40 matching results for "weld"
Verifications
Fillet weld in lap joint
weld Numerical model The weld component in CBFEM is described in Chapter 3.4. Fig. 4.1.3 Parametric study of transverse weld a) Weld length b) Effective throat thickness Fig. 4.1.4 Parametric study of parallel weld a) Weld length of weld a, c) Length of weld b, d) Effective throat thickness of weld b To illustrate the accuracy of the CBFEM model, the results of the sensitivity
Steel
National code
EN (Eurocode)
Steel Topics
Welds
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Connection
Verifications
CBFEM Weld Model: Validation and Verification
the design weld element. of weld element. longitudinal weld.
Steel
National code
AISC (USA)
CISC (Canada)
EN (Eurocode)
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Steel Topics
Welds
CBFEM
Verifications
Fillet weld in angle plate joint
Tab. 4.2.1 Examples overview Example Material Weld a Weld b Angle Plate f y f u E γ M0 γ M2 a a L a a b L b section b p t p [MPa] [MPa] The weld model has an elastic-plastic material diagram, and stress peaks are redistributed along the weld length. The study shows good agreement for all weld configurations.
Steel
National code
EN (Eurocode)
Steel Topics
CBFEM
Welds
Application
Connection
Verifications
Fillet weld in fin plate joint
The plate/weld is loaded by normal and shear force and bending moment. Analytical model The fillet weld is the only component examined in the study. The weld model has an elastic-plastic material diagram, and stress peaks are redistributed along the weld length. The relation between the weld length and the bending moment resistance of the joint is shown in Fig. 4.3.3.
Steel
National code
EN (Eurocode)
Steel Topics
CBFEM
Welds
Application
Connection
Verifications
Fire design: Welded lap joint
for transverse weld Parametric study of steel grade for transverse weld Fig. 3: Parametric study of steel grade for transverse weld Parametric study of weld length throat thickness for transverse weld Fig. 4: Parametric study of weld length throat thickness for transverse weld The resistance of transverse grade for longitudinal weld Parametric study of weld length throat thickness for longitudinal weld Fig. 7: Parametric study of weld length throat thickness
Steel
Concrete Topics
Fire resistance
Steel Topics
Welds
Verifications
Long Bolted and Welded Connections (AISC)
Note that for evaluating the effective weld length, the actual weld length of the connection is equal to the length of a single weld line in the group. most highly stressed weld segment. Figure 9 Strength vs. weld length for Connection A Figure 10 Stress distributions along the length of the weld for Connection A with weld lengths of 18
Steel
Steel Topics
Welds
Bolts
National code
AISC (USA)
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Connection
Verifications
Extended moment end-plate connection – ASD
Weld strength In manual assessment, it is assumed that effective weld transferring bending moment is a cruciform consisting of the weld of the stiffener The weld cruciform needs to transfer force M u /9.874= 671/9.874 = 68 kip. The weld strength is sufficient. The workaround would be setting of contact or butt weld instead of fillet weld.
Steel
National code
AISC (USA)
Steel Topics
Bolts
Application
Connection
Verifications
Welded splice connection (AISC)
The joint is loaded for the weld to be utilized at 100 % and the load is compared to the weld resistance according to AISC 360 16 – J.2.4. Using finite element analysis and the approach of checking the most stressed element of the weld, there is no need for any manual reduction of weld resistance due to weld orientation.
Steel
National code
AISC (USA)
Steel Topics
CBFEM
Welds
Application
Connection
Verifications
Bolted flange plate moment connection – LRFD
Weld electrode E70XX is used and its size is 3/8''. The weld strength is sufficient. Weld electrode E70XX is used and its size is 5/16''. The weld strength is sufficient. The most stressed weld element is checked and with further loading, the stress in the weld is spreading into further weld elements.
Steel
National code
AISC (USA)
Steel Topics
Bolts
Moment Connection
Application
Connection
Verifications
Chevron Brace Connection in a braced frame (AISC)
Weld between gusset plate and brace Weld between gusset plate and bottom flange of beam Tension yielding of brace Tension rupture of brace Shear rupture The utilization of this weld is 87%. CBFEM uses the AISC 360-16 provisions of Chapter J to check the weld strength. It can be seen that the weld check utilization is 86.6%.
Steel
Application
Connection
National code
AISC (USA)
Steel Topics
Welds
Verifications
Fatigue life by nominal stress method
Numerical models Fatigue sections are created using weld sections at a distance from the weld toe to avoid the influence of peak stress from local weld Fatigue sections are created using weld sections at a distance from the weld toe to avoid the influence of peak stress from local weld geometry \( (9t Fatigue sections are created using weld sections at 5 t distance from the weld toe to avoid the influence of peak stress from local weld geometry (\(5t
Steel
Application
Connection
National code
EN (Eurocode)
Concrete Topics
Fatigue
Verifications
Bolted portal frame eaves moment connection
Fillet weld The weld is closed around the whole cross-section of the beam. The thickness of the weld on the flanges can differ from the thickness of the weld on the web. Design of the weld is done according to EN 1993-1-8:2005, Cl. 4.5.3.2(6).
Steel
National code
EN (Eurocode)
Steel Topics
CBFEM
Bolts
Plates
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Verifications
Bracket Plate Connections (AISC)
Details of the method differ between bolt and weld groups; however, the general approach is the same. metal, weld length, l = 10 in., and an aspect ratio of either k = 0.5 or k = 0.3. Only the limit state of weld rupture is evaluated.
Steel
Application
Connection
Steel Topics
Bolts
Moment Connection
Welds
National code
AISC (USA)
Verifications
Column base plate in braced bay LRFD (AISC)
The critical weld is the one loaded at an angle 40\(^\circ\). The most stressed weld element is checked and with further loading, the stress in weld is spreading into further weld elements. Therefore, the ultimate weld resistance is higher than simply dividing the force by weld utilization.
Steel
Application
Connection
National code
AISC (USA)
Verifications
Simple welds (ASD)
The joint is loaded for weld to be utilized at 100 % and the load is compared to the weld resistance according to AISC 360-16. Comparison Weld strength without base metal check Weld strength with base metal check The results of both IDEA StatiCa Connection design and computation Weld subjected to bending shows a behavior between elastic and plastic stress distribution, being closer to the plastic distribution.
Steel
National code
AISC (USA)
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Connection
Verifications
Simple welds LRFD (AISC)
The joint is loaded for weld to be utilized at 100 % and the load is compared to the weld resistance according to AISC 360-16. Comparison: Weld strength without base metal check Weld strength with base metal check The results of both IDEA StatiCa Connection design and computation Weld subjected to bending shows a behavior between elastic and plastic stress distribution, being closer to the plastic distribution.
Steel
Application
Connection
National code
AISC (USA)
Verifications
Welded Unreinforced Flange-Welded Web (WUF-W) Prequalified Connection - AISC
Specimen T5 was designed differently from the baseline model with a doubler plate, a partial weld between the shear tab and beam web, a larger fillet weld Figure 3.18: Model setup in ABAQUS The tie constraint was applied between the weld lines and the attaching parts. Similarly, IDEA StatiCa analysis indicated that the weld failed between the shear tab and column flange.
Steel
Application
Connection
National code
AISC (USA)
Steel Topics
Capacity design
Seismicity
Verifications
Single Plate Shear Connections (AISC)
The weld was a 5/16 in. fillet weld on both sides in accordance with the ( 5 / 8 ) t p rule noted in Part 10 of the AISC Manual (2017). The weld was a 5/16 in. fillet weld on both sides of the plate. The distance from the weld line to the bolt line, a , was 9 in.
Steel
Application
Connection
Steel Topics
Bolts
National code
AISC (USA)
Verifications
Brace Connection at beam-column connection in a braced frame – Double Angle Brace (AISC)
at gusset-to-beam flange connection 7/16” weld, required 6.2/16” weld Beam web local yielding \(\phi\)R n = 896.6 kips Compared to V beam = 269.2 kips gt; t PL = 0.625 in. does not govern Bolts at beam-to-column connection \(\phi\)R n = 30.5 kips Beam web-to-end plate weld 7/16” weld, required 6.4/16 Both AISC and CBFEM give the same results for the weld check.
Steel
Application
Connection
National code
AISC (USA)
Steel Topics
Bolts
Verifications
Bending stiffness of bolted joint of open sections
The beam web is connected with weld throat thickness of 5 mm. Plasticity is applied in welds. The material of the beam, column and end-plate is S235. Flange weld throat thickness a f = 8 mm Web weld throat thickness a w = 5 mm End-plate Thickness t p = 15 mm Height h p = 450 mm Width b p = 200 mm Bolts M24 8.8 Bolts assembly in Fig. 10.2.3 Column stiffeners Thickness t s = 15 mm Width b s = 95 mm Related to beam flange, position upper and lower Weld
Steel
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Connection
Verifications
Verification of IDEA StatiCa calculations for steel connection design (AISC)
(Page 10–11, AISC Manual) Weld Capacity (no eccentricity) (AISC 360-16, Eq. Also, the maximum predicted stress on the beam, column, and weld lines was slightly higher in the ABAQUS model. In case 2, in which load was applied on the weld lines, much better agreement was observed between the two models.
Steel
Application
Connection
National code
AISC (USA)
Steel Topics
Bolts
Plates
Rotational stiffness
Welds
Verifications
Brace Connection at beam-column connection in a braced frame (AISC)
It can be seen that the weld check utilization is 94.9% and is based on the AISC 360-16 specification. Both AISC and CBFEM give the same results for the weld check. The bolt shear check is in agreement in both AISC 360-16 specification and CBFEM. The weld capacity for the weld between the gusset and the beam bottom flange and between the beam and the column are in agreement in both AISC and CBFEM
Steel
Application
Connection
National code
AISC (USA)
Steel Topics
Bolts
Welds
Verifications
End Plate Moment (EPM) Prequalified Connection - AISC
Figure 2.19: Model setup in ABAQUS The tie constraint was applied between the weld lines and the attaching parts. Similarly, AISC design checks confirmed that the fillet weld does not have enough strength (0.313 in. double sided weld was used while 0.46 in. was required Also, the specimen didn’t satisfy the required minimum size of the weld between the beam web and end plate (0.313 in. double sided weld was used while
Steel
Application
Connection
National code
AISC (USA)
Steel Topics
Capacity design
Seismicity
Verifications
Pipe – Shear lag connection in bracing
– Shear lag connection in bracing Unit system: Metric Designed acc. to: AISC 360-10 Investigated: Shear lag of pipe, welds Materials: Steel A36, Weld E70XX Geometry: Length of embedded part of pipe t p = 85 mm Weld leg size: 5 mm Applied forces: N = 200 kN (in tension and compression per pipe) AISC Weld: Weld checks are passing according to both methods with sufficient reserve.
Steel
National code
AISC (USA)
Steel Topics
Welds
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Connection
Verifications
Verification study: Shear connections with coped beams (AISC)
by one weld size on each end of the weld. Additional limit states for the connection are weld rupture, base metal (plate) strength at the weld, shear yielding of the plate, shear rupture of the The limit states specific to the connection include weld rupture, beam web base metal strength at the weld, shear yielding of the angles, shear rupture
Steel
Application
Connection
Steel Topics
Buckling
Verifications
Comparison of IDEA StatiCa Connection to ANSYS
A combined model of weld prepared by Turlier [3] was used. It consists of an inclined shell element simulating the weld. It is not ideal for the comparison because the design weld model is simplified and some stresses in the weld are not assumed. Generally, there was a good agreement between weld stresses. The weld stresses were slightly higher in IDEA StatiCa, meaning that the design is safe.
Steel
Application
Connection
Steel Topics
Bolts
Plates
Welds
Moment Connection
Verifications
Circular hollow sections
Benchmark example Inputs Chord Steel S355 Section CHS219.1/5.0 Brace Steel S355 Sections CHS48.3/5.0 Angle between the brace member and the chord 90° Weld Butt weld around the brace Loaded By force to brace in compression Mesh size 64 elements along surface of the circular hollow member Outputs The design Butt weld around the brace Loaded By force to brace in compression Mesh size 64 elements along surface of the circular hollow member Outputs The design
Steel
National code
EN (Eurocode)
Steel Topics
CBFEM
Welds
Verification book
Application
Connection
Verifications
Temporary Splice Connection (AISC)
All plate is ASTM A572 Gr. 50, all bolts are 7/8 in. diameter A325 in standard holes (threads not excluded from the shear plane), and all weld material The deformed shape and plastic strain results (Fig. 6) show in-plane bending of the lug splice connections and weld groups. The weld utilization controls the strength.
Steel
Application
Connection
Steel Topics
Bolts
Welds
Moment Connection
National code
AISC (USA)
Verifications
Bending stiffness of welded joint of open sections
Rotational stiffness of a eaves moment joint in CBFEM and CM 10.1.6 Benchmark case Inputs Beam and column Steel S235 Column HEB 300 Beam IPE 400 Flange weld throat thickness a f = 9 mm Web weld throat thickness a w = 5 mm Column offset s = 150 mm Double fillet weld Outputs Design resistance M j,Rd = 198
Steel
Application
Connection
Steel Topics
CBFEM
Rotational stiffness
Stiffness
Welds
National code
EN (Eurocode)
Verifications
Welded portal frame eaves moment connection
The verification study of a fillet weld in a stiffened beam-to-column joint is in chapter 4.4. Steel S235 HEB260 Column offset over beam: 20 mm Beam Steel S235 IPE330 Column stiffeners Thickness t s = 10 mm Width 80 mm Opposite to beam flanges Weld Beam flange: fillet weld throat thickness a f = 9 mm Beam web: fillet weld throat thickness a w = 5 mm Butt weld around stiffeners Outputs Design
Steel
National code
EN (Eurocode)
Steel Topics
CBFEM
Plates
Welds
Verification book
Application
Connection