<content> <p>FEBeam User Defined Input Parser</p> </content>

7b43f065-204d-4910-8771-8619d7a14e4e 90 Jose Carlo Mendoza 4 5 false false 0 0 decimal

Расчёт балки на двух опорах

FEBeam Analysis Sample 3

Place this function at the top of the calculation worksheet

Materials Beams Supports PoinLoads DistributedLoads FEBeamInputParser 1 A_ModelReset i 2 : Materials IsDefined Materials null ≡ Nothing i Materials rows ≤_%mat Materials i row :_%mat 1 el_%mat 2 el A_AddMaterial i i 1 + : 31 line while if Nothing if 21 line i 2 : Beams IsDefined Beams null ≡ Nothing i Beams rows ≤_%beam Beams i row :_%beam 1 el_%beam 2 el_%beam 3 el_%beam 4 el A_AddBeam i i 1 + : 31 line while if Nothing if 21 line i 2 : Supports IsDefined Supports null ≡ Nothing i Supports rows ≤_%supports Supports i row :_%supports 1 el_%supports 2 el_%supports 3 el A_AddSupport i i 1 + : 31 line while if Nothing if 21 line i 2 : PoinLoads IsDefined PoinLoads null ≡ Nothing i PoinLoads rows ≤_%pointLoads PoinLoads i row :_%pointLoads 1 el_%pointLoads 2 el_%pointLoads 3 el_%pointLoads 4 el_%pointLoads 5 el A_AddPointLoad i i 1 + : 31 line while if Nothing if 21 line i 2 : DistributedLoads IsDefined i DistributedLoads rows ≤_%distributedLoads DistributedLoads i row :_%distributedLoads 1 el_%distributedLoads 2 el_%distributedLoads 3 el_%distributedLoads 4 el_%distributedLoads 5 el_%distributedLoads 6 el A_AddDistributedLoad i i 1 + : 31 line while Nothing if 21 line 1 A_SolveModel 71 line :

Note: the name/ID must be unique at all times.

L.span 15 ft * :

Material List:

Materials Name/ID of Material Elastic Constant Steel 29000 ksi * 22 mat :

<- just add row to add more items

Beam List:

Beams Name/ID of Beam Length of Beam Moment of Inerta Material ID Beam 1 L.span 500 in 4^* Steel 24 mat :

<- just add row to add more items

Support List:

Supports Support Name/ID Location from Left Support Type S1 0 ft * Pin S2 L.span Pin S3 0.5 L.span * Pin 43 mat :

<- just add row to add more items

Point Load List:

PLs Load Name/Id LoadCase Name/Id Location Force Moment P1 LoadCase1 3.75 ft * 0.5 kip * - 0 kip * ft * P2 LoadCase1 10 ft * 0.6 kip * - 0 kip * ft * 35 mat :

<- just add row to add more items

Distributed Load List:

ULs Load Name/Id LoadCase Name/Id Start Loc. End Loc. Start Mag. End Mag. U1 LoadCase1 0 ft * 7.5 ft * 100 lbf ft / * - 100 lbf ft / * - U2 LoadCase2 0 ft * L.span 150 lbf ft / * - 150 lbf ft / * - 36 mat :

<- just add row to add more items

Finite Element Solution Status Materials Beams Supports PLs ULs FEBeamInputParser Total Number of Elements:  201; Total Number of DOF's: 404;

For instance, there is no given distributed loads, just place "null" inside the
user-defined function ULs:

Finite Element Solution Status Materials Beams Supports PLs null FEBeamInputParser Total Number of Elements:  201; Total Number of DOF's: 404;

For instance, there is no given Point loads, just place "null" inside the
user-defined function for PLs:

Finite Element Solution Status Materials Beams Supports null ULs FEBeamInputParser Total Number of Elements:  200; Total Number of DOF's: 402;

Imperial_Units_1 A_SetDiagramUnits Diagram Units set to Imperial_Units_1.

Note: Diagram Units can be set to:
1. "Imperial_Units_1"
2. "Imperial_Units_2"
3. "SI_Units_1"
4. "SI_Units_2"

For Load Case 1:

Loading LoadCase1 :

<- evaluate this function if you need to show diagrams/get results for a certain load case

Loading A_SolveLoadCase 1

Loading A_GetLoadDiagramByLoadCase 1 A_GetInternalShearDiagram 1 A_GetInternalMomentDiagram 1 A_GetSlopeDiagram 1 A_GetDisplacementDiagram

Get Results

a.) Reactions

Reaction_1 S1 A_GetReactionAt :

Shear Reaction @ "S1":

Moment Reaction @ "S1":

Reaction_1 1 el kip 0.4757

Reaction_1 2 el kip ft * 0

Reaction_2 S2 A_GetReactionAt :

Shear Reaction @ "S2":

Moment Reaction @ "S2":

Reaction_2 1 el kip 0.0507

Reaction_2 2 el kip ft * 0

b.) Extrema

maximaForces 0 ft * L.span A_GetInternalForcesMaximaAtRange :

Minimum Shear:

maximaForces 2 row 11 el kip 0.7743 -

maximaForces 2 row 12 el ft 7.5

Maximum Shear:

maximaForces 1 row 11 el kip 0.5493

maximaForces 1 row 12 el ft 8.3824

Minimum Moment:

maximaForces 4 row 11 el kip ft * 1.1198 -

maximaForces 4 row 12 el ft 7.5

Maximum Moment:

maximaForces 3 row 11 el kip ft * 1.0807

maximaForces 3 row 12 el ft 3.75

maximaDOFs 0 ft * L.span A_GetDOFsMaximaAtRange :

Minimum Slope:

maximaDOFs 2 row 11 el rad 0

maximaDOFs 2 row 12 el ft 0

Maximum Slope:

maximaDOFs 1 row 11 el rad 1.5741 105 -^*

maximaDOFs 1 row 12 el ft 5.8852

Minimum Deflection:

maximaDOFs 4 row 11 el in 0.0006 -

maximaDOFs 4 row 12 el ft 3.4208

Maximum Deflection:

maximaDOFs 3 row 11 el in 3.116 105 -^*

maximaDOFs 3 row 12 el ft 8.2941

c.) Query other results

InternalForcesAtSpecifiedLocation 7.5 ft * A_GetInternalForcesAt :

shear InternalForcesAtSpecifiedLocation 1 row : kip 0.7743 - 0.5493 12 mat

moment InternalForcesAtSpecifiedLocation 2 row : kip ft * 1.1198 - 1.1198 - 12 mat

shear 1 el abs shear 2 el abs Max kip 0.7743

<-absolute maximum at specified location

moment 1 el abs moment 2 el abs Max kip ft * 1.1198

<-absolute maximum at specified location

RotationAndDisplacement 3 ft * A_GetDOFsAt :

slope RotationAndDisplacement 1 row : rad 4.2233 106 -^* - 4.2233 106 -^* - 12 mat

deflection RotationAndDisplacement 2 row : in 0.0005 - 0.0005 - 12 mat

slope 1 el abs slope 2 el abs Max rad 4.2233 106 -^*

<-absolute maximum at specified location

deflection 1 el abs deflection 2 el abs Max in 0.0005

<-absolute maximum at specified location

For Load Case 2:

Loading LoadCase2 :

Loading A_SolveLoadCase 1

<- evaluate this function if you need to show diagrams/get results for a certain load case

Loading A_GetLoadDiagramByLoadCase 1 A_GetInternalShearDiagram 1 A_GetInternalMomentDiagram 1 A_GetSlopeDiagram 1 A_GetDisplacementDiagram

8.) Get Results

a.) Reactions

Reaction_1 S1 A_GetReactionAt :

Shear Reaction @ "S1":

Moment Reaction @ "S1":

Reaction_1 1 el kip 0.4219

Reaction_1 2 el kip ft * 0

Reaction_2 S2 A_GetReactionAt :

Shear Reaction @ "S2":

Moment Reaction @ "S2":

Reaction_2 1 el kip 0.4219

Reaction_2 2 el kip ft * 0

b.) Extrema

maximaForces 0 ft * L.span A_GetInternalForcesMaximaAtRange :

Minimum Shear:

maximaForces 2 row 11 el kip 0.7031 -

maximaForces 2 row 12 el ft 7.5

Maximum Shear:

maximaForces 1 row 11 el kip 0.7031

maximaForces 1 row 12 el ft 7.5

Minimum Moment:

maximaForces 4 row 11 el kip ft * 1.0547 -

maximaForces 4 row 12 el ft 7.5

Maximum Moment:

maximaForces 3 row 11 el kip ft * 0.5933

maximaForces 3 row 12 el ft 12.1873

maximaDOFs 0 ft * L.span A_GetDOFsMaximaAtRange :

Minimum Slope:

maximaDOFs 2 row 11 el rad 0

maximaDOFs 2 row 12 el ft 0

Maximum Slope:

maximaDOFs 1 row 11 el rad 1.3093 105 -^*

maximaDOFs 1 row 12 el ft 15

Minimum Deflection:

maximaDOFs 4 row 11 el in 0.0003 -

maximaDOFs 4 row 12 el ft 3.1612

Maximum Deflection:

maximaDOFs 3 row 11 el in 0

maximaDOFs 3 row 12 el ft 0

c.) Query other results

InternalForcesAtSpecifiedLocation 7.5 ft * A_GetInternalForcesAt :

shear InternalForcesAtSpecifiedLocation 1 row : kip 0.7031 - 0.7031 12 mat

moment InternalForcesAtSpecifiedLocation 2 row : kip ft * 1.0547 - 1.0547 - 12 mat

shear 1 el abs shear 2 el abs Max kip 0.7031

<-absolute maximum at specified location

moment 1 el abs moment 2 el abs Max kip ft * 1.0547

<-absolute maximum at specified location

RotationAndDisplacement 3 ft * A_GetDOFsAt :

slope RotationAndDisplacement 1 row : rad 9.4267 107 -^* - 9.4267 107 -^* - 12 mat

deflection RotationAndDisplacement 2 row : in 0.0003 - 0.0003 - 12 mat

slope 1 el abs slope 2 el abs Max rad 9.4267 107 -^*

<-absolute maximum at specified location

deflection 1 el abs deflection 2 el abs Max in 0.0003

<-absolute maximum at specified location

Say you want to get Results from LoadCase1 and/or LoadCase2 again:

...........................................................................................

Loading LoadCase1 :

Loading A_SolveLoadCase 1

InternalForcesAtSpecifiedLocation 3.75 ft * A_GetInternalForcesAt :

shear InternalForcesAtSpecifiedLocation 1 row : kip 0.1007 0.3993 - 12 mat

moment InternalForcesAtSpecifiedLocation 2 row : kip ft * 1.0807 1.0807 12 mat

shear 1 el abs shear 2 el abs Max kip 0.3993

<-absolute maximum at specified location

moment 1 el abs moment 2 el abs Max kip ft * 1.0807

<-absolute maximum at specified location

...........................................................................................

Loading LoadCase2 :

Loading A_SolveLoadCase 1

InternalForcesAtSpecifiedLocation 3.75 ft * A_GetInternalForcesAt :

shear InternalForcesAtSpecifiedLocation 1 row : kip 0.1406 - 0.1406 - 12 mat

moment InternalForcesAtSpecifiedLocation 2 row : kip ft * 0.5273 0.5273 12 mat

shear 1 el abs shear 2 el abs Max kip 0.1406

<-absolute maximum at specified location

moment 1 el abs moment 2 el abs Max kip ft * 0.5273

<-absolute maximum at specified location

...........................................................................................

Loading LoadCase1 + LoadCase2 :

<- to combine loadcases, include the names in the
loading, separated by a ',' or "+".

Loading A_SolveLoadCase 1

InternalForcesAtSpecifiedLocation 7.5 ft * A_GetInternalForcesAt :

shear InternalForcesAtSpecifiedLocation 1 row : lbf 1477.4307 - 1252.4315 12 mat

moment InternalForcesAtSpecifiedLocation 2 row : lbf ft * 2174.4799 - 2174.4799 - 12 mat

shear 1 el abs shear 2 el abs Max kip 1.4774

<-absolute maximum at specified location

moment 1 el abs moment 2 el abs Max kip ft * 2.1745

<-absolute maximum at specified location

...........................................................................................

Say you want to re-evaluate the beam, just evaluate
again the function:

For instance, there is no given Point loads, just place "null" inside the
user-defined input parser function for PLs:

Finite Element Solution Status Materials Beams Supports null ULs FEBeamInputParser Total Number of Elements:  200; Total Number of DOF's: 402;

For Load Case 1:

Loading LoadCase1 :

<- evaluate this function if you need to show diagrams/get results for a certain load case

Loading A_SolveLoadCase 1

Loading A_GetLoadDiagramByLoadCase 1 A_GetInternalShearDiagram 1 A_GetInternalMomentDiagram 1 A_GetSlopeDiagram 1 A_GetDisplacementDiagram

Get Results

a.) Reactions

Reaction_1 S1 A_GetReactionAt :

Shear Reaction @ "S1":

Moment Reaction @ "S1":

Reaction_1 1 el kip 0.3281

Reaction_1 2 el kip ft * 0

Reaction_2 S2 A_GetReactionAt :

Shear Reaction @ "S2":

Moment Reaction @ "S2":

Reaction_2 1 el kip 0.0469 -

Reaction_2 2 el kip ft * 0

b.) Extrema

maximaForces 0 ft * L.span A_GetInternalForcesMaximaAtRange :

Minimum Shear:

maximaForces 2 row 11 el kip 0.4219 -

maximaForces 2 row 12 el ft 7.5

Maximum Shear:

maximaForces 1 row 11 el kip 0.3281

maximaForces 1 row 12 el ft 0

Minimum Moment:

maximaForces 4 row 11 el kip ft * 0.3516 -

maximaForces 4 row 12 el ft 7.5

Maximum Moment:

maximaForces 3 row 11 el kip ft * 0.5383

maximaForces 3 row 12 el ft 3.2812

maximaDOFs 0 ft * L.span A_GetDOFsMaximaAtRange :

Minimum Slope:

maximaDOFs 2 row 11 el rad 0

maximaDOFs 2 row 12 el ft 0

Maximum Slope:

maximaDOFs 1 row 11 el rad 1.0297 105 -^*

maximaDOFs 1 row 12 el ft 6.5625

Minimum Deflection:

maximaDOFs 4 row 11 el in 0.0003 -

maximaDOFs 4 row 12 el ft 3.543

Maximum Deflection:

maximaDOFs 3 row 11 el in 0.0002

maximaDOFs 3 row 12 el ft 10.6695

c.) Query other results

InternalForcesAtSpecifiedLocation 7.5 ft * A_GetInternalForcesAt :

shear InternalForcesAtSpecifiedLocation 1 row : kip 0.4219 - 0.0469 12 mat

moment InternalForcesAtSpecifiedLocation 2 row : kip ft * 0.3516 - 0.3516 - 12 mat

shear 1 el abs shear 2 el abs Max kip 0.4219

<-absolute maximum at specified location

moment 1 el abs moment 2 el abs Max kip ft * 0.3516

<-absolute maximum at specified location

RotationAndDisplacement 3 ft * A_GetDOFsAt :

slope RotationAndDisplacement 1 row : rad 2.8978 106 -^* - 2.8978 106 -^* - 12 mat

deflection RotationAndDisplacement 2 row : in 0.0003 - 0.0003 - 12 mat

slope 1 el abs slope 2 el abs Max rad 2.8978 106 -^*

<-absolute maximum at specified location

deflection 1 el abs deflection 2 el abs Max in 0.0003

<-absolute maximum at specified location