
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
bst: 20 mm
tst: 12 mm
lst: 180 mm
Static characteristics
Characteristic load-carrying capacity shear connector Fv,Rk = 10.19 kN
Shifting module Kser = 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 kmod and the partial factor γM change depending on the relevant load case and load duration:
Wind
kmod 0.9
Earthquake
kmod 1.0

Static system and actions
Geometry:
Length of diaphragm: ls
Width of diaphragm: hs
Actions:
Wind pressure: qDruck,x,d respectively qDruck,y,d
Wind suction: qSog,x,d respectively qSog,y,d
Stabilisation load: qH,x,d respectively qH,y,d
Seismic action: qE,x,d respectively qE,y,d
Pertinent combination wind:
qx,d = qDruck,x,d + qSog,x,d + qH,x,d
qy,d = qDruck,y,d + qH,y,d
Pertinent combination earthquake:
qx,d = qE,x,d + qH,x,d
qy,d = qE,y,d / ls + qH,y,d
Maximum shear force:
Ax,d = Bx,d = qx,d * ls / 2
Ay,d = By,d = qy,d * hs / 2
Maximum moment:
Mz,d = qx,d * ls2 / 8
Maximum compressive / tensile force:
± Nd = Mz,d / hs
± Nd must be taken up by the supports. Joints must be designed with one and a half times the load-carrying capacity! The support reactions Ax,d, Bx,d, Ay,d and By,d must be transmittet through the primary construction.

1 Transfer of shear loads
Verification: Ax,d / FRd,tot ≤ 1.00
Ax,d Maximum shear force
FRd,tot Total design load-carrying capacity
FRd,tot = FRd * n
n Number of shear connectors
FRd Design load-carrying capacity per shear connector
FRd = FRk * kmod / γM
FRk Characteristic load-carrying capacity per shear connector = 10.19 kN
kmod Modification factor according to EN 1995-1-1 depending on the relevant load case or load duration
γM Partial factor

2 Connection to the supports
Verification: Ax,d / Fv,Rd,tot ≤ 1.00
Ax,d Maximum shear force
Fv,Rd,tot Total design load-carrying capacity
Fv,Rd,tot = Fv,Rd * n
n Number of screws per row, SPAX Senkkopf, screw diameter dS = 8 mm
Fv,Rd Design load-carrying capacity per screw
Fv,Rd = Fv,Rk * kmod / γM
Fv,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: Ed / Fv,Rd,tot ≤ 1.00
Ed Maximum action parallel to the longitudinal wall
Fv,Rd,tot Total design load-carrying capacity
Ed = √(sw,v,d2 +qDruck,x,d2 ) / 1.00m
sw,v,d = Ax,d / hs
sw,v,d shear flow
qx,d Maximum shear force
Fv,Rd,tot = Fv,Rd * n
n Numbers of screws per row per m, SPAX Senkkopf, screw diameter dS = 8 mm
Fv,Rd Design load-carrying capacity per screw
Fv,Rd = Fv,Rk * kmod / γM
Fv,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: σm,d / fm,d ≤ 1.00
σm,d Maximum bending stress
fm,d Design bending strength
Verification: τd / fv,d ≤ 1.00
τd Maximum shear stress
fv,d Design shear strength
Maximum horizontal bending: wy ≥ hs / 1000
at:
b Element width
hs Element height
t Slat thickness
d Web thickness = 31 mm

5 Connection of border elements to the supports
Verification: Ay,d / Fv,Rd,tot ≤ 1.00
Ay,d Maximum shear force
Fv,Rd,tot Total design load-carrying capacity
Fv,Rd,tot = Fv,Rd * n
n Number of screws per row, SPAX Senkkopf, screw diameter dS = 8 mm
Fv,Rd Design load-carrying capacity per screw
Fv,Rd = Fv,Rk * kmod / γM
Fv,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
Mz,d (qx,d) = qx,d . ls 2 / 8
tensile / compressive force
Zd = Nd = Mz,d / hs
shear force / bearing reaction
Ax,d = Bx,d = qx,d . ls / 2
Ay,d = By,d = qy,d . hs / 2
flow of shear forces
sv,0,d = Ax,d / hs
Verification
1 fasteners
fv,0,d = kv1 . Rd / av ≥ sv,0,d
2 shear strength OSB
fv,0,d = kv1 . kv2 . fv,d . t ≥ sv,0,d
3 shear buckling OSB
fv,0,d = kv1 . kv2 . fv,d . 35 . t² / ar ≥ sv,0,d
kv1 = 1.0 (boards are rigidly connected all around)
kv2 = 0.33 (one-sided sheating)
av = distance fasteners
t = 15 mm (thickness OSB)
ar = 800 mm (distance studs)
Rd,nail,Ø3.1 mm = 0.53 kN
Rd,staple,Ø1.8 mm = 0.60 kN
kmod = 0.9
The floor bearings need to be dimensioned so that they can take the loads from Nd and Zd and transfer the reactions from the static plate. The design is performed according to EN 1995-1-1, section 9.2.3.