Karamba3D v1.3.3
English θ‹±ζ–‡
English θ‹±ζ–‡
  • Welcome to Karamba3D
  • 1: Introduction
    • 1.1: Installation
    • 1.2: Licenses
      • 1.2.1: Cloud Licenses
      • 1.2.2: Network Licenses
        • 1.2.2.1: Network license (archived)
      • 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
    • 3.1: 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 πŸ”·
      • 3.1.14: Orientate Element
      • 3.1.15: Select Element
      • 3.1.16: Support
    • 3.2: Load
      • 3.2.1: Loads
      • 3.2.2: Disassemble Mesh Load
      • 3.2.3: 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 πŸ”·
      • 3.3.5: Beam-Joint Agent πŸ”·
      • 3.3.6: Beam-Joints πŸ”·
      • 3.3.7: Eccentricity on Beam and Cross Section πŸ”·
      • 3.3.8: Modify Cross Section πŸ”·
      • 3.3.9: Cross Section Range Selector
      • 3.3.10: Cross Section Selector
      • 3.3.11: Cross Section Matcher
      • 3.3.12: Generate Cross Section Table
      • 3.3.13: Read Cross Section Table from File
    • 3.4: Material
      • 3.4.1: Material Properties
      • 3.4.2: Material Selection
      • 3.4.3: Read Material Table from File
      • 3.4.4: Disassemble Material πŸ”·
    • 3.5: Algorithms
      • 3.5.1: Analyze
      • 3.5.2: AnalyzeThII πŸ”·
      • 3.5.3: Analyze Nonlinear WIP
      • 3.5.4: Large Deformation Analysis
      • 3.5.5: Buckling Modes πŸ”·
      • 3.5.6: Eigen Modes
      • 3.5.7: Natural Vibrations
      • 3.5.8: Optimize Cross Section πŸ”·
      • 3.5.9: BESO for Beams
      • 3.5.10: BESO for Shells
      • 3.5.11: Optimize Reinforcement πŸ”·
      • 3.5.12: Tension/Compression Eliminator πŸ”·
    • 3.6: Results
      • 3.6.1: ModelView
      • 3.6.2: Deformation-Energy
      • 3.6.3: Nodal Displacements
      • 3.6.4: Principal Strains Approximation
      • 3.6.5: Reaction Forces πŸ”·
      • 3.6.6: Utilization of Elements πŸ”·
      • 3.6.7: BeamView
      • 3.6.8: Beam Displacements πŸ”·
      • 3.6.9: Beam Forces
      • 3.6.10: Resultant Section Forces
      • 3.6.11: ShellView
      • 3.6.12: Line Results on Shells
      • 3.6.13: Result Vectors on Shells
      • 3.6.14: Shell Forces
    • 3.7: Export πŸ”·
      • 3.7.1: Export Model to DStV πŸ”·
    • 3.8 Utilities
      • 3.8.1: Mesh Breps
      • 3.8.2: Closest Points
      • 3.8.3: Closest Points Multi-dimensional
      • 3.8.4: Cull Curves
      • 3.8.5: Detect Collisions
      • 3.8.6: Get Cells from Lines
      • 3.8.7: Line-Line Intersection
      • 3.8.8: Principal States Transformation πŸ”·
      • 3.8.9: Remove Duplicate Lines
      • 3.8.10: Remove Duplicate Points
      • 3.8.11: Simplify Model
      • 3.8.12: Element Felting πŸ”·
      • 3.8.13: Mapper πŸ”·
      • 3.8.14: Interpolate Shape πŸ”·
      • 3.8.15: Connecting Beams with Stitches πŸ”·
      • 3.8.16: User Iso-Lines and Stream-Lines
  • Troubleshooting
    • 4.1: Miscellaneous Questions and Problems
      • 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 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: Bibliography
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  1. 3: In Depth Component Reference
  2. 3.6: Results

3.6.10: Resultant Section Forces

Previous3.6.9: Beam ForcesNext3.6.11: ShellView

Last updated 4 years ago

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The β€œBeam Resultant Forces”-component retrieves axial forces β€œN”, resultant bending moments β€œM” and shear forces β€œV” for all beams and load cases. Force and bending moment components are positive in the direction of the local coordinate axes. The sequence of element results corresponds to the sequence of beams. Thus the data can be used for cross section design of radially symmetric elements. The output values are organised with a data tree structure where the load-cases take hierarchy over the individual beam elements.

Fig. 3.6.10.1 shows a beam with two load cases presented in one picture. The beam consists of two elements and has a total length of eight meters. In load case zero a vertical force of magnitude 1kN1 kN1kN acts vertically downwards in the middle of the beam. Load case one consists of a point-load of 3kN3 kN3kN directed parallel to the undeformed beam axis. The results at the output-plugs β€œN” and β€œM” in fig. 3.6.10.1 are trees that hold the beams normal force, shear force and resultant bending moment. If the input-plug β€œLCase” has a value other than the default of β€œ-1” the output in β€œN”, β€œM”, and β€œV” is limited to the load-case with the corresponding index. With β€œBeamIds” the result output may be confined to a subset of the beams in the model.

Tensile normal forces come out positive, compressive normal forces have negative sign. The resultant moment yields always positive values as it is the length of the resultant moment vector in the plane of the cross section.

The input-plug β€œNRes” sets the number of equidistant points along the beam axis where resultant forces are calculated in order to determine the maximum values for output. In case of zero gravity and in the absence of uniform beam loads the maximum values of M and N occur at the endpoints. Otherwise these maxima may lie inside the elements. The default value of β€œNRes” is three which means that values are checked at the beams end-points and in the middle.

As β€œM” is always rendered positive the maximum along an element is unambiguously given. Under gravity normal forces in a beam may change sign. In such a case Karamba3D returns that β€œN” which gives the maximum absolute value.

Fig. 3.6.10.1 shows the results of a simply supported beam consisting of two elements under two load-cases: In load case zero both elements return zero normal force because there acts no external axial load. The maximum moment of both elements is 2kNm2 kNm2kNm. For a simply supported beam under a mid-point transverse load the maximum moment occurs in the middle and turns out to be M=Fβ‹…L/4=1kNβ‹…8m/4=2kNmM= F \cdot L/4 = 1kN \cdot 8m/4 = 2kNmM=Fβ‹…L/4=1kNβ‹…8m/4=2kNm.

The axial force of 3kN3 kN3kN in load case one flows to equal parts into both axial supports. It causes tension (1.5kN1.5 kN1.5kN) in the left element and compression (βˆ’1kN-1 kNβˆ’1kN) in the right one.

Fig. 3.6.10.1: Beam under axial and transverse point-load