Shear Connection - Beam - Steel Column -Fin Plate

7/28/2019 Shear Connection - Beam - Steel Column -Fin Plate

1/301 / 30

May 25, 2010

BEAM TO EP - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)

onnec on en ca onINPUT DATA TO BE PROVIDED :

Support CHS Column

D = #N/A mm r = #N/A mm Weight = #N/A kG/m

B = #N/A mm D' = #N/A mm

= #N/A mm A = #N/A

= #N/A mm n = 0.0 mmConnecting Member UB 610x229x101 B1

D = 602.6 mm r = 12.7 mm Weight = 101.2 kG/m

B = 227.6 mm D' = 547.6 mm

= 10.5 mm A = 129.0

= 14.8 mm n = 27.0 mm

Member end actions

Unfactored C = 0 kN T = 0 kN V = 624 kN

Factored (1.0) C = 0 kN T = 0 kN V = 624 kN

Connection Web

Grade of bolt = A490-NType of Connection = Sli Critical Connection

Nominal Shear Strength of Bolt = 414 M Pa

Nominal Tensile Stress of Bolt = 780 M PaNominal Strength of Weld Electrode material = 220 M PaGrade of material -Member = S 355 Grade 50 Plate = S 355 Grade 50

Minimum Tensile Strength -Member = 470 M Pa Plate = 470 M Pa

Minimum Yield Strength -Member = 345 M Pa Plate = 345 M Pa

Diameter of bolt = 24 mmDiameter of bolt hole = 27 mmNr of bolt columns = 1Nr of bolt rows = 7Spacing of bolt rows (pitch) p = 70 mmSpacing of bolt columns (gauge) g = 0 mmHorizontal Edge distance for plate = 50 mmVertical End distance in plate at top = 50 mmVertical End distance in plate at bottom = 50 mmVertical End distance in member at top = 91.3 mmVertical End distance in member at bottom = 91.3 mm

Horizontal Edge distance for member = 50 mmDistance between support & Connecting (setback) = 25 mmThickness of plate = 16 mmThickness of reinforcement plate (doubler plate) = 0 mmNr of shear planes = 1Sum of square of 'r' for the bolt group = 137200Eccentricity for vertical shear e = 0Minimum Bolt Pretension = 257 kNHole Factor forStandard Size Holes = 1Slip factor fClass B = 0.45Size of weld = 10 mm

Lenght of plate = 520.0 mm Depth of top cope = 0 mm

Width of plate = 125.0 mm Depth of bottom cope = 40 mmThickness of pla = 16.0 mm

t cm2

t

t cm2

t

nv

nt

w

um up

Fym

Fyp

b

bh

nc

nr

eh,p

ev,pt

ev,pb

ev,mt

ev,mb

eh,m

b

p

wrp

s

r2 mm2

b

sc

sw

ct

cb


2/302 / 30

May 25, 2010


SC 1

0.80

Safe. Strength of one bolt = 111.08 kN > Fb. ( 89.1 )

0.80

Safe. Compression Strength of the plate = ### kN > Cw. ( 0.0 )

N.A.

Safe. Tensile Strength of the plate = ### kN > Tw. ( 0.0 )

N.A.

Safe. Compression Strength of the web = ### kN > Cw. ( 0.0 )

N.A.

Safe. Tensile Strength of the web = ### kN > Tw. ( 0.0 )

N.A.

Safe. Bearing Strength of the plate per bol = 308.79 kN > Fb. ( 89.1 )

0.29

Safe. Bearing Strength of the web per bolt = 202.64 kN > Fb. ( 89.1 )

0.44

Safe. Shear Strength of the plate = ### kN > V. ( 624.0 )

0.56

Safe. Shear Strength of the web = 829.67 kN > V. ( 624.0 )

0.75

Safe. Block Shear Strength of plate = ### kN > V. ( 624.0 )

0.57

Safe. Block Shear Strength of web = 813.28 kN > V. ( 624.0 )

0.77Safe. Flexural Strength of the fin plate = 248.77 kN.m > Mf. ( 46.80 )

0.19

Only the bottom flange is notched.Safe. Flexural strength of the section = 277.37 kN.m. > M'. ( 46.80 )

0.17

Safe. Size of web weld required = 5.10 mm > sw. ( ### )

0.51

0.19 Interaction Check for Fin plate =Lenght of plate = 520.0 mmWidth of plate = 125.0 mm

Thickness of plate = 16.0 mmDepth of top notch = 0.0 mmDepth of bottom notch = 40.0 mmLength of notching = #N/A mm

b

p

p

p

nt

nb

n


3/30


4/304 / 30

May 25, 2010

BEAM TO BEAM - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)

SC 4

1.032

Unsaf Strength of one bolt = 86.4 kN < Fb. ( 89.1 )

1.03

Safe. Compression Strength of the plate = 2721 kN > Cw. ( 0.0 )

N.A.

Safe. Tensile Strength of the plate = 1787.4 kN > Tw. ( 0.0 )

N.A.

Safe. Compression Strength of the web = 1932 kN > Cw. ( 0.0 )

N.A.

Safe. Tensile Strength of the web = 1323.9 kN > Tw. ( 0.0 )

N.A.


0.30


0.46


0.58


0.79


0.59



0.19


0.17


0.51



b

p

p

p

nt

nb

n


5/305 / 30

EVERSENDAI ENGINEERING L.L.C Sheet of

PROJECT Designed by

CMA-TOWER ASM

Date Checked by

SUBJECT May 25, 2010 TSM

Reference

DESIGN OF STEEL WORK CONNECTIONS SC 04

SENDAI


Connection identification SC 04

Supporting member = #N/A mm = #N/A mm = #N/A mm

EMBEDMENT PLATE = #N/A mm = #N/A mm = #N/A mm

= #N/A cm2 n = 0.0 mm

Supported member = 602.6 mm = 10.5 mm = 12.7 mmUB 610x229x101 = 227.6 mm = 14.8 mm = 547.6 mm

= 129.0 cm2 n = 27.0 mm

Member End Actions

Unfactored Factored

Compressive force C = 0.0 kN 0.0 kN

Tensile force T = 0.0 kN 0.0 kN

Shear force V = 624.0 kN 624.0 kN

Web connection

Connection detailsGrade of bolt = A325-N Bearing Connection

Grade of material Rolled sections = S ## Plates - S ###

Diameter of bolt = 24.0 mm

Diameter of bolt hole = 27.0 mm

Area of one nominal bolt = 452.4

Effective area of one bolt = 361.9

Nr of bolt column = 1

Nr of bolt rows = 7

Nr of bolts n = 7

Spacing of bolt rows (pitch) p = 70.0 mmSpacing of bolt coumns (gauge) g = 0.0 mm

Horizontal Edge distance for plate = 50.0 mm

Horizontal Edge distance for member = 50.0 mm

Vertical End distance in plate at top = 50.0 mm

Vertical End distance in plate at bottom = 50.0 mm

1t

w1r

1

B1

tf1

D'1

A1

D2

tw2

r2

B2

tf2

D'2

A2

db

dbh

b mm2

Abn mm2

nc

nr

Leh,p

Leh,m

Lev,pt

ev,pb


6/306 / 30


PROJECT Designed by

CMA-TOWER ASM

Date Checked by


Reference


SENDAI

Vertical End distance in member at top = 91.3 mm

Vertical End distance in member at bott = 91.3 mm

Distance between support & Conn.mem = 25.0 mm (setback)

Length of plate = 520.0 mm

Width of plate = 125.0 mm

Thickness of plate = 16.0 mm ( 1 - 16 mm plate )

Thickness of reinforcement = 0.0 mm

Lev,mt

ev,mb

Sb

Lp

Wp

tp

twrp


7/307 / 30


PROJECT Designed by

CMA-TOWER ASM

Date Checked by


Reference


SENDAI

Total thickness of web = 10.5 mm

Least thickness of connected parts t = 10.5 mm

Nr of shear planes = 1

Sum of square of 'r' for the bolt group = 137200.0

Eccentricity for vertical shear e = 0 mm

Force in web

Due to compressive force C = C

= 0.0 kN

Due to tensile force T = T

= 0.0 kN

Maximum axial force in web = 0.0 kN

Vertical shear V = 624.0 kN

Shear in bolt due to V = V/n

= 89.1 kN

Eccentricity of V about c.g. of bolt group e =

= 75.0 mm

Moment due to eccentricity = V*e Since the conneciton is rigid, Moment not

transfer to bolts. = 0.00 kN.m

Distance of outermost bolt from cg of b. r =

= 210.0 mm

Sum of square of 'r' for all bolts = 137200.0

Vertical shear per bolt due to V = V/n

= 89.14 kN

=

= 0.00 kN

=

= 0.00 kN

= = 90

= 0.00 kN

=

= 0.00 kN

Total vertical shear = 89.14 kN

Total horizontal shear = 0.00 kN

Resultant shear in bolt = 89.14 kN

Check for bolts

Nominal Shear Strength of Bolt = 330.0 M Pa

Nominal Tensile Stress of Bolt = 620.0 M Pa

Minimum Bolt Pretension = N.A. kN

tw

Ns

r2 mm2

Cw

w

Fw,max

Fv

+Leh,m

+0.5*(nc-1)*

Me

Sqrt(((nc-1)*g/2)2+((n

r-1)*p/2)2)

r2 mm2

Vl

Horizontal shear per bolt due to Fv,m

FHl

Fw,max

/n

Maximum shear in bolt due to Me

Fm

Me*r/Er2

Vertical shear due to Fm

FVm

Fm

* cos

Horizontal shear due to Fm

FHm

Fm

* sin

FV

H

Fb

Fnv

Fnt

Tb


8/308 / 30


PROJECT Designed by

CMA-TOWER ASM

Date Checked by


Reference


SENDAI

Shear Strength of one bolt = where,

= 112.0 kN 0.75

Slip resistance of one bolt

(Slip at required strength level) = N.A.

= 1.0

Slip factor = N.A.

Minimum Bolt Pretension = N.A. kN

= N.A. kN

Strength of one bolt = 112.0 kN > Fb. Safe.

( 89.1 )

Check for connected plies

Rolled sections Plates

Grade of material = S ## Grade 50 = S ##Grade 5

Minimum Tensile Strength = 470.0 M Pa = 470.0 M Pa

Minimum Yield Strength = 345.0 M Pa = 345.0 M Pa

Slenderness ratio, KL/r =

= 27.063

Elastic Buckling Critical Stress =

= 2695.06 M Pa

= 113.403

Flexural Buckling Stress = 0.658 ^ (Fy/Fe) * Fy

= 327 M Pa

Compression Strength of the plate =

=

= 8320 mm2

Compression strength of the plate = 2720.7 kN > Cw. Safe.

( 0.0 )

Tensile Strength of the plate = Lower ( Tensile Yielding, Tensile Rupture)

Tensile Yielding of the plate = Where,

= 2583.36 kN 0.9

Effective net area = Tw. Safe.

( 0.0 )

Ps

*Ns*F

nv*A

b

=

PSL

hsc

Tb

PSL

Pb

Fum

Fup

Fym

Fyp

K *Wp

*sqrt(12) / tp

Fe

2*E/(KL/r)2

4.71*sqrt(E/Fy)

Fcr

Fcr*A

g

Ag

Lp*t

p

*Fy*A

g

=

Ae

U*An

Ag

An

(Lp-n

r*d

bh)*t

p

mm2

Ae mm2

u e

=


9/309 / 30


PROJECT Designed by

CMA-TOWER ASM

Date Checked by


Reference


SENDAI

Compression Strength of the web =

=

= 5907.3

Compression Strength of the web = 1931.7 kN > Cw. Safe.

( 0.0 )

Tensile Strength of the web = Lower ( Tensile Yielding, Tensile Rupture)

Tensile Yielding of the web = Where,

= 1834.2 kN 0.9

Effective net area = Tw. Safe.

( 0.0 )

Bearing Strength of the plate per bolt = Fb. Safe.

( 89.1 )

Bearing Strength of the web per bolt = Fb. Safe.

( 89.1 )

Shear Strength of the plate = Lower ( Shear Yielding, Shear Rupture)

Shear Yielding of the plate = Where,

= 1722.24 kN 1.0

Net Area subjected to shear =

= 5296

= 5296

Shear Rupture of the plate = Where,

= 1120.1 kN 0.75

Shear Strength of the plate = ### kN > V. Safe.( 624.0 )

Shear Strength of the web = Lower ( Shear Yielding, Shear Rupture)

Shear Yielding of the web = Where,

cr g

Ag

(D2-d

ct-d

cb)*t

w

mm2

y g

=

Ae

U*An

Ag

An

(D2-d

ct-d

cb-n

r*d

bh)*t

w

mm2

e mm2

*Fu*A

e

=

*1.5*Lc*t

p*F

u*3*d*t

p*F

u

Where, Lc

*1.5*Lc*t

w*F

u*3*d*t

w*F

u

Where, Lc

.6y g

=

Anv

(Lp-n

r*d

bh)*t

p

mm2

Anv mm2

0.6*Fu*A

nv

=

Vp

0.6*Fy*A

g


10/3010 / 30


PROJECT Designed by

CMA-TOWER ASM

Date Checked by


Reference


SENDAI

= 1222.8 kN 1.0

Net Area subjected to shear =

= 3922.8

= 3922.8

Shear Rupture of the web = Where,

= 829.7 kN 0.75

Shear Strength of the web = 829.67 kN > V. Safe.

( 624.0 )

Block shear strength of Plate = Where,

< 0.75

Gross area subject to shear =

= 7520 mm2

Gross area subject to tension =

= 800 mm2

Net area subject to shear =

= 4712 mm2

Net area subject to tension =

= 584 mm2

Reduction Coefficient for block shear = 0.5

Block shear strength of plate = ### kN > V. Safe.

( 624.0 )

Block shear strength of Beam Web = Where,

< 0.75

Gross area subject to shear =

= 5368.65 mm2

Gross area subject to tension =

= 525 mm2

Net area subject to shear =

= 3525.9 mm2

Net area subject to tension =

= 383.25 mm2

Block shear strength of beam web = 813.28 kN > V. Safe.

( 624.0 )

Flexural Strength of the fin plate

Moment in fin plate = 46.80 kN.m

Net section modulus of the fin pla =

= 721067

Flexural Strength of the fin plate == 248.77 kN. > Mf. Safe.

( 46.80 )

=

Anv

(D2-d

ct-d

cb-n

r*d

bh)*t

w

mm2

Anv mm2

0.6*Fu*A

nv

=

w

{(0.6*Fu*A

nv+U

bs*F

u* A

nt)}

{(0.6*Fy*A

gv+U

bs*F

u* A

nt)} =

Agv

{(nr-1)*p+L

ev,pt} * t

p

gtn

c- g+

eh,pt

p

Anv

{(nr-1)*p+L

ev,pt+0.5*d

bh- n

r*d

bh} * t

p

ntn

c- g+

eh,p+ .

bh- n

c bht

p

Ubs

{(0.6*Fu*A

nv+U

bs*F

u* A

nt)}

{(0.6*Fy*A

gv+U

bs*F

u* A

nt)} =

Agv

{(nr-1)*p+L

ev,mt} * t

w

Agt

{(nc-1)*g+L

eh,m} * t

w

Anv

{(nr-1)*p+L

ev,m t+0.5*d

bh- n

r*d

bh} * t

w

Ant

{(nc-1)*g+L

eh,m+0.5*d

bh- n

c*d

bh} * t

w

Mf

Zf

tp*L

p2/6

mm3

Fy

*Zf


11/3011 / 30


PROJECT Designed by

CMA-TOWER ASM

Date Checked by


Reference


SENDAI

Interaction check for Axial & Moment = 0.2 Safe

Check for notched beam

Depth of top notch = 0.0 mm

Depth of bottom notch = 40.0 mm

Length of notching = #N/A mm

Only the bottom flange is notched.

Design load V = 624.0 kN

Eccentricity about the notched se e = 75.0 mm

Moment at the notch M' = 46.8 kN.m

Depth of beam at notched section = 562.6 mm

Breadth of flange = 227.6 mm

Area of web at notched section =

= 5907.3

Area of flange at notched section =

= 3213.1

Distance of c.g. from soffit of the =

= 184.8 mm

M.I. of the notched section I' = 30374.1

Extreme fibre distance = 377.8 mm

Sectional modulus at notched sec Z' = 804.0

Flexural strength of the section = 277.37 kN.m. > M'. Safe.

( 46.80 )

Weld between fin plate and beam webShear in weld V = 624.0 kN

Eccentricity of shear e = 75.0 mm

Moment due to eccentricity = 46.80 kN.m

Axial Force in the weld T = 0 kN

Strength of weld = 220 M Pa

Size of weld provided = 10 mm

Length of weld = 520.0 mm

Stress due to direct shear = = 84.87 M Pa

Stress due to moment = = 73.44 M Pa

Section modulus of weld = = ###Stress due to Axial Force = T/(2*lw*0.707*s) = 0.00 M Pa

Resultant stress in weld = = 112.23 M Pa

dct

cb

lc

Dc

2

Aw' t

w*D

c

mm2

ft

f2 2-t

w

mm2

c1

(Af*t

f2/2+A

w*D

c/2)/(A

f+A

w)

cm4

ymax

cm3

Me

Fw

sw

lw

fw,s

V/(2*lw*0.707*s)

fw,m

Me/Z

w

w. s

w

2

mm3

fwa

fw

Sqrt(fw,s

2+(fw,m+

fw,t)

2)


12/3012 / 30


PROJECT Designed by

CMA-TOWER ASM

Date Checked by


Reference


SENDAI

Size of weld required = 5.10 mm > sw. Safe.

( ### )


13/3013 / 30

May 25, 2010



Support EMBEDMENT PLATE



= #N/A mm A = #N/A

= #N/A mm n = 0.0 mmConnecting Member UB 610x229x101 B1 / NB1


B = 227.6 mm D' = 547.6 mm

= 10.5 mm A = 129.0

= 14.8 mm n = 27.0 mm

Member end actions



Connection Web

Grade of bolt = A325-NType of Connection = Bearin Connection






Horizontal Edge distance for member = 50 mmDistance between support & Connecting (setback) = 25 mmThickness of plate = 16 mmThickness of reinforcement plate (doubler plate) = 0 mmNr of shear planes = 1Sum of square of 'r' for the bolt group = 137200Eccentricity for vertical shear e = 0Minimum Bolt Pretension = N.A. kNHole Factor forStandard Size Holes = 1Slip factor fClass A = N.A.Size of weld = 10 mm



t cm2

t

t cm2

t

nv

nt

w

um up

Fym

Fyp

b

bh

nc

nr

eh,p

ev,pt

ev,pb

ev,mt

ev,mb

eh,m

b

p

wrp

s

r2 mm2

b

sc

sw

ct

cb


14/3014 / 30

May 25, 2010


SC 5

0.80


0.80


N.A.


N.A.


N.A.


N.A.


0.29


0.44


0.56


0.68


0.57


0.77Safe. Flexural Strength of the fin plate = 248.77 kN.m> Mf. ( 0.00 )

N.A.

Since the beam is not notched, this check is not required.Safe. Flexural strength of the section = N.A. kN.m. > M'. ( 0.00 )

N.A.


0.39



b

p

p

p

nt

nb

n


15/3015 / 30

May 25, 2010






= #N/A mm A = #N/A



B = 152.4 mm D' = 407.6 mm

= 7.6 mm A = 66.6

= 10.9 mm n = 27.0 mm

Member end actions



Connection Web







Horizontal Edge distance for member = 40 mmDistance between support & Connecting (setback) = 25 mmThickness of plate = 16 mmThickness of reinforcement plate (doubler plate) = 6 mmNr of shear planes = 1Sum of square of 'r' for the bolt group = 137200Eccentricity for vertical shear e = 0Minimum Bolt Pretension = N.A. kNHole Factor forStandard Size Holes = 1Slip factor fClass A = N.A.Size of weld = 10 mm



t cm2

t

t cm2

t

nv

nt

w

um up

Fym

Fyp

b

bh

nc

nr

eh,p

ev,pt

ev,pb

ev,mt

ev,mb

eh,m

b

p

wrp

s

r2 mm2

b

sc

sw

ct

cb


16/3016 / 30

May 25, 2010


SC 5

0.74


0.74


N.A.


N.A.


N.A.


N.A.


0.37


0.43

Safe. Shear Strength of the plate = 822.31 kN > V. ( 494.0 )

0.60


0.60

Safe. Block Shear Strength of plate = 807.37 kN > V. ( 494.0 )

0.61



N.A.


N.A.


0.39



b

p

p

p

nt

nb

n


17/30

SECTION PROPERTIES

1

Designation

Properties for Universal Beam

1 UB 1016x305x487

2 UB 1016x305x438

3 UB 1016x305x393

4 UB 1016x305x349

5 UB 1016x305x314

6 UB 1016x305x272

7 UB 1016x305x249

8 UB 1016x305x222

9 UB 914x419x388

10 UB 914x419x343

11 UB 914x305x289

12 UB 914x305x253

13 UB 914x305x224

14 UB 914x305x201

15 UB 838x292x226

16 UB 838x292x194

17 UB 838x292x176

18 UB 762x267x197

19 UB 762x267x173

20 UB 762x267x14721 UB 762x267x134

22 UB 686x254x170

23 UB 686x254x152

24 UB 686x254x140

25 UB 686x254x125

26 UB 610x305x238

27 UB 610x305x179

28 UB 610x305x149

29 UB 610x229x140

30 UB 610x229x125

31 UB 610x229x113

32 UB 610x229x101

33 UB 533x210x122

34 UB 533x210x109

35 UB 533x210x101

36 UB 533x210x92

37 UB 533x210x82

38 UB 457x191x9839 UB 457x191x89

Sl.No


18/30

40 UB 457x191x82

41 UB 457x191x74

42 UB 457x191x67

43 UB 457x152x82

44 UB 457x152x74

45 UB 457x152x67

46 UB 457x152x60

47 UB 457x152x52

48 UB 406x178x74

49 UB 406x178x67

50 UB 406x178x60

51 UB 406x178x54

52 UB 406x140x46

53 UB 406x140x39

54 UB 356x171x67

55 UB 356x171x57

56 UB 356x171x51

57 UB 356x171x45

58 UB 356x127x39

59 UB 356x127x33

60 UB 356x165x54

61 UB 356x165x46

62 UB 356x165x40

63 UB 305x127x48

64 UB 305x127x42

65 UB 305x127x37

66 UB 305x102x33

67 UB 305x102x28

68 UB 305x102x25

69 UB 254x146x43

70 UB 254x146x37

71 UB 254x146x31

72 UB 254x102x28

73 UB 254x102x25

74 UB 254x102x22

75 UB 203x133x30

76 UB 203x133x25

77 UB 203x102x23

78 UB 178x102x19

79 UB 152x89x16

80 UB 127x76x13


19/30

Properties for Universal Colu

1 UC 356x406x634

2 UC 356x406x551

3 UC 356x406x467

4 UC 356x406x393

5 UC 356x406x340

6 UC 356x406x287

7 UC 356x406x235

8 UC 356x368x202

9 UC 356x368x177

10 UC 356x368x153

11 UC 356x368x129

12 UC 305x305x283

13 UC 305x305x24014 UC 305x305x198

15 UC 305x305x158

16 UC 305x305x137

17 UC 305x305x118

18 UC 305x305x97

19 UC 254x254x167

20 UC 254x254x132

21 UC 254x254x107

22 UC 254x254x89

23 UC 254x254x73

24 UC 203x203x86

25 UC 203x203x71

26 UC 203x203x60

27 UC 203x203x52

28 UC 203x203x46

29 UC 152x152x37

30 UC 152x152x30

31 UC 152x152x23

Properties for W sections as p

1 W44X335

2 W44X290

3 W44X262

4 W44X230

5 W40X593

6 W40X503

7 W40X431

8 W40X397

9 W40X372

10 W40X362

11 W40X324


20/30

12 W40X297

13 W40X277

14 W40X249

15 W40X215

16 W40X199

17 W40X392

18 W40X331

19 W40X327

20 W40X294

21 W40X278

22 W40X264

23 W40X235

24 W40X211

25 W40X183

26 W40X167

27 W40X149

28 W36X80029 W36X652

30 W36X529

31 W36X487

32 W36X441

33 W36X395

34 W36X361

35 W36X330

36 W36X302

37 W36X282

38 W36X262

39 W36X247

40 W36X23141 W36X256

42 W36X232

43 W36X210

44 W36X194

45 W36X182

46 W36X170

47 W36X160

48 W36X150

49 W36X135

50 W33X387

51 W33X354

52 W33X318

53 W33X291

54 W33X263

55 W33X241

56 W33X221

57 W33X201

58 W33X169

59 W33X152

60 W33X141

61 W33X130

62 W33X118


21/30

63 W30X391

64 W30X357

65 W30X326

66 W30X292

67 W30X261

68 W30X235

69 W30X211

70 W30X191

71 W30X173

72 W30X148

73 W30X132

74 W30X124

75 W30X116

76 W30X108

77 W30X99

78 W30X90

79 W27X53980 W27X368

81 W27X336

82 W27X307

83 W27X281

84 W27X258

85 W27X235

86 W27X217

87 W27X194

88 W27X178

89 W27X161

90 W27X146

91 W27X12992 W27X114

93 W27X102

94 W27X94

95 W27X84

96 W24X370

97 W24X335

98 W24X306

99 W24X279

100 W24X250

101 W24X229

102 W24X207

103 W24X192

104 W24X176

105 W24X162

106 W24X146

107 W24X131

108 W24X117

109 W24X104

110 W24X103

111 W24X94

112 W24X84

113 W24X76114 W24X68


22/30

115 W24X62

116 W24X55

117 W21X201

118 W21X182

119 W21X166

120 W21X147

121 W21X132

122 W21X122

123 W21X111

124 W21X101

125 W21X93

126 W21X83

127 W21X73

128 W21X68

129 W21X62

130 W21X55

131 W21X48132 W21X57

133 W21X50

134 W21X44

135 W18x311

136 W18x283

137 W18x258

138 W18x234

139 W18x211

140 W18x192

141 W18X175

142 W18X158143 W18X143

144 W18X130

145 W18X119

146 W18X106

147 W18X97

148 W18X86

149 W18X76

150 W18X71

151 W18X65

152 W18X60

153 W18X55

154 W18X50

155 W18X46

156 W18X40

157 W18X35

158 W16X100

159 W16X89

160 W16X77

161 W16X67

162 W16X57

163 W16X50

164 W16X45165 W16X40


23/30

166 W16X36

167 W16X31

168 W16X26

169 W14X730

170 W14X665

171 W14X605

172 W14X550

173 W14X500

174 W14X455

175 W14X426

176 W14X398

177 W14X370

178 W14X342

179 W14X311

180 W14X283

181 W14X257

182 W14X233183 W14X211

184 W14X193

185 W14X176

186 W14X159

187 W14X145

188 W14X132

189 W14X120

190 W14X109

191 W14X99

192 W14X90

193 W14X82

194 W14X74195 W14X68

196 W14X61

197 W14X53

198 W14X48

199 W14X43

200 W14X38

201 W14X34

202 W14X30

203 W14X26

204 W14X22

205 W12X336

206 W12X305

207 W12X279

208 W12X252

209 W12X230

210 W12X210

211 W12X190

212 W12X170

213 W12X152

214 W12X136

215 W12X120

216 W12X106217 W12X96


24/30

218 W12X87

219 W12X79

220 W12X72

221 W12X65

222 W12X58

223 W12X53

224 W12X50

225 W12X45

226 W12X40

227 W12X35

228 W12X30

229 W12X26

230 W12X22

231 W12X19

232 W12X16

233 W12X14

234 W10X112235 W10X100

236 W10X88

237 W10X77

238 W10X68

239 W10X60

240 W10X54

241 W10X49

242 W10X45

243 W10X39

244 W10X33

245 W10X30

246 W10X26247 W10X22

248 W10X19

249 W10X17

250 W10X15

251 W10X12

252 W8X67

253 W8X58

254 W8X48

255 W8X40

256 W8X35

257 W8X31

258 W8X28

259 W8X24

260 W8X21

261 W8X18

262 W8X15

263 W8X13

264 W8X10

265 W6X25

266 W6X20

267 W6X15268 W6X16


25/30

269 W6X12

270 W6X9

271 W6X8.5

272 W5X19

273 W5X16

274 W4X13


26/30

Column Rows Bolts Gauge Pitch Ext. distance

n g p r

1 2 2 50 50 25.00 1,250.0

1 3 3 50 50 50.00 5,000.0

1 4 4 80 80 120.00 32,000.0

1 5 5 70 70 140.00 49,000.0

1 6 6 75 75 187.50 98,437.5

2 2 4 60 60 42.43 7,200.0

2 3 6 60 60 67.08 19,800.0

2 4 8 90 100 143.96 101,000.0

2 5 10 90 100 186.82 187,000.0

2 6 12 90 90 229.46 307,800.0

3 2 6 30 30 33.54 4,950.0

3 3 9 70 75 102.59 63,150.0

3 4 12 70 75 129.03 118,500.0

3 5 15 70 75 158.82 203,250.0

3 6 18 70 75 190.39 324,750.0

4 2 8 70 75 117.82 66,050.0

4 3 12 70 75 132.50 123,575.0

4 4 16 70 75 153.89 210,500.0

4 5 20 70 75 179.60 336,625.0

4 6 24 100 80 277.31 892,000.0

5 2 10 150 75 167.71 168,750.0

5 3 15 100 80 188.68 292,000.0

5 4 20 100 80 219.32 506,000.0

5 5 25 100 80 256.12 820,000.0

5 6 30 100 80 296.82 1,259,000.0

6 2 12 100 80 206.16

6 3 18 100 80 223.61

6 4 24 100 80 250.00

6 5 30 100 80 282.84

6 6 36 100 80 320.16

Sum of r2

nc

nr Er2


27/3027 / 30

May 25, 2010






= #N/A mm A = #N/A

= #N/A mm n = 0.0 mmConnecting Member UB 610x229x101


B = 227.6 mm D' = 547.6 mm

= 10.5 mm A = 129.0

= 14.8 mm n = 27.0 mm

Member end actions



Connection Web



Nominal Tensile Stress of Bolt = 620 M PaNominal Strength of Weld Electrode material = 220 M PaGrade of material -Member = A 572 Grade 50 Plate = A 572 Grade 50




Horizontal Edge distance for member = 50 mmDistance between support & Connecting (setback) = 25 mmThickness of plate = 16 mmThickness of reinforcement plate (doubler plate) = 0 mmNr of shear planes = 1Sum of square of 'r' for the bolt group = 137200

Minimum Bolt Pretension = N.A. kNHole Factor forStandard Size Holes = 1Slip factor fClass A = N.A.Size of weld = 10 mm



t cm2

t

t cm2

t

nv

nt

w

um up

Fym

Fyp

b

bh

nc

nr

eh,p

ev,pt

ev,pb

ev,mt

ev,mb

eh,m

b

p

wrp

s

r2 mm2

b

sc

sw

ct

cb


28/3028 / 30

May 25, 2010


SC 4

0.801


0.80

Safe. Compression Strength of the plate = 2721 kN > Cw. ( 0.0 )

N.A.

Safe. Tensile Strength of the plate = 1787.4 kN > Tw. ( 0.0 )

N.A.

Safe. Compression Strength of the web = 1932 kN > Cw. ( 0.0 )

N.A.

Safe. Tensile Strength of the web = 1323.9 kN > Tw. ( 0.0 )

N.A.


0.30


0.46


0.58


0.79


0.59



0.19


0.17


0.51



b

p

p

p

nt

nb

n


29/3029 / 30

May 25, 2010

BEAM TO RC - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)


Support CHS COLUMN



= #N/A mm A = #N/A



B = 227.6 mm D' = 547.6 mm

= 10.5 mm A = 129.0

= 14.8 mm n = 27.0 mm

Member end actions



Connection Web

Grade of bolt = A490-NType of Connection = Sli Critical Connection






Horizontal Edge distance for member = 50 mmDistance between support & Connecting (setback) = 25 mmThickness of plate = 16 mmThickness of reinforcement plate (doubler plate) = 0 mmNr of shear planes = 1Sum of square of 'r' for the bolt group = 137200Eccentricity for vertical shear e = 0Minimum Bolt Pretension = 257 kNHole Factor forStandard Size Holes = 1Slip factor fClass B = 0.45Size of weld = 10 mm



t cm2

t

t cm2

t

nv

nt

w

um up

Fym

Fyp

b

bh

nc

nr

eh,p

ev,pt

ev,pb

ev,mt

ev,mb

eh,m

b

p

wrp

s

r2 mm2

b

sc

sw

ct

cb


30/30

May 25, 2010

BEAM TO RC - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)

SC 1

0.80


0.80


N.A.


N.A.


N.A.


N.A.


0.29


0.44


0.56


0.68


0.57



N.A.


N.A.


0.39


Thickness of plate = 16.0 mmDepth of top notch = 0.0 mmDepth of bottom notch = 0 0 mm

b

p

p

p

nt

b

Documents

Shear Connection - Beam - Steel Column -Fin Plate