Karamba3D v2
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English 英文
  • Welcome to Karamba3D
  • New in Karamba3D 2.2.0
  • See Scripting Guide
  • See Manual 1.3.3
  • 1: Introduction
    • 1.1 Installation
    • 1.2 Licenses
      • 1.2.1 Cloud Licenses
      • 1.2.2 Network Licenses
      • 1.2.3 Temporary Licenses
      • 1.2.4 Standalone Licenses
  • 2: Getting Started
    • 2 Getting Started
      • 2.1: Karamba3D Entities
      • 2.2: Setting up a Structural Analysis
        • 2.2.1: Define the Model Elements
        • 2.2.2: View the Model
        • 2.2.3: Add Supports
        • 2.2.4: Define Loads
        • 2.2.5: Choose an Algorithm
        • 2.2.6: Provide Cross Sections
        • 2.2.7: Specify Materials
        • 2.2.8: Retrieve Results
      • 2.3: Physical Units
      • 2.4: Quick Component Reference
  • 3: In Depth Component Reference
    • 3.0 Settings
      • 3.0.1 Settings
      • 3.0.2 License
    • 3.1: Model
      • 3.1.1: Assemble Model
      • 3.1.2: Disassemble Model
      • 3.1.3: Modify Model
      • 3.1.4: Connected Parts
      • 3.1.5: Activate Element
      • 3.1.6: Line to Beam
      • 3.1.7: Connectivity to Beam
      • 3.1.8: Index to Beam
      • 3.1.9: Mesh to Shell
      • 3.1.10: Modify Element
      • 3.1.11: Point-Mass
      • 3.1.12: Disassemble Element
      • 3.1.13: Make Beam-Set đź”·
      • 3.1.14: Orientate Element
      • 3.1.15: Dispatch Elements
      • 3.1.16: Select Elements
      • 3.1.17: Support
    • 3.2: Load
      • 3.2.1: General Loads
      • 3.2.2: Beam Loads
      • 3.2.3: Disassemble Mesh Load
      • 3.2.4: Prescribed displacements
    • 3.3: Cross Section
      • 3.3.1: Beam Cross Sections
      • 3.3.2: Shell Cross Sections
      • 3.3.3: Spring Cross Sections
      • 3.3.4: Disassemble Cross Section đź”·
      • 3.3.5: Eccentricity on Beam and Cross Section đź”·
      • 3.3.6: Modify Cross Section đź”·
      • 3.3.7: Cross Section Range Selector
      • 3.3.8: Cross Section Selector
      • 3.3.9: Cross Section Matcher
      • 3.3.10: Generate Cross Section Table
      • 3.3.11: Read Cross Section Table from File
    • 3.4: Joint
      • 3.4.1: Beam-Joints đź”·
      • 3.4.2: Beam-Joint Agent đź”·
      • 3.4.3: Line-Joint
    • 3.5: Material
      • 3.5.1: Material Properties
      • 3.5.2: Material Selection
      • 3.5.3: Read Material Table from File
      • 3.5.4: Disassemble Material đź”·
    • 3.6: Algorithms
      • 3.6.1: Analyze
      • 3.6.2: AnalyzeThII đź”·
      • 3.6.3: Analyze Nonlinear WIP
      • 3.6.4: Large Deformation Analysis
      • 3.6.5: Buckling Modes đź”·
      • 3.6.6: Eigen Modes
      • 3.6.7: Natural Vibrations
      • 3.6.8: Optimize Cross Section đź”·
      • 3.6.9: BESO for Beams
      • 3.6.10: BESO for Shells
      • 3.6.11: Optimize Reinforcement đź”·
      • 3.6.12: Tension/Compression Eliminator đź”·
    • 3.7: Results
      • 3.7.1: ModelView
      • 3.7.2: Deformation-Energy
      • 3.7.3: Element Query
      • 3.7.4: Nodal Displacements
      • 3.7.5: Principal Strains Approximation
      • 3.7.6: Reaction Forces đź”·
      • 3.7.7: Utilization of Elements đź”·
        • Examples
      • 3.7.8: BeamView
      • 3.7.9: Beam Displacements đź”·
      • 3.7.10: Beam Forces
      • 3.7.11: Node Forces
      • 3.7.12: ShellView
      • 3.7.13: Line Results on Shells
      • 3.7.14: Result Vectors on Shells
      • 3.7.15: Shell Forces
      • 3.7.16 Results at Shell Sections
    • 3.8: Export đź”·
      • 3.8.1: Export Model to DStV đź”·
      • 3.8.2 Json / Bson Export and Import
    • 3.9 Utilities
      • 3.9.1: Mesh Breps
      • 3.9.2: Closest Points
      • 3.9.3: Closest Points Multi-dimensional
      • 3.9.4: Cull Curves
      • 3.9.5: Detect Collisions
      • 3.9.6: Get Cells from Lines
      • 3.9.7: Line-Line Intersection
      • 3.9.8: Principal States Transformation đź”·
      • 3.9.9: Remove Duplicate Lines
      • 3.9.10: Remove Duplicate Points
      • 3.9.11: Simplify Model
      • 3.9.12: Element Felting đź”·
      • 3.9.13: Mapper đź”·
      • 3.9.14: Interpolate Shape đź”·
      • 3.9.15: Connecting Beams with Stitches đź”·
      • 3.9.16: User Iso-Lines and Stream-Lines
      • 3.9.17: Cross Section Properties
    • 3.10 Parametric UI
      • 3.10.1: View-Components
      • 3.10.2: Rendered View
  • Troubleshooting
    • 4.1: Miscellaneous Questions and Problems
      • 4.1.0: FAQ
      • 4.1.1: Installation Issues
      • 4.1.2: Purchases
      • 4.1.3: Licensing
      • 4.1.4: Runtime Errors
      • 4.1.5: Definitions and Components
      • 4.1.6: Default Program Settings
    • 4.2: Support
  • Appendix
    • A.1: Release Notes
      • Work in Progress Versions
      • Version 2.2.0 WIP
      • Version 1.3.3
      • Version 1.3.2 build 190919
      • Version 1.3.2 build 190731
      • Version 1.3.2 build 190709
      • Version 1.3.2
    • A.2: Background information
      • A.2.1: Basic Properties of Materials
      • A.2.2: Additional Information on Loads
      • A.2.3: Tips for Designing Statically Feasible Structures
      • A.2.4: Hints on Reducing Computation Time
      • A.2.5: Natural Vibrations, Eigen Modes and Buckling
      • A.2.6: Approach Used for Cross Section Optimization
    • A.3: Workflow Examples
    • A.4: Bibliography
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  1. 3: In Depth Component Reference
  2. 3.6: Algorithms

3.6.11: Optimize Reinforcement đź”·

Previous3.6.10: BESO for ShellsNext3.6.12: Tension/Compression Eliminator đź”·

Last updated 3 years ago

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The “Optimize Reinforcement”-component calculates reinforcement quantities for arbitrary shells. The algorithm is based on the sandwich model approach of Marti (see or ). Each load-case is considered separately and the maximum reinforcement of all load-cases is chosen.

Fig. 3.6.11.1 shows a rectangular plate of size1m1m1mby1m1m1mwith a uniform tensile line-load of 50kN/m50kN/m50kN/m which translates to two point-loads of 25kN25kN25kNeach. The first step consists of defining a reinforced concrete cross section via a “Cross Section”-component (see section ). The definition of reinforcement layers does not impact the displacements or cross section forces of the model. It merely forms the basis for calculating reinforcement quantities using linear elastic cross section forces. For reinforcement design it is assumed that the material in layer zero (usually concrete) has no tensile and infinite compressive strength. Since the latter is a simplification, one should assure a sufficient height of the concrete cross section by using the “Optimize Cross Section”-component first.

The input-plugs of the “Optimize Reinforcement”-component are similar to those of the “Optimize Cross Section”-component:

"Model"

Structure for doing reinforcement design

"ElemIds"

Identifiers of elements for which reinforcement quantities should be calculated. If not specified, optimization is carried out for all reinforced concrete cross sections.

"GroupdIds"

List of identifiers of groups of elements that take part in reinforced cross section design and shall have uniform reinforcement.

"MaxUtil"

Target value of the reinforcement utilization where 1.0 means full utilization - the default.

"Model"

Structure with optimized reinforcement

"Info"

Warnings regarding the reinforcement design process

"Mass"

Total mass of reinforcement after optimization in kilograms

"Disp"

Maximum displacement of the structure for each load-case

"Energy"

Elastic deformation energy of the structure for each load-case

The “ShellView”-component lets one display the thickness of the reinforcement layers and the stresses there (see fig. 3.6.11.1). The input-plug “LayerInd” sets the index of the layer to be displayed. The concrete cross section has index zero, index one corresponds to the top-, index four to the bottom-most reinforcement layer. The Z-direction of the local coordinate system points to the top of the cross section. The entry “Local layer axes” under “Display Scales” in the component “ModelView” lets one enable, disable and scale the arrows of the local coordinate system.

In the example of fig. 3.6.11.1 the default reinforcement material BSt500 with a characteristic yield strength of fy,k=50kN/cm2f_{y,k}=50kN/cm^2fy,k​=50kN/cm2 leads to a necessary amount of reinforcement of as=50kN⋅1.152⋅50kN/cm2a_s = \frac{50kN \cdot 1.15}{2 \cdot 50kN/cm^2}as​=2⋅50kN/cm250kN⋅1.15​. This is equivalent to a layer thickness of 0.00575 cm. The “2” in the denominator results from the fact that there are two reinforcement layers (of index one and four) which point in the direction of the tensile force.

Under the submenu “Settings” reside two plugs which let you specify the partial safety factors for concrete (“gammaMc”) and steel (“gammaMs”). The former exists for future use, since currently concrete is assumed to be infinitely strong in compression. The latter is set to 1.15 which constitutes the standard value according to Eurocode 2 (see ). The output of “Optimize Reinforcement” comprises these plugs:

[3]
[6]
[4]
3.3.2
51KB
OptiShellReinf_I.gh
40KB
OptiShellReinf_II.gh
Fig. 3.6.11.1: Calculation of reinforcement quantities for a 1mx1m plate and an in-plane tensile 50kN load