bolted moment connection

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

8-Bolted Moment Connection Based on AISC 341-10, 358-10, 360-10 & 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 = > W21X62

A d k18.3 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) 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 Tab. D1.1)

6.70 < 7.22 [Satisfactory]

Where 29000 ksi

46.90 < 59.00 [Satisfactory]CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-10 Tab. D1.1)


11.61 <N/A

55.11

[Satisfactory] Where 0.9 3100 kips

CHECK BEAM - COLUMN RATIO REQUIREMENT (AISC 341-10 Sec. E3.4a)

2.59 > 1.00 [Satisfactory]

Where 2411 ft-kips

930 ft-kips, at center of column

204 ft-kips

726 ft-kips

1.1 (AISC 341-10 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)

858 ft-kips

= 850 ft-kips < 1205 ft-kips [Satisfactory]

Where 22.69 in 103 kips, (AISC 360-10, Tab. J3.1)

14.33 in 1.28

500.3679 kips

114.9 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 =

=

tp =

Nc =

Nb =

g =Max( bbf

- , tw + 3 ) =

Pb = 3 =

Pf = 1.5 =

Sh = d

c / 2 + t

p + 1" + (2P

f + P

b - 1") tan-1 30o

c = 2 Pf + t

bf =

bp = g + 3 =

bcf

bf / (2t

f ) = 0.3 (E

s / F

y)0.5 =

Es =

h / tw = 2.45 (E

s / F

y)0.5 =

bf / (2t

f ) = 0.3 (E

s / F

y)0.5 =

h / tw =

3.76(Es/F

y)0.5(1-2.75P

u/

bP

y) = , for P

u/

bP

y ≤ 0.125

1.12(Es/F

y)0.5(2.33-P

u/

bP

y) = , for P

u/

bP

y > 0.125

b = , P

y = F

yA =

Mpc

* / (Mpb

* ) =

Mpc

* = Nc Z

c (F

yc - P

u / A

g ) =

Mpb

* = Nb (M

hinge + M

v) =

Mv = V

hinge S

h = [2M

hinge /(L-2S

h)+w

u(L-2S

h)/2] S

h=

Mhinge

= Cpr

RyF

yb Z

b =

Ry =

Cpr

=

Mf = M

hinge + [2M

hinge / (L - 2S

h) + w

u(L - 2S

h)/2] (S

h - d

c /2) = = M

f , input value for non-seismic

3.4 Tub

(d0 + d

i ) =

d0 = d

b + P

f - 0.5 t

bf = T

b =

di = d

0 - c - P

b = A

bt = in2 / bolt

Ffu

= Mf / ( d

b - t

bf ) =

Tub

=

>[Satisfactory]

(0.00002305 Pf0.591 F

fu2.583 / (t

p0.895 d

bt1.909 t

bw0.327 b

p0.965) + T

b =

CHECK SHEAR CAPACITY AT THE COLUMN FACE (FEMA Sec. 3.6.2.1.3)


Where 60.3 kips

36 ksi, (AISC 360-10, Tab. J3.2)

CHECK END PLATE THICKNESS (FEMA Sec. 3.6.2.1.4)

1.625 >

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

0.830882 , (FEMA Sec. 3.6.2.1.5 )

0.62 in, USE 0.63

7 in < 9.93 in, (AISC 358-10 Eq 6.10-10)[Satisfactory]

1060.7 kips

Where 0.9 ,(AISC 360 E1) 11.38 in

K = 0.75 (AISC 360 E2)

175 20998.15 ksi (AISC 360 E3)

33 35.97 ksi (AISC 360 E3)

2.31 in 36 kips, plate yield stress

278.7 kips < [Satisfactory]

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)

= (0.625 x 8.4) x 36 / [(2) 0.75 (0.6x70)(0.707x7/16)] =

Where 8.4 <(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)

0.80 in

0.80 in

Where 0.80

127

1330

930 ft-kips

0.35 in

0.98 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.

Ab = in2 [2 M

f / (L - d

c) + V

g ] / 6F

v =

Vg = w

u (L - d

c) / 2 =

Fv = F

nv =

tp = in

Max[ 0.00609 Pf0.9 g0.6 F

fu9 / (d

bt0.9 t

bw0.1 b

p0.7) , 0.00413 P

f0.25 g0.15 F

fu / (d

bt0.7 t

bw0.15 b

p0.3 )] =

tcf, reqD

= {m F

fu C

3 / [0.9 F

yc (3.5 p

b + c)]}0.5 = t

cf, actual

tcw, reqD

= Mf

/ [( db - t

bf )( 6 k

c + 2 t

p + t

bf) F

yc] = t

cw, actual

Ca =

C3 = g / 2 - d

bt / 4 - k

c = in

m = C

a (A

f / A

w )1 / 3 C

3 / d

bt1 / 4 =

tst = t

bf for interior connection, or (t

bf /2) for exterior connection =

bst = 0.56 (E / F

yst )0.5 t

st =

cP

n,st =

cF

cr A

=

c = h

st = d

c - 2k

c =

K hst / r

st < 200

I = tst (2b

st + t

wc) 3 / 12 = in4 F

e =

A = 2bsttst + 25(t

wc) 2 = in2 F

cr =

rst = ( I / A )0.5 = F

yst =

Pu,st

= Ryb

Fyb

bfb

tfb

= cP

n,st

> wMIN

=

< wMAX

=

Lw = 0.6t

stL

nstF

y / [(2) F

w (0.707 w)]

Lnet

= dc - 2(k

c + 1.5) = 2(L

net -0.5)

tReqD

= MAX (t1, t

2) =

t1 = C

y M

c (h - d

b ) / [0.9 (0.6) F

yc R

yc d

c (d

b - t

fb) h] =

Cy = S

b / (C

pr Z

hing) =

Sb = 2I

b / d

b = in2

Ib = I

x = in4

Mc = M

pb* =

t2 = (d

z + w

z ) / 90 = (d

b -2t

st + d

c - 2k

c) / 90 =

Since twc

= tReqD

, a doubler plate is

kips, (AISC 360-10, Tab. J3.1)

= Mf , input value for non-seismic

114.3 kips

(Cont'd)

1.28346657[Satisfactory]

in, ( 5/8 in )

[Satisfactory]

4.42 in

[Satisfactory]

American Institute of Steel Construction, 2010.

in

PROJECT :



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



A d31.2 12.9 0.61 12.20 0.99 145 933 5.47 3.11 164


A d14.7 18.0 0.36 7.50 0.57 88.9 800 7.38 1.65 101




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) A325

PLATE & SHIM 3/ 4 in



ANALYSIS

5.86 in

2.00 in (AISC 358 Tab 6.1)

= 13.40 in

4.57 in

11.11 in

< [Satisfactory]



Where 29000 ksi



15.93 <N/A

47.48




Where 666 ft-kips


106 ft-kips

509 ft-kips

1.1 (AISC 341-10 Tab. A3.1)

1.1 (FEMA Sec. 3.5.5.1)


564 ft-kips



15.15 in 1.37

378.6575 kips

123.7 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 =

=

tp =

Nc =

Nb =

g =Max( bbf

- , tw + 3 ) =

Pf = 1.5 =

Sh = d

c / 2 + t

p + 1" + (2P

f - 1") tan-1 30o

c = 2 Pf + t

bf =

bp = g + 3 =

bcf

bf / (2t

f ) = 0.3 (E

s / F

y)0.5 =

Es =

h / tw = 2.45 (E

s / F

y)0.5 =

bf / (2t

f ) = 0.3 (E

s / F

y)0.5 =

h / tw =3.76(E

s/F

y)0.5(1-2.75P

u/

bP

y) = , for P

u/

bP

y ≤ 0.125

1.12(Es/F

y)0.5(2.33-P

u/

bP

y) = , for P

u/

bP

y > 0.125

b = , P

y = F

yA =

Mpc

* / (Mpb

* ) =

Mpc

* = Nc Z

c (F

yc - P

u / A

g ) =

Mpb

* = Nb (M

hinge + M

v) =

Mv = V

hinge S

h = [2M

hinge /(L-2S

h)+w

u(L-2S

h)/2] S

h=

Mhinge

= Cpr

RyF

yb Z

b =

Ry =

Cpr

=

Mf = M

hinge + [2M

hinge / (L - 2S

h) + w

u(L - 2S

h)/2] (S

h - d

c /2) = = M


2 Tub

(d0 + d

i ) =

d0 = d

b + P

f - 0.5 t

bf = T

b =

di = d

0 - c = A

bt = in2 / bolt

Ffu

= Mf / ( d

b - t

bf ) =

Tub

=

>[Satisfactory]

(0.00002305 Pf0.591 F

fu2.583 / (t

p0.895 d

bt1.909 t

bw0.327 b

p0.965) + T

b =



Where 60.7 kips

36 ksi, (AISC 360-10, Tab. J3.2)

CHECK END PLATE THICKNESS (AISC 358-10 Eq 6.10-13)

0.75 > 0.40

Where 1258 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)

0.30 in <

Where 1595 in, (AISC 358-10 Tab. 6.5 Stiffened)

0.65 in >(The continuity plates required.)

0.57 in, USE


544.2 kips

Where 0.9 ,(AISC 360 E1) 9.72

K = 0.75 (AISC 360 E2)

104 33474.4 ksi (AISC 360 E3)

17 35.98 ksi (AISC 360 E3)




w = 5/16 in0.1875 in

0.4375 in

[Satisfactory]


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



0.77 in

0.77 in

Where 0.80

89

800

615 ft-kips

0.29 in

0.61 in <required with thickness of 3/16 in.



Ab = in2 [2 M

f / (L - d

c) + V

g ] / 3F

v =

Vg = w

u (L - d

c) / 2 =

Fv = F

nv =

tp = in [1.11 M

f /

d F

yp Y

p)]0.5 = in

Yp =

Fyp

= d =

tcf, reqD

= [1.11 Mf /

d F

yc Y

c)]0.5 = t

cf, actual

Yc =

tcw, reqD

= Mf

/ [( db - t

bf )( 6 k

c + 2 t

p + t

bf) F

yc] = t

cw, actual

tst = t



bst = 0.56 (E / F

yst )0.5 t

st =

cP

n,st =

cF

cr A

=

c = h

st = d

c - 2k

c =

K hst / r

st < 200

I = tst (2b

st + t

wc) 3 / 12 = in4 F

e =

A = 2bsttst + 25(t

wc) 2 = in2 F

cr =

rst = ( I / A )0.5 = F

yst =

Pu,st

= Ryb

Fyb

bfb

tfb

= cP

n,st

> wMIN

=

< wMAX

=

Lw = 0.6t

stL

nstF

y / [(2) F

w (0.707 w)]

Lnet

= dc - 2(k

c + 1.5) =

tReqD

= MAX (t1, t

2) =

t1 = C

y M

c (h - d

b ) / [0.9 (0.6) F

yc R

yc d

c (d

b - t

fb) h] =

Cy = S

b / (C

pr Z

hing) =

Sb = 2I

b / d

b = in2

Ib = I

x = in4

Mc = M

pb* =

t2 = (d

z + w

z ) / 90 = (d

b -2t

st + d

c - 2k

c) / 90 =

Since twc

= tReqD


PAGE : DESIGN BY : REVIEW BY :

k1.59

k0.97

with 5/16" fillet weld to web & CP to flanges.A doubler plate is required with thickness of 3/16 in. )

[Satisfactory]



112.7 kips

(Cont'd)

[Satisfactory]

[Satisfactory]

0.63 in, ( 5/8 in )

in, (AISC 358-10 Eq 6.10-10)

in

(AISC 360 E2) [Satisfactory]

ksi (AISC 360 E3)

ksi (AISC 360 E3)

kips, plate yield stress

4.61 in

[Satisfactory]


2(Lnet

-0.5)

PROJECT : PAGE :



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



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


A d k10.3 17.7 0.30 6.00 0.43 57.6 510 7.04 1.22 67 0.83




THE FACTOR AXIAL LOAD ON THE COLUMN 800 kips with 1/4" 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 1/16 inGRADES (A325 or A490) A325

PLATE & SHIM 3/ 4 in



ANALYSIS

5.00 in

1.75 in (AISC 358 Tab 6.1)

= 13.00 in

3.93 in

9.00 in

< [Satisfactory]



Where 29000 ksi



17.64 <N/A

45.84




Where 530 ft-kips


89 ft-kips

335 ft-kips

1.1 (AISC 341-10 Tab. A3.1)

1.1 (FEMA Sec. 3.5.5.1)


381 ft-kips



15.31 in 0.83

263.9653 kips

75.1 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 =

=

tp =

Nc =

Nb =

g =Max( bbf

- , tw + 3 ) =

Pf = 1.5 =

Sh = d

c / 2 + t

p + d

b / 3

c = 2 Pf + t

bf =

bp = g + 3 =

bcf

bf / (2t

f ) = 0.3 (E

s / F

y)0.5 =

Es =

h / tw = 2.45 (E

s / F

y)0.5 =

bf / (2t

f ) = 0.3 (E

s / F

y)0.5 =

h / tw =

3.76(Es/F

y)0.5(1-2.75P

u/

bP

y) = , for P

u/

bP

y ≤ 0.125

1.12(Es/F

y)0.5(2.33-P

u/

bP

y) = , for P

u/

bP

y > 0.125

b = , P

y = F

yA =

Mpc

* / (Mpb

* ) =

Mpc

* = Nc Z

c (F

yc - P

u / A

g ) =

Mpb

* = Nb (M

hinge + M

v) =

Mv = V

hinge S

h = [2M

hinge /(L-2S

h)+w

u(L-2S

h)/2] S

h=

Mhinge

= Cpr

RyF

yb Z

b =

Ry =

Cpr

=

Mf = M

hinge + [2M

hinge / (L - 2S

h) + w

u(L - 2S

h)/2] (S

h - d

c /2) = = M


2 Tub

(d0 + d

i ) =

d0 = d

b + P

f - 0.5 t

bf = T

b =

di = d

0 - c = A

bt = in2 / bolt

Ffu

= Mf / ( d

b - t

bf ) =

Tub

=

>[Satisfactory]

(0.00002305 Pf0.591 F

fu2.583 / (t

p0.895 d

bt1.909 t

bw0.327 b

p0.965) + T

b =



Where 60.8 kips

36 ksi, (AISC 360-10, Tab. J3.2)

CHECK END PLATE THICKNESS (AISC 358-10 Eq 6.10-13)


Where 864 in, (AISC 358-10 Tab. 6.2)

36 ksi 1.0

CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-10 Eq 6.10-13, FEMA Sec 3.3.3.1)

0.41 in <

Where 594 in, (AISC 358-10 Tab. 6.5 Unsiffened)

0.48 in <(The continuity plates may not be required.)

0.43 in, USE 0.44


414.9 kips

Where 0.9 ,(AISC 360 E1) 9.7 in

K = 0.75 (AISC 360 E2)

72 30417.66 ksi (AISC 360 E3)

13 35.98 ksi (AISC 360 E3)




w = 1/4 in0.1875 in

0.3125 in

[Satisfactory]


= (0.4375 x 6.7) x 36 / [(2) 0.75 (0.6x70)(0.707x1/4)] =



0.54 in

0.54 in

Where 0.79

58

510

425 ft-kips

0.29 in

0.55 in >not required.



Ab = in2 [2 M

f / (L - d

c) + V

g ] / 3F

v =

Vg = w

u (L - d

c) / 2 =

Fv = F

nv =

tp = in [1.11 M

f /

d F

yp Y

p)]0.5 = in

Yp =

Fyp

= d =

tcf, reqD

= [1.11 Mf /

d F

yc Y

c)]0.5 = t

cf, actual

Yc =

tcw, reqD

= Mf

/ [( db - t

bf )( 6 k

c + 2 t

p + t

bf) F

yc] = t

cw, actual

tst = t



bst = 0.56 (E / F

yst )0.5 t

st =

cP

n,st =

cF

cr A

=

c = h

st = d

c - 2k

c =

K hst / r

st < 200

I = tst (2b

st + t

wc) 3 / 12 = in4 F

e =

A = 2bsttst + 25(t

wc) 2 = in2 F

cr =

rst = ( I / A )0.5 = F

yst =

Pu,st

= Ryb

Fyb

bfb

tfb

= cP

n,st

> wMIN

=

< wMAX

=

Lw = 0.6t

stL

nstF

y / [(2) F

w (0.707 w)]

Lnet

= dc - 2(k

c + 1.5) = 2(L

net -0.5)

tReqD

= MAX (t1, t

2) =

t1 = C

y M

c (h - d

b ) / [0.9 (0.6) F

yc R

yc d

c (d

b - t

fb) h] =

Cy = S

b / (C

pr Z

hing) =

Sb = 2I

b / d

b = in2

Ib = I

x = in4

Mc = M

pb* =

t2 = (d

z + w

z ) / 90 = (d

b -2t

st + d

c - 2k

c) / 90 =

Since twc

= tReqD


62.8 kips

(Cont'd)

[Satisfactory]

in, ( 7/16 in )

[Satisfactory]

4.02 in

[Satisfactory]


bolted moment connection

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