fixed bolted joint
DESCRIPTION
FixedBoltedJointTRANSCRIPT
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Fixed 8-Bolted Joint, with Beam Sitting on Top of Column, Based on AISC 358-10 8ES & FEMA-350
DESIGN CRITERIATHE FIXED MOMENT CONNECTION HAS BEEN CHECKED BY PREQUALIFIEDCONNECTION 8ES FOR CAPACITY AND DEFORMATION. BECAUSE THIS ISNON-SEISMIC CONNECTION , THE BEAM & COLUMN SECTION LIMITS ANDBEAM-COLUMN RATIO REQUIREMENT HAVE BEEN RELEASED. THE BENDINGMOMENT AT THE BEAM BOTTOM FACE IS FROM ACTUAL COLUMN ENDFORCE, NOT FROM THE COLUMN SECTION CAPACITY.
INPUT DATA & DESIGN SUMMARY
BENDING MOMENT AT THE JOINT FACE 1086.75 ft-kips, SD level
STRUCTURAL STEEL YIELD STRESS 50 ksi
THE FACTOR AXIAL LOAD ON THE COLUMN 800 kips
THE FACTOR SHEAR LOAD AT THE JOINT FACE 76.5 kipsBEAM LENGTH BETWEEN COL. CENTERS L = 38.73 ftAVERAGE STORY HEIGHT OF ABOVE & BELOW h = 15 ftBOLTS 1 7/8 inGRADES (A325 or A490) A490
PLATE & SHIM 1 1/2 in
NUMBER COLUMN 1 (Bottom Only)
NUMBER BEAM 1 (One Side Only)
COLUMN SECTION = > W18X158
A d k46.3 19.7 0.81 11.30 1.44 310 3060 8.13 2.74 356 1.84
BEAM SECTION = > W24X162
A d k47.7 25.0 0.71 13.00 1.22 414 5170 10.41 3.05 468 1.72
THE DESIGN IS ADEQUATE.(Continuity column stiffeners 1-1/2 x 12 with 7/16" fillet weld to web & CP to flanges. A doubler plate is not required. 4 rows @ equal o.c. between flanges. )
ANALYSIS
6.00 in 5.44 in 5.63 in,
2.00 in (AISC 358 Tab 6.1) 11.63 in 3.36 in,
29.94 in < [Satisfactory] 4.18 in
CHECK BEAM LOCAL BUCKLING LIMITATIONS (AISC 341-10 Tab. D1.1)
5.33 < 7.22 [Satisfactory]
Where 29000 ksi
30.58 < 59.00 [Satisfactory]CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10 Tab. D1.1)
3.92 < 7.22 [Satisfactory]
19.78 <N/A
52.49
[Satisfactory] Where 0.9 2315 kips
CHECK BEAM - COLUMN RATIO REQUIREMENT (AISC 341-10 Sec. E3.4a)
0.50 < 1.00 [Non-seismic, Not Apply]
Where 971 ft-kips
1950 ft-kips
CHECK BENDING MOMENT AT THE JOINT FACE (FEMA Sec. 3.6.1.1.2 & AISC 360-10 J3)
= 1087 ft-kips
< 1457 ft-kips [Satisfactory]
< 1458 ft-kips [Satisfactory]
Where 20.98 in 148 kips, (AISC 360-10, Tab. J3.1)
9.92 in 1.47
714.184 kips 0.75 , (AISC 360-10, J3.6)
166.4 kips, (FEMA Sec. 3.6.1.1 & 3.6.2.1.2)
> 165.2 kips[Satisfactory]
CHECK SHEAR CAPACITY AT THE JOINT FACE (FEMA Sec. 3.6.1.1.3& AISC 360-10 J3)
1.47 > 0.91 [Satisfactory]
Mf =
Fy =
Pu =
Vu =
f =
tp =
Nc =
Nb =
tw bf tf Sx Ix rx ry Zx
tw bf tf Sx Ix rx ry Zx
g =Max( bbf - f , tw + 3 f ) = c = 2 Pf + tbf = Pb = 3 f =
Pf = 1.5 f = bp = g + 3 f = Pc =
Sh = dc / 2 + tp + 1" + (2Pf + Pb - 1") tan-1 30o = bcf de =
bf / (2tf ) = 0.3 (Es / Fy)0.5 =
Es =
h / tw = 2.45 (Es / Fy)0.5 =
bf / (2tf ) = 0.3 (Es / Fy)0.5 =
h / tw =3.76(Es/Fy)0.5(1-2.75Pu/fbPy) = , for Pu/fbPy ≤ 0.125
1.12(Es/Fy)0.5(2.33-Pu/fbPy) = , for Pu/fbPy > 0.125
fb = , Py = FyA =
SMpc* / (SMpb* ) =
SMpc* = Nc Zc (Fyc - Pu / Ag ) =
SMpb* = Nb Zb Fyb =
Mf , input value for non-seismic
3.4 Tub (d0 + di ) =
f 8 Tb dc =
d0 = dc + Pf - 0.5 tcf = Tb =
di = d0 - c - Pb = Abt = in2 / bolt
Ffu = Mf / ( dc - tcf ) = f =
Tub =
(0.00002305 Pf0.591 Ffu
2.583 / (tp0.895 dbt1.909 tcw
0.327 bp0.965) + Tb =
Ab = in2 [2 Mf / (H - db) + Vu ] / 6Fv =
Where 45 ksi, (AISC 360-10, Tab. J3.2)Fv = f Fnv =
(Cont'd)
CHECK END PLATE THICKNESS (AISC 358-10 Eq 6.10-13)
1.50 > 1.17 [Satisfactory]
Where 293 in, (AISC 358-10 Tab. 6.4 Case 1)
36 ksi 1.0
CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-10 Eq 6.10-13, FEMA Sec 3.3.3.1)
0.38 in <
Where 1990 in, (AISC 358-10 Tab. 6.5 Stiffened)
0.97 in >(The continuity plates required.)
1.44 in, USE 1.50 in, ( 1-1/2 in )
12 in < 23.84 in, (AISC 358-10 Eq 6.10-10)[Satisfactory]
1568.7 kips
Where 0.9 ,(AISC 360 E1) 16.02 in
K = 0.75 (AISC 360 E2) [Satisfactory]
1885 77168 ksi (AISC 360 E3)
48 35.99 ksi (AISC 360 E3)
6.24 in 36 kips, plate yield stress
895.0 kips < [Satisfactory]
Where 1.1 (AISC 341-10 Tab. A3.1)
The best fillet weld size (AISC 360 Sec.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)
= (1.5 x 18.6) x 36 / [(2) 0.75 (0.6x70)(0.707x7/16)] = 23.50 in
Where 18.6 < [Satisfactory]
(Use complete joint penetration groove welds between continuity plates & column flanges.)
CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341 Sec. E3.6e & FEMA Sec. 3.3.3.2)
0.61 in
0.61 in
Where 0.79
311
3060
971 ft-kips
1.1 (FEMA Sec. 3.5.5.1)
0.43 in
0.71 in
>not required.
Technical References: 1. AISC 341-10: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, 2010. 2. AISC 358-10: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications",
American Institute of Steel Construction, 2010. 3. AISC 360-10: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010. 4. FEMA 350: "Recommended Seismic Design Criteria for New Steel Moment-frame Buildings.", SAC Joint Venture, 2000.
tp = in [1.11 Mf / fd Fyp Yp)]0.5 = in
Yp =
Fyp = fd =
tbf, reqD = [1.11 Mf / fd Fyb Yb)]0.5 = tbf, actual
Yb =
tbw, reqD = Mf / [( dc - tcf )( 6 kb + 2 tp + tcf) Fyb] = tbw, actual
tst = tcf for interior connection, or (tcf /2) for exterior connection =
bst = 0.56 (E / Fyst )0.5 tst =
fcPn,st = fcFcr A =
fc = hst = dc - 2kc =
K hst / rst < 200
I = tst (2bst + twb) 3 / 12 = in4 Fe =
A = 2bsttst + 25(twb) 2 = in2 Fcr =
rst = ( I / A )0.5 = Fyst =
Pu,st = Ryc Fyc bfc tfc = fcPn,st
Ry =
> wMIN =
< wMAX =
Lw = 0.6tstLnstFy / [(2) f Fw (0.707 w)]
Lnet = db - 2(kb + 1.5) = 2(Lnet -0.5)
tReqD = MAX (t1, t2) =
t1 = Cy Mb (h - dc ) / [0.9 (0.6) Fyb Ryb db (dc - tfc) h] =
Cy = Sb / (Cpr Zhing) =
Sc = 2Ic / dc = in2
Ic = Ix = in4
Mb = SMpc* =
Cpr =
t2 = (dz + wz ) / 90 = (dc -2tst + db - 2kb) / 90 =
Since twb =
tReqD , a doubler plate is
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Fixed 4-Bolted Joint, with Beam Sitting on Top of Column, Based on AISC 358-10 4ES & FEMA-350
DESIGN CRITERIATHE FIXED MOMENT CONNECTION HAS BEEN CHECKED BY PREQUALIFIEDCONNECTION 4ES FOR CAPACITY AND DEFORMATION. BECAUSE THIS ISNON-SEISMIC CONNECTION , THE BEAM & COLUMN SECTION LIMITS ANDBEAM-COLUMN RATIO REQUIREMENT HAVE BEEN RELEASED. THE BENDINGMOMENT AT THE BEAM BOTTOM FACE IS FROM ACTUAL COLUMN ENDFORCE, NOT FROM THE COLUMN SECTION CAPACITY.
INPUT DATA & DESIGN SUMMARY
BENDING MOMENT AT THE JOINT FACE 285 ft-kips, SD level
STRUCTURAL STEEL YIELD STRESS 50 ksi
THE FACTOR AXIAL LOAD ON THE COLUMN 800 kips
THE FACTOR SHEAR LOAD AT THE JOINT FACE 76.5 kipsBEAM LENGTH BETWEEN COL. CENTERS L = 38.73 ftAVERAGE STORY HEIGHT OF ABOVE & BELOW h = 15 ftBOLTS 1 3/4 inGRADES (A325 or A490) A490
PLATE & SHIM 2 1/4 in
NUMBER COLUMN 1 (Bottom Only)
NUMBER BEAM 1 (One Side Only)
COLUMN SECTION = > W18X158
A d k46.3 19.7 0.81 11.30 1.44 310 3060 8.13 2.74 356 1.84
BEAM SECTION = > W24X162
A d k47.7 25.0 0.71 13.00 1.22 414 5170 10.41 3.05 468 1.72
THE DESIGN IS ADEQUATE.(Continuity column stiffeners 1-1/2 x 12 with 7/16" fillet weld to web & CP to flanges. A doubler plate is not required. )
ANALYSIS
6.00 in 5.44 in 4.11 in
2.00 in (AISC 358 Tab 6.1) 11.25 in
20.95 in < [Satisfactory]
CHECK BEAM LOCAL BUCKLING LIMITATIONS (AISC 341-10 Tab. D1.1)
5.33 < 7.22 [Satisfactory]
Where 29000 ksi
30.58 < 59.00 [Satisfactory]CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10 Tab. D1.1)
3.92 < 7.22 [Satisfactory]
19.78 <N/A
52.49
[Satisfactory] Where 0.9 2315 kips
CHECK BEAM - COLUMN RATIO REQUIREMENT (AISC 341-10 Sec. E3.4a)
0.50 < 1.00 [Non-seismic, Not Apply]
Where 971 ft-kips
1950 ft-kips
CHECK BENDING MOMENT AT THE JOINT FACE (FEMA Sec. 3.6.1.1.2 & AISC 360-10 J3)
= 285 ft-kips
< 945 ft-kips [Satisfactory]
< 729 ft-kips [Satisfactory]
Where 20.98 in 148 kips, (AISC 360-10, Tab. J3.1)
15.54 in 1.37
187.295 kips 0.75 , (AISC 360-10, J3.6)
155.3 kips, (FEMA Sec. 3.6.1.1 & 3.6.2.1.2)
> 148.4 kips[Satisfactory]
CHECK SHEAR CAPACITY AT THE JOINT FACE (FEMA Sec. 3.6.1.1.3& AISC 360-10 J3)
1.37 > 0.89 [Satisfactory]
Mf =
Fy =
Pu =
Vu =
f =
tp =
Nc =
Nb =
tw bf tf Sx Ix rx ry Zx
tw bf tf Sx Ix rx ry Zx
g =Max( bbf - f , tw + 3 f ) = c = 2 Pf + tbf = de =
Pf = 1.5 f = bp = g + 3 f =
Sh = dc / 2 + tp + 1" + (2Pf - 1") tan-1 30o = bcf
bf / (2tf ) = 0.3 (Es / Fy)0.5 =
Es =
h / tw = 2.45 (Es / Fy)0.5 =
bf / (2tf ) = 0.3 (Es / Fy)0.5 =
h / tw =3.76(Es/Fy)0.5(1-2.75Pu/fbPy) = , for Pu/fbPy ≤ 0.125
1.12(Es/Fy)0.5(2.33-Pu/fbPy) = , for Pu/fbPy > 0.125
fb = , Py = FyA =
SMpc* / (SMpb* ) =
SMpc* = Nc Zc (Fyc - Pu / Ag ) =
SMpb* = Nb Zb Fyb =
Mf , input value for non-seismic
2 Tub (d0 + di ) =
f 4 Tb dc =
d0 = dc + Pf - 0.5 tcf = Tb =
di = d0 - c = Abt = in2 / bolt
Ffu = Mf / ( dc - tcf ) = f =
Tub =
(0.00002305 Pf0.591 Ffu
2.583 / (tp0.895 dbt1.909 tcw
0.327 bp0.965) + Tb =
Ab = in2 [2 Mf / (H - db) + Vu ] / 3Fv =
Where 45 ksi, (AISC 360-10, Tab. J3.2)Fv = f Fnv =
(Cont'd)
CHECK END PLATE THICKNESS (AISC 358-10 Eq 6.10-13)
2.25 > 0.26 [Satisfactory]
Where 1506 in, (AISC 358-10 Tab. 6.3 Case 1)
36 ksi 1.0
CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-10 Eq 6.10-13, FEMA Sec 3.3.3.1)
0.20 in <
Where 1990 in, (AISC 358-10 Tab. 6.5 Stiffened)
0.23 in <(The continuity plates may not be required.)
1.44 in, USE 1.50 in, ( 1-1/2 in )
12 in < 23.84 in, (AISC 358-10 Eq 6.10-10)[Satisfactory]
1568.7 kips
Where 0.9 ,(AISC 360 E1) 16.02 in
K = 0.75 (AISC 360 E2) [Satisfactory]
1885 77168 ksi (AISC 360 E3)
48 35.99 ksi (AISC 360 E3)
6.24 in 36 kips, plate yield stress
895.0 kips < [Satisfactory]
Where 1.1 (AISC 341-10 Tab. A3.1)
The best fillet weld size (AISC 360 Sec.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)
= (1.5 x 18.6) x 36 / [(2) 0.75 (0.6x70)(0.707x7/16)] = 23.50 in
Where 18.6 < [Satisfactory]
(Use complete joint penetration groove welds between continuity plates & column flanges.)
CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341 Sec. E3.6e & FEMA Sec. 3.3.3.2)
0.61 in
0.61 in
Where 0.79
311
3060
971 ft-kips
1.1 (FEMA Sec. 3.5.5.1)
0.43 in
0.71 in
>not required.
Technical References: 1. AISC 341-10: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, 2010. 2. AISC 358-10: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications",
American Institute of Steel Construction, 2010. 3. AISC 360-10: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010. 4. FEMA 350: "Recommended Seismic Design Criteria for New Steel Moment-frame Buildings.", SAC Joint Venture, 2000.
tp = in [1.11 Mf / fd Fyp Yp)]0.5 = in
Yp =
Fyp = fd =
tbf, reqD = [1.11 Mf / fd Fyb Yb)]0.5 = tbf, actual
Yb =
tbw, reqD = Mf / [( dc - tcf )( 6 kb + 2 tp + tcf) Fyb] = tbw, actual
tst = tcf for interior connection, or (tcf /2) for exterior connection =
bst = 0.56 (E / Fyst )0.5 tst =
fcPn,st = fcFcr A =
fc = hst = dc - 2kc =
K hst / rst < 200
I = tst (2bst + twb) 3 / 12 = in4 Fe =
A = 2bsttst + 25(twb) 2 = in2 Fcr =
rst = ( I / A )0.5 = Fyst =
Pu,st = Ryc Fyc bfc tfc = fcPn,st
Ry =
> wMIN =
< wMAX =
Lw = 0.6tstLnstFy / [(2) f Fw (0.707 w)]
Lnet = db - 2(kb + 1.5) = 2(Lnet -0.5)
tReqD = MAX (t1, t2) =
t1 = Cy Mb (h - dc ) / [0.9 (0.6) Fyb Ryb db (dc - tfc) h] =
Cy = Sb / (Cpr Zhing) =
Sc = 2Ic / dc = in2
Ic = Ix = in4
Mb = SMpc* =
Cpr =
t2 = (dz + wz ) / 90 = (dc -2tst + db - 2kb) / 90 =
Since twb =
tReqD , a doubler plate is