PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : 8-Bolted Moment Connection Based on 341-10/16, 358-10/16, 360-10/16 & FEMA-350 DESIGN CRITERIA THE NON-SEISMIC MOMENT CONNECTION HAS RELEASED BEAM & COLUMN SECTION LIMITS, BEAM-COLUMN RATIO REQUIREMENT, AND BENDING MOMENT AT THE COLUMN FACE FROM MEMBER CAPACITY TO ACTUAL BEAM END FORCE. INPUT DATA & DESIGN SUMMARY COLUMN SECTION = > W14X211 A d k 62 15.7 0.98 15.80 1.56 338 2660 6.55 4.08 390 2.16 BEAM SECTION = > W21X62 A d k 18.3 21.0 0.40 8.24 0.62 127 1330 8.53 1.77 144 1.12 BENDING MOMENT AT THE COLUMN FACE 850 ft-kips, SD level STRUCTURAL STEEL YIELD STRESS 50 ksi THE DESIGN IS ADEQUATE. THE FACTOR GRAVITY LOAD ON THE BEAM 4.2 klf (Continuity column stiffeners 5/8 THE FACTOR AXIAL LOAD ON THE COLUMN 800 kips with 7/16" fillet weld to web & C BEAM LENGTH BETWEEN COL. CENTERS L = 30 ft A doubler plate is not required. ) AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 12 ft BOLTS 1 5/8 in GRADES (A325 or A490) A325 PLATE & SHIM 1 5/8 in NUMBER COLUMNS 2 (Top & Bot) NUMBER BEAM 1 (One Side Only) ANALYSIS 6.00 in 3.75 in (AISC 358 Tab 6.1) 2.00 in (AISC 358 Tab 6.1) = 22.17 in 4.62 in 10.88 in < [Satisfactory] CHECK BEAM LOCAL BUCKLING LIMITATIONS (AISC 341-10/16 Tab. D1.1) 6.70 < 7.04 [Satisfactory] Where 29000 ksi, 1.2 , (AISC 341-16 T 46.90 < 56.50 [Satisfactory] CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10 Tab. D1.1) 5.06 < 7.04 [Satisfactory] 11.61 < N/A 51.99 [Satisfactory] Where 0.9 3100 kips CHECK BEAM - COLUMN RATIO REQUIREMENT (AISC 341-10/16 E3.4a) 2.40 > 1.00 [Satisfactory] Where 2411 ft-kips 1005 ft-kips, at center of column 213 ft-kips 792 ft-kips 1.2 (AISC 341 Tab. A3.1) 1.1 (FEMA Sec. 3.5.5.1) CHECK BENDING MOMENT AT THE COLUMN FACE (FEMA Sec. 3.6.2.1.2) 930 ft-kips = 850 ft-kips < 1958 ft-kips [Satisfactory] Where 22.69 in 118 kips, (AISC 360 14.33 in 2.07 500.368 kips 186.7 kips, (FEMA Sec. 3.6.2.1.2) tw bf tf Sx Ix rx ry Zx tw bf tf Sx Ix rx ry Zx Mf = Fy = wu = Pu = f = tp = Nc = Nb = g =Max( bbf - f , tw + 3 f ) = Pb = 3 f = Pf = 1.5 f = Sh = dc / 2 + tp + 1" + (2Pf + Pb - 1") tan -1 30 o c = 2 Pf + tbf = bp = g + 3 f = bcf bf / (2tf ) = 0.32 [Es / (Ry Fy)] 0.5 = Es = Ry = h / tw = 2.57 [Es / (Ry Fy)] 0.5 = bf / (2tf ) = 0.32 [Es / (Ry Fy)] 0.5 = h / tw = 3.96[Es/(RyFy)] 0.5 (1-3.04Pu/fbPy) = , for Pu/fbPy ≤ 0.114 1.29[Es/(RyFy)] 0.5 (2.12-Pu/fbPy) = , for Pu/fbPy > 0.114 fb = , Py = FyA = SMpc* / (SMpb* ) = SMpc* = Nc Zc (Fyc - Pu / Ag ) = SMpb* = Nb (Mhinge + Mv) = Mv = Vhinge Sh = [2Mhinge /(L-2Sh)+wu(L-2Sh)/2] Sh= Mhinge = CprRyFyb Zb = Ry = Cpr = Mf = Mhinge + [2Mhinge / (L - 2Sh) + wu(L - 2Sh)/2] (Sh - dc /2) = = Mf , input val 3.4 Tub (d0 + di ) = d0 = db + Pf - 0.5 tbf = Tb = di = d0 - c - Pb = Abt = in 2 / bolt Ffu = Mf / ( db - tbf ) = Tub =
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Bolted Moment Connection - Structural Design · 2017-09-26Bolted Moment Connection - Structural Design Software
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PROJECT : PAGE :
CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :
8-Bolted Moment Connection Based on 341-10/16, 358-10/16, 360-10/16 & FEMA-350
DESIGN CRITERIATHE NON-SEISMIC MOMENT CONNECTION HAS RELEASED BEAM & COLUMN SECTION LIMITS, BEAM-COLUMN RATIOREQUIREMENT, AND BENDING MOMENT AT THE COLUMN FACE FROM MEMBER CAPACITY TO ACTUAL BEAM END FORCE.
INPUT DATA & DESIGN SUMMARYCOLUMN SECTION = > W14X211
A d k62 15.7 0.98 15.80 1.56 338 2660 6.55 4.08 390 2.16
BENDING MOMENT AT THE COLUMN FACE 850 ft-kips, SD level
STRUCTURAL STEEL YIELD STRESS 50 ksi THE DESIGN IS ADEQUATE.THE FACTOR GRAVITY LOAD ON THE BEAM 4.2 klf (Continuity column stiffeners 5/8 x 7
THE FACTOR AXIAL LOAD ON THE COLUMN 800 kips with 7/16" fillet weld to web & CP to flanges.BEAM LENGTH BETWEEN COL. CENTERS L = 30 ft A doubler plate is not required. )AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 12 ftBOLTS 1 5/8 inGRADES (A325 or A490) A325PLATE & SHIM 1 5/8 in
NUMBER COLUMNS 2(Top & Bot)
NUMBER BEAM 1(One Side Only)
ANALYSIS6.00 in
3.75 in (AISC 358 Tab 6.1)
2.00 in (AISC 358 Tab 6.1)
= 22.17 in
4.62 in
10.88 in
< [Satisfactory]
CHECK BEAM LOCAL BUCKLING LIMITATIONS (AISC 341-10/16 Tab. D1.1)
The required weld length between A36 continuity plates and column web (FEMA Fig 3-6)
= (0.625 x 8.4) x 36 / [(2) 0.75 (0.6x70)(0.707x7/16)] = 4.42 in
Where 8.4 < [Satisfactory](Use complete joint penetration groove welds between continuity plates & column flanges.)
CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341 E3.6e & FEMA Sec. 3.3.3.2)
0.79 in
0.79 in
Where 0.80
127
1330
1005 ft-kips
0.35 in
0.98 in >not required.
Technical References: 1. AISC 341-10/16: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016. 2. AISC 358-10/16: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications",
American Institute of Steel Construction, 2010/2016. 3. AISC 360-10/16: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016. 4. FEMA 350: "Recommended Seismic Design Criteria for New Steel Moment-frame Buildings.", SAC Joint Venture, 2000.
4-Bolted Stiffened Moment Connection Based on AISC 341-10/16, 358-10/16, 360-10/16 & FEMA-350
DESIGN CRITERIATHE NON-SEISMIC MOMENT CONNECTION HAS RELEASED BEAM & COLUMN SECTION LIMITS, BEAM-COLUMN RATIOREQUIREMENT, AND BENDING MOMENT AT THE COLUMN FACE FROM MEMBER CAPACITY TO ACTUAL BEAM END FORCE.
INPUT DATA & DESIGN SUMMARYCOLUMN SECTION = > W12X106
A d k31.2 12.9 0.61 12.20 0.99 145 933 5.47 3.11 164 1.59
BENDING MOMENT AT THE COLUMN FACE 550 ft-kips, SD level
STRUCTURAL STEEL YIELD STRESS 50 ksi THE DESIGN IS ADEQUATE.THE FACTOR GRAVITY LOAD ON THE BEAM 4.2 klf (Continuity column stiffeners 5/8 x 6
THE FACTOR AXIAL LOAD ON THE COLUMN 800 kips with 5/16" fillet weld to web & CP to flanges.BEAM LENGTH BETWEEN COL. CENTERS L = 30 ft A doubler plate is required with thickness of 3/16 in. )AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 12 ftBOLTS 1 3/4 inGRADES (A325 or A490) A325PLATE & SHIM 3/4 in
NUMBER COLUMNS 2(Top & Bot)
NUMBER BEAM 1(One Side Only)
ANALYSIS5.86 in
2.00 in (AISC 358 Tab 6.1)
= 13.40 in
4.57 in
11.11 in
< [Satisfactory]
CHECK BEAM LOCAL BUCKLING LIMITATIONS (AISC 341-10/16 Tab. D1.1)
The required weld length between A36 continuity plates and column web (FEMA Fig 3-6)
= (0.625 x 6.7) x 36 / [(2) 0.75 (0.6x70)(0.707x5/16)] = 4.61 in
Where 6.7 < [Satisfactory](Use complete joint penetration groove welds between continuity plates & column flanges.)
CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341 E3.6e & FEMA Sec. 3.3.3.2)
0.77 in
0.77 in
Where 0.80
89
800
665 ft-kips
0.29 in
0.61 in <required with thickness of 3/16 in.
Technical References: 1. AISC 341-10/16: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016. 2. AISC 358-10/16: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications",
American Institute of Steel Construction, 2010/2016. 3. AISC 360-10/16: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016. 4. FEMA 350: "Recommended Seismic Design Criteria for New Steel Moment-frame Buildings.", SAC Joint Venture, 2000.
4-Bolted Unstiffened Moment Connection Based on AISC 341-10/16, 358-10/16, 360-10/16 & FEMA-350
DESIGN CRITERIATHE NON-SEISMIC MOMENT CONNECTION HAS RELEASED BEAM & COLUMN SECTION LIMITS, BEAM-COLUMN RATIOREQUIREMENT, AND BENDING MOMENT AT THE COLUMN FACE FROM MEMBER CAPACITY TO ACTUAL BEAM END FORCE.
INPUT DATA & DESIGN SUMMARYCOLUMN SECTION = > W12X96
A d k28.2 12.7 0.55 12.20 0.90 131 833 5.43 3.09 147 1.50
BENDING MOMENT AT THE COLUMN FACE 380 ft-kips, SD level
STRUCTURAL STEEL YIELD STRESS 50 ksi THE DESIGN IS ADEQUATE.THE FACTOR GRAVITY LOAD ON THE BEAM 4.2 klf (Continuity column stiffeners 9/16 x 6
THE FACTOR AXIAL LOAD ON THE COLUMN 800 kips with 5/16" fillet weld to web & CP to flanges.BEAM LENGTH BETWEEN COL. CENTERS L = 30 ft A doubler plate is required with thickness of 1/8 in. )AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 12 ftBOLTS 1 1/16 inGRADES (A325 or A490) A325PLATE & SHIM 3/4 in
NUMBER COLUMNS 2(Top & Bot)
NUMBER BEAM 1(One Side Only)
ANALYSIS5.00 in
1.75 in (AISC 358 Tab 6.1)
= 13.07 in
4.03 in
9.00 in
< [Satisfactory]
CHECK BEAM LOCAL BUCKLING LIMITATIONS (AISC 341-10/16 Tab. D1.1)
The required weld length between A36 continuity plates and column web (FEMA Fig 3-6)
= (0.5625 x 6.7) x 36 / [(2) 0.75 (0.6x70)(0.707x5/16)] = 4.13 in
Where 6.7 < [Satisfactory](Use complete joint penetration groove welds between continuity plates & column flanges.)
CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341 E3.6e & FEMA Sec. 3.3.3.2)
0.62 in
0.62 in
Where 0.79
68
612
529 ft-kips
0.29 in
0.55 in <required with thickness of 1/8 in.
Technical References: 1. AISC 341-10/16: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016. 2. AISC 358-10/16: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications",
American Institute of Steel Construction, 2010/2016. 3. AISC 360-10/16: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016. 4. FEMA 350: "Recommended Seismic Design Criteria for New Steel Moment-frame Buildings.", SAC Joint Venture, 2000.