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