.0 8 J=38,40,41,39 SEC=SSEC1 SA=8 ST=L MT=Q MS=6.0 9 J=39,41,4,13 SEC=SSEC1 SA=9 ST=L MT=Q MS=6.0 10 J=13,4,42,44 SEC=SSEC1 SA=10 ST=L MT=Q MS=6.0 11 J=44,42,43,45 SEC=SSEC1 SA=11 ST=L MT=Q MS=6.0 12 J=45,43,5,14 SEC=SSEC1 SA=12 ST=L MT=Q MS=6.0 13 J=14,5,6,15 SEC=SSEC1 SA=13 ST=L MT=Q MS=6.0 14 J=15,6,7,16 SEC=SSEC1 SA=14 ST=L MT=Q MS=6.0 15 J=16,7,50,52 SEC=SSEC1 SA=15 ST=L MT=Q MS=6.0 16 J=52,50,51,53 SEC=SSEC1 SA=16 ST=L MT=Q MS=6.0 17 J=53,51,8,17 SEC=SSEC1 SA=17 ST=L MT=Q MS=6.0 18 J=17,8,26,30 SEC=SSEC1 SA=18 ST=L MT=Q MS=6.0 19 J=30,26,27,31 SEC=SSEC1 SA=19 ST=L MT=Q MS=6.0 20 J=31,27,28,32 SEC=SSEC1 SA=20 ST=L MT=Q MS=6.0 21 J=32,28,29,33 SEC=SSEC1 SA=21 ST=L MT=Q MS=6.0 22 J=33,29,1,10 SEC=SSEC1 SA=22 ST=L MT=Q MS=6.0 23 J=18,19,20,21 SEC=SSEC1 SA=23 ST=W MT=Q MS=6.0 24 J=22,23,24,25 SEC=SSEC1 SA=24 ST=W MT=Q MS=6.0 25 J=34,35,36,37 SEC=SSEC1 SA=25 ST=W MT=Q MS=6.0 26 J=46,47,48,49 SEC=SSEC1 SA=26 ST=W MT=Q MS=6.0 27 J=54,55,56,57 SEC=SSEC1 SA=27 ST=W MT=Q MS=6.0 NLLINK 1 J=19,20,33,32 NLP=NLPR1 ANG=0 MS=6.0 2 J=23,24,31,30 NLP=NLPR1 ANG=0 MS=6.0 3 J=35,36,38,39 NLP=NLPR1 ANG=0 MS=6.0 4 J=44,45,47,48 NLP=NLPR1 ANG=0 MS=6.0 5 J=52,53,56,55 NLP=NLPR1 ANG=0 MS=6.0 LOAD NAME=LOAD1 SW=1 CSYS=0 TYPE=FORCE ADD=1,2 UX=10 UY=10 RX=10 RY=20 RZ=20 MS=6.0 ADD=2,3 UX=10 UY=10 RX=10 RY=20 RZ=20 MS=6.0 NAME=LOAD2 SW=1 CSYS=0 TYPE=FORCE ADD=1,2 UX=10 UY=10 RX=10 RY=20 RZ=20 MS=6.0 ADD=2,3 UX=10 UY=10 RX=10 RY=20 RZ=20 MS=6.0 END;

156

A.6.4 Input File Name: Flat-RoofA.txt SYSTEM LENGTH=IN FORCE=Kip JOINT

1 X=0 Y=0 Z=120 2 X=60 Y=0 Z=120 3 X=120 Y=0 Z=120 4 X=180 Y=0 Z=120 5 X=180 Y=60 Z=120 6 X=180 Y=120 Z=120 7 X=180 Y=180 Z=120 8 X=120 Y=180 Z=120 9 X=120 Y=90 Z=120 10 X=60 Y=90 Z=120 11 X=60 Y=180 Z=120 12 X=0 Y=180 Z=120 13 X=0 Y=120 Z=120 14 X=0 Y=60 Z=120 15 X=60 Y=30 Z=120 16 X=120 Y=30 Z=120 17 X=120 Y=60 Z=120 18 X=60 Y=60 Z=120 19 X=0 Y=0 Z=109 20 X=60 Y=0 Z=109 21 X=120 Y=0 Z=109 22 X=180 Y=0 Z=109 23 X=180 Y=60 Z=109 24 X=180 Y=120 Z=109 25 X=180 Y=180 Z=109 26 X=120 Y=180 Z=109 27 X=120 Y=90 Z=109 28 X=60 Y=90 Z=109 29 X=60 Y=180 Z=109 30 X=0 Y=180 Z=109 31 X=0 Y=120 Z=109 32 X=0 Y=60 Z=109 33 X=60 Y=30 Z=109 34 X=120 Y=30 Z=109 35 X=120 Y=60 Z=109 36 X=60 Y=60 Z=109 37 X=60 Y=0 Z=0 38 X=60 Y=0 Z=108 39 X=120 Y=0 Z=108 40 X=120 Y=0 Z=0 41 X=180 Y=60 Z=0 42 X=180 Y=60 Z=108 43 X=180 Y=120 Z=108 44 X=180 Y=120 Z=0 45 X=0 Y=60 Z=0 46 X=0 Y=60 Z=108 47 X=0 Y=120 Z=108 48 X=0 Y=120 Z=0

157

RESTRAINTS ADD=37,40 DOF=U2 MS=6.0 ADD=41,44 DOF=U1 MS=6.0 ADD=45,48 DOF=U1 MS=6.0 SPRING ADD=37,40 U3=1000 U2=1000 MS=6.0 ADD=41,44 U3=1000 U1=1000 MS=6.0 ADD=45,48 U3=1000 U1=1000 MS=6.0 MATERIALS NAME=STEEL IDES=S M=0 W=0 T=0 E=29000 U=.3 A=.0000065 EM=1.0 SM=1.0 NAME=OTHER IDES=N M=0 W=0 T=0 E=3000000 U=.2 A=0 EM=1.0 SM=1.0 FRAME SECTIONS NAME=FSEC1 MAT=STEEL SH=R T=18,10 A=180 J=3916.671 I=4860,1500 AS=150,150 SHELL SECTIONS NAME=SSEC1 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.45 THB=0.45 NAME=SSEC2 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.40 THB=0.40 NLPROP NAME=NLPR1 TYPE=Damper DOF=U1 KE=100 CE=100 DOF=U2 KE=100 CE=100 DOF=U3 KE=100 CE=100 DOF=R1 KE=100 CE=100 DOF=R2 KE=100 CE=100 DOF=R3 KE=100 CE=100 FRAME 1 J=37,40 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 2 J=41,44 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 3 J=45,48 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 SHELL 1 J=1,2,3,4,5,6,7,8,9,10,11,12,13,14,1 SEC=SSEC1 SA=1 ST=D MT=T MS=6.0 2 J=1,2,20,19 SEC=SSEC2 SA=2 ST=L MT=Q MS=6.0 3 J=2,3,21,20 SEC=SSEC2 SA=3 ST=L MT=Q MS=6.0 4 J=3,4,22,21 SEC=SSEC2 SA=4 ST=L MT=Q MS=6.0 5 J=4,5,23,22 SEC=SSEC2 SA=5 ST=L MT=Q MS=6.0 6 J=5,6,24,23 SEC=SSEC2 SA=6 ST=L MT=Q MS=6.0 7 J=6,7,25,24 SEC=SSEC2 SA=7 ST=L MT=Q MS=6.0 8 J=7,8,26,25 SEC=SSEC2 SA=8 ST=L MT=Q MS=6.0 9 J=8,9,27,26 SEC=SSEC2 SA=9 ST=L MT=Q MS=6.0 10 J=9,10,28,27 SEC=SSEC2 SA=10 ST=L MT=Q MS=6.0

158

11 J=10,11,29,28 SEC=SSEC2 SA=11 ST=L MT=Q MS=6.0 12 J=11,12,30,29 SEC=SSEC2 SA=12 ST=L MT=Q MS=6.0 13 J=12,13,31,30 SEC=SSEC2 SA=13 ST=L MT=Q MS=6.0 14 J=13,14,32,31 SEC=SSEC2 SA=14 ST=L MT=Q MS=6.0 15 J=14,1,19,32 SEC=SSEC2 SA=15 ST=L MT=Q MS=6.0 16 J=15,16,34,33 SEC=SSEC2 SA=16 ST=L MT=Q MS=6.0 17 J=16,17,35,34 SEC=SSEC2 SA=17 ST=L MT=Q MS=6.0 18 J=17,18,36,35 SEC=SSEC2 SA=18 ST=L MT=Q MS=6.0 19 J=18,15,33,36 SEC=SSEC2 SA=19 ST=L MT=Q MS=6.0 20 J=37,38,39,40 SEC=SSEC2 SA=20 ST=W MT=Q MS=6.0 21 J=41,42,43,44 SEC=SSEC2 SA=21 ST=W MT=Q MS=6.0 22 J=45,46,47,48 SEC=SSEC2 SA=22 ST=W MT=Q MS=6.0 23 J=15,16,17,18,15 SEC=SSEC1 SA=1 ST=O MT=N MS=6.0 NLLINK 1 J=38,39,20,21 NLP=NLPR1 ANG=0 MS=6.0 2 J=42,43,23,24 NLP=NLPR1 ANG=0 MS=6.0 3 J=46,47,14,13 NLP=NLPR1 ANG=0 MS=6.0 LOAD NAME=LOAD1 SW=1 CSYS=0 TYPE=FORCE ADD=1,2 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=2,3 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=3,4 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=4,5 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 NAME=LOAD2 SW=1.5 CSYS=0 TYPE=FORCE ADD=1,2 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=2,3 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 END;

159

A.6.5 Input File Name: Flat-RoofB.txt SYSTEM LENGTH=IN FORCE=Kip JOINT

1 X=0 Y=0 Z=120 2 X=60 Y=0 Z=120 3 X=120 Y=0 Z=120 4 X=180 Y=0 Z=120 5 X=180 Y=60 Z=120 6 X=180 Y=120 Z=120 7 X=180 Y=180 Z=120 8 X=120 Y=180 Z=120 9 X=120 Y=90 Z=120 10 X=60 Y=90 Z=120 11 X=60 Y=180 Z=120 12 X=0 Y=180 Z=120 13 X=0 Y=120 Z=120 14 X=0 Y=60 Z=120 15 X=60 Y=30 Z=120 16 X=120 Y=30 Z=120 17 X=120 Y=60 Z=120 18 X=60 Y=60 Z=120 19 X=0 Y=0 Z=109 20 X=60 Y=0 Z=109 21 X=120 Y=0 Z=109 22 X=180 Y=0 Z=109 23 X=180 Y=60 Z=109 24 X=180 Y=120 Z=109 25 X=180 Y=180 Z=109 26 X=120 Y=180 Z=109 27 X=120 Y=90 Z=109 28 X=60 Y=90 Z=109 29 X=60 Y=180 Z=109 30 X=0 Y=180 Z=109 31 X=0 Y=120 Z=109 32 X=0 Y=60 Z=109 33 X=60 Y=30 Z=109 34 X=120 Y=30 Z=109 35 X=120 Y=60 Z=109 36 X=60 Y=60 Z=109 37 X=60 Y=0 Z=0 38 X=60 Y=0 Z=108 39 X=120 Y=0 Z=108 40 X=120 Y=0 Z=0 41 X=180 Y=60 Z=0 42 X=180 Y=60 Z=108 43 X=180 Y=120 Z=108 44 X=180 Y=120 Z=0 45 X=0 Y=60 Z=0 46 X=0 Y=60 Z=108 47 X=0 Y=120 Z=108 48 X=0 Y=120 Z=0 49 X=30 Y=30 Z=120

160

50 X=30 Y=60 Z=120 51 X=30 Y=90 Z=120 52 X=30 Y=30 Z=109 53 X=30 Y=60 Z=109 54 X=30 Y=90 Z=109 55 X=30 Y=30 Z=0 56 X=30 Y=30 Z=108 57 X=30 Y=60 Z=108 58 X=30 Y=60 Z=0 59 X=30 Y=60 Z=0 60 X=30 Y=60 Z=108 61 X=30 Y=90 Z=108 62 X=30 Y=90 Z=0

RESTRAINTS ADD=37,40 DOF=U2 MS=6.0 ADD=41,44 DOF=U1 MS=6.0 ADD=45,48 DOF=U1 MS=6.0 ADD=55,58 DOF=U1 MS=6.0 ADD=59,62 DOF=U1 MS=6.0 SPRING ADD=37,40 U3=1000 U2=1000 MS=6.0 ADD=41,44 U3=1000 U1=1000 MS=6.0 ADD=45,48 U3=1000 U1=1000 MS=6.0 ADD=55,58 U3=1000 U1=1000 MS=6.0 ADD=59,62 U3=1000 U1=1000 MS=6.0 MATERIALS NAME=STEEL IDES=S M=0 W=0 T=0 E=29000 U=.3 A=.0000065 EM=1.0 SM=1.0 NAME=OTHER IDES=N M=0 W=0 T=0 E=3000000 U=.2 A=0 EM=1.0 SM=1.0 FRAME SECTIONS NAME=FSEC1 MAT=STEEL SH=R T=18,10 A=180 J=3916.671 I=4860,1500 AS=150,150 SHELL SECTIONS NAME=SSEC1 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.45 THB=0.45 NAME=SSEC2 MAT=STEEL TYPE=Shell,Thin MATANG=0 TH=0.40 THB=0.40 NLPROP NAME=NLPR1 TYPE=Damper DOF=U1 KE=100 CE=100 DOF=U2 KE=100 CE=100 DOF=U3 KE=100 CE=100 DOF=R1 KE=100 CE=100 DOF=R2 KE=100 CE=100 DOF=R3 KE=100 CE=100

161

FRAME 1 J=37,40 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 2 J=41,44 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 3 J=45,48 SEC=FSEC1 NSEG=2 ANG=0 MS=6.0 SHELL 1 J=1,2,3,4,5,6,7,8,9,10,11,12,13,14,1 SEC=SSEC1 SA=1 ST=D MT=T MS=6.0 2 J=1,2,20,19 SEC=SSEC2 SA=2 ST=L MT=Q MS=6.0 3 J=2,3,21,20 SEC=SSEC2 SA=3 ST=L MT=Q MS=6.0 4 J=3,4,22,21 SEC=SSEC2 SA=4 ST=L MT=Q MS=6.0 5 J=4,5,23,22 SEC=SSEC2 SA=5 ST=L MT=Q MS=6.0 6 J=5,6,24,23 SEC=SSEC2 SA=6 ST=L MT=Q MS=6.0 7 J=6,7,25,24 SEC=SSEC2 SA=7 ST=L MT=Q MS=6.0 8 J=7,8,26,25 SEC=SSEC2 SA=8 ST=L MT=Q MS=6.0 9 J=8,9,27,26 SEC=SSEC2 SA=9 ST=L MT=Q MS=6.0 10 J=9,10,28,27 SEC=SSEC2 SA=10 ST=L MT=Q MS=6.0 11 J=10,11,29,28 SEC=SSEC2 SA=11 ST=L MT=Q MS=6.0 12 J=11,12,30,29 SEC=SSEC2 SA=12 ST=L MT=Q MS=6.0 13 J=12,13,31,30 SEC=SSEC2 SA=13 ST=L MT=Q MS=6.0 14 J=13,14,32,31 SEC=SSEC2 SA=14 ST=L MT=Q MS=6.0 15 J=14,1,19,32 SEC=SSEC2 SA=15 ST=L MT=Q MS=6.0 16 J=15,16,34,33 SEC=SSEC2 SA=16 ST=L MT=Q MS=6.0 17 J=16,17,35,34 SEC=SSEC2 SA=17 ST=L MT=Q MS=6.0 18 J=17,18,36,35 SEC=SSEC2 SA=18 ST=L MT=Q MS=6.0 19 J=18,15,33,36 SEC=SSEC2 SA=19 ST=L MT=Q MS=6.0 20 J=37,38,39,40 SEC=SSEC2 SA=20 ST=W MT=Q MS=6.0 21 J=41,42,43,44 SEC=SSEC2 SA=21 ST=W MT=Q MS=6.0 22 J=45,46,47,48 SEC=SSEC2 SA=22 ST=W MT=Q MS=6.0 23 J=15,16,17,18,15 SEC=SSEC1 SA=1 ST=O MT=N MS=6.0 24 J=49,50,51 SEC=SSEC1 SA=1 ST=C MT=N MS=6.0 25 J=52,49,50,53 SEC=SSEC2 SA=25 ST=L MT=Q MS=6.0 26 J=53,50,51,54 SEC=SSEC2 SA=26 ST=L MT=Q MS=6.0 27 J=55,56,57,58 SEC=SSEC2 SA=27 ST=W MT=Q MS=6.0 28 J=59,60,61,62 SEC=SSEC2 SA=28 ST=W MT=Q MS=6.0 NLLINK 1 J=38,39,20,21 NLP=NLPR1 ANG=0 MS=6.0 2 J=42,43,23,24 NLP=NLPR1 ANG=0 MS=6.0 3 J=46,47,14,13 NLP=NLPR1 ANG=0 MS=6.0 4 J=52,53,56,57 NLP=NLPR1 ANG=0 MS=6.0 5 J=53,54,60,61 NLP=NLPR1 ANG=0 MS=6.0 LOAD NAME=LOAD1 SW=1 CSYS=0 TYPE=FORCE ADD=1,2 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=2,3 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=3,4 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=4,5 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 NAME=LOAD2 SW=1.5 CSYS=0 TYPE=FORCE ADD=1,2 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 ADD=2,3 UX=100 UY=100 RX=100 RY=20 RZ=20 MS=6.0 END;