Articles
Yvonne Steige*
Klaus Weynand
DOI: 10.1002/stco.201510023
Design resistance of end plate splices
with hollow sections
This paper presents a design approach for calculating rectangular hollow section (RHS) splices (bolted end plate connections)
under tension forces or bending moments in accordance with
EN 1993-1-8. Based on models available in the literature, a Euro­
code-conform model is presented using the component method.
The original model, based on experimental and numerical investigations, uses a three-dimensional yield line method to predict the
tension resistance of bolted splices with hollow sections considering the joint as a whole. The adapted model is fully compatible
with EN 1993-1-8. Moreover, the original model has been extended
to predict also the design moment resistance of such RHS splices.
1 Background
EN 1993 Part 1.8 contains application rules for evaluating
the resistances of end plate connections with open sections (chapter 6) by means of the component method. Furthermore, the standard provides rules for calculating the
design resistance of welded hollow section joints in lattice
girders (chapter 7). However, there are no explicit application rules or design formulas for bolted end plate joints
with hollow sections.
Bolted end plate joints are normally used as chord
splices in lattice girders under normal loading conditions.
Typical bolt patterns in RHS splices are bolts on two opposite sides (Fig. 1a) or bolts placed on four sides of the
hollow section (Fig. 1b). The hollow section is connected
to the end plate by a one-sided fillet weld around the perimeter of the section. Full strength welds are recommended by Eurocode 3.
The topic of the design resistance of two-sided end
plate splices with RHS members is discussed in Packer
et al. [5]. They present a design model using a modified
T-stub model, which observed the yield line inside the
RHS. This model is also introduced by CIDECT [6].
In [3] it is shown that the T-stub model in EN 1993-1-8
for this type of connection can be used under the following
boundary conditions: the bolt positions have to be within
Selected and reviewed by the Scientific Committee of the
13th Nordic Steel Construction Conference, 23 to 25 September 2015, Tampere, Finland
* Corresponding author:
yvonne.steige@kit.edu
a)
b)
Fig. 1. RHS end plate splices: a) two-sided and b) foursided configuration
the RHS dimension and be in the same position on both
sides of the connection. For bolt positions outside the
walls of the RHS, reference is made to [2].
For joints with bolts on all four sides of the connected
hollow section, no information is available on how to determine the effective length of the effective T-stub for the
“corner bolts” (i. e. bolt close to the corner of the RHS).
The configuration with four-sided RHS splices is discussed by Kato and Mukai [4] and Willibald [9].
These two publications present three-dimensional
yield line models for calculating the tension resistance of
RHS splices. Based on the model of Willibald, the present
paper proposes a formula for determining the effective
length part for the corner bolts. Supplementing the effective length in EN 1993-1-8 with this newly developed effective length part, it is possible to calculate the design tension and moment resistance for an RHS splice.
2 Resistance model
The design resistance of end plate connections with open
sections subjected to a bending moment can be calculated
according to EN 1993-1-8 based on the component
method. This method could be applied to end plate connections with RHS members as well. The basic components of the joint depending on the loading of the joint are
shown in Table 1. The formulas for beam web in tension
and beam web in compression are also listed in Table 1.
The component resistance of the end plate in bending
is calculated with the T-stub model. EN 1993-1-8 considers
three failure modes, which are shown in Table 2.
The relevant resistance results from the minimum of
the three resistances. Modes 1 and 2 are calculated with
© Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin · Steel Construction 8 (2015), No. 3
187
Y. Steige/K. Weynand · Design resistance of end plate splices with hollow sections
Table 1. Joint components dependent on internal forces
Component
Tension resistance
Moment resistance
Bolts in tension
Ft,Rd
relevant
relevant
End plate in bending
FT,Rd
relevant
relevant
Beam web in tension
Ft,bw,Rd = beff,t,wb ⋅ t b ⋅ fy / γ M0
relevant
relevant
Beam web in compression
Fc,bw,Rd = Mc,Rd /(h b − t b )
not relevant
relevant
Table 2. T-stub resistance
Failure mode
T-stub resistance
1
Complete yielding of flange
FT,1,Rd = 4 ⋅ Mpl,1,Rd /m
2
Bolt failure with yielding of flange
FT,2,Rd = 2 ⋅ Mpl,2,Rd + n ⋅
3
Bolt failure
FT,3,Rd =
(
the plastic moment of the T-stub flange, which depends on
the effective lengths (Eq. (1) and Eq. (2)).
Mpl,1,Rd = 0.25 ·
∑ 1eff,1· t 2p · fyp / γ M0
(1)
Mpl,2,Rd = 0.25 ⋅
∑ leff,2 ⋅ t p
(2)
2
⋅ fyp / γ M0
The effective lengths of two-sided splices can be calculated
with Table 3 in accordance with EN 1993-1-8.
For four-sided connections, the effective lengths in Table 4 have to be added to those of Table 3 for outer bolt rows.
Note that the effective length depends on the number of bolts
per side ns.
∑ Ft,Rd ) / ( m + n )
∑ Ft,Rd
The derivation of leff,i is based on the three-dimensional
yield line model of Willibald [9], which is shown in Fig. 2.
She specifies a formula for the total design resistance of the
joint, which is used here to calculate an effective length for
the corner bolts (see the highlighted part in Fig 2). Setting
this design resistance equal to the resistance of a half T-Stub
produces the estimated effective length in Eq. (3).
leff,i =
1
4 ⋅ mi ⋅ x i + 4 ⋅ ei ⋅ s1i

 2 ⋅ m ⋅ e 2 + 2 ⋅ m ⋅ x 2 + 2 ⋅ s ⋅ m ⋅ x + 4 ⋅ e ⋅ s 2 ...
i
i
i
i
1i
i
i
i 1i


 ... + mi ⋅ 2 ⋅ (mi + ei )2 + (mo + eo )2 x i + ei + 2 ⋅ ei ⋅ mi 2 
(
)
(3)
Table 3. Effective lengths for two-sided end plate splices
Bolt row considered individually
Bolt row considered as part of a group of bolt rows
Non-circular patterns leff,nc Circular patterns leff,cp
Non-circular patterns leff,nc
Circular patterns leff,cp
2 ⋅ m + 0.625 ⋅ e + e1
π ⋅ m + 2 ⋅ e1
2 ⋅ m + 0.625 ⋅ e + 0.5 ⋅ p
π⋅m + p
4 ⋅ m + 1.25 ⋅ e
2⋅π⋅m
e1 + 0.5 ⋅ p
2 ⋅ e1 + p
Inner bolt row
4 ⋅ m + 1.25 ⋅ e
2⋅π⋅m
p
2⋅p
Mode 1
leff,1 = leff,nc ≤ leff,cp
∑ leff,1 = ∑ leff,nc ≤ ∑ leff,cp
Mode 2
leff,2 = leff,nc
∑ leff,2 = ∑ leff,nc
Bolt row location
Outer bolt row
188
Steel Construction 8 (2015), No. 3
Y. Steige/K. Weynand · Design resistance of end plate splices with hollow sections
Table 4. Effective lengths for four-sided end plate splices for outer bolt rows
Bolt row considered individually
Bolt row considered as part of a group
Non-circular patterns leff,nc
Circular patterns leff,cp
Non-circular patterns leff,nc
Circular patterns leff,cp
ns = 1
2 ⋅ leff,i
not relevant
not relevant
not relevant
ns > 1
leff,i + 2 ⋅ m + 0.625 ⋅ e
not relevant
leff,i + 0.5 ⋅ p
not relevant
Bolt row location
Outer
bolt row
Fig. 3. Modified T-stub
This model does not take into account the area between the two webs of the hollow section. As described in
EN 1993-1-8, one bolt row includes two bolts. The resistances of the individual connection sides are then added.
Fig. 2. Three-dimensional yield line model of Willibald [9]
with dimensions of Eq. (3)
The dimensions in Eq. (3) are illustrated in Fig. 2. Index i
represents the bolt dimensions corresponding to the T-stub
and index o is for the opposite side. Length xi in Eq. (3)
results from the minimum of the resistance of the yield line
model and can be calculated with Eq. (4).

1 
xi =
−2 ⋅ ei ⋅ s1i +
2 ⋅ mi 

 4 ⋅ ei 2 ⋅ s1i 2 + 4 ⋅ mi ⋅ ei ⋅ s1i 2 + 4 ⋅ mi 2 ⋅ ei 2 + 4 ⋅ ei ⋅ mi 3 ...

 ... + 2 ⋅ mi ⋅ ei ⋅ −s1i + mi ⋅ 2 ⋅ (mi + ei )2 + mo + eo

(
)
(
)
1
2
 
2
 
 

(4)
Formula Eq. (3) is not very practical for hand calculation;
therefore, the next step would be to find a simplification.
2.1 Tension resistance
The design tension resistance results from the end plate in
bending FT,Rd and the beam web in tension Ft,bw,Rd components. The formula for Ft,bw,Rd is listed in Table 1. Dimension
beff,t,wb results from the relevant effective length. That
means: if the connection collapses in mode 1, then beff,t,wb =
leff,1, in other cases beff,t,wb = leff,2.
The resistances of the individual connection sides
have to be calculated (height and/or width) for the determination of FT,Rd and Ft,bw,Rd. Therefore, a modified T-stub
model as shown in Fig. 3 is introduced.
2.2 Moment resistance
The determination of the design moment resistance of the
joint Mj,Rd is explained here for bending about the y-axis.
The calculation for the z-direction can be derived in the
same way.
The design moment resistance of the joint Mj,Rd results from the effective tension resistance Ftr,Rd of the individual bolt rows r multiplied by the relevant lever arm, i.e.
the distance of the bolt row from the centre of compression hr (see Eq. (5)).
M j,Rd =
∑ h r ⋅ Ftr,Rd
(5)
It is assumed that the centre of compression lies in the beam
flange of the hollow section (see Fig 4).
Fig. 4 shows the design resistance of the joint components. To perform the calculation it is necessary to distinguish between the two different bolt patterns, i.e. two- and
four-sided. The design moment resistance of two-sided
connections can be calculated according to EN 1993-1-8.
For four-sided connections, the first row, here called
the external row, has to be considered separately. In
EN 1993-1-8 one bolt row consists of two bolts, but in the
case of an RHS splice, the external row can also have just
one or even more than two bolts. Therefore, the resistance
of the external row is calculated with a rotated T-stub as it
is already presented in EN 1993-1-8 for the external part of
an end plate, but taking into account the fact that the number of bolts, here n, is not set to a certain value. The effective
length of the external row can be calculated with Table 5.
The effective resistance of the individual bolt rows is
the minimum of the end plate in bending and beam web in
tension components.
Steel Construction 8 (2015), No. 3
189
Y. Steige/K. Weynand · Design resistance of end plate splices with hollow sections
a)
b)
Fig. 4. Design resistances of joint components for a) two-sided and b) four-sided connection
Fc,bw,Rd <
Table 5. Effective length for an external bolt row
Non-circular patterns leff,nc
Circular patterns leff,cp
Smallest of:
Smallest of:
leff,i + (n − 1) ⋅ (2 ⋅ m x + 0.625 ⋅ e x )
n ⋅ ( π ⋅ m)
leff,i + (n − 1) ⋅ 0.5 ⋅ p2
π ⋅ m + (n − 1) ⋅ p2
n ⋅ (2 ⋅ m x + 0.625 ⋅ e x )
e1,x + (n − 1) ⋅ p2
e1,x + (n − 1) ⋅ 0.5 ⋅ p2
not relevant
2 ⋅ m x + 0.625 ⋅ e x + (n − 1) ⋅ 0.5 ⋅ p2
not relevant
leff,1 = leff,nc ≤ leff,cp
leff,2 = leff,nc
∑ Ft,Rd
(8)
2.3 Worked example
(6)
End plate
Bolts
p1 = p2 = 100 mm
d = 16 mm
e1 = e1,x = 125
s1 = 50 mm
a = 6 mm
d0 = 18 mm
––
m = mx = 30 – 0.8 · √ 2 · 6 = 23.22 mm
Ft,Rd = 113 kN
e = 45 mm
n = 29.03 mm (n ≤ 1.25 m)
fyp = 235 N/mm2
tp = 12 mm
Steel Construction 8 (2015), No. 3
3.The effective resistance of one bolt row is > 1.9 times
the tension design resistance of one bolt.
After the reduction in the effective (i.e. reduced if necessary) resistances, the design moment resistance can be determined using Eq. (5).
2.The resistance of the beam web in compression is lower
than the sum of the bolt row resistances.
190
(7)
Ft,i,Rd ≥ 1.9 ⋅ Ft,Rd
These calculated resistances have to be reduced if at least
one of the following conditions is satisfied:
1.The resistance of the bolt group is smaller than the sum
of the individual bolt row resistances.
Ft,Group,Rd <
∑ Ft,Rd
The following example illustrates the calculation approach
for design tension and moment resistance. The connection
is a symmetrical end plate splice with RHS 200×10 in
grade S355 and 8 No. M16 grade 10.9 bolts.
2.3.1 Calculation of design tension resistance
The first step requires the calculation of the resistance of
the end plate in bending component. Therefore, it is necessary to determine the effective lengths leff,1 and leff,2.
The connection has two outer bolt rows on both sides,
which is why only this type is calculated and listed in
Table 6.
Beam RHS 200 × 10
fyb = 355 N/mm2
Wpf,y = 5.309 · 105 mm3
Safety factor
gM0 = 1.0
Fig. 5. Dimensions of RHS bolted
end plate connection of calculation example
Y. Steige/K. Weynand · Design resistance of end plate splices with hollow sections
Table 6. Effective length of the individual outer bolt row of
the connection example
Bolt row
location
leff,cp [mm]
Bolt row
location
2 ⋅ m + 0.625 ⋅ e + e1 = 199.6
π ⋅ m + 2 ⋅ e1 = 323
Outer bolt
row
4 ⋅ m + 1.25 ⋅ e = 149.1
2 ⋅ π ⋅ m = 146
leff,nc [mm]
Outer bolt
row
leff,i + 2 ⋅ m + 0.625 ⋅ e = 154
leff,cp [mm]
leff,i + 0.5 ⋅ p = 130
2 ⋅ m + 0.625 ⋅ e + 0.5 ⋅ p = 125
π ⋅ m + p = 173
e1 + 0.5 ⋅ p = 175
e1 + p = 225
leff,1 = 125 (leff,nc = 125 ≤ leff,cp = 173)
leff,2 = leff,nc = 149,1
leff,2 = leff,nc = 125
Mode 1:
Mode 2:
2 ⋅ 2 115 000 + 29.03 ⋅ 4 ⋅ 113 ⋅ 103
= 332.09 kN
103 ⋅ (23.22 + 29.03)
FT,2,Rd =
(16)
4 ⋅ 1 235 160
= 213 kN
103 ⋅ 23.22
(9)
Mode 3:
FT,3,Rd = 4 ⋅ 113 = 452 kN
Mode 2:
FT,2,Rd =
leff,nc [mm]
leff,1 = 146 (leff,nc = 149,1 > leff,cp = 146)
Afterwards, the resistances of the three failure modes are
calculated for one individual bolt row:
FT,1,Rd =
Table 7. Effective length of the outer bolt row as part of a
group of the connection example
2 ⋅ 1 261 639.8 + 29.03 ⋅ 2 ⋅ 113 ⋅ 103
= 173.9 kN
103 ⋅ (23.22 + 29.03)
(10)
(17)
where:
Mpl,1,Rd = Mpl,2,Rd = 0.25 ⋅ 2 ⋅ 125 ⋅ 122 ⋅ 235 /1.0 =
(18)
= 2 115 000 Nmm
Mode 3:
FT,3,Rd = 2 ⋅ 113 = 226 kN
(11)
where:
Mpl,1,Rd = 0.25 ⋅ 146 ⋅ 122 ⋅ 235/1.0 = 1 235 160 Nmm (12)
Mpl,2,Rd = 0.25 ⋅ 149.1 ⋅ 122 ⋅ 235/1.0 =
(13)
= 1 261 639.8 Nmm
The relevant resistance of an outer bolt row is 173.9 kN
and thus the total resistance of one connection side is
FT,s,Rd = 2 ·173.9 = 347.8 kN.
The resistance of the beam web in tension component
is determined with beff,t,wb = leff,2:
(
)
Ft,bw,Rd = 149.1 ⋅ 10 ⋅ 355/ 103 ⋅ 1.0 = 529.4 kN
Two bolt rows as part of a group have a resistance of
332.09 kN and this result is less than the resistance of the
two bolt rows considered individually and therefore relevant.
The resistance of the beam web in tension component
is determined with beff,t,wb = leff,2:
(
)
Ft,bw,Group,Rd = 2 ⋅ 125 ⋅ 10 ⋅ 355 / 103 ⋅ 1.0 = 887.7 kN (19)
As Ft,bw,Group,Rd > FT,Group,Rd, it is not relevant.
Therefore, the total design tension resistance of the
bolted end plate connection is
NRd = 2 ⋅ 332.09 = 664.2 kN
(20)
2.3.2 Calculation of design moment resistance
(14)
Afterwards, the design moment resistance about the y-axis
for the connection shown in Fig. 5 is calculated.
Here, Ft,bw,Rd > FT,s,Rd and, consequently, is not relevant.
In the next step the resistance of the two bolt rows has
to be checked as a group. The effective lengths of this step
are given in Table 7.
Bolt row considered as part of a group of two bolts:
Beam web in compression
The section class for an RHS 200×10 in moment loading is
section class 1. Thus, the resistance of the beam web in
compression is calculated with Eq. (21) and the associated
moment capacity of the beam web is determined using
Eq. (22).
Mode 1:
FT,1,Rd =
4 ⋅ 2 115 000
= 364.34 kN
103 ⋅ 23.22
(15)
Fc,bw,Rd =
Mc,Rd
hb − t b
=
188.5 ⋅ 103
= 991.9 kN
(200 − 10)
Steel Construction 8 (2015), No. 3
(21)
191
Y. Steige/K. Weynand · Design resistance of end plate splices with hollow sections
Table 8. Effective length of the external bolt row (row 1)
leff,nc [mm]
leff,cp [mm]
Smallest of:
Smallest of:
leff,i + (n − 1) ⋅ (2 ⋅ m x + 0.625 ⋅ e x ) = 154.1
n ⋅ ( π ⋅ m) = 145.8
leff,i + (n − 1) ⋅ 0.5 ⋅ p2 = 129.5
π ⋅ m + (n − 1) ⋅ p2 = 172.9
n ⋅ (2 ⋅ m x + 0.625 ⋅ e x ) = 149.1
2 ⋅ e1,x + (n − 1) ⋅ p2 = 350
e1,x + (n − 1) ⋅ 0.5 ⋅ p2 = 175
not relevant
(
)
2 · m x + 0.625 · e x + n − 1 · 0.5 · p2 = 124.5
not relevant
leff,1 = leff,nc = 124.5 ≤ leff,cp = 145.8
leff,2 = leff,nc
where:
Mc,Rd = Wpl,y ⋅ fyb / γ M0 = 5.309 ⋅ 10−1 ⋅ 355/1.0 =
(22)
= 188.5 kNm
End plate in bending and beam web in tension
First, the resistance of the individual bolt rows has to be
calculated. For the first row, the effective lengths are listed
in Table 8.
The resistances of the individual bolt rows and the
associated effective bolt row resistances are combined in
Table 9.
Bolt rows 2 and 3 can be part of a group and are determined as described in section 2.3.1.
The capacity of this group is calculated using Eqs. (15)
to (18). As the resistance of the group is less than the sum
of the resistances of the individual bolt rows, the resistance
of bolt row 3 must be reduced to Ft,3,Rd = 332.09 – 173.9 =
158 kN.
Total design moment resistance
A reduction caused by beam web in compression and elastic distribution of the bolts is not necessary.
Thus, the total design moment resistance of the joint is
M j,Rd = 0.225 ⋅ 166 + 0.145 ⋅ 173.9 + 0.045 ⋅ 158 =
(23)
= 69.7 kNm
3 Verification
The model for calculating the design tension resistance
presented in this paper was verified by the results of exper-
Table 9. Effective resistances of individual bolt rows
Bolt row
leff,r,1
leff,r,2
FT,1,r,Rd
FT,2,r,Rd
FT,3,r,Rd
beff,t,r,wb
Ft,bw,r,Rd
Ft,r,Rd
hr
r
[mm]
[mm]
[kN]
[kN]
[kN]
[mm]
[kN]
[kN]
[mm]
1
124.5
124.5
181.6
166
226.1
124.5
884.3
166
225
2
145.8
149.1
212.6
173.9
226.1
149.1
529.3
173.9
145
3
145.8
149.1
212.6
173.9
226.1
149.1
529.3
158
45
Table 10. Comparison of tension resistances from experimental results and model
192
Test
NRk [kN]
Nexp [kN]
1
664.6
847
2
758.3
3
627.0
4
Nexp
Nexp
Test
NRk [kN]
Nexp [kN]
1.27
10
770.1
946
1.23
955
1.26
11
736.7
843
1.14
792
1.26
12
878
946
1.08
718.0
910
1.27
13
694.1
881
1.27
5
1005.6
1108
1.10
14
836.6
1019
1.22
6
1214.4
1162
0.96
15
919.2
1030
1.12
7
956.4
1240
1.30
16
1093.2
1153
1.05
8
1130.1
1190
1.05
17
1016.1
1105
1.09
9
797.5
903
1.13
18
1174.7
1240
1.06
Steel Construction 8 (2015), No. 3
NRk
NRk
Y. Steige/K. Weynand · Design resistance of end plate splices with hollow sections
Tests 1 to 4
Tests 5 to 14
Tests 15 to 18
Fig. 6. Bolt patterns of tested end plate splices [9]
iments on bolted end plate connections in axial tension,
which are presented in [9]. Fig. 6 shows the bolt pattern of
the test specimens.
The geometrical and material properties of the test
specimens are given in detail in [9]. Table 10 lists the characteristic tension resistances NRk calculated with the
model presented here along with the test capacities. These
are compared with the tension resistance Nexp results from
the experimental tests. The fourth and eight columns show
the relations between them.
All relations except one show that the tension resistances calculated using the model presented in this paper
are smaller than the experimental results. That means the
model gives a safe prediction of the resistance. Nevertheless, a statistical processing according to the specific safety
arrangement would be needed.
The variation of the moment resistance is not specified.
4 Conclusion
The model presented here provides a calculation method
for bolted end plate joints with RHS members according
to EN 1993-1-8. The resistance of the end plate in bending
component is calculated with the T-stub model with two
bolts. It would be useful to apply a half T-stub for bolted
joints with RHS members so that the individual sides of
the connection can be represented. This approach would
also correspond to the component method and could thus
be applied more easily to other connection types.
References
[1] EN 1993-1-8:2005, Eurocode 3: Design of steel structures –
Part 1-8: Design of joints. CEN, 2005.
[2] Heinisuo, M., Ronni, H., Perttola, H., Aalto, A., Tiainen, T.:
End and base plate joints with corner bolts for rectangular
tubular member. Journal of Constructional Steel Research,
vol. 75, 2012, pp. 85–92.
[3] Karlsen, F. T., Aalberg, A.: Bolted RHS end-plate joints in
axial tension. Nordic Steel Construction Conference, Norway,
2012.
[4] Kato, B., Mukai, A.: Bolted tension flange joining square
hollow section. Journal of Constructional Steel Research,
vol. 5, No. 3, 1985, pp. 163–177.
[5] Packer, J. A., Bruno, L., Birkemoe, P. C.: Limit analysis of
bolted RHS flange plate joints. Journal of Structural Engineering, vol. 115, No. 9, 1989.
[6] Packer, J. A., Wardenier, J., Kurobane, Y., Dutta, D., Yeomans, N.: Design guide for rectangular hollow section (RHS)
joints under predominantly static loading. CIDECT, 2009.
[7] Steige, Y.: Entwicklung von Bemessungsalgorithmen für
Stöße von Hohlprofilen im Stahlhochbau. Diploma thesis,
Karlsruhe Institute of Technology in cooperation with Feldmann + Weynand GmbH Aachen, 2014 (unpublished).
[8] Wheeler, A., Clarke, M., Hancock, G. J.: Design Model for
Bolted Moment End Plate Connections Joining Rectangular
Hollow Sections Using Eight Bolts. Research report No.
R827, University of Sydney, 1980.
[9] Willibald, S.: Bolted Connections for Rectangular Hollow
Sections under Tension Loading. Dissertation, University
Karlsruhe, 2003.
[10] Willibald, S., Packer, J. A., Puthli, R. S.: Experimental study
of bolted HSS flange-plate connections in axial tension. Journal of Structural Engineering, American Society of Civil Engineers, vol. 128, No. 3, 2002, pp. 328–336.
Keywords: Rectangular hollow section; bolted end plate splices;
steel joints
Authors:
Dipl.-Ing. Yvonne Steige
KIT Campus Süd
Holzbau und Baukonstruktionen
R.-Baumeister Platz 1, 76049 Karlsruhe
yvonne.steige@kit.edu
Dr.-Ing. Klaus Weynand
Feldmann + Weynand GmbH
Pascalstr. 61, 52076 Aachen
k.weynand@fw-ing.de
Steel Construction 8 (2015), No. 3
193