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
BEAM SECTION = > W21X62A 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 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)
6.70 < 7.04 [Satisfactory]Where 29000 ksi, 1.2 , (AISC 341-16 Table A3.1)
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 Tab. J3.1)
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 30o
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 value for non-seismic
3.4 Tub (d0 + di ) =
d0 = db + Pf - 0.5 tbf = Tb =
di = d0 - c - Pb = Abt = in2 / bolt
Ffu = Mf / ( db - tbf ) =
Tub =
> 129.3 kips[Satisfactory]
(0.00002305 Pf0.591 Ffu2.583 / (tp0.895 dbt1.909 tbw0.327 bp0.965) + Tb =
(Cont'd)CHECK SHEAR CAPACITY AT THE COLUMN FACE (FEMA Sec. 3.6.2.1.3)
2.07 > 0.49 [Satisfactory]Where 60.3 kips
40.5 ksi, (AISC 360, Tab. J3.2)
CHECK END PLATE THICKNESS (FEMA Sec. 3.6.2.1.4)
1.625 >1.28347[Satisfactory]
CHECK CONTINUITY PLATE REQUIREMENT (FEMA Sec. 3.6.2.1 & 3.3.3.1)
0.48 in <0.59 in <
(The continuity plates may not be required.)
Where 1.45 , (FEMA Sec. 3.6.2.1.5 )
0.43375
0.83088 , (FEMA Sec. 3.6.2.1.5 )
0.62 in, USE 0.63 in, ( 5/8 in )
7 in < 9.93 in, (AISC 358-10/16 Eq 6.10-10/Eq 6.8-10)[Satisfactory]
1060.7 kips
Where 0.9 ,(AISC 360 E1) 11.38 in
0.75 (AISC 360 E2) [Satisfactory]175 20998 ksi (AISC 360 E3)
33 35.97 ksi (AISC 360 E3)
2.31 in 36 kips, plate yield stress
304.1 kips < [Satisfactory]
The best fillet weld size (AISC 360 J2.2b)
w = 7/16 in0.25 in
0.5625 in[Satisfactory]
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.
Ab = in2 [2 Mf / (L - dc) + Vg ] / 6Fv =
Vg = wu (L - dc) / 2 =
Fv = f Fnv =
tp = in
Max[ 0.00609 Pf0.9 g0.6 Ffu9 / (dbt0.9 tbw0.1 bp0.7) , 0.00413 Pf0.25 g0.15 Ffu / (dbt0.7 tbw0.15 bp0.3 )] = in
tcf, reqD = {am Ffu C3 / [0.9 Fyc (3.5 pb + c)]}0.5 = tcf, actual
tcw, reqD = Mf / [( db - tbf )( 6 kc + 2 tp + tbf) Fyc] = tcw, actual
Ca =
C3 = g / 2 - dbt / 4 - kc = in
am = Ca (Af / Aw )1 / 3 C3 / dbt1 / 4 =
tst = tbf for interior connection, or (tbf /2) for exterior connection =
bst = 0.56 (E / Fyst )0.5 tst =
fcPn,st = fcFcr A =
fc = hst = dc - 2kc =
K = Lc/L = K hst / rst < 200
I = tst (2bst + twc) 3 / 12 = in4 Fe =
A = 2bsttst + 25(twc) 2 = in2 Fcr =
rst = ( I / A )0.5 = Fyst =
Pu,st = Ryb Fyb bfb tfb = fcPn,st
> wMIN =
< wMAX =
Lw = 0.6tstLnstFy / [(2) f Fw (0.707 w)]
Lnet = dc - 2(kc + 1.5) = 2(Lnet -0.5)
tReqD = MAX (t1, t2) =
t1 = Cy Mc (h - db ) / [0.9 (0.6) Fyc Ryc dc (db - tfb) h] =
Cy = Sb / (Cpr Zhing) =
Sb = 2Ib / db = in2
Ib = Ix = in4
Mc = SMpb* =
t2 = (dz + wz ) / 90 = (db -2tst + dc - 2kc) / 90 =
Since twc = tReqD , a doubler plate is
PROJECT : PAGE :
CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :
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
BEAM SECTION = > W18X50A d k
14.7 18.0 0.36 7.50 0.57 88.9 800 7.38 1.65 101 0.97
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)
6.58 < 7.04 [Satisfactory]Where 29000 ksi, 1.2 , (AISC 341-16 Table A3.1)
45.23 < 56.50 [Satisfactory]CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10/16 Tab. D1.1)
6.16 < 7.04 [Satisfactory]
15.93 <N/A
43.96
[Satisfactory] Where 0.9 1560 kips
CHECK BEAM - COLUMN RATIO REQUIREMENT (AISC 341-10/16 E3.4a)
1.00 > 1.00 [Satisfactory]Where 666 ft-kips
665 ft-kips, at center of column
110 ft-kips
556 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. 3.6.1.1.2)
612 ft-kips
= 550 ft-kips < 1258 ft-kips [Satisfactory]Where 19.72 in 118 kips, (AISC 360 Tab. J3.1)
15.15 in 2.41
378.657 kips
216.5 kips, (FEMA Sec. 3.6.1.1 & 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 ) =
Pf = 1.5 f =
Sh = dc / 2 + tp + 1" + (2Pf - 1") tan-1 30o
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 value for non-seismic
2 Tub (d0 + di ) =
d0 = db + Pf - 0.5 tbf = Tb =
di = d0 - c = Abt = in2 / bolt
Ffu = Mf / ( db - tbf ) =
Tub =
> 127.7 kips[Satisfactory]
(0.00002305 Pf0.591 Ffu2.583 / (tp0.895 dbt1.909 tbw0.327 bp0.965) + Tb =
(Cont'd)CHECK SHEAR CAPACITY AT THE COLUMN FACE (FEMA Sec. 3.6.1.1.3)
2.41 > 0.81 [Satisfactory]Where 60.7 kips
40.5 ksi, (AISC 360, Tab. J3.2)
CHECK END PLATE THICKNESS (AISC 358-10/16 Eq 6.10-13/Eq 6.8-13)
0.75 > 0.40 [Satisfactory]Where 1258 in, (AISC 358 Tab. 6.4 Case 1)
36 ksi 1.0
CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-10/16 Eq 6.10-13/Eq 6.8-13, FEMA Sec 3.3.3.1)
0.30 in <Where 1595 in, (AISC 358 Tab. 6.5 Stiffened)
0.65 in >(The continuity plates required.)
0.57 in, USE 0.63 in, ( 5/8 in )
6 in < 9.93 in, (AISC 358-10/16 Eq 6.10-10/Eq 6.8-10)[Satisfactory]
544.2 kips
Where 0.9 ,(AISC 360 E1) 9.72 in
0.75 (AISC 360 E2) [Satisfactory]104 33474 ksi (AISC 360 E3)
17 35.98 ksi (AISC 360 E3)
2.49 in 36 kips, plate yield stress
256.5 kips < [Satisfactory]
The best fillet weld size (AISC 360 J2.2b)
w = 5/16 in0.1875 in
0.4375 in[Satisfactory]
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.
Ab = in2 [2 Mf / (L - dc) + Vg ] / 3Fv =
Vg = wu (L - dc) / 2 =
Fv = f Fnv =
tp = in [1.11 Mf / fd Fyp Yp)]0.5 = in
Yp =
Fyp = fd =
tcf, reqD = [1.11 Mf / fd Fyc Yc)]0.5 = tcf, actual
Yc =
tcw, reqD = Mf / [( db - tbf )( 6 kc + 2 tp + tbf) Fyc] = tcw, actual
tst = tbf for interior connection, or (tbf /2) for exterior connection =
bst = 0.56 (E / Fyst )0.5 tst =
fcPn,st = fcFcr A =
fc = hst = dc - 2kc =
K = Lc/L = K hst / rst < 200
I = tst (2bst + twc) 3 / 12 = in4 Fe =
A = 2bsttst + 25(twc) 2 = in2 Fcr =
rst = ( I / A )0.5 = Fyst =
Pu,st = Ryb Fyb bfb tfb = fcPn,st
> wMIN =
< wMAX =
Lw = 0.6tstLnstFy / [(2) f Fw (0.707 w)]
Lnet = dc - 2(kc + 1.5) = 2(Lnet -0.5)
tReqD = MAX (t1, t2) =
t1 = Cy Mc (h - db ) / [0.9 (0.6) Fyc Ryc dc (db - tfb) h] =
Cy = Sb / (Cpr Zhing) =
Sb = 2Ib / db = in2
Ib = Ix = in4
Mc = SMpb* =
t2 = (dz + wz ) / 90 = (db -2tst + dc - 2kc) / 90 =
Since twc = tReqD , a doubler plate is
PROJECT : PAGE :
CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :
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
BEAM SECTION = > W18X40A d k
11.8 17.9 0.32 6.02 0.53 68.4 612 7.20 1.27 78 0.93
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)
5.73 < 7.04 [Satisfactory]Where 29000 ksi, 1.2 , (AISC 341-16 Table A3.1)
50.94 < 56.50 [Satisfactory]CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10/16 Tab. D1.1)
6.78 < 7.04 [Satisfactory]
17.64 <N/A
42.25
[Satisfactory] Where 0.9 1410 kips
CHECK BEAM - COLUMN RATIO REQUIREMENT (AISC 341-10/16 E3.4a)
1.00 > 1.00 [Satisfactory]Where 530 ft-kips
529 ft-kips, at center of column
97 ft-kips
431 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. 3.6.1.1.2)
481 ft-kips
= 380 ft-kips < 462 ft-kips [Satisfactory]Where 19.39 in 51 kips, (AISC 360 Tab. J3.1)
15.36 in 0.89
262.446 kips
79.8 kips, (FEMA Sec. 3.6.1.1 & 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 ) =
Pf = 1.5 f =
Sh = dc / 2 + tp + db / 3
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 value for non-seismic
2 Tub (d0 + di ) =
d0 = db + Pf - 0.5 tbf = Tb =
di = d0 - c = Abt = in2 / bolt
Ffu = Mf / ( db - tbf ) =
Tub =
> 62.5 kips[Satisfactory]
(0.00002305 Pf0.591 Ffu2.583 / (tp0.895 dbt1.909 tbw0.327 bp0.965) + Tb =
(Cont'd)CHECK SHEAR CAPACITY AT THE COLUMN FACE (FEMA Sec. 3.6.1.1.3)
0.89 > 0.72 [Satisfactory]Where 60.8 kips
40.5 ksi, (AISC 360, Tab. J3.2)
CHECK END PLATE THICKNESS (AISC 358-10/16 Eq 6.10-13/Eq 6.8-13)
0.75 > 0.40 [Satisfactory]Where 883 in, (AISC 358 Tab. 6.2)
36 ksi 1.0
CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-10/16 Eq 6.10-13/Eq 6.8-13, FEMA Sec 3.3.3.1)
0.41 in <Where 607 in, (AISC 358 Tab. 6.5 Stiffened)
0.48 in <(The continuity plates may not be required.)
0.53 in, USE 0.56 in, ( 9/16 in )
6 in < 8.94 in, (AISC 358-10/16 Eq 6.10-10/Eq 6.8-10)[Satisfactory]
463.5 kips
Where 0.9 ,(AISC 360 E1) 9.7 in
0.75 (AISC 360 E2) [Satisfactory]93 35010 ksi (AISC 360 E3)
14 35.98 ksi (AISC 360 E3)
2.54 in 36 kips, plate yield stress
189.6 kips < [Satisfactory]
The best fillet weld size (AISC 360 J2.2b)
w = 5/16 in0.1875 in
0.4375 in[Satisfactory]
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.
Ab = in2 [2 Mf / (L - dc) + Vg ] / 3Fv =
Vg = wu (L - dc) / 2 =
Fv = f Fnv =
tp = in [1.11 Mf / fd Fyp Yp)]0.5 = in
Yp =
Fyp = fd =
tcf, reqD = [1.11 Mf / fd Fyc Yc)]0.5 = tcf, actual
Yc =
tcw, reqD = Mf / [( db - tbf )( 6 kc + 2 tp + tbf) Fyc] = tcw, actual
tst = tbf for interior connection, or (tbf /2) for exterior connection =
bst = 0.56 (E / Fyst )0.5 tst =
fcPn,st = fcFcr A =
fc = hst = dc - 2kc =
K = Lc/L = K hst / rst < 200
I = tst (2bst + twc) 3 / 12 = in4 Fe =
A = 2bsttst + 25(twc) 2 = in2 Fcr =
rst = ( I / A )0.5 = Fyst =
Pu,st = Ryb Fyb bfb tfb = fcPn,st
> wMIN =
< wMAX =
Lw = 0.6tstLnstFy / [(2) f Fw (0.707 w)]
Lnet = dc - 2(kc + 1.5) = 2(Lnet -0.5)
tReqD = MAX (t1, t2) =
t1 = Cy Mc (h - db ) / [0.9 (0.6) Fyc Ryc dc (db - tfb) h] =
Cy = Sb / (Cpr Zhing) =
Sb = 2Ib / db = in2
Ib = Ix = in4
Mc = SMpb* =
t2 = (dz + wz ) / 90 = (db -2tst + dc - 2kc) / 90 =
Since twc = tReqD , a doubler plate is