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Project 2 - Review of Shear, Moment & Splice connections in StaadPro Connection Module
Design and optimize typical shear, moment and Splice joints in Staad Connection module for the following structure modelled in staadpro. Generate Report. Design and optimize braced connection (use US standard connections) in RAM Connection. Structure: A 2D portal frame fixed support spanning 15m with…
Mohammad Eqbal
updated on 23 Jun 2023
Design and optimize typical shear, moment and Splice joints in Staad Connection module for the following structure modelled in staadpro. Generate Report.
Design and optimize braced connection (use US standard connections) in RAM Connection.
Structure: A 2D portal frame fixed support spanning 15m with a pitched roof ridge height of 12m with eaves Height of 11.5m. A uniformly distributed load of 10kN/m is applied on the roof beams. Optimize the beams and columns for 85% utilization and consider splice joints at 6m from base and 3m from beam column joints. Consider a hanger beam shear connected with column support of 4m height at 3m from beam-column corner joint carrying 5kN/m vertical load and 5kN horizontal load, hanger beam end is tied with a brace to t
SHEAR JOINT
Units System: kip_in
Design code: IS 800 : 2007
DEMANDS
Description Pu Ru RuLeft Mu
kip kip kip kip*ft
LC-1 -1.11 -0.20 0.00 0.00
LC-2 -12.98 -1.92 0.00 0.00
LC-3 -21.13 -3.18 0.00 0.00
LC-4 -16.90 -2.54 0.00 0.00
LC-5 -1.67 -0.30 0.00 0.00
LC-6 -1.00 -0.18 0.00 0.00
GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. Max. Sta. References
Angle
Length [in] 8.91 8.27 12.10
Angle (Beam side)
Vertical edge distance [in] 1.70 1.30 4.72 Cl. 10.2.4.2, Cl. 10.2.4.3
Horizontal edge distance [in] 1.51 1.30 4.72 Cl. 10.2.4.2, Cl. 10.2.4.3
Vertical center-to-center spacing (pitch) [in] 2.76 1.97 5.51 Cl. 10.2.3.3
Angle (Support side)
Vertical edge distance [in] 1.70 1.30 4.72 Cl. 10.2.4.2, Cl. 10.2.4.3
Horizontal edge distance [in] 1.60 1.30 4.72 Cl. 10.2.4.2, Cl. 10.2.4.3
Vertical center-to-center spacing (pitch) [in] 2.76 1.97 5.51 Cl. 10.2.3.3
Bolts spacing [in] 3.42 2.80 -
Beam
Vertical center-to-center spacing (pitch) [in] 2.76 1.97 5.21 Cl. 10.2.3.3
Horizontal edge distance [in] 1.64 1.30 4.71 Cl. 10.2.4.2, Cl. 10.2.4.3
Support
Vertical center-to-center spacing (pitch) [in] 2.76 1.97 6.65 Cl. 10.2.3.3
Horizontal center-to-center spacing (gage) [in] 2.76 1.97 6.65 Cl. 10.2.3.3
Horizontal edge distance [in] 1.83 1.30 - Cl. 10.2.4.2
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References
Angle (beam side)
Bolt group shear [kip] 40.71 8.06 LC-3-2 0.20 Cl. 10.3.3
Bolt bearing [kip] 38.59 1.42 LC-3-2 0.04 Cl. 10.3.4
Shear at gross section [kip] 133.55 3.18 LC-3-2 0.02 Cl. 8.4.1, Cl. 8.4
Shear at net section [kip] 136.54 3.18 LC-3-2 0.02 Cl. 8.4
Block tearing [kip] 169.85 3.18 LC-3-2 0.02 Cl. 6.4.1
Bolt bearing due to tension [kip] 38.59 7.04 LC-3-2 0.18 Cl. 10.3.4
Block tearing due to tension [kip] 75.02 0.00 LC-1-0 0.00 Cl. 6.4.1
Beam
Bolt bearing [kip] 17.12 1.42 LC-3-2 0.08 Cl. 10.3.4
Shear at gross section [kip] 58.61 3.18 LC-3-2 0.05 Cl. 8.4.1, Cl. 8.4
Shear at net section [kip] 74.56 3.18 LC-3-2 0.04 Cl. 8.4
Block tearing due to tension [kip] 43.07 21.13 LC-3-2 0.49 Cl. 6.4.1
Bolt bearing due to tension [kip] 13.33 7.04 LC-3-2 0.53 Cl. 10.3.4
Angle (support side)
Bolt group shear [kip] 20.36 0.61 LC-3-2 0.03 Cl. 10.3.3
Bolt bearing [kip] 24.12 0.61 LC-3-2 0.03 Cl. 10.3.4
Bending [kip*in] 206.14 2.46 LC-3-2 0.01 Cl. 8.2.1.2
Shear at gross section [kip] 133.55 3.18 LC-3-2 0.02 Cl. 8.4.1, Cl. 8.4
Shear at net section [kip] 136.54 3.18 LC-3-2 0.02 Cl. 8.4
Block tearing [kip] 139.75 3.18 LC-3-2 0.02 Cl. 6.4.1
Prying moment [kip*in] 11.38 0.00 LC-1-0 0.00 [2]
Bolt tension [kip] 31.73 0.26 LC-1-0 0.01 Cl. 10.3.5
Support
Web local shear [kip] 189.81 3.18 LC-3-2 0.02 Cl. 8.4.1, Cl. 8.4
Web local net shear [kip] 225.21 3.18 LC-3-2 0.01 Cl. 8.4
Bolt group bearing [kip] 36.36 0.61 LC-3-2 0.02 Cl. 10.3.4
Global critical strength ratio 0.53
SPLICE CONNECTION
Current Date: 6/22/2023 3:19:49 PM
Units System: kip_in
Design code: IS 800 : 2007
DEMANDS
Description Pu Muin Muout
kip kip*ft kip*ft
LC-1 -0.48 1.24 0.00
LC-2 -6.79 -8.70 0.00
LC-3 -10.92 -11.20 0.00
LC-4 -8.73 -8.96 0.00
LC-5 -0.72 1.85 0.00
LC-6 -0.43 1.11 0.00
GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. Max. Sta. References
Flange cover plate
Bolt diameter [in] 0.71 0.00 - SCI P358 p.185
Top plate
Thickness [in] 0.70 0.63 - Cl. F-2.2, SCI P358 p.185
Length [in] 15.00 11.02 - SCI P358 p.185
Width [in] 5.53 5.51 - Cl. F-2.2
Longitudinal center-to-center spacing (pitch) [in] 3.15 1.77 7.87 Cl. 10.2.3.2
Transverse center-to-center spacing (gage) [in] 1.99 1.77 6.74 Cl. 10.2.3.3
Longitudinal edge distance [in] 2.36 1.18 8.40 Cl. 10.2.4.2, Cl. 10.2.4.3
Transverse edge distance [in] 1.77 1.18 8.40 Cl. 10.2.4.2, Cl. 10.2.4.3
Bottom plate
Thickness [in] 0.70 0.63 - Cl. F-2.2, SCI P358 p.185
Length [in] 15.75 11.02 - SCI P358 p.185
Width [in] 5.53 5.51 - Cl. F-2.2
Longitudinal center-to-center spacing (pitch) [in] 3.15 1.77 7.87 Cl. 10.2.3.2
Transverse center-to-center spacing (gage) [in] 1.99 1.77 6.74 Cl. 10.2.3.3
Longitudinal edge distance [in] 2.36 1.18 8.40 Cl. 10.2.4.2, Cl. 10.2.4.3
Transverse edge distance [in] 1.77 1.18 8.40 Cl. 10.2.4.2, Cl. 10.2.4.3
Beam
Top flange longitudinal edge distance [in] 1.99 1.18 9.30 Cl. 10.2.4.2, Cl. 10.2.4.3
Bottom flange longitudinal edge distance [in] 2.36 1.18 9.30 Cl. 10.2.4.2, Cl. 10.2.4.3
Top flange longitudinal center-to-center spacing (pitch) [in] 3.15 1.77 7.87 Cl. 10.2.3.2
Bottom flange longitudinal center-to-center spacing (pitch) [in] 3.15 1.77 7.87 Cl. 10.2.3.2
Top flange transverse center-to-center spacing (gage) [in] 1.99 1.77 6.46 Cl. 10.2.3.3
Bottom flange transverse center-to-center spacing (gage) [in] 1.99 1.77 6.46 Cl. 10.2.3.3
Top flange transverse edge distance [in] 1.76 1.18 9.30 Cl. 10.2.4.2, Cl. 10.2.4.3
Bottom flange transverse edge distance [in] 1.76 1.18 9.30 Cl. 10.2.4.2, Cl. 10.2.4.3
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References
Flange cover plate
Bolt group shear [kip] 65.95 10.46 LC-3-2 0.16 Cl. 10.3.3
Top plate
Bolt bearing [kip] 235.99 4.10 LC-3-2 0.02 Cl. 10.3.4
Compression [kip] 127.60 1.42 LC-5-4 0.01 Cl. 7.1.2
Tension at gross section [kip] 127.60 4.10 LC-3-2 0.03 Cl. 6.2
Tension at net section [kip] 118.54 4.10 LC-3-2 0.03 Cl. 6.3
Block tearing due to tension [kip] 182.90 4.10 LC-3-2 0.02 Cl. 6.4.1
Bottom plate
Bolt bearing [kip] 235.97 10.46 LC-3-2 0.04 Cl. 10.3.4
Compression [kip] 127.60 10.46 LC-3-2 0.08 Cl. 7.1.2
Tension at gross section [kip] 127.60 1.00 LC-5-4 0.01 Cl. 6.2
Tension at net section [kip] 118.54 1.00 LC-5-4 0.01 Cl. 6.3
Block tearing due to tension [kip] 182.89 1.00 LC-5-4 0.01 Cl. 6.4.1
Beam
Top flange bolt bearing [kip] 150.21 4.10 LC-3-2 0.03 Cl. 10.3.4
Bottom flange bolt bearing [kip] 150.20 10.46 LC-3-2 0.07 Cl. 10.3.4
Block tearing due to tension (top flange) [kip] 139.38 4.10 LC-3-2 0.03 Cl. 6.4.1
Block tearing due to tension (bottom flange) [kip] 139.38 1.00 LC-5-4 0.01 Cl. 6.4.1
Flange plate minimum capacities major axis
Bending [kip*in] 1949.74 468.38 LC-1-0 0.24 Cl. 7.1.2, Cl. 6.2, Cl. 6.3, Cl. 8.2.1.2
Bolt resistance to bending [kip*in] 1084.77 468.38 LC-1-0 0.43 Cl. 10.3.4, Cl. 10.3.3, Cl. 8.2.1.2
Flange plate minimum capacities minor axis
Bending [kip*in] 235.21 35.39 LC-1-0 0.15 Cl. 8.2.1.2
Bolt shear due to bending [kip] 16.49 1.98 LC-1-0 0.12 Cl. 10.3.3, Cl. 10.3.4, Cl. 8.2.1.2
Plate shear [kip] 132.61 6.62 LC-1-0 0.05 Cl. 7.1.2
Bolt shear [kip] 16.49 2.49 LC-1-0 0.15 Cl. 10.3.3, Cl. 10.3.4, Cl. 7.1.2
Global critical strength ratio 0.43
MOMENT CONNECTION
Current Date: 6/22/2023 4:44:19 PM
Units System: kip_in
Design code: IS 800 : 2007
DEMANDS
Description V1 N M1 M2 NfTop NfBottom NfTop NfBottom Vu
kip kip kip*ft kip*ft kip kip kip kip kip
LC-1 -1.01 -0.59 -8.78 0.00 6.66 -7.25 0.00 0.00 6.80
LC-2 -15.59 -8.25 -123.74 0.00 93.87 -102.12 0.00 0.00 96.01
LC-3 -24.90 -13.26 -198.78 0.00 150.80 -164.06 0.00 0.00 154.22
LC-4 -19.92 -10.60 -159.02 0.00 120.64 -131.25 0.00 0.00 123.38
LC-5 -1.51 -0.88 -13.17 0.00 9.99 -10.87 0.00 0.00 10.20
LC-6 -0.91 -0.53 -7.90 0.00 6.00 -6.52 0.00 0.00 6.12
GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. Max. Sta. References
Extended end plate
Vertical center-to-center spacing (pitch) [in] 3.00 1.77 7.87 Cl. 10.2.3.2
Horizontal center-to-center spacing (gage) [in] 2.90 1.77 7.87 Cl. 10.2.3.2
Horizontal edge distance [in] 1.90 1.18 9.43 Cl. 10.2.4.2, Cl. 10.2.4.3
Top flush extension length [in] 1.40 1.39 -
Bottom flange flush extension length [in] 1.40 1.39 -
Top flange weld size [in] 0.60 0.20 0.63
Bottom flange weld size [in] 0.60 0.20 0.63
Web weld size [in] 0.30 0.12 0.35
Support
Vertical center-to-center spacing (pitch) [in] 3.00 1.77 7.87 Cl. 10.2.3.2
Horizontal center-to-center spacing (gage) [in] 2.90 1.77 7.87 Cl. 10.2.3.2
Horizontal edge distance [in] 2.09 1.18 10.00 Cl. 10.2.4.2, Cl. 10.2.4.3
Transverse stiffeners
Width [in] 3.00 2.51 24.62 SCI P398 p.29, Cl. 8.7.1.2
Verification Unit Capacity Demand Ctrl EQ Ratio References
DESIGN CHECK
Moment resistance of joint [kip*in] 900.76 100.93 LC-1-0 0.11 [EC3-8] Eq.6.25
TENSION ZONE T-STUBS
Row 1
Row 1, alone
Column flange bending [kip] 44.35 [EC3-8] Table 6.2
End plate bending [kip] 51.40 [EC3-8] Table 6.2
Beam web in tension [kip] 49.56 [EC3-8] Eq.6.22
Effective resistance [kip] 44.35
Row 2
Row 2, alone
Column flange bending [kip] 43.35 [EC3-8] Table 6.2
Column web in transverse tension [kip] 50.88 [EC3-8] Eq.6.15
End plate bending [kip] 51.40 [EC3-8] Table 6.2
Beam web in tension [kip] 49.56 [EC3-8] Eq.6.22
Row 2, with row 1
Column flange bending [kip] 79.70 [EC3-8] Table 6.2
Column web in transverse tension [kip] 76.39 [EC3-8] Eq.6.15
End plate bending [kip] 100.70 [EC3-8] Table 6.2
Beam web in tension [kip] 75.97 [EC3-8] Eq.6.22
Effective resistance [kip] 31.62
COMPRESSION ZONE
Column web panel in shear [kip] 99.29 Cl. 8.4.1, Cl. 8.4
Column web in transverse compression [kip] 161.80 Cl. 7.1.2
Beam bottom flange and web compression [kip] 103.27 [EC3-8] Eq.6.21
Compression zone capacities
Beam top flange and web compression resistance [kip] 103.27 0.00 LC-1-0 0.00 [EC3-8] Eq.6.21
Beam bottom flange and web compression resistance [kip] 103.27 7.25 LC-1-0 0.07 [EC3-8] Eq.6.21
Web panel in shear [kip] 99.29 6.80 LC-1-0 0.07 Cl. 8.4.1, Cl. 8.4
Vertical shear resistance of bolt group [kip] 51.44 1.01 LC-1-0 0.02 Cl. 10.3.3, Cl. 10.3.4, [2]
Transverse stiffeners - top
Tension resistance [kip] 87.71 21.41 LC-1-0 0.24 Cl. 6.2
Transverse stiffeners - bottom
Cross-sectional resistance [kip] 161.80 75.97 LC-1-0 0.47 Cl. 7.1.2
Flexural buckling resistance [kip] 270.87 75.97 LC-1-0 0.28 Cl. 7.1.2
Bearing resistance at flange [kip] 109.63 75.97 LC-1-0 0.69 Cl. 8.7.5.2
Stiffener weld resistance [ksi] 26.79 4.22 LC-1-0 0.16 Cl. 10.5.7.1.1, Cl. 10.5.10.1.1
Web fillet weld shear resistance [ksi] 19.43 0.16 LC-1-0 0.01 Cl. 10.5.7.1.1, Cl. 10.5.10.1.1
Top fillet weld transverse force resistance [ksi] 19.43 16.41 LC-1-0 0.84 Cl. 10.5.7.1.1
Global critical strength ratio 0.84
REFERENCES
[EC3-8] EN 1993-1-8 (2005) Eurocode 3. Code for design of steel structures: Design of joints.
[2] Subramanian, N. (2010). Steel Structures, Design and Practice. Oxford University Press.
DESIGN OF BRACED CONNECTION
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