Skip to main content
Have a personal or library account? Click to login
Study on Bolted and Blind-Bolted Single Shear Connections of Cold-Formed Steel Members Cover

Study on Bolted and Blind-Bolted Single Shear Connections of Cold-Formed Steel Members

Architecture, Civil Engineering, Environment
Volume 13 (2020): Issue 3 (September 2020)
By:   
Open Access
|Oct 2020
Figures & tables

Figures & Tables

Figure 1.

Cold-formed steel frame with single-shear bolted connections [2]: a) geometry, b) detail “A” – structure of the truss joint, c) detail “B” and “C” – structure of the column, d) cross-section of the fastener before and after installation, e) view of the fastener before installation, f) cross-section of the fastener after installation

Figure 2.

Test specimen: a) construction and dimensions, b) specimen with M16 bolts, c) specimen with BOM R16-4 fasteners

Table 1.

Parameters of specimens with M16 bolts and BOM R16-4 fasteners

SpecimenType d [mm] d 0 [mm] e 1/d 0 p 1/d 0 A [mm2] t [mm]Steel grade fy [MPa] fu [MPa] fudt [kN]
123456789101112
M16.4M16x35-8.816.018.02.785.561573.69S23528339323.2
B0M-S.4BOM R16-413.614.33.506.99161 * 4.06S23526034319.9 *
B0M-KSW.4BOM R16-413.614.03.577.14154 * 4.00S35536252229.2 *

1* for BOM fasteners after installation d = d 0

Figure 3.

The load-deformation characteristics of M16.4 specimens

Figure 4.

Typical failure mode in specimens M16.4/2 with washers on nut side only

Table 2.

Test results for specimens M16.4/2 with washers under the nut only

SpecimenNumber of washers w (Fmax) [kN] δ (Fmax) [mm]Bearing factor acc. to test Fmax/2fudt Bearing factor acc. to EC3 [10] k 1 αb Characteristic bearing resistance acc. to EC3 [10] 2Fb,Rk = 2k 1 αb fudt[kN] Fmax /(2Fb,RK )]·100%
12345678
M16.4/2-12108.215.42.332.31107.2101
M16.4/2-2107.917.12.33100
M16.4/2-3110.216.72.37103
M16.4/2-4109.616.32.36102
M16.4/2-5114.119.02.46106
Table 3.

Test results for specimens M16.4/4 with washers under the bolt head and nut

SpecimenNumber of washers w (Fmax) [kN] δ (Fmax) [mm]Bearing factor acc. to test Fmax/2fudt Bearing factor acc. to EC3 [10] k 1 αb Characteristic bearing resistance acc. to EC3 [10] 2Fb,Rk = 2k 1 αb fudt[kN][Fmax /(2Fb,RK )]·100%
12345678
M16.4/4-14120.01)12.0-2.31107.2112
M16.4/4-2122.41)11.5-114
M16.4/4-3142.52)9.1-133

1 1)specimen unloaded before failure, 2) failure occurred at anchor

Table 4.

Test results for specimens M16.4/0 without washers

SpecimenNumber of washers w (Fmax) [kN] δ (Fmax) [mm]Bearing factor acc. to test Fmax/2fudt Bearing factor acc. to EC3 [10] k 1 αb Characteristic bearing resistance acc. to EC3 [10] 2Fb,Rk = 2k 1 αb fudt[kN] Fmax /(2Fb,RK )]·100%
12345678
M16.4/0-10101.615.82.192.31107.295
M16.4/0-296.716.62.0890
M16.4/0-3103.314.32.2396
M16.4/0-4102.116.82.2095
M16.4/0-5101.616.82.1995
Figure 5.

Typical failure mode of BOM R-16 connections

Figure 6.

Single-shear bolted connection: a) scheme and dimensions, b) mechanical model

Figure 7.

Comparison of analytical and experimental F 1-δ characteristics for specimens M16.4/2

Figure 8.

Comparison of analytical and experimental F 1-δ characteristics for specimens M16.4/4

Figure 9.

Comparison of analytical and experimental F 1- characteristics for specimens M16.4/0

Figure 10.

Parameters of exponential function versus test results for connections with BOM fasteners: a) relation between a F,bb parameter and product of f u d 0 t, b) relation between b F,bb parameter and ratio of t/d 0

Figure 11.

Comparison of analytical and experimental F 1-δ characteristics for specimens BOM-S.4

Figure 12.

Comparison of analytical and experimental F 1-δ characteristics for specimens BOM-KSW.4

Table 5.

Comparison of bearing factors for specimens with M16 bolts and blind fasteners BOM R16

Bearing factorDifferences [%]
aF,b/fudt aF,bb/fud0t
M16.4/2 w = 2M16.4/0 w = 0B0M-S.4 B0M-KSW.4[(l)/(3)-l]-100%[(2)/(3)-l]·100%
12345
2.371)
2.312)		2.183)2.004)18.5
15.5		9.0

1 1) test average (cf. Tab. 2), 2) k 1 b acc. to EC3, 3) test average (cf. Tab. 4), 4) see Fig. 10a

Table 6.

Initial stiffness of connections in tested specimens

SpecimenInitial stiffness [kN/mm]
12
M16.414.11)
BOM-S.427.92)
BOM-KSW.440.92)

1 1) acc. to eq. (2) for m = 1, 2) product of a F,bb and b F,bb

Table 7.

Nodal forces in frame for various types of joint model

Bar/Node (cf. Fig. 1)ForceType of joint modelDifferences
RigidSemi-rigidNominally pinned([4]/[3]-l)·100%([5]/[3]-l)·100%
BOM R16BOM R16/M16
12345678
B4/N1 My [kNm]17.55.33.70.0-70-79
Fx [kN]100.7100.7100.7100.700
Fz [kN]-46.0-31.1-26.8-37.7-32-42
B37/N10 My [kNm]-12.6-3.1-2.00.0-75-84
Fx [kN]234.0143.9119.0208.7-39-49
Fz [kN]-66.8-49.2-47.3-57.4-26-29
B29/N14 My [kNm]-21.3-43.1-45.7-28.2102115
Fx [kN]-193.3-99.3-73.3-173.2-49-62
Fz [kN]-48.9-53.5-53.9-33.9910
Table 8.

Nodal forces in frame for various types of joint model

NodeDisplacementType of joint modelDifferences [%]Limit displacement [mm]
RigidSemi-rigidNominally pinned([4]/[6]-1)·100%([5]/[6]-1)·100%
BOM R16BOM R16
123456789
N4Horizontal [mm]2.15.06.13.6396935
N36Vertical [mm]27.949.853.833.9475696
DOI: https://doi.org/10.21307/acee-2020-023 | Journal eISSN: 2720-6947 (formerly 1899-0142) | Journal ISSN: 1899-0142
Journal RSS Feed
Language: English
Page range: 45 - 60
Submitted on: Apr 11, 2020
Accepted on: Jul 29, 2020
Published on: Oct 31, 2020
Published by: Silesian University of Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
Bearing resistance,
Blind fasteners,
Bolted shear connections,
Cold-formed steel frames,
Semi-rigid joints, Translational stiffness
Related subjects:
Architecture and design,
Architecture,
Architects, buildings

© 2020 Szymon SWIERCZYNA, published by Silesian University of Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Volume 13 (2020): Issue 3 (September 2020)
Previous article
Next article