Robot Ejemplo de Calculo

Seismic Design of Reinforced Concrete Structures

using Robot™ Structural and Altiscad Intellishape® Dr. Eng. Gheorghe IONICĂ – Altiscad Software

Code: SE322-2

The recent seismic disasters revealed the increasing need of a design conceived for safer buildings. The class will explain how to perform seismic analysis of multi-storey building, according to various country code requirements. The class will focus on advanced plastic analysis using both Autodesk Robot Structural Analysis and Altiscad Intellishape, a custom developed solution for checking ultimate resistance of structural elements. Attending this class. engineers will learn how to design concrete elements with arbitrary shape, structural wall cores, or columns under compression with lateral load. Both Robot Structural Analysis and Revit® Structure advanced capabilities will be used to analyze a structure, to add reinforcement, and to calculate elements ultimate capacity.

About the Speaker: Technical Director of Altiscad Software Ltd., Romania. With 15 years of structural design experience using CAD software (especially Autodesk® Robot™ Structural formerly Robot Millennium), he created innovative advanced software for optimization and analysis on the Robot platform. Since 1998, he has implemented Robot Structural in Romania and he had a major contribution to local structural design standards implementation in Robot. Gheorghe is also a skilled trainer, consultant, and structural designer, having a large number of clients. He was a lecturer for master classes in Structural Analysis Universities from Lasi, Cluj Napoca and Baia Mare, Romania. [email protected]

mailto:[email protected]

Seismic Design of Reinforced Concrete Structures using Robot™ Structural and Altiscad Intellishape®

2

CALCULATION EXAMPLE WITH ROBOT

STRUCTURAL ANALYSIS PROFESSIONAL 2011

REINFORCED CONCRETE STRUCTURE

- NODES VERIFICATION -

In the next example we will show a reinforced concrete structure mainly

made with reinforced concrete frames but also with reinforced concrete

walls.

The configuration of the reinforced concrete structure is:

- Height of building ground + 4 levels; - Three openings of 6 m; - 4 spans of 4.5m plus reinforced concrete walls of 7.5m; - The height of the ground floor is 5m and the height of the other floors

is 3.5m

After the calculation ended we will go on and start the verification of a

frame joint. To make this possible it is necessary for the beams and

columns that intersect in the specific joint to be designed in the

corresponding beam or column model.


3


4

1. Chosing and selecting the frames

2. Designing a reinforced concrete beam

The calculation of a reinforced concrete beam tipe element is made by

selecting the components of continuous beam and going to Analysis >

Design of RC structure elements > RC beam design.

At the start of this module the Parameters of RC Elements window will

apear. There you can chose between Simple cases and Manual

combinations. Chosing the first option the program will automaticly make


5

the combinations based on the simple cases introduced by you. The

second option is exclusively for manual combinations made in advence.


6

The control of the design of RC beam model is made from the Beam

Parameters toolbar. Here you can define a Cross section type, Item

dimensions, Openings. The program also lets us to redefine the loads from

the Loads definition button.

The most used options in the case of taking a beam from an analized

model will be: Story parameters, Calculation options, and reinforcement

pattern. For viewing or editing the results the next options are available:

Reinforcement, Calculation note, Drawings, Drawings parameters,

Structure updating, and so on.

In Calculation Options window you can set the type of the concrete, of the

longitudinal and transversal reinfercement, the necesary element plasticity.


7

In the Reinforcement Pattern window you can select the prefered diameter

and the minimum diameter for the reinforcement, the number of layers on

which il will pe placed, the shape of the transversal reinforcement, and so

on.


8

After all the settings had been made you can start the calculation of the

element from the Analysis > Calculation Option Set window. The window

that will apear after the calculation is complete depends on the selection of


9

one of the options: Current layout, Results layout, Reinfercement layout,

Drawing layout.

In the Beam – Results window you can see the beam envelopes for the

bending moment and for the capable, design or theoretical shear force, and

so on. The display of these results can be done in a very detaliled way,

depending on a variety of parameters: combinations, reinforcement,

deflections, simple cases, and so on.


10


11


12

In the Beam – Reinforcement the reinforcement bars are arranged, the

longitudinal oanes as well as the transversal oanes with the posibility of

editing each part of them separately in a tabular window.

After the editing of the reinforcement is done you can make the drawings.

They can be exported in RSA module to be done or directly in Autocad

Structural Detailing for some shape editing.


13

You can also acces the calculation notes. Accesing them is very easy and

it has a well-structured presentation. Next we will insert some calculation

notes fragments.

1 Level:

Name :

Reference level : ---

Fire rating : 0 (h)

Maximum cracking : 0.30 (mm)

Environment class : 1 - dry

Concrete creep coefficient : = 2.88

2 Beam: Beam38...40 Number: 1

2.1 Material properties:

Concrete : C20/25 fck = 20.00 (MPa) Density : 2501.36 (kG/m3)

Consistence : S1

Aggregate size : 20.0 (mm)

Longitudinal reinforcement: : fyk = 500.00 (MPa)

Transversal reinforcement: : fyk = 500.00 (MPa)

2.2 Geometry:

2.2.1 Span Position L.supp. L R.supp.

(m) (m) (m)

P1 Span 0.60 5.40 0.60


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Span length: Lo = 6.00 (m)

Section from 0.00 to 5.40 (m)

40.0 x 65.0 (cm)

without left slab

without right slab


(m) (m) (m)

P2 Span 0.60 5.40 0.60



40.0 x 65.0 (cm)

without left slab

without right slab


(m) (m) (m)

P3 Span 0.60 5.40 0.60



40.0 x 65.0 (cm)

without left slab

without right slab


15

2.3 Calculation options:

Regulation of combinations : STAS

Calculations according to : EN 1992-1-1:2004 AC:2008

Seismic dispositions : No requirements

Precast beam : no

Cover : bottom c = 3.0 (cm) : side c1= 3.0 (cm)

: top c2= 3.0 (cm)

Coefficient 2 =0.50 : long-term or cyclic load

Method of shear calculations : strut inclination

2.4 Calculation results:

2.4.1 Internal forces in ULS

Span Mt max. Mt min. Ml Mr Ql Qr

(kN*m) (kN*m) (kN*m) (kN*m) (kN) (kN)

P1 65.92 -6.71 -53.12 -63.79 143.12 -155.97

P2 51.38 -8.80 -66.51 -66.41 145.43 -145.32

P3 59.64 -6.85 -63.28 -52.87 155.11 -142.26


16

2.4.2 Internal forces in SLS

Span Mt max. Mt min. Ml Mr Ql Qr

(kN*m) (kN*m) (kN*m) (kN*m) (kN) (kN)

P1 39.13 0.00 -31.58 -38.21 103.23 -112.53

P2 30.43 0.00 -39.83 -39.77 104.93 -104.85

P3 35.33 0.00 -37.91 -31.43 111.91 -102.61

0 2 4 6 8 10 12 14 16 18300

200

100

0

-100

-200

-300

[m]

[kN*m]

Bending Moment ULS: M Mr Mt Mc

0 2 4 6 8 10 12 14 16 18-300

-200

-100

0

100

200

300

[m]

[kN]

Shear Force ULS: V Vr Vc(stirrups) Vc(total)


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2.4.3 Required reinforcement area

0 2 4 6 8 10 12 14 16 18300

200

100

0

-100

-200

-300

[m]

[kN*m]

Bending Moment SLS: M_r Mr_r Mc_r Mc_qp M_qp Mr_qp

0 2 4 6 8 10 12 14 16 18-150

-100

-50

0

50

100

150

[m]

[kN]

Shear Force SLS: V_r Vr_r V_qp Vr_qp

0 2 4 6 8 10 12 14 16 18-0.15

-0.1

-0.05

0

0.05

0.1

0.15

[m]

[0.1%]

Strains: At Ac B

0 2 4 6 8 10 12 14 16 18-25

-20

-15

-10

-5

0

5

10

15

20

25

[m]

[MPa]

Stresses: Ats Acs Bs


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Span Span (cm2) Left support (cm2) Right support (cm2)

bottom top bottom top bottom top

P1 4.24 0.00 0.13 2.20 1.79 4.35

P2 3.23 0.00 0.16 2.78 1.83 4.50

P3 3.76 0.00 0.15 2.64 1.60 3.69

2.4.4 Deflection and cracking

fs_r - short-term due to rare load combination

fs_qp - short-term deflection due to quasi-permanent load combination

fl_qp - long-term due to quasi-permanent load combination

0 2 4 6 8 10 12 14 16 1815

10

5

0

5

10

15

[m]

[cm2]

Reinforcement Area for Bending: Abt Abr Abmin

0 2 4 6 8 10 12 14 16 1815

10

5

0

5

10

15

[m]

[cm2/m]

Reinforcement Area for Shear: Ast Ast_strut Asr AsHang


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f - total deflection

f_adm - allowable deflection

wk - width of perpendicular cracks

Span fs_r fs_qp fl_qp f f_adm wk

(cm) (cm) (cm) (cm) (cm) (mm)

P1 0.0 0.1 0.1 0.1 2.4 0.00

P2 0.0 0.0 0.0 0.0 2.4 0.00

P3 0.0 0.1 0.1 0.1 2.4 0.00

2.5 Theoretical results - detailed results:

2.5.1 P1 : Span from 0.60 to 6.00 (m)

ULS SLS

Abscissa M max. M min. M max. M min. A bottom A top

(m) (kN*m) (kN*m) (kN*m) (kN*m) (cm2) (cm2)

0.60 0.00 -53.12 0.00 -31.58 0.13 2.20

0.90 0.00 -48.39 0.00 -8.45 0.21 1.99

1.50 21.23 -7.74 0.00 -1.31 1.56 0.80

2.10 48.40 -1.09 28.83 0.00 3.10 1.21

2.70 52.90 -0.00 25.54 0.00 3.39 1.31

3.30 65.92 -0.00 39.13 0.00 4.24 1.63

3.90 50.28 -0.00 22.73 0.00 2.70 0.75

4.50 45.83 -6.71 27.28 0.00 1.86 0.54

5.10 20.11 -18.09 0.00 -9.05 1.06 1.24


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5.70 0.00 -58.63 0.00 -12.94 1.65 3.99

6.00 0.00 -63.79 0.00 -38.21 1.79 4.35

ULS SLS

Abscissa V max. V max. afp Vrd1 Vrd2 Vrd3

(m) (kN) (kN) (mm) (kN) (kN) (kN)

0.60 143.12 103.23 0.00 0.00 0.00 0.00

0.90 140.80 101.51 0.00 0.00 0.00 0.00

1.50 96.46 69.55 0.00 0.00 0.00 0.00

2.10 91.81 66.11 0.00 0.00 0.00 0.00

2.70 33.13 23.86 0.00 0.00 0.00 0.00

3.30 -49.38 -35.49 0.00 0.00 0.00 0.00

3.90 -54.03 -38.94 0.00 0.00 0.00 0.00

4.50 -110.77 -79.79 0.00 0.00 0.00 0.00

5.10 -115.42 -83.24 0.00 0.00 0.00 0.00

5.70 -153.65 -110.81 0.00 0.00 0.00 0.00

6.00 -155.97 -112.53 0.00 0.00 0.00 0.00

2.5.2 P2 : Span from 6.60 to 12.00 (m)

ULS SLS



6.60 0.00 -66.51 0.00 -39.83 0.16 2.78

6.90 0.00 -61.70 0.00 -16.25 0.15 2.57

7.50 15.52 -23.19 0.00 -11.85 0.94 0.88

8.10 35.37 -8.78 21.06 0.00 2.22 0.86


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8.70 38.74 -0.00 17.26 0.00 2.42 0.93

9.30 51.38 -0.00 30.43 0.00 3.23 1.24

9.90 38.72 -0.00 17.24 0.00 2.06 0.58

10.50 35.38 -8.80 21.06 0.00 1.41 0.64

11.10 15.52 -23.18 0.00 -11.87 0.95 1.56

11.70 0.00 -61.61 0.00 -16.21 1.70 4.17

12.00 0.00 -66.41 0.00 -39.77 1.83 4.50

ULS SLS


(m) (kN) (kN) (mm) (kN) (kN) (kN)

6.60 145.43 104.93 0.00 0.00 0.00 0.00

6.90 143.10 103.21 0.00 0.00 0.00 0.00

7.50 104.82 75.59 0.00 0.00 0.00 0.00

8.10 100.17 72.15 0.00 0.00 0.00 0.00

8.70 43.91 31.64 0.00 0.00 0.00 0.00

9.30 -39.44 -28.33 0.00 0.00 0.00 0.00

9.90 -44.09 -31.77 0.00 0.00 0.00 0.00

10.50 -100.23 -72.19 0.00 0.00 0.00 0.00

11.10 -104.88 -75.64 0.00 0.00 0.00 0.00

11.70 -142.99 -103.13 0.00 0.00 0.00 0.00

12.00 -145.32 -104.85 0.00 0.00 0.00 0.00

2.5.3 P3 : Span from 12.60 to 18.00 (m)

ULS SLS



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12.60 0.00 -63.28 0.00 -37.91 0.15 2.64

12.90 0.00 -58.15 0.00 -12.77 0.13 2.42

13.50 19.92 -18.15 0.00 -9.24 1.22 0.80

14.10 45.41 -6.85 27.02 0.00 2.84 1.08

14.70 47.50 -0.00 22.70 0.00 2.97 1.13

15.30 59.64 -0.00 35.33 0.00 3.76 1.42

15.90 50.10 -0.00 25.49 0.00 2.61 0.67

16.50 48.01 -1.23 28.60 0.00 1.98 0.24

17.10 21.07 -7.91 0.00 -1.50 0.98 0.70

17.70 0.00 -48.16 0.00 -8.43 1.47 3.36

18.00 0.00 -52.87 0.00 -31.43 1.60 3.69

ULS SLS


(m) (kN) (kN) (mm) (kN) (kN) (kN)

12.60 155.11 111.91 0.00 0.00 0.00 0.00

12.90 152.78 110.19 0.00 0.00 0.00 0.00

13.50 115.23 83.10 0.00 0.00 0.00 0.00

14.10 110.58 79.66 0.00 0.00 0.00 0.00

14.70 54.66 39.39 0.00 0.00 0.00 0.00

15.30 -29.22 -20.94 0.00 0.00 0.00 0.00

15.90 -33.87 -24.39 0.00 0.00 0.00 0.00

16.50 -91.70 -66.02 0.00 0.00 0.00 0.00

17.10 -96.35 -69.47 0.00 0.00 0.00 0.00

17.70 -139.94 -100.89 0.00 0.00 0.00 0.00

18.00 -142.26 -102.61 0.00 0.00 0.00 0.00


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2.6 Reinforcement:

2.6.1 P1 : Span from 0.60 to 6.00 (m)

Longitudinal reinforcement:

bottom ()

4 14 l = 5.87 from 0.04 to 5.60

1 14 l = 2.41 from 0.04 to 0.04

support ()

4 14 l = 4.54 from 0.04 to 4.27

4 14 l = 7.93 from 2.33 to 10.27

Transversal reinforcement:

main ()

stirrups 1 14 l = 2.41

e = 1*0.40 (m)

35 8 l = 1.91

e = 1*0.05 + 4*0.14 + 4*0.16 + 2*0.24 + 5*0.28 + 2*0.24 + 10*0.12 +

7*0.08 (m)

pins 1 14 l = 2.41

e = 1*0.40 (m)

35 8 l = 1.91

e = 1*0.05 + 4*0.14 + 4*0.16 + 2*0.24 + 5*0.28 + 2*0.24 + 10*0.12 +

7*0.08 (m)

2.6.2 P2 : Span from 6.60 to 12.00 (m)


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bottom ()

4 14 l = 10.11 from 4.24 to 14.36

support ()

4 14 l = 7.93 from 8.33 to 16.27


main ()


e = 1*0.12 + 4*0.14 + 3*0.16 + 3*0.22 + 7*0.28 + 3*0.14 + 5*0.12 +

7*0.08 (m)

pins 33 8 l = 1.91

e = 1*0.12 + 4*0.14 + 3*0.16 + 3*0.22 + 7*0.28 + 3*0.14 + 5*0.12 +

7*0.08 (m)

2.6.3 P3 : Span from 12.60 to 18.00 (m)


bottom ()

4 14 l = 5.87 from 13.00 to 18.56

1 14 l = 2.41 from 18.56 to 18.56

support ()

4 14 l = 4.54 from 14.33 to 18.56


main ()


e = 1*5.00 (m)

35 8 l = 1.91

e = 1*0.11 + 10*0.14 + 3*0.20 + 5*0.28 + 7*0.14 + 6*0.10 + 3*0.08 (m)


25

pins 1 14 l = 2.41

e = 1*5.00 (m)

35 8 l = 1.91

e = 1*0.11 + 10*0.14 + 3*0.20 + 5*0.28 + 7*0.14 + 6*0.10 + 3*0.08 (m)

3 Material survey:

Concrete volume = 4.84 (m3)

Formwork = 31.18 (m2)

Steel

Total weight = 309.86 (kG)

Density = 64.07 (kG/m3)

Average diameter = 11.0 (mm)

Survey according to diameters:

Diameter Length Weight Number Total weight

(mm) (m) (kG) (No.) (kG)

8 1.91 0.75 103 77.68

14 2.41 2.92 2 5.83

14 4.54 5.49 8 43.94

14 5.87 7.10 8 56.80

14 7.93 9.59 8 76.71

14 10.11 12.22 4 48.90


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3. Designing reinforced concrete columns

The calculation of the RC column type elements is made by selecting the

component elements of a continuous beam and going to Analysis > Desire

of RC Structure elements > RC column design.

At the start of this module the Parameters of RC Elements. You can chose

here, just like in the beam case, between simple cases and manual

combinations.

The control of the design of RC column model is made from the Column

Parameters toolbar. Here you can define a Cross section type, Item

dimensions, Buckling length. The program also lets us to redefine the loads

from the Loads definition button.

The most used options in the case of taking a column from an analized

model will be: Story parameters, Calculation options, and reinforcement

pattern. For viewing or editing the results the next options are available:

Reinforcement, Calculation note, Column drawings, Drawings parameters,

Structure updating, and so on.


27

In Calculation Options window you can set the type of the concrete, of the

longitudinal and transversal reinfercement, the necesary element plasticity.


28

In the Reinforcement Pattern window you can select the prefered diameter

and the minimum diameter for the reinforcement, the number of layers on

which il will pe placed, the shape of the transversal reinforcement, and so

on.

Just like in the procedure shown for the RC beams, after all settings had

been made we can calculate the element from Alalysis > Calculation

Options. The window that will appear after the calculation in complete


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depends on the selection of one of the options: Current layout, Results

layout, Reinfercement layout, Drawing layout.

In the Column – Results window you can see the column envelopes by

combinations, the fundamental oanes as well as the accidental oanes. The

display of these results is in a tabular window but also as bending moment

– axial force interaction curve diagram.


30

In the Column – Reinforcement the reinforcement bars are arranged, the

longitudinal oanes as well as the transversal oanes with the posibility of

editing each part of them separately in a tabular window.

After the editing of the reinforcement is done you can make the drawings.

They can be exported in RSA module to be done or directly in Autocad

Structural Detailing for some shape editing.

You can also acces the calculation notes. Accesing them is very easy and

it has a well-structured presentation.


31

4. Nodes verification.

The RC node verification is possible by going to Connections > Beam-

column nodes.


32

You have to pay a special attention to this window for the beams and

column numbering that intersect in the node. For example, for the 38..40

beam the V2 support corresponds to the common point of the 38 and 39

beams, and for 62..65 beam, the V2 support corresponds to the common

point of the 62 and 63 beams. The columns 14 and 105 must have the

same common point with the intresection of the beams.

The node verification will be done depending on the proposed ductility for

the structure. The initial appearance of the plastic hinge on the beam is

controlled by incresing the bending moment of the column from the capable

bending moment of the beam, as is shown by the requirement below:


33

In the window below the verification combinations are selected for each of

the 4 elements in hand( trnsversal beems, longitudinal beems, upper

column, lower column). The verification of the node will be made only for

the combinations chosen by you. They can be modified, erased or you can

add more.


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The results will be displayed with a value larger than 1 for the

corresponding nodes and combinations and with a value smoler than 1 for

the nodes that don’t meet the requirements.

This model can also provide calculation notes simplified as well as detailed,

very usefull for a third party to check the calculations. In the end I will show

an example in this way.


35

2.4 Set of combinations no. 4

2.4.1 Direction X

Beam - direction X

Combination: Envelope

Resistance

Mb1(+)x = 201.48(kN*m) Mb1(-)x =

201.48(kN*m)

Mb2(+)x = 201.48(kN*m) Mb2(-)x =

201.48(kN*m)

Upper column

Combination: 4: 1.00DL1+1.00DL2+1.00SEI_X6 (A)

Resistance

Mc1(+)x = 482.39(kN*m) Mc1(-)x =

482.39(kN*m)

Lower column


Resistance

Mc2(+)x = 533.59(kN*m) Mc2(-)x =

533.59(kN*m)

Node resistance

Sum of beam resistances: SMb(+)x = 402.96(kN*m) SMb(-)x =

402.96(kN*m)

Sum of column resistances: SMc(+)x = 1015.98(kN*m) SMc(-)x =

1015.98(kN*m)

Resistance condition: SMc g * SMb g = 1.3


36

Resistance condition:(+) 1015.98(kN*m) 1.3* 402.96(kN*m) - Condition is

fulfilled

Resistance condition:(-) 1015.98(kN*m) 1.3*402.96(kN*m) - Condition is

fulfilled

2.4.2 Direction Y

Beam - direction Y

Combination: Envelope

Resistance

Mb1(+)y = 96.05(kN*m) Mb1(-)y =

96.05(kN*m)

Mb2(+)y = 96.05(kN*m) Mb2(-)y =

96.05(kN*m)

Upper column


Resistance

Mc1(+)y = 514.89(kN*m) Mc1(-)y =

514.89(kN*m)

Lower column


Resistance

Mc2(+)y = 582.07(kN*m) Mc2(-)y =

582.07(kN*m)

Node resistance

Sum of beam resistances: SMb(+)y = 192.11(kN*m) SMb(-)y =

192.11(kN*m)


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Sum of column resistances: SMc(+)y = 1096.96(kN*m) SMc(-)y =

1096.96(kN*m)

Resistance condition: SMc g * SMb g = 1.3

Resistance condition:(+) 1096.96(kN*m) 1.3* 192.11(kN*m) - Condition is

fulfilled

Resistance condition:(-) 1096.96(kN*m) 1.3*192.11(kN*m) - Condition is

fulfilled


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Altiscad Intellishape(R) Design Steps The most simple, efficient and fast way to analyze structural walls and columns to lateral forces (seismic loads , wind loads) in non linear analysis is by combining the features of the following softwares: Autodesk Robot Structural Analysis, Revit Structure and Altiscad Intellishape (R). The use of extensions helps the user in the integration process. Autodesk provides their customers with a series of extensions necessary for the integration and detailing process. For this process to be completed, Altiscad Intellishape Extension (R) completes the integration between the three programs. The benefit of the integration is the iterative procedure and its steps:

1. Using Autodesk Robot Structural Analysis the model of the structure is made

(geometrical model, loads, seismic parameters, combinations etc) and then the

same software proceeds with the design anlysis.

2. The structural model is then transferred from Robot to Revit using Revit's

extensions. These are available with the Autodesk subscription.

3. The reinforcement of the concrete elements is the realized using Revit's special

tools.

4. Using Altiscad Intellishape Extension (R) the reinforced concrete elements are

transferred to Altiscad Intellishape (R). The extension allows the transfer of the

reinforced cross section with materials from Revit, but also the import of forces

from Autodesk Robot Structural Analysis (from all combinations to the selected

element).

5. The section is then analized and the moment curvature diagrams are provided:

NM, Mx-My and the geometrical characteristics of the cross section. The forces

are then verified by observing their placement in the interior or in the exterior of

the diagram. There are also other coefficients available like the compression ratio

of the section.

6. For the next step, we modify the geometric characteristics in Autodesk Robot

Structural Analysis (reduced moments of inertia due to the cracking of the

section).

7. The iterative process is then replayed from step 1 to step 5 until all the

requirements are fulfilled.

8. The reinforced elements are then transferred from Autodesk Revit Structure to

ASD.

9. In the last step, the final execution drawings are made in Autodesk Autocad

Structural Detailing.


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Gheorghe Ionica phd.

Altiscad Software

tel: +40 21 3271321, +40 722343515

[email protected]

http://www.altiscad.ro

mailto:[email protected]

http://www.altiscad.ro/#_blank

Robot Ejemplo de Calculo

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