Moment Connection Design

7/23/2019 Moment Connection Design

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1 MATERIAL SPECIFICATIONS

1.1 BEAM,

ASTM A36 Steel,

= Yield strength of steel

= Density Of Steel

E = Modulus Of Elasticity Of Steel

= oisson!s "atio

# = $o%efficient Of Ther&al E'(ansion

) = Shear Modulus

= *lti&ate Yield Strength Of Steel

1.2 COLUMNS,

ASTM A36 Steel,


= Density Of Steel


= oisson!s "atio

# = $o%efficient Of Ther&al E'(ansion

) = Shear Modulus


1.3 PLATES

ASTM A36 Steel,


= Density Of Steel


= oisson!s "atio# = $o%efficient Of Ther&al E'(ansion

) = Shear Modulus


1.4 BOLTS

+y

+u

+y

+u

+y

+u


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Ty(e = olt Ty(e

= -o&inal Tensile Stress

= -o&inal Shear Stress

1.5 WELD

Ty(e = .eld Ty(e

Ty(e = .eld Ty(e

= .eld Strength

2 MEMBER SPECIFICATIONS

2.1 BEAMS,

= )ross $ross Sectional Area

d = De(th Of Section

= .idth Of +langes

= Thic/ness Of +langes

= Thic/ness Of .e0

= Mo&ent Of 1nertia Along 2%A'is

= Mo&ent Of 1nertia Along Y%A'is

= Elastic Section Modulus Along 2%A'is

= Elastic Section Modulus Along Y%A'is

h = De(th Of Straight Section Of .e0

2.2 COLUMNS,

= )ross $ross Sectional Area

d = De(th Of Section

= .idth Of +langes

= Thic/ness Of +langes

= Thic/ness Of .e0

= Mo&ent Of 1nertia Along 2%A'is

= Mo&ent Of 1nertia Along Y%A'is

= Elastic Section Modulus Along 2%A'is

= Elastic Section Modulus Along Y%A'is


2.3 BOLTS

Ty(e = olt Ty(e

+-T

+-

+E44

Ag

0f

tf

t5

1

1y

S

Sy

Ag

0f

tf

t5

1

1y

S

Sy


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= -o&inal Dia&eter

= Standard 7ole Dia

= O8ersie olt Dia

2.4 CONFIGURATION

= ea& Set ac/

2.5 MOMENT CONNECTION DETAILS

= -u&0er Of "o5s Of olt

= -u&0er Of 9ines Of olt

g = S(acing Of olt Along .idth

s = S(acing Of olts Along 9ength

= Edge S(acing Of To( late Along 9ength

= Edge S(acing Of To( late Along .idth

= Edge S(acing +ro& ea& To( +lenge Edge

= Edge S(acing Of otto& late Along 9ength

= Edge S(acing Of otto& late Along .idth

= Edge S(acing +ro& ea& otto& +lenge Edge

= 7ole Ty(e On ea&

= 7ole Ty(e On To( late

= 7ole Ty(e On otto& late

= To( late Thic/ness

= otto& late Thic/ness

d0

hs

ho

st5

nr

nl

le8

leh

ef

le80

leh0

ef0

h0

ht(

h0(

t(

t(0


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= :;< Ma

= 6>?3

= @???>?B Ma

= 3


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= A3:;

= 6:< Ma

= 33< Ma

= +illet .eld

= +illet .eld

= B3 Ma

= BBB:

= :;< &&

= :6< &&

= @:>; &&

= >; &&

= @>


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= :< &&

= :: &&

= :: &&

= @; &&

= ;

= :

= @B< &&

= @B< &&

= < &&

= < &&

= :; &&

= < &&

= < &&

= :; &&

= Standard

= Standard

= Standard

= @6 &&

= @6 &&


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M16

M20

M22

M24

M27

M30

Standard

Oversize


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1.0 Loadi!

= *lti&ate Shear At $onnection

= *lti&ate Mo&ent At $onnection

2.0 Bo"# Pa##$%

2.1 Fo% S&$a% Co$'#io A# B$a( W$)

= Total -u&0er Of olts


= Edge Distance

= 1nter&ediate S(acing Of olts Along 9ength

= 1nter&ediate S(acing Of olts Along .idth

= ea& Set ac/

2.2 Fo% Mo($# Co$'#io A# B$a( F"$!$

= Total -u&0er Of olts


= Edge Distance

= 1nter&ediate S(acing Of olts Along 9ength

= 1nter&ediate S(acing Of olts Along .idth

= ea& Set ac/

3.0 Co$'#i! P"a#$*

3.1 Fo% S&$a% Co$'#io A# B$a( W$)

= 9ength Of late

= .idth Of late

= Thic/ness Of late

3.2 Fo% Mo($# Co$'#io A# B$a( F"$!$

= 9ength Of late

= .idth Of late

u

Mu

-50

-5r

ed5

s5l

s55

st5

-f0

-fr

edf

sfl

sf5

stf

95(

.5(

t5(

9f(

.f(


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= Thic/ness Of late

4.0 F"$+%$ S#%$!#& O- B$a(

= )ross Tension +lenge Area Of ea&

= -et Tension Area Of ea&

= "atio

= "atio

= "atio

= "atio

= +actored Mo&ent $a(acity

5.0 W$) P"a#$ Co$'#io Fo% S&$a%

5.1 S&$a% C&$'

= Area Of olt

= -o&inal Shear $a(acity Of One olt

= Strength "eduction +actor

= +actored Shear $a(acity Of One olt

= "eFuired -u&0er Of olts

5.2 B$a%i! C&$'

= Mni&u& Edge Distance

= Mini&u& S(acing Of olts

h = 7oled Dia Of olt

= $lear Distance 1n The Direction Of +orce +or Edge olt

= -o&inal earing Strength Of Edge olt%@

G = Strength "eduction +actor

= +actored earing Strength Of Edge olt%@

= -o&inal earing Strength Of Edge olt%:

G = Strength "eduction +actor = +actored earing Strength Of Edge olt%:

= )o8erning earing Strength Of Edge olt

= $lear Distance 1n The Direction Of +orce +or Other olt

= -o&inal earing Strength Of Other olt%@


= +actored earing Strength Of Other olt%@

tf(

Afg

Afn

Fy/F

u

Yt

+uA

fn

Yt+

yA

fg

Mn

A0

"n

"n

-50r

ed5&in

s5&in

9ce

"ne@

"ne@

"ne:

"ne:

"neg

9o

"no@

"no@


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= -o&inal earing Strength Of Other olt%:


= +actored earing Strength Of Other olt%:

= )o8erning earing Strength Of Other olt

= Total earing Strength

5.3 E''$#%i'a""/ Load$d Bo"#

e = Eccentricity +ro& $olu&n

= -o&inal Strength er olt

= A((lied +orce

= Mini&u& $o%Efficient

$ = $o%Efficient +ro& A1S$ TA9E %

5.4 S&$a% i$"di!

= )ross Area Su0Hected To Shear

= -o&inal Shear Yielding Strength


= +actored Shear Yielding Strength

5.5 S&$a% R#%$

= -et Area Su0Hected To Shear

= -o&inal Shear "u(ture Strength


= +actored Shear Yielding Strength

5. B"o' S&$a% R#%$



= -et Area Su0Hected To Tension

= +actor

= -o&inal loc/ Shear Strength%@

= -o&inal loc/ Shear Strength%:

= )o8erning -o&inal loc/ Shear Strength

"no:

"no:

"nog

"nt

"no

"u

$&in

Ag8

"-

"-

An8

"-

"-

Ag8

An8

Ant

U0s

"n@

"n:

"n


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= +actored loc/ Shear Strength

5. P"a#$ W$"d To Co"(

= *lti&ate Tensile Strength Of Electrode

= -o&inal Strength Of .eld

- = -u&0er Of Sides +or .eld

5 = Thic/ness Of .eld



= +actored Strength Of .eld

= Mini&u& Thic/ness Of .eld

5. Ba*$ M$#a" i$"d S#%$!#& Fo% W$"d

= -o&inal ase Metal Shear Yield Strength


= +actored ase Metal Shear Yield Strength

5. Ba*$ M$#a" R#%$ S#%$!#& Fo% W$"d

= -o&inal ase Metal Shear "u(ture Strength


= +actored ase Metal Shear "u(ture Strength

5. W$) P"a#$ R#%$ S#%$!#& A# W$"d*



= *lti&ate Strength Of $olu&n

$ = ea& $onnected To $olu&n +lenge or .e0

= Mini&u& Thic/ness "eFuired Of $olu&n .e0

.0 F"a!$ P"a#$ Co$'#io Fo% Mo($#

"n

+e''

+5

"n

"n

5&in

"n

"n

"n

"n

+e''

+u

t&in


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.1 Fo%'$ G$$%a#io D$ To Mo($#

= *lti&ate Mo&ent At $onnection

= De(th Of ea&

= +orce Due To Mo&ent

.2 T$*io C&$' Fo% Bo"#*

= Area Of olt

= -o&inal Tensile $a(acity Of One olt




.3 S&$a% C&$' C&$' Fo% Bo"#*

= Area Of olt

= -o&inal Tensile $a(acity Of One olt




.4 B$a%i! C&$'

= Mni&u& Edge Distance

= Mini&u& S(acing Of olts

h = 7oled Dia Of olt

= $lear Distance 1n The Direction Of +orce +or Edge olt

= -o&inal earing Strength Of Edge olt%@


= +actored earing Strength Of Edge olt%@

= -o&inal earing Strength Of Edge olt%:


= +actored earing Strength Of Edge olt%:

= )o8erning earing Strength Of Edge olt

= $lear Distance 1n The Direction Of +orce +or Other olt

= -o&inal earing Strength Of Other olt%@

Mu

dEAM

uf

A0

"n

"n

-50r

A0

"n

"n

-50r

ed5&in

s5&in

9ce

"ne@

"ne@

"ne:

"ne:

"neg

9o

"no@


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= +actored earing Strength Of Other olt%@

= -o&inal earing Strength Of Other olt%:


= +actored earing Strength Of Other olt%:

= )o8erning earing Strength Of Other olt

= Total earing Strength

.5 F"$!$ P"a#$ T$*i"$ i$"di!

= )ross Area Of $onnectiong late

= Modified +orce Due To Mo&ent 1n Addition To late

= -o&inal Tensile Yielding Strength


= +actored Tensile Yielding Strength

. F"$!$ P"a#$ T$*i"$ R#%$

= Effecti8e -et Area

= Modified +orce Due To Mo&ent 1n Addition To late

= -o&inal Tensile Yielding Strength


= +actored Tensile Yielding Strength

. F"$!$ P"a#$ B"o' S&$a% R#%$

..1 Ca*$61




= +actor

= -o&inal +lange late loc/ Shear Strength%@

= -o&inal +lange late loc/ Shear Strength%:

= )o8erning -o&inal +lange late loc/ Shear Strength


= +actored +lange late loc/ Shear Strength

"no@

"no:

"no:

"nog

"nt

Ag

uf&

"n

"n

Ae

uf&

"n

"n

Ag8

An8

Ant

U0s

"n@

"n:

"n

"n


22/52

..2 Ca*$62




= +actor






. B$a( F"$!$ B"o' S&$a% R#%$




= +actor






. P"a#$ W$"d To Co"(

= Angle Of 9oad To .eld

= Angle +actor



- = -u&0er Of Sides +or .eld




= +actored Strength Of .eld

= Mini&u& Thic/ness Of .eld

.10 W$) P"a#$ R#%$ S#%$!#& A# W$"d*

Ag8

An8

Ant

U0s

"n@

"n:

"n

"n

Ag8

An8

Ant

U0s

"n@

"n:

"n

"n

F

+e''

+5

"n

"n

5&in


23/52



= *lti&ate Strength Of $olu&n

$ = ea& $onnected To $olu&n +lenge or .e0

= Mini&u& Thic/ness "eFuired Of $olu&n .e0

.11 Co(%$**io F"$!$ P"a#$

C = Effecti8e 9ength +actor

9 = Effecti8e 9ength

1 = Mo&ent of 1nertia

A = $ross Sectional Area

r = "adius Of )yration

C 9r = +actor

= -o&inal Strength in $o&(ression


= +actored Strength in $o&(ression

.12 B$a( F"$!$ C&$'

= Area Of +lenge Of ea&s

= Effecti8e 7ole Dia&eter

= Effecti8e +lenge Area

= "atio

= "atio

= "atio

= "atio

= +actored Mo&ent $a(acity

.0 F"$!$ Lo'a" B$di! O- Co"(

= Thic/ness Of +lenge Of $olu&n

= Strength "eduction $hec/

= -o&inal Strength Of +lenge 9ocal ending


= +actored Strength Of +lenge 9ocal ending

+e''

+u

t&in

n

n

Af

dh

Afn

Fy/F

u

Yt

+uA

fn

Yt+

yA

fg

Mn

tf

@


24/52

.0 W$) Lo'a" i$"di!

/ = Distance +ro& Outer +ace Of +lange To .e0 Toe

- = 9ength Of earing

= -o&inal Strength Of .e0 9ocal Yielding


= +actored Strength Of .e0 9ocal Yielding

.0 W$) C%i"i!

- = 9ength Of earing

= -o&inal Strength Of .e0 $ri((ling


= +actored Strength Of .e0 $ri((ling

10.0 W$) Co(%$**io B'"i!


= -o&inal Strength Of .e0 $o&(ression uc/ling


= +actored Strength Of .e0 $ri((ling

"n

"n

"n

"n

"n

"n


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= >?B C-

= :@>:


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= 6 &&

= 3:;;@B@63 C-

= @ 2

Safe

= 3 && 40 S

= 6< && 50 Not

= :: &&

= :? &&

= B3>;: C-

= ;

= 6:>6 C-

= @@;>: C-

= ;= B6> C-

= 6:>6 C-

= :B &&

= B6 C-

= ;

= 6B C-

&&:

&&:

&&:


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= @@;>: C-

= ;

= B6> C-

= 6B C-

= @:3>@: C- 7!"4 C-

Safe

= ;; &&

= 6B C-

= >?B C-

= @3:; C-

= @

= B;>; C- 7!"4 C-

Safe

= 3 C-

= ;

= ;;>


29/52

= ;

= @@:>?; C- 7!"4 C-

Safe

= B3 M(a

= :B?>B M(a

= :

= 6 &&

= :33>6:B C-

= ;

= @6 C- 7!"4 C-

Safe

= B3 M(a

= 6 &&

= @::?BB6:? && "5 C-

Safe


30/52

= :@:B C-

= 3@>@;?:6;3;?

= @?>B;::6 C-

= ;

= @6>;@B@63 C-

= : 6

Safe

= 3 && 30 Not

= 6< && 60 S

= :: &&

= @? &&

= ;>: C-

= ;

= @>: C-

= ;

= B6> C-

= @>


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= ;

= B:>: C-

= ;

= B6> C-

= B:>B@:; C-

= @B< C-

= ?

= @6: C- "2"125 C-

Safe

= ;6

= B:>B@:; C-

= @B:> C-

= ;

= @36>B C- "2"125 C-

Safe

= @BB C-

= 36@>: C-

= 36@>: C-

= ;

= :? C- "2"125 C-

Safe

&&:

&&:

&&:

&&:

&&:


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= @B; C-

= ;:>; C-

= ;

= ;6>3; C- "2"125 C-

Safe

= ?< degrees

= @>;

= B3 M(a

= 3> M(a

= :

= B &&

= ;?@6B:?6:6:@6


33/52

= B3 M(a

= B &&

= 3:


34/52

= @ &&

= 6 &&

= B>3; C-

= @

= B>3; C- "2"125 C-

Safe

= 6 &&

= ;;3>3;::


35/52


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fe

afe


38/52


39/52

Safe

Safe


40/52

afe

fe


41/52


42/52

Safe

Safe


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Safe


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16 2"

20 34

22 3"

25 42

27 4"

30 52

36 64

&1 y1 &2 y2 &3 y3 &4 y4

100 100 405 475 3!0 5525 3!0 725

114 100 1405 475 520 5525 615 725

114 1100 1405 4"75 520 6475 615 731

100 1100 405 4"75 3!0 6475 3!0 731

100 100 405 475 3!0 5525 3!0 725

376 100 405 7125376 1100 1405 7125

100 1100 1405 475

376 1100 1405 7125

3!0 1100 1405 725

3!0 100 405 725

376 100 405 7125

'()t +ia Standard Oversize +,A

M16 1" 20 16

M20 22 24 20

M22 24 2" 22

M24 27 30 24

M27 30 35 27

M30 33 3" 30


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&5 y5 &6 y6 &7 y7 &"

3!0 475 445 5!25 445 5!25 445

615 475

615 46!

3!0 46!

3!0 475


48/52

y" &6 y6 &7 y7 &" y"

5!25 435 72" 510 72" 5"5 72"


49/52

&! y! &6 y6 &7 y7 &"

660 72" 435 472 510 472 5"5


50/52

y" &! y!

472 660 472

0 2000

200

400

600

"00

1000

1200

-()u#n '

-()u#n


51/52

400 600 "00 1000 1200 1400

-()u#n + -()u#n F -()u#n . -()u#n -()u#n M -()u#n O

-()u#n -()u#n -()u#n -()u#n A- -()u#n A -()u#n A


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1600

-()u#n

-()u#n A,

Moment Connection Design

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