Shear Conn - Inside Fin Plate-101205

7/27/2019 Shear Conn - Inside Fin Plate-101205

1/8

SECTION PROPERTIES

1 2 3 4 5 6 7

Designation

kG/m (h) mm (b) mm (s) mm (t) mm (r) mm

Properties for Universal Beams

Properties for Universal Columns

Sl.No

Mass permetre

Depth ofsection

Width ofsection

Thickness Web

Thickness Flange

RootRadius


2/8

8 9 10 ## 12 13 14 15 16

Radius of Gyration Elastic

(d) mm Flane (b/2t) Web (d/s)

betweenFilletes

Ratios for LocalBuckling

Second Moment ofArea

(Ixx

) Cm4 (Iyy

) Cm4 (rxx

) Cm (r yy

) Cm (Zxx

) Cm3


3/8

17 18 19 20 21 22 23 24

odulus Plastic Modulus

u x H

Paramete

rTorsional

IndexWarpingConstant

TorsionalConstant

Area ofSection

(Zyy

) Cm3 (Z pxx

) Cm3 (Z pyy

) Cm3 (J ) Cm4 Cm2


4/8

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 30 30 21.21 1,800.0

2 3 6 60 60 67.08 19,800.0

2 4 8 70 70 110.68 58,800.0

2 5 10 70 70 144.31 110,250.0

2 6 12 100 75 252.80 366,875.0

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


5/85 / 8

Nov 23, 2005

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

onnec on en ca onINPUT DATA TO BE PROVIDED :

Support UC 305x305x137

D =320.5 mm

r =15.2 mm = =

B = 309.2 mm D' = 246.7 mm = =

= 13.8 mm A = 174.0 = cm =

= 21.7 mm n = 27.0 mm = cm =

Connecting Member UC 305x305x137

D = 320.5 mm r = 15.2 mm = =

B = 309.2 mm D' = 246.7 mm = =

= 13.8 mm A = 174.0 = cm4 =

= 21.7 mm n = 27.0 mm = cm4 =

Member end actions

Unfactored C = 120 KN T = 300 KN V = 70 KN M = 0 KN.m

Factored (1.0) C = 120 KN T = 300 KN V = 70 KN M = 0 KN.m

Connection Flange Web

Grade of bolt F10T/HSFG/8.8 = F10T = 8.8Yield strength of bolt = 900 M Pa = 628 M PaUlt. tensile strength of bolt = 1000 M Pa = 785 M PaShear strength of bolt ps = 478 M Pa = 375 M PaBearing strength of bolt pbb = 1368 M Pa = 1000 M Pa

Tensile strength of bolt pt = 1000 M Pa = 560 M PaStrength of weld fw = 215 M Pa = 220 M PaGrade of materi - olled Section = S 355 # A Plate = S 355

Ultimate strengt - olled Section = 490 M Pa Plate = 490 M Pa

Yield strength - olled Section = 345 M Pa Plate = 345 M Pa

Bearing strengt - olled Section = 543 M Pa Plate = 543 M Pa

Diameter of bolt = 0 mm = 24 mmDiameter of bolt hole = 2 mm = 26 mmNr of bolt columns = 0 = 2Nr of bolt rows = 0 = 3Spacing of bolt rows (gauge) g = 0 mm g = 70 mmSpacing of bolt columns (pitch) p = 0 mm p = 70 mmEdge distance e' = 0 mm e' = 50 mmEnd distance in plate at top = 60 mm = 50 mmEnd distance in plate at bottom = 60 mm = 50 mmEnd distance in member e''' = 154.6 mm e''' = 90.25 mm

Distance between support & Con = 10 mm = 10 mmThickness of plate = 0 mm = 16 mmThickness of reinforcement = 0 mm = 0 mmNr of shear planes = 1 = 1Sum of square of 'r' for the bolt = N.A. mm2 = 26950Minimum proof stress for HSFG = 660 M Pa = N.A. M PaMinimum shank tension for HSF = 0 KN = N.A. KNFor clearance holes = 1 = 1Slip factor funtreated surfaces = 0.45 = n.a.

Size of weld = 0 mm = 8 mm

Depth of plate 240.0 mm Depth of top notch = 0 mmLength of plate 180.0 mm Depth of bottom notch = 0 mm

Thickness of plate 16.0 mm

x cm4 x cm3

y cm4 y cm3

t cm2 rx x cm3

tr

y y cm3

x cm4 x cm3

y cm4 y cm3

t cm2 rx x cm3

tr

y y cm3

f f

f f

ps

pbb

pt

w

s s

py

py

pbs

pbs

b b

bh bh

nc

nc

nr

nr

ept

ept

epb

epb

b b

tp

tp

tfrp

twrp

s s

r2 r2 mm2

po

po

o o

s

sw

nt

nb


6/86 / 8


7/87 / 8

Nov 23, 2005

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

SC 1

0.54

Safe. Capacity of one bolt = 132.3 KN > Fb. ( 71.7 )

0.54

Safe. Compression capacity of the plate = 1324.8 KN > Cw. ( 120.0 )

0.09

Safe. Tensile capacity of the plate = 983.66 KN > Tw. ( 300.0 )

0.30

Safe. Compression capacity of the web = 1526 KN > Cw. ( 120.0 )

0.08

Safe. Tensile capacity of the web = 1270 KN > Tw. ( 300.0 )

0.24

Safe. Bearing capacity of the plate per bolt = 208.42 KN > Fb. ( 71.7 )

0.34

Safe. Bearing capacity of the web per bolt = 179.76 KN > Fb. ( 71.7 )

0.40

Safe. Bearing capacity of the bolt group = ### KN > V. ( 70.0 )

0.06

Safe. Shear capacity of the plate = 590.20 KN > V. ( 70.0 )

0.12

Safe. Shear capacity of the web = 762.00 KN > V. ( 70.0 )

0.09

Safe. Block shear capacity of plate/beam web = 829.66 KN # ( 70.0 )0.08

Safe. Flexural capacity of the fin plate = 41.3 KN.m> Mf. ( 7.13 )

0.17

Since the beam is not notched, this check is not required.Safe. Flexural strength of the section = 0.0 KN.m. > M'. ( 0.00 )

N.A.

Safe. Size of WEB weld required = 4.28 mm # ( 8.0 )

0.54

Safe. Local shear capacity of web = 617.03 KN > P. ( 70.0 )

0.11

0.5 Interaction Check for Fin plate =

240.0 mm Depth of plate = 240.0 mm180.0 mm Length of plate = 180.0 mm16.0 mm Thickness of plate = 16.0 mm0.0 mm Depth of top notch = 0.0 mm

b

p

w

v

p

p

p

nt


8/88 / 8

0.0 mm Depth of bottom notch = 0.0 mm147.7 mm Length of notching = 147.7 mm

nb

n

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Shear Conn - Inside Fin Plate-101205