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Standard

Ductility class

Overstrength factor

Check ductile elements

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Traction from seismic analysis with design spectrum

T_ed

Hold-down characteristics

Ductile elements

Characteristic strength of the fastener group

F_Rk,c

Brittle elements

Characteristic strength of the metal angle bracket

F_Rk,s

Characteristic strength of the anchor for reinforced concrete

F_Rk,a

Coefficient taking into account the moment arm

k_t

Checks and report

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The strength verification for dissipative components is not satisfied!
The brittle components does not satisfy capacity design rules!

Warning!

The capacity design of the timber structures does not end with the checks of the connections against uplift but you should also check all the other structual elements, at both the local and building level. For more information, log in to download the schemes concerning the capacity design rules for the timber shear walls buldings.

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TimberTech SeismoDesigner

Capacity design of the hold down connection | Technical Calculation Report
This report presents the calculations of a hold down connection against overturning of the shear wals in the timber structures with dissipative behaviour. The connection is designed according to capacity design rules.

Calculation coefficients

Standard

Ductility class

Overstrength factor

γ_Rd

Strength reduction factor due to cyclic degradation*

K_deg

0.8

Modification factor for duration of load and moisture content

K_mod

1.1

Partial safety factor*

γ_M

Dissipative components

Group of fasteners

Characteristic value of the strength

F_Rk,c

Design value of the strength

F_Rd,c= k_deg×k_mod×F_Rk,c÷ γ_M

F_Rd,c

Tensile force calculated by means of the seismic analysis

T_Ed

Group of fasteners check

Brittle components

Metal bracket

Characteristic value of the strength

F_Rk,s

Design value of the strength

F_Rd,s = F_Rk,s ÷ γ_M

F_Rd,s

Tensile force calculated according to capacity design rules

T_Ed,CD,s = γ_Rd ÷ k_deg × F_Rd,c

T_Ed,CD,s

Metal bracket check

Anchor connection to concrete

Characteristic value of the strength

F_Rk,a

Design value of the strength

F_Rd,a = F_Rk,a ÷ γ_M

F_Rd,a

Coefficient taking into account the moment arm

k_t

Tensile force calculated according to capacity design rules

T_Ed,CD,a = k_t × γ_Rd ÷ k_deg × F_Rd,c

T_Ed,CD,a

Anchor connection check

Warning!

The capacity design of the timber structures does not end with the checks of the connections against uplift but you should also check all the other structural elements, at both the local and building level.

References

"(*) Paragraph 7.3.6.1 of the Italian Standards (NTC 2018) states that if the evaluation of the material properties appropriately accounts for the strength degradation, the partial safety factor γM values for the accidental design situation may be used. Moreover, paragraph 7.7.3.1, with specific reference to the case of the timber structures, states that the dissipative zones shall be able to deform plastically for at least three fully reversed cycles at a static ductility ratio of 4 for ductility class CD ""B"" structures and at a static ductility ratio of 6 for ductility class CD ""A"" structures, without more than a 20% reduction of their resistance."