Connection Design
58
Job No. : 2163 ST07 Designed by: Mai Title : PB3012 - PB3016 Checked by : Part of Structur : Detail 4A Date : 11/9/2012 Pa Ref Calculations Bracing BR1 (152x 102 x 17.9kg/m) connect to column B1 (152 Unity ratio = 0.039 Fx = 24.628 kN Mx = 0 kNm Fy = 2.244 kN My = 0.061 kNm Fz = 0.027 kN Mz = 2.939 kNm Bolts Shear and axial forces due to Fx = 24.628 kN = 8.21 kN 3 nos due to Fy = 2.244 kN = 0.748 kN 3 nos Total shear forc= 8.21 + 0.748 = 8.957 kN Tension forces due to Fz = 0.03 = 0.009 kN 3 nos Shear capacity for M16 grade 8 = 59.80 kN > 8.957 OK! Tension capacity for M16 grade = 70.30 kN > 0.009 OK! Unity check 0.009 + 8.957 = 0.150 < 1.4 OK! 70.30 59.80
-
Upload
ashiteru-best -
Category
Documents
-
view
72 -
download
6
description
design
Transcript of Connection Design
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 4A Date : 11/9/2012 Page : 1 of 2
Ref Calculations Output
Bracing BR1 (152x 102 x 17.9kg/m) connect to column B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.039Fx = 24.628 kN Mx = 0 kNmFy = 2.244 kN My = 0.061 kNmFz = 0.027 kN Mz = 2.939 kNm
Bolts
Shear and axial forcesdue to Fx = 24.628 kN = 8.21 kN
3 nos
due to Fy = 2.244 kN = 0.748 kN3 nos
Total shear force = 8.21 + 0.748 = 8.957 kN
Tension forcesdue to Fz = 0.03 = 0.009 kN
3 nos
Shear capacity for M16 grade 8.8 = 59.80 kN > 8.957 OK!Tension capacity for M16 grade 8.8 = 70.30 kN > 0.009 OK!
Unity check : 0.009 + 8.957 = 0.150 < 1.4 OK!70.30 59.80
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 4A Date : 11/9/2012 Page : 2 of 2
Ref Calculations Output
Plate check 101.6
7.1
Use 10 mm thick plateBolt 16 mm dia 5.8
139.0
Pv = 0.6PyAv 7.1
= 0.6 x 275 x 139 - 3 16 10= 150.15 kN > 3 8.957 = 26.9 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 8.957 OK!
Welding check
use 6mm weld
due to shearweld length = 139.0 mm
= 26.9 kN = 0.1933 kN/mm < 0.92 kN/mm139.0 mm
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3D Date : 11/9/2012 Page : 1 of 3
Ref Calculations Output
Beam B1 (152x 152 x 22.3kg/m) connect to column B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.15Fx = 59.151 kN Mx = 0.02 kNmFy = 1.138 kN My = 0.17 kNmFz = 0.107 kN Mz = 1.117 kNm
Bolts
Shear forcesdue to Fy = 1.138 kN = 0.19 kN
6 nos
due to Fz = 0.107 kN = 0.018 kN6 nos
Total shear force = 0.19 + 0.018 = 0.208 kN
Tension forcesdue to My = 0.17 = 0.708 kN 45
0.08 x 3 nos 90
due to Mz 45
Ft 0.09 + Ft 0.05 = 1.117 kNm0.09
0.09 Ft + 0.02 Ft = 1.117 kNm0.1125 Ft = 1.117
Ft = 9.9289 kN for 2 sides of boltsThus Ft = 4.964 kN
Total tension force = 4.964 + 0.708= 5.673 kN
Shear capacity for M16 grade 8.8 = 59.80 kN> 0.208 OK!Tension capacity for M16 grade 8.8 = 70.30 kN> 5.673 OK!
Unity check : 5.673 + 0.208 = 0.08 < 1.4 OK!70.30 59.80
2
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3D Date : 11/9/2012 Page : 2 of 3
Ref Calculations Output
Plate check 152.1
6.6
Use 10 mm thick plateBolt 16 mm dia 5.8
138.9
Pv = 0.6PyAv 6.6
= 0.6 x 275 x 190 - 3 16 10= 234.3 kN > 6 0.208 = 1.24 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 0.208 OK!
Welding check
use 6mm weld
Zx-x = 152.1 153.1 152.1 + 146.3 138.9 137.96 153.1 6 138.9
+ 1 x 138.9 x 26
= 11567.371 + 10087.561 + 6431.1
= 28086
due to Mz = 1.117 kNm = 0.040 kN/mm
28086
Zx-x = 1 x 152.1 x 2 + 1 x 146.3 x 26 6
+ 138.9 6.8 5.86 6.8
= 7711.5 + 7134.6 + 406.21
= 15252.25
3 - 3 3 - 3
2
mm3
mm3
2 2
3 - 3
mm3
due to My = 0.17 kNm = 0.0111 kN/mm
15252.25
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3D Date : 11/9/2012 Page : 3 of 3
Ref Calculations Output
due to Fyweld length = 277.8 mm
= 1.138 kN = 0.0041 kN/mm277.8 mm
due to Fzweld length = 596.8 mm
= 0.107 kN = 0.0002 kN/mm596.8 mm
Resultant = 0.040 0.0111 0.0041= 0.0415 kN/mm < 0.92 kN/mm OK!
mm3
2 + 2 + 2 .1/2
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3C Date : 11/9/2012 Page : 1 of 3
Ref Calculations Output
Beam B2 (152x 102 x 17.9kg/m) connect to column B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.196Fx = 2.36 kN Mx = 0 kNmFy = 14.296 kN My = 0.077 kNmFz = 0.067 kN Mz = 3.222 kNm
Bolts
Shear forcesdue to Fy = 14.296 kN = 2.38 kN
6 nos
due to Fz = 0.067 kN = 0.011 kN6 nos
Total shear force = 2.4 + 0.011 = 2.394 kN
Tension forcesdue to My = 0.077 = 0.395 kN 40
0.065 x 3 nos 80
due to Mz 40
Ft 0.08 + Ft 0.04 = 3.222 kNm0.08
0.08 Ft + 0.02 Ft = 3.222 kNm0.1 Ft = 3.222
Ft = 32.22 kN for 2 sides of boltsThus Ft = 16.11 kN
Total tension force = 16.1 + 0.395= 16.505 kN
Shear capacity for M16 grade 8.8 = 59.80 kN > 2.394 OK!Tension capacity for M16 grade 8.8 = 70.30 kN > 16.505 OK!
2
Unity check : 16.505 + 2.394 = 0.27 < 1.4 OK!70.30 59.80
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3C Date : 11/9/2012 Page : 2 of 3
Ref Calculations Output
Plate check 101.6
7.1
Use 10 mm thick plateBolt 16 mm dia 5.8
139.0
Pv = 0.6PyAv 7.1
= 0.6 x 275 x 215 - 3 16 10= 275.55 kN > 6 2.394 = 14.4 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 2.394 OK!
Welding check
use 6mm weld
Zx-x = 101.6 102.6 101.6 + 95.8 139 1386 102.6 6 139
+ 1 x 139.0 x 26
= 5161.445 + 6610.3149 + 6440.3
= 18212.093
due to Mz = 3.222 kNm = 0.1769 kN/mm
18212
Zx-x = 1 x 101.6 x 2 + 1 x 95.8 x 26 6
+ 139.0 6.8 5.86 6.8
= 3440.9 + 3059.2 + 406.51
= 6906.57
3 - 3 3 - 3
2
mm3
mm3
2 2
3 - 3
mm3
due to My = 0.077 kNm = 0.0111 kN/mm
6906.57
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3C Date : 11/9/2012 Page : 3 of 3
Ref Calculations Output
due to Fyweld length = 278.0 mm
= 14.296 kN = 0.0514 kN/mm278.0 mm
due to Fzweld length = 394.8 mm
= 0.067 kN = 0.0002 kN/mm394.8 mm
Resultant = 0.177 0.0111 0.0514= 0.1846 kN/mm < 0.92 kN/mm OK!
mm3
2 + 2 + 2 .1/2
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3A Date : 11/9/2012 Page : 1 of 2
Ref Calculations Output
Bracing BR1 (152x 102 x19.7kg/m) connect to column B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.278Fx = 52.646 kN Mx = 0 kNmFy = 0.398 kN My = 0.138 kNmFz = 0.069 kN Mz = 0.367 kNm
Bolts
Shear and axial forcesdue to Fx = 52.646 kN = 8.77 kN
6 nos
due to Fy = 0.398 kN = 0.066 kN6 nos
Total shear force = 8.8 + 0.066 = 8.841 kN
Tension forcesdue to Fz = 0.069 = 0.012 kN
6 nos
Shear capacity for M16 grade 8.8 = 59.80 kN > 8.841 OK!Tension capacity for M16 grade 8.8 = 70.30 kN > 0.012 OK!
Unity check : 0.012 + 8.841 = 0.148 < 1.4 OK!70.30 59.80
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 3A Date : 11/9/2012 Page : 2 of 2
Ref Calculations Output
Plate check 101.6
7.1
Use 10 mm thick plateBolt 16 mm dia 5.8
139.0
Pv = 0.6PyAv 7.1
= 0.6 x 275 x 267 - 3 16 10= 361.35 kN > 6 8.841 = 53 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 8.841 OK!
Welding check
use 6mm weld
due to Fxweld length = 672.8 mm
= 53.0 kN = 0.0788 kN/mm < 0.92 kN/mm672.8 mm
due to Fyweld length = 394.8 mm
= 0.4 kN = 0.001 kN/mm < 0.92 kN/mm394.8 mm
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 2C Date : 11/9/2012 Page : 1 of 2
Ref Calculations Output
Beam B2 (152x 102 x 17.9kg/m) connect to beam B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.316Fx = 1.18 kN Mx = 0 kNmFy = 14.11 kN My = 0 kNmFz = 0 kN Mz = 0 kNm
Bolts
Shear and axial forcesdue to Fx = 1.18 kN = 0.393 kN
3 nos
due to Fy = 14.11 kN = 4.703 kN3 nos
Total shear force = 0.39 + 4.703 = 5.097 kN
Tension forcesdue to Fz = 0.0 = 0.000 kN
3 nos
Shear capacity for M16 grade 8.8 = 59.80 kN > 5.097 OK!Tension capacity for M16 grade 8.8 = 70.30 kN > 0.000 OK!
Unity check : 0.000 + 5.097 = 0.085 < 1.4 OK!70.30 59.80
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 2C Date : 11/9/2012 Page : 2 of 2
Ref Calculations Output
Plate check 101.6
7.1
Use 10 mm thick plateBolt 16 mm dia 5.8
139.0
Pv = 0.6PyAv 7.1
= 0.6 x 275 x 139 - 3 16 10= 150.15 kN > 3 5.097 = 15.3 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 5.097 OK!
Welding check
use 6mm weld
due to shearweld length = 139.0 mm
= 15.3 kN = 0.11 kN/mm < 0.92 kN/mm139.0 mm
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 2A Date : 11/9/2012 Page : 1 of 3
Ref Calculations Output
Column B1 (152x 152 x 22.3kg/m) connect to beam B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.14Fx = 24.831 kN Mx = 0 kNmFy = 1.116 kN My = 1.281 kNmFz = 0.777 kN Mz = 1.12 kNm
Bolts
Shear forcesdue to Fy = 1.116 kN = 0.186 kN
6 nos
due to Fz = 0.777 kN = 0.130 kN6 nos
Total shear force = 0.19 + 0.130 = 0.316 kN
Tension forcesdue to My = 1.281 = 5.337 kN 45
0.08 x 3 nos 90
due to Mz 45
Ft 0.09 + Ft 0.045 = 1.12 kNm0.09
0.09 Ft + 0.023 Ft = 1.12 kNm0.1125 Ft = 1.12
Ft = 9.95556 kN for 2 sides of boltsThus Ft = 4.97778 kN
Total tension force = 4.97778 + 5.337= 10.315 kN
Shear capacity for M16 grade 8.8 = 59.80 kN > 0.316 OK!Tension capacity for M16 grade 8.8 = 70.30 kN > 10.315 OK!
Unity check : 0.316 + 0.316 = 0.01 < 1.4 OK!
2
70.30 59.80
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 2A Date : 11/9/2012 Page : 2 of 3
Ref Calculations Output
Plate check 152.1
6.6
Use 10 mm thick plateBolt 16 mm dia 5.8
138.9
Pv = 0.6PyAv 6.6
= 0.6 x 275 x 190 - 3 16 10= 234.3 kN > 6 0.316 = 1.893 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 0.316 OK!
Welding check
use 6mm weld
Zx-x = 152.1 153.1 152.1 + 146.3 138.9 137.96 153.1 6 138.9
+ 1 x 138.9 x 26
= 11567.3706 + 10087.5605 + 6431.07
= 28086.0011
due to Mz = 1.12 kNm = 0.03988 kN/mm
28086
Zx-x = 1 x 152.1 x 2 + 1 x 146.3 x 26 6
+ 138.9 6.8 5.86 6.8
= 7711.47 + 7134.56 + 406.21
= 15252.25
due to My = 1.281 kNm = 0.08399 kN/mm
15252.25
3 - 3 3 - 3
2
mm3
mm3
2 2
3 - 3
mm3
mm3
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 2A Date : 11/9/2012 Page : 3 of 3
Ref Calculations Output
due to Fyweld length = 277.8 mm
= 1.116 kN = 0.00402 kN/mm277.8 mm
due to Fzweld length = 596.8 mm
= 0.777 kN = 0.0013 kN/mm596.8 mm
Resultant = 0.040 0.08399 0.00402 0.0013= 0.09307 kN/mm < 0.924 kN/mm OK!
2 + 2 + 2 2 + 2 .1/2
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Section 1B-1B Date : 11/9/2012 Page : 1 of 3
Ref Calculations Output
Beam B2 (152x 102 x 17.9kg/m) connect to column B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.196Fx = 18.26 kN Mx = 0 kNmFy = 14.759 kN My = 0.068 kNmFz = 0.04 kN Mz = 4.939 kNm
Bolts
Shear forcesdue to Fy = 14.759 kN = 2.46 kN
6 nos
due to Fz = 0.04 kN = 0.007 kN6 nos
Total shear force = 2.46 + 0.007 = 2.467 kN
Tension forcesdue to My = 0.068 = 0.453 kN 45
0.05 x 3 nos 90
due to Mz 45
Ft 0.09 + Ft 0.045 = 4.939 kNm0.09
0.09 Ft + 0.023 Ft = 4.939 kNm0.1125 Ft = 4.939
Ft = 43.9022 kN for 2 sides of boltsThus Ft = 21.9511 kN
Total tension force = 21.9511 + 0.453= 22.404 kN
Shear capacity for M16 grade 8.8 = 59.80 kN > 2.467 OK!Tension capacity for M16 grade 8.8 = 70.30 kN > 22.404 OK!
Unity check : 22.404 + 2.467 = 0.36 < 1.4 OK!70.30 59.80
2
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Section 1B-1B Date : 11/9/2012 Page : 2 of 3
Ref Calculations Output
Plate check 101.6
7.1
Use 10 mm thick plateBolt 16 mm dia 5.8
139.0
Pv = 0.6PyAv 7.1
= 0.6 x 275 x 190 - 3 16 10= 234.3 kN > 6 2.467 = 14.8 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 2.467 OK!
Welding check
use 6mm weld
Zx-x = 101.6 102.6 101.6 + 95.8 139 1386 102.6 6 139
+ 1 x 139.0 x 26
= 5161.44504 + 6610.31487 + 6440.33
= 18212.0932
due to Mz = 4.939 kNm = 0.27119 kN/mm
18212.1
Zx-x = 1 x 101.6 x 2 + 1 x 95.8 x 26 6
+ 139.0 6.8 5.86 6.8
= 3440.85 + 3059.21 + 406.51
= 6906.57
due to My = 0.068 kNm = 0.00985 kN/mm
3 - 3 3 - 3
2
mm3
mm3
2 2
3 - 3
mm3
6906.57
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Section 1B-1B Date : 11/9/2012 Page : 3 of 3
Ref Calculations Output
due to Fyweld length = 278.0 mm
= 14.759 kN = 0.05309 kN/mm278.0 mm
due to Fzweld length = 394.8 mm
= 0.04 kN = 0.0001 kN/mm394.8 mm
Resultant = 0.271 0.00985 0.05309= 0.27652 kN/mm < 0.924 kN/mm OK!
mm3
2 + 2 + 2 .1/2
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 1A Date : 11/9/2012 Page : 1 of 3
Ref Calculations Output
Beam B1 (152x 152 x 22.3kg/m) connect to column B1 (152x 152 x 22.3kg/m)
Unity ratio = 0.039Fx = 24.638 kN Mx = 0 kNmFy = 2.244 kN My = 0.06 kNmFz = 0.023 kN Mz = 2.939 kNm
Bolts
Shear forcesdue to Fy = 2.244 kN = 0.374 kN
6 nos
due to Fz = 0.023 kN = 0.004 kN6 nos
Total shear force = 0.37 + 0.004 = 0.378 kN
Tension forcesdue to My = 0.06 = 0.250 kN 45
0.08 x 3 nos 90
due to Mz 45
Ft 0.09 + Ft 0.045 = 2.939 kNm0.09
0.09 Ft + 0.023 Ft = 2.939 kNm0.1125 Ft = 2.939
Ft = 26.1244 kN for 2 sides of boltsThus Ft = 13.0622 kN
Total tension force = 13.0622 + 0.250= 13.312 kN
Shear capacity for M16 grade 8.8 = 59.80 kN > 0.378 OK!Tension capacity for M16 grade 8.8 = 70.30 kN > 13.312 OK!
Unity check : 13.312 + 0.378 = 0.20 < 1.4 OK!70.30 59.80
2
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 1A Date : 11/9/2012 Page : 2 of 3
Ref Calculations Output
Plate check 152.1
6.6
Use 10 mm thick plateBolt 16 mm dia 5.8
138.9
Pv = 0.6PyAv 6.6
= 0.6 x 275 x 190 - 3 16 10= 234.3 kN > 6 0.378 = 2.267 OK!
Pbs = dtpPbs= 16 x 10 x 460= 73.6 kN > 0.378 OK!
Welding check
use 6mm weld
Zx-x = 152.1 153.1 152.1 + 146.3 138.9 137.96 153.1 6 138.9
+ 1 x 138.9 x 26
= 11567.3706 + 10087.5605 + 6431.07
= 28086.0011
due to Mz = 2.939 kNm = 0.10464 kN/mm
28086
Zx-x = 1 x 152.1 x 2 + 1 x 146.3 x 26 6
+ 138.9 6.8 5.86 6.8
= 7711.47 + 7134.56 + 406.21
= 15252.25
due to My = 0.06 kNm = 0.00393 kN/mm
3 - 3 3 - 3
2
mm3
mm3
2 2
3 - 3
mm3
15252.25
Job No. : 2163 ST07 Designed by: MaiTitle : PB3012 - PB3016 Checked by :
Part of Structure : Detail 1A Date : 11/9/2012 Page : 3 of 3
Ref Calculations Output
due to Fyweld length = 277.8 mm
= 2.244 kN = 0.00808 kN/mm277.8 mm
due to Fzweld length = 596.8 mm
= 0.023 kN = 3.9E-05 kN/mm negligble596.8 mm
Resultant = 0.105 0.00393 0.00808= 0.10503 kN/mm < 0.924 kN/mm OK!
mm3
2 + 2 + 2 .1/2
