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Calculation of wind load action effects on monopitch canopy roofs (i.e. roofs of structures not enclosed with permanent side walls). The net effect of the wind pressure on the upper and lower surface for zones A, B, C on the roof surface are calculated from the corresponding net pressure coefficients. The overall effect of the wind action on the structure is also calculated from the corresponding force coefficient.
ULS design of circular or tubular reinforced concrete cross-section for bending and axial force (the maximum moment resistance MRd is calculated for the given axial force and reinforcement layout, or the complete M-N interaction diagram is determined)
Design aid - Table of design properties for square hollow steel sections (SHS) including section dimensions, cross-section properties (area A, second moment of area I, elastic modulus Wel, plastic modulus Wpl), strength properties (elastic moment Mel, plastic moment Mpl, plastic shear Vpl), and buckling properties (section class, buckling curves)
Design aid - Table of design properties for rectangular hollow steel sections (RHS) including section dimensions, cross-section properties (area A, second moment of area I, elastic modulus Wel, plastic modulus Wpl), strength properties (elastic moment Mel, plastic moment Mpl, plastic shear Vpl), and buckling properties (section class, buckling curves)
Calculation of peak velocity pressure qp depending on the basic wind velocity from UK National Annex wind map, and the site distance from shoreline and town boundary. The wind action on the structure (forces and pressures) can be derived from the peak velocity pressure. Calculation according to the UK National Annex.
According to:
EN 1991-1-4:2005+A1:2010 Section 4 & UK National Annex to BS EN 1991-1-4:2005+A1:2010
Calculation of the design response spectrum in terms of spectral acceleration representing the seismic action in the horizontal or vertical direction. Applicable for the design of ductile structures where the inelastic behavior is taken into account explicitly with the behavior factor q.
Calculation of the elastic response spectrum in terms of spectral acceleration and spectral displacement representing the seismic action in the horizontal or vertical direction. Applicable for the design of structures that remain in the elastic range, seismic isolation systems, and calculation of seismic displacements.
Design aid - Table of design properties for circular hollow steel sections (CHS) including section dimensions, cross-section properties (area A, second moment of area I, elastic modulus Wel, plastic modulus Wpl), strength properties (elastic moment Mel, plastic moment Mpl, plastic shear Vpl), and buckling properties (section class, buckling curves)
Design aid - Table of reinforcement area and weight for distributed reinforcement bars (in cm2/m, mm2/m or kg/m2) and individual reinforcement bars (in cm2, mm2, or kg/m)
Calculation of elastic critical moment Mcr for lateral-torsional buckling of a uniform steel member with I-section or H-section (IPE, HEA HEB, HEM or custom) according to elastic buckling theory
According to:
SN003a-EN-EU - "NCCI: Elastic critical moment for lateral torsional buckling", January 23, 2008
Calculation of wind load action effects on vertical side walls of building. The net effect of external and internal wind pressure for zones A, B, C, D, E on the wall surface are calculated from the corresponding pressure coefficients
Ultimate Limit State design of uniform steel member (beam/column) with I-section or H-section (IPE, HEA HEB, HEM, or custom) according to EN1993-1-1 for axial force N, shear force V, bending moment M, flexural buckling, lateral torsional buckling, and interaction effects
Calculation of wind load action effects on flat roofs (including small parapets). The net effect of external and internal wind pressure for zones F, G, H, I on the roof surface are calculated from the corresponding external pressure coefficients
Calculation of wind load action effects on free-standing walls and parapets. The net wind pressure for zones A, B, C, D along the length of the structure are calculated from the net pressure coefficients corresponding to the overall effect on the front and back faces
Design aid - Table of design properties for flanged steel profiles (IPE, HEA, HEB, HEM) including profile dimensions, cross-section properties (area A, second moment of area I, elastic modulus Wel, plastic modulus Wpl), strength properties (elastic moment Mel, plastic moment Mpl, plastic shear Vpl), and buckling properties (section class, buckling curves)
Design aid - Table of design material properties and mechanical properties for structural steel including density, yield strength fy, ultimate strength fu and elastic modulus E
Calculation of wind load action effects on prism elements with rectangular cross-section. The total horizontal wind force is calculated from the force coefficient corresponding to the overall effect of the wind action on the structure
Calculation of wind load action effects on circular cylinder elements. The total horizontal wind force is calculated from the force coefficient corresponding to the overall effect of the wind action on the cylindrical structure or cylindrical isolated element
Calculation of peak velocity pressure qp depending on the basic wind velocity and the terrain category at the location of the structure. The wind action on the structure (forces and pressures) can be derived from the peak velocity pressure.
Calculation of wind load action effects on signboards with rectangular surface area. The total horizontal force, horizontal eccentricity, and base overturning moment are calculated from the force coefficient corresponding to the overall effect of the wind action on the structure
Preliminary analysis of seismic isolation system with the equivalent linear single-degree-of-freedom (SDOF) method. Applicable for seismic isolation system with FPS, LRB, HDRB isolators and viscous dampers.
According to:
EN 1998-1:2004 Section 10.9.2, EN 1998-2:2005+A2:2011 Section 7.5.4
Calculation of concrete creep coefficient and shrinkage strain. The final value at infinite time is calculated as well as the development curves as a function of time
Calculation of the reduced earthquake ground acceleration applicable during the construction phase of the structure as a function of the duration of the construction stage (applicable for any type of structure, not only bridges)
