Kelvin-Voigt material model consists of the linear spring and viscous damper connected in parallel. In this verification example there is tested the time behaviour of this model during the loading and relaxation in a time interval 24 hours. The constant force Fx is applied for 12 hours and the rest 12 hours is the material model free of load (relaxation). The deformation after 12 and 20 hours is evaluated. Time History Analysis with Linear Implicit Newmark method is used.
Maxwell material model consists of the linear spring and viscous damper connected in series. In this verification example there is tested the time behaviour of this model. The Maxwell material model is loaded by constant force Fx. This force causes initial deformation thanks to the spring, the deformation is then growing in time due to the damper. The deformation is observed at time of loading (20 s) and at the end of the analysis (120 s). Time History Analysis with Linear Implicit Newmark method is used.
An inner column in the first floor of a three-story building is designed. The column is monolithic connected with the top and bottom beams. The fire design simplified method A for columns according to EC2-1-2 is than proofed and the results compared to [1].
Determine the required strengths and effective length factors for the ASTM A992 material columns in the moment frame shown in Figure 1 for the maximum gravity load combination, using LRFD and ASD.
An ASTM A992 W-shaped member is selected to carry a dead load of 30.000 kips and a live load of 90.000 kips in tension. Verify the member strength using both LRFD and ASD.
An ASTM A992 14×132 W-shaped column is loaded with the given axial compression forces. The column is pinned top and bottom in both axes. Determine whether the column is adequate to support the loading shown in Figure 1 based on LRFD and ASD.
Consider an ASTM A992 W 18x50 beam forspan and uniform dead and live loads as shown in Figure 1. The member is limited to a maximum nominal depth of 18 inches. The live load deflection is limited to L/360. The beam is simply supported and continuously braced. Verify the available flexural strength of the selected beam, based on LRFD and ASD.
An ASTM A992 W 24×62 beam with end shears of 48.000 and 145.000 kips from the dead and live loads, respectively, is shown in Figure 1. Verify the available shear strength of the selected beam, based on LRFD and ASD.
Using AISC Manual tables, determine the available compressive and flexural strengths and whether the ASTM A992 W14x99 beam has sufficient available strength to support the axial forces and moments shown in Figure 1, obtained from a second-order analysis that includes P-𝛿 effects.
A reinforced concrete slab inside a building is to be designed as a 1.0 m stripe with members. The floor slab is uniaxially spanned and runs through two spans. The slab is fixed on masonry walls with free-rotating supports. The middle support has a width of 240 mm and the two edge supports have a width of 120 mm. The two spans are subjected to an imposed load of category C: congregation areas.
A reinforced concrete column is designed for ULS at normal temperature according to DIN EN 1992-1-1/NA/A1:2015, based on 1990-1-1/NA/A1:2012-08. The design employs the nominal curvature method; see DIN EN 1992-1-1, Section 5.8.8. The addressed column is located at the edge of a 3-span frame structure, which consists of 4 cantilever columns and 3 individual trusses hinged to them. The column is subjected to the vertical force of the precast truss, snow and wind. The results are compared with the literature.
Verify that a beam of different cross-sections made of Alloy 6061-T6 is adequate for the required load, in accordance with the 2020 Aluminum Design Manual.
Determine the allowable axial compressive strength of a pinned 8-foot-long beam of various cross-sections made of Alloy 6061-T6 and laterally restrained to prevent buckling about its weak axis in accordance with the 2020 Aluminum Design Manual.
A cylinder made of elasto-plastic soil is subjected to triaxial test conditions. Neglecting the self-weight, the goal is to determine the limit vertical stress for shear stress failure. An initial hydrostatic stress of 100 kPa is considered.
This verification example compares wind load calculations on a duopitch roof building using the ASCE 7-16 standard and using CFD simulation in RWIND Simulation. The building is defined according to the sketch and the inflow velocity profile taken from the ASCE 7-16 standard.
The verification example compares wind load calculation on a building with a duopitch roof using the standard EN 1991-1-4 and using CFD simulation in RWIND Simulation. The building is defined according to the sketch, and the inflow velocity profile is taken according to the standard EN 1991-1-4.
The verification example compares wind load calculation on a building with a flat roof using the standard EN 1991-1-4 and using CFD simulation in RWIND Simulation. The building is defined according to the sketch, and the inflow velocity profile is taken according to the standard EN 1991-1-4.
Consider an ASTM A992 W 18×50 beam forspan and uniform dead and live loads as shown in Figure 1. The member is limited to a maximum nominal depth of 18 inches. The live load deflection is limited to L/360. The beam is simply supported and continuously braced. Verify the available flexural strength of the selected beam, based on LRFD and ASD.
A bimetallic strip is composed of invar and copper. The left end of the bimetallic strip is fixed, and the right end is free, loaded by temperature difference. While neglecting self-weight, determine the deflection of the bimetallic strip (free end).
Consider a rigid scaffolding tube, fixed at the bottom using the Scaffolding Nodal Support and loaded by both a moment and a force. Self-weight is not considered. Considering an infinitely rigid beam, determine the maximum radial deflection.