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Verification with shear connector

The shear connector is inserted from above and held in the web with a 6.0 x 60 mm pan head screw. When assembling, install at least one shear connector (in the middle) before the next element is installed.

Geometry shear connector

b_st: 20 mm
t_st: 12 mm
l_st: 180 mm

Static characteristics

Characteristic load-carrying capacity shear connector F_v,Rk = 10.19 kN
Shifting module K_ser = 4.25 kN/mm
Distance between shear connectors ≥ 32cm
Steel quality S235

Values according to test report BTHP-Lignatur 200622 of Rosenheim Technical University.

Structural design according to EN 1995-1-1
The modification factor k_mod and the partial factor γ_M change depending on the relevant load case and load duration:

Wind
k_mod 0.9

Earthquake
k_mod 1.0

Static system and actions

Geometry:

Length of diaphragm: ls 
Width of diaphragm: hs

Actions:

Wind pressure: q_Druck,x,d respectively q_Druck,y,d
Wind suction: q_Sog,x,d respectively q_Sog,y,d
Stabilisation load: q_H,x,d respectively q_H,y,d 
Seismic action: q_E,x,d respectively q_E,y,d 

Pertinent combination wind:

q_x,d = q_Druck,x,d + q_Sog,x,d + q_H,x,d
q_y,d = q_Druck,y,d + q_H,y,d

Pertinent combination earthquake:

q_x,d = q_E,x,d + q_H,x,d
q_y,d = q_E,y,d / l_s + q_H,y,d

Maximum shear force:  

A_x,d = B_x,d = q_x,d * l_s / 2
A_y,d = B_y,d = q_y,d * h_s / 2

Maximum moment:

M_z,d = q_x,d * l_s² / 8

Maximum compressive / tensile force:

± N_d = M_z,d / h_s

± N_d must be taken up by the supports. Joints must be designed with one and a half times the load-carrying capacity! The support reactions A_x,d, B_x,d, A_y,d and B_y,d must be transmittet through the primary construction.

1 Transfer of shear loads

Verification: A_x,d / F_Rd,tot ≤ 1.00

A_x,d Maximum shear force
F_Rd,tot Total design load-carrying capacity

F_Rd,tot = F_Rd * n

n Number of shear connectors 
F_Rd Design load-carrying capacity per shear connector 

F_Rd = F_Rk * k_mod / γ_M

F_Rk Characteristic load-carrying capacity per shear connector = 10.19 kN
k_mod Modification factor according to EN 1995-1-1 depending on the relevant load case or load duration
γ_M Partial factor

2 Connection to the supports

Verification: A_x,d / F_v,Rd,tot ≤ 1.00

A_x,d Maximum shear force
F_v,Rd,tot Total design load-carrying capacity

F_v,Rd,tot = F_v,Rd * n

n Number of screws per row, SPAX Senkkopf, screw diameter d_S = 8 mm
F_v,Rd Design load-carrying capacity per screw

F_v,Rd = F_v,Rk * k_mod / γ_M

F_v,Rk Characteristic load-carrying capacity per screw = 3.00 kN (pre-drilled)
at:
t₁ Wood thickness (element) = 31 mm
t₂ Penetration in the support = 40 mm

3 Connection parallel to the longitudinal wall

Verification: E_d / F_v,Rd,tot ≤ 1.00

E_d Maximum action parallel to the longitudinal wall
F_v,Rd,tot Total design load-carrying capacity

Ed = √(s_w,v,d² +q_Druck,x,d² ) / 1.00m

s_w,v,d = A_x,d / h_s
s_w,v,d shear flow
q_x,d Maximum shear force

F_v,Rd,tot = F_v,Rd * n

n Numbers of screws per row per m, SPAX Senkkopf, screw diameter d_S = 8 mm
F_v,Rd Design load-carrying capacity per screw

F_v,Rd = F_v,Rk * k_mod / γ_M

F_v,Rk Characteristic load-carrying capacity per screw = 3.00 kN (pre-drilled)
at:
t₁ Wood thickness (element)  = 31 mm
t₂ Penetration in the support = 40 mm

4 Verification of the load-carrying capacity

Verification: σ_m,d / f_m,d  ≤ 1.00

σ_m,d Maximum bending stress
f_m,d Design bending strength

Verification: τ_d / f_v,d  ≤ 1.00

τ_d Maximum shear stress
f_v,d Design shear strength

Maximum horizontal bending: wy ≥ h_s / 1000
at:
b Element width 
h_s Element height
t Slat thickness
d Web thickness = 31 mm

5 Connection of border elements to the supports

Verification: A_y,d / F_v,Rd,tot ≤ 1.00

A_y,d  Maximum shear force
F_v,Rd,tot Total design load-carrying capacity

F_v,Rd,tot = F_v,Rd * n

n Number of screws per row, SPAX Senkkopf, screw diameter d_S = 8 mm
F_v,Rd Design load-carrying capacity per screw

F_v,Rd = F_v,Rk * k_mod / γ_M

F_v,Rk Characteristic load-carrying capacity per screw = 3.00 kN (pre-drilled)
at:
t₁ Wood thickness (element) = 31 mm
t₂ Penetration in the support = 40 mm

Static plate

Dimensioning values

moment
M_z,d (q_x,d) = q_x,d . l_s ² / 8

tensile / compressive force
Z_d = N_d = M_z,d / h_s

shear force / bearing reaction
A_x,d = B_x,d = q_x,d . l_s / 2
A_y,d = B_y,d = q_y,d . h_s / 2

flow of shear forces
s_v,0,d = A_x,d / h_s

Verification
1 fasteners
f_v,0,d = k_v1 . R_d / a_v ≥ s_v,0,d

2 shear strength OSB
f_v,0,d = k_v1 . k_v2 . f_v,d . t ≥ s_v,0,d

3 shear buckling OSB
f_v,0,d = k_v1 . k_v2 . f_v,d . 35 . t² / ar ≥ s_v,0,d

k_v1 = 1.0 (boards are rigidly connected all around)
k_v2 = 0.33 (one-sided sheating)
a_v = distance fasteners
t = 15 mm (thickness OSB)
ar = 800 mm (distance studs)
R_{d,nail,Ø3.1 mm} = 0.53 kN
R_{d,staple,Ø1.8 mm} = 0.60 kN
k_mod = 0.9

The floor bearings need to be dimensioned so that they can take the loads from N_d and Z_d and transfer the reactions from the static plate. The design is performed according to EN 1995-1-1, section 9.2.3.