Bolted Moment Connection - Structural Design · 2017-09-26Bolted Moment Connection -...

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


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 :


4-Bolted Stiffened Moment Connection Based on AISC 341-10/16, 358-10/16, 360-10/16 & FEMA-350



A d k31.2 12.9 0.61 12.20 0.99 145 933 5.47 3.11 164 1.59


14.7 18.0 0.36 7.50 0.57 88.9 800 7.38 1.65 101 0.97



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



ANALYSIS5.86 in

2.00 in (AISC 358 Tab 6.1)

= 13.40 in

4.57 in

11.11 in

< [Satisfactory]



45.23 < 56.50 [Satisfactory]CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10/16 Tab. D1.1)


15.93 <N/A

43.96





110 ft-kips

556 ft-kips

1.2 (AISC 341 Tab. A3.1)

1.1 (FEMA Sec. 3.5.5.1)


612 ft-kips


15.15 in 2.41

378.657 kips

216.5 kips, (FEMA Sec. 3.6.1.1 & 3.6.2.1.2)



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 =



fb = , Py = FyA =

SMpc* / (SMpb* ) =





Ry =

Cpr =


2 Tub (d0 + di ) =

d0 = db + Pf - 0.5 tbf = Tb =

di = d0 - c = Abt = in2 / bolt


Tub =



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 )


544.2 kips

Where 0.9 ,(AISC 360 E1) 9.72 in


17 35.98 ksi (AISC 360 E3)




w = 5/16 in0.1875 in



= (0.625 x 6.7) x 36 / [(2) 0.75 (0.6x70)(0.707x5/16)] = 4.61 in



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.



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 =



bst = 0.56 (E / Fyst )0.5 tst =

fcPn,st = fcFcr A =


K = Lc/L = K hst / rst < 200

I = tst (2bst + twc) 3 / 12 = in4 Fe =


rst = ( I / A )0.5 = Fyst =


> wMIN =

< wMAX =


Lnet = dc - 2(kc + 1.5) = 2(Lnet -0.5)




Sb = 2Ib / db = in2

Ib = Ix = in4

Mc = SMpb* =

t2 = (dz + wz ) / 90 = (db -2tst + dc - 2kc) / 90 =


PROJECT : PAGE :


4-Bolted Unstiffened Moment Connection Based on AISC 341-10/16, 358-10/16, 360-10/16 & FEMA-350



A d k28.2 12.7 0.55 12.20 0.90 131 833 5.43 3.09 147 1.50


11.8 17.9 0.32 6.02 0.53 68.4 612 7.20 1.27 78 0.93



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



ANALYSIS5.00 in

1.75 in (AISC 358 Tab 6.1)

= 13.07 in

4.03 in

9.00 in

< [Satisfactory]



50.94 < 56.50 [Satisfactory]CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10/16 Tab. D1.1)


17.64 <N/A

42.25





97 ft-kips

431 ft-kips

1.2 (AISC 341 Tab. A3.1)

1.1 (FEMA Sec. 3.5.5.1)


481 ft-kips


15.36 in 0.89

262.446 kips

79.8 kips, (FEMA Sec. 3.6.1.1 & 3.6.2.1.2)



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 =



fb = , Py = FyA =

SMpc* / (SMpb* ) =





Ry =

Cpr =


2 Tub (d0 + di ) =

d0 = db + Pf - 0.5 tbf = Tb =

di = d0 - c = Abt = in2 / bolt


Tub =



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 )


463.5 kips

Where 0.9 ,(AISC 360 E1) 9.7 in


14 35.98 ksi (AISC 360 E3)




w = 5/16 in0.1875 in



= (0.5625 x 6.7) x 36 / [(2) 0.75 (0.6x70)(0.707x5/16)] = 4.13 in



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.



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 =



bst = 0.56 (E / Fyst )0.5 tst =

fcPn,st = fcFcr A =


K = Lc/L = K hst / rst < 200

I = tst (2bst + twc) 3 / 12 = in4 Fe =


rst = ( I / A )0.5 = Fyst =


> wMIN =

< wMAX =


Lnet = dc - 2(kc + 1.5) = 2(Lnet -0.5)




Sb = 2Ib / db = in2

Ib = Ix = in4

Mc = SMpb* =

t2 = (dz + wz ) / 90 = (db -2tst + dc - 2kc) / 90 =


Bolted Moment Connection - Structural Design · 2017-09-26Bolted Moment Connection -...

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