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53 results for "verification examples"

All welded double-angle connection

This verification example takes a connection from AISC Design examples (Version 14.2, revised in April 2016) and compares the results with values obtained Here we focus on example II.A 3 of the AISC Design examples which is All welded double-angle connection. LRFD: Vz = −228 kN at position 7.5 in ASD: Vz = −158 kN at position 7.5 in Procedure: The example is taken from AISC Design examples (Version 14.2, revised

Column web stiffener

The chapter is focused on verification of buckling of column stiffener. The geometry of the examples is described in Tab. 6.3.1. The joint is loaded by bending moment. Fig. 6.3.2 Moment-rotation curve of example t3 Verification of resistance The design resistance calculated by CBFEM Idea StatiCa software is compared with

CBFEM Weld Model: Validation and Verification

Weld model used in CBFEM is described and verified to several steel design codes. Verification Comparison to EN 1993-1-8 The presented model for CBFEM is verified on a fillet weld in a lap joint and weld to unstiffened flange with analytical The weld model used in CBFEM is very conservative both in terms of resistance and plastic deformation; see Figure 9 for an example with one welding electrode

Column web panel in shear

The chapter is focused on verification of component column web panel in shear. The geometry of the examples is described in Tab. 6.2.1. The joint is loaded by bending moment. 250 10 820 4 500 S235 IPE600 250 10 820 4 600 S235 Fig. 6.2.2 Moment-rotation curve of example IPE600 (Kuříková et al. 2019) Global behavior and verification

Fillet weld in angle plate joint

The chapter is focused on verification of welds. Overview of considered examples and material is given in Tab. 4.2.1. The geometry of the joints with dimensions is shown in Fig. 4.2.1. Fig. 4.2.3 Verification of CBFEM to CM Benchmark example Inputs Angle Cross-section 2×L80×10 Distance between angles 10 mm Plate Thickness t p = 10 mm

Fillet weld in lap joint

The chapter is focused on verification of welds. Description The object of this chapter is verification of component-based finite element method (CBFEM) of a fillet weld in a lap joint with component Fig. 4.1.6 Verification of CBFEM to CM Benchmark example Inputs Plate 1 Thickness t 2 = 20 mm Width b 2 = 300 mm Offset e z = −20 mm Steel S235 Plate 2

Rectangular hollow sections

The chapter is focused on verification of joints of rectangular hollow sections. Outside the range of validity of FMM, an experiment should be prepared for validation or verification performed for verification according to a validated Fig. 7.2.3 Verification of resistance determined by CBFEM to FMM for the uniplanar SHS T and Y-joint Benchmark example Inputs Chord Steel S275 Section

Circular hollow sections

The chapter is focused on verification of connections of circular hollow sections. Outside the range of validity of FMM, an experiment should be prepared for validation or verification performed for verification according to a validated Fig. 7.1.7 Verification of CBFEM to FMM for the uniplanar CHS T and Y-joint Benchmark example Inputs Chord Steel S355 Section CHS219.1/6,3 Brace Steel

Simple welds (ASD)

distribution b) plastic stress distribution Base metal strength does not have to be evaluated in case of use of matching electrodes but it is shown here for verification without base metal check Weld strength with base metal check The results of both IDEA StatiCa Connection design and computation according to AISC Design examples

Simple welds (LRFD)

distribution b) plastic stress distribution Base metal strength does not have to be evaluated in case of use of matching electrodes but it is shown here for verification without base metal check Weld strength with base metal check The results of both IDEA StatiCa Connection design and computation according to AISC Design examples

Plate to circular hollow section

The chapter is focused on verification of connection of plate to circular hollow section. Outside the range of validity of FMM, an experiment should be prepared for validation or verification performed for verification according to a validated Fig. 7.3.5 Verification of CBFEM to FMM for the uniplanar Plate to CHS T-joint Benchmark example Inputs Chord Steel S355 Section CHS219.1/4,5 Brace Steel

Fillet weld in fin plate joint

The chapter is focused on verification of welds. Overview of considered examples and material is given in Tab. 4.3.1. Fig. 4.3.5 Verification of CBFEM to CM Benchmark example Inputs Column Steel S235 HEB 400 Fin plate Thickness t p = 15 mm Height h p = 175 mm Weld, double

Splices in shear in slip-resistant connection

The chapter is focused on verification of preloaded bolts. Fig. 5.6.2 Verification of CBFEM to AM for the slip-resistant double splice connection Benchmark example Inputs Connected member Steel S235 Splice 200× setup Friction coefficient in slip-resistance 0.5 Outputs Design resistance F Rd = 320 kN Design failure mode is slip of the bolts Fig. 5.6.3 Benchmark example

Eccentric loads on bolt groups

In the attached verification example eccentric loads on bolt groups are being examined according to CISC.

T-stub - prying forces

In the attached verification article, a simple T-stub with 4 bolts is being verified according to CISC.

Prequalified joints for seismic applications

The chapter is focused on verification of prequalified joints for seismic applications according to the EQUALJOINTS project. 12.1 EQUALJOINTS project The The examples of design of two prequalified joint configurations described in EQUALJOINJTS project materials and in ANSI/AISC358-16 standard are presented The examples of structural solutions are in Fig. 12.2.2. The results of validation of the failure mode are shown in Fig. 12.2.3.

Welded portal frame eaves moment connection

The chapter is focused on verification of welded portal frame eaves moment joint, mainly the component column web panel in shear. The verification study of a fillet weld in a stiffened beam-to-column joint is in chapter 4.4. Fig. 9.1.6 Verification of CBFEM to CM Benchmark example Inputs Column Steel S235 HEB260 Column offset over beam: 20 mm Beam Steel S235 IPE330 Column stiffeners

Bolted connection - Interaction of shear and tension

The chapter is focused on verification of bolts loaded by a combination of tension and shear. A beam-to-beam joint with end plates and two rows of bolts was selected for verification; see Fig. 5.5.1. Verification of CBFEM to AM for the interaction of shear and tension in bolt in case of loading to shear resistance of a joint Benchmark example Inputs

Anchor bolts in tension

In the attached verification example, a base plate subjected to pure tension modeled according to CSA S14-16 and CSA A23.3 and anchor bolts are investigated

Flush moment end plate

In the attached verification example, a flush moment end plate connection is designed according to Design Guide 16, so that no prying actions are present

Cap plate connection of CHS profile

A verification example of a cap plate connection of CHS profile is shown in the attached document.

Concrete in compression

In the attached verification example, a base plate subjected to pure compression is being investigated according to CSA S14-16 and CSA A23.3. There are very slight differences between manual assessment and IDEA StatiCa – 1% in the presented example.

Coped beam

In the attached verification example, a beam-to-beam fin plate connection is being verified according to CISC.

Anchor bolts in tension and shear

In the attached verification example, an anchoring is designed according to CSA S14-16 and CSA A23.3-14 and the resistances are compared to CBFEM results

Splice connections of I-beam flanges

In the attached verification example, a splice connection of I-beam flanges is being designed and investigated according to AISC 360-10.

Bolted connection - Splices in shear

The chapter is focused on verification of bolts. Fig. 5.2.5 Verification of CBFEM to AM for the symmetrical double splice connection Benchmark example Inputs Connected member Steel S235 Splice 200/10 55 mm 2 x splice Steel S235 Plate 380×200×10 Outputs Design resistance F Rd = 258 kN Critical is bearing of the connected splice Fig. 5.2.6 Benchmark example

Single plate shear

In the attached verification document, a single plate shear connection is being designed and investigated according to AISC 360-10.

End plate minor axis connection

The chapter is focused on verification of end plate. Verification of resistance The sensitivity study of the joint resistance was prepared for column cross-sections. Fig. 5.3.4 Summary of verification of CBFEM to CM for the end plate minor axis connection Benchmark example The benchmark case is prepared for the end

Bending stiffness of welded joint of open sections

This verification example contains chapter 10.1 of the book Benchmark cases for advanced design of structural steel connections written by prof. An open section beam IPE 400 is welded to a column HEB 300 in the example. [MNm/rad] Rotation \(\phi\) [mrad] 0 0.0 0.0 60 85.9 0.7 132 82.2 1.6 150 63.2 2.4 170 28.6 6.0 180 17.7 10.5 198 4.7 42.3 10.1.4 Global behavior and verification

Pipe – Shear lag connection in bracing

In this verification example of a connection of braces, a shear lag effect on a pipe is being investigated according to part D of AISC360. Both results are very close to each other with a difference of 1 %. Weld: Weld checks are passing according to both methods with sufficient reserve.

Column base – Open section column in bending to strong axis

The chapter is focused on verification of column base of open section column loaded in bending around stronger axis. Description The object of this chapter is verification of component-based finite element method (CBFEM) of the column base of the steel open section column Verification of resistance An example of component method design is shown on the anchorage of column steel section HEB 240: Concrete block has dimensions

Bolted portal frame eaves moment connection

The chapter is focused on verification of welded portal frame eaves moment joint, mainly the component column web panel in shear. Description The objective of this study is verification of bolted portal frame eaves connection, as shown in Fig. 9.2.1. Fig. 9.2.4 Verification of CBFEM to CM Benchmark example Inputs Steel S235 Beam IPE 330 Column HEB 300 End plate height h p = 450 (50-103-75-75-75-73)

Welded splice

The resistance of a multi-oriented weld group is verified on an example of a welded splice connection. Base metal strength does not have to be evaluated in case of use of matching electrodes but it is shown here for verification. An example of a splice connection with the length of longitudinal welds 150 mm and the length of transverse welds 160 mm is shown in the table below: Comparison

Column base – Open section column in compression

The chapter is focused on verification of column base of open section column loaded in compression. this chapter, the Component-based Finite Element Method (CBFEM) of the column base under the steel open section column loaded in pure compression is verified An example of calculation is shown below for the concrete block with dimensions a' = 1000 mm, b' = 1500 mm, h = 800 mm from concrete grade C20/25 with

Bending stiffness of bolted joint of open sections

The joint components that are taken into account in this example are column web panel in shear k 1 and a single equivalent stiffness coefficient k eq for An open section beam IPE 330 is connected with bolted end-plate to a column HEB 200 in the example. (\varphi_j\) [mrad] S j [MNm/rad] 50 1.19 42.2 60 1.42 42.2 70 1.7 41.2 80 3.2 25 90 7.17 12.6 100 15.75 6.3 109 56.62 1.9 10.2.4 Global behavior and verification

Bolted connection - T-stub in tension

The chapter is focused on verification of bolts. Description The objective of this chapter is verification of component-based finite element method (CBFEM) of T-stubs connected with two bolts loaded in Fig. 5.1.10 Summary of verification of CBFEM to CM Benchmark example Inputs T-stub, see Fig. 5.1.11 Steel S235 Flange thickness t f = 20 mm Web thickness

Column base – Hollow section column

The chapter is focused on verification of column base of hollow section column. Description The component-based finite element method (CBFEM) for the hollow section column base verified to the component method (CM) is described below Fig. 8.4.1 Significant points of multilinear interaction diagram of square hollow section Verification of resistance In the following example, the column

Double angle cleat connection

In this verification article, a double angle cleat connection is being investigated according to AS 4100. Double angle cleat connection Unit system: Metric Designed acc. to: AS 4100 Investigated: Bolts, base metal Plate material: Grade 300 Bolts: M20 Grade 8.8 Example

Anchorage

In this verification example, anchors in tension and shear close to an edge were investigated according to AISC and ACI 318-14. : A709, Gr. 50 Bolts: M12 A325M Concrete grade: 4000 psi Geometry The anchor layout and base plate–column T-section is unrealistic but it serves as a verification

Column base: Hollow section column

8.4 Hollow section column 8.4.1 Description The component-based finite element method (CBFEM) for the hollow section column base verified to the component Fig. 8.4.1 Significant points of multilinear interaction diagram of square hollow section 8.4.2 Verification of resistance In following example, the column

Welded splice connection

The resistance of weld group is verified on an example of welded splice connection.

Bolts in slip-critical connection

The resistance of bolted slip-critical connection is verified on a simple example of a bolted splice connection.

End plate shear connection

In the attached example of short end plate connection, the results of checks of welds, bolts, and block shear are compared.

Welded beam to column moment connection

In the attached document, a benchmark example of a welded beam-to-column moment connection is shown.

Stiffness analysis - W to HSS moment connection

Is the connection in this example really rigid? The example is taken from the article Shearly Perfect by Larry S. The authors provide a very simplified method to estimate the stiffness of this connection: IDEA StatiCa provides a thorough stiffness analysis based on

Haunched joint – capacity design

haunched joint Unit system: Metric Designed acc. to: EN 1993-1-8 and EN 1998-1 Investigated: Plates, bolts Steel: Grade S355 Bolts: M30 Grade 10.9 The example is taken from EQUALJOINTS example No. 264: https://itunes.apple.com/us/app/equal-joints/id1406825195? is taken from EQUALJOINTS example No. 267: https://itunes.apple.com/us/app/equal-joints/id1406825195?

Branch/Through-Plate Connection with Rectangular HSS

The example is taken from AISC Design Guide 24 - Example 7.1: The welded HSS connection is subject to the plate axial tension force indicated produced

Bolted flange plate moment connection – LRFD

This shear force is neglected here because the utilization of bolts at the beam web is not expected to be very high and there is enough reserve. \cdot (0.6 \cdot 58 \cdot 2.97 + 1 \cdot 58 \cdot 0.82) \le 0.75 \cdot (0.6 \cdot 36 \cdot 4.44 + 1 \cdot 58 \cdot 0.82) = 143 \, \textrm{kip}\] This example The reserve is very high.

Concrete in compression

Manual calculation General Three components are examined: column flange and web in compression, concrete in compression including grout, welds. In this example, only equivalent T-stub in compression according to EN 1993-1-8 – Cl. 6.2.5 is investigated. Example The cross-section of the column is shown in the following figure: The first step is to calculated the design bearing strength of the concrete with

Bolts in combined tension and shear

In the attached document a steel connection with bolts in combined tension and shear is verified according to CISC.

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