Shear Connection - Beam - Steel Column -Fin Plate
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Transcript of Shear Connection - Beam - Steel Column -Fin Plate
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7/28/2019 Shear Connection - Beam - Steel Column -Fin Plate
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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
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May 25, 2010
BEAM TO EP - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
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
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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.
Safe. Bearing Strength of the plate per bol = 295.65 kN > Fb. ( 89.1 )
0.30
Safe. Bearing Strength of the web per bolt = 194.02 kN > Fb. ( 89.1 )
0.46
Safe. Shear Strength of the plate = ### kN > V. ( 624.0 )
0.58
Safe. Shear Strength of the web = 794.37 kN > V. ( 624.0 )
0.79
Safe. Block Shear Strength of plate = ### kN > V. ( 624.0 )
0.59
Safe. Block Shear Strength of web = 778.67 kN > V. ( 624.0 )
0.80Safe. Flexural Strength of the fin plate = 248.8 kN.m > Mf. ( 46.80 )
0.19
Only the bottom flange is notched.Safe. Flexural strength of the section = 277.4 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
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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
BEAM TO EP - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
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
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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
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
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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
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
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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
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
=
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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
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
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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
= 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
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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
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)
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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
Size of weld required = 5.10 mm > sw. Safe.
( ### )
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May 25, 2010
BEAM TO EP - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
onnec on en ca onINPUT DATA TO BE PROVIDED :
Support EMBEDMENT PLATE
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 / NB1
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 = A325-NType of Connection = Bearin Connection
Nominal Shear Strength of Bolt = 330 M Pa
Nominal Tensile Stress of Bolt = 620 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 = N.A. kNHole Factor forStandard Size Holes = 1Slip factor fClass A = N.A.Size 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 = 0 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
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May 25, 2010
BEAM TO EP - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
SC 5
0.80
Safe. Strength of one bolt = 111.97 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 = 918.50 kN > V. ( 624.0 )
0.68
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. ( 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.
Safe. Size of web weld required = 3.86 mm > sw. ( ### )
0.39
0.00 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 = 0.0 mmLength of notching = #N/A mm
b
p
p
p
nt
nb
n
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May 25, 2010
BEAM TO EP - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
onnec on en ca onINPUT DATA TO BE PROVIDED :
Support EMBEDMENT PLATE
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 457x152x52 B1 / NB1
D = 449.8 mm r = 10.2 mm Weight = 52.3 kG/m
B = 152.4 mm D' = 407.6 mm
= 7.6 mm A = 66.6
= 10.9 mm n = 27.0 mm
Member end actions
Unfactored C = 0 kN T = 0 kN V = 494 kN
Factored (1.0) C = 0 kN T = 0 kN V = 494 kN
Connection Web
Grade of bolt = A325-NType of Connection = Bearin Connection
Nominal Shear Strength of Bolt = 330 M Pa
Nominal Tensile Stress of Bolt = 620 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 = 6Spacing of bolt rows (pitch) p = 65 mmSpacing of bolt columns (gauge) g = 0 mmHorizontal Edge distance for plate = 40 mmVertical End distance in plate at top = 40 mmVertical End distance in plate at bottom = 40 mmVertical End distance in member at top = 62.4 mmVertical End distance in member at bottom = 62.4 mm
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
Lenght of plate = 405.0 mm Depth of top cope = 0 mm
Width of plate = 105.0 mm Depth of bottom cope = 0 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
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7/28/2019 Shear Connection - Beam - Steel Column -Fin Plate
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May 25, 2010
BEAM TO EP - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
SC 5
0.74
Safe. Strength of one bolt = 111.97 kN > Fb. ( 82.3 )
0.74
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 = 224.19 kN > Fb. ( 82.3 )
0.37
Safe. Bearing Strength of the web per bolt = 190.56 kN > Fb. ( 82.3 )
0.43
Safe. Shear Strength of the plate = 822.31 kN > V. ( 494.0 )
0.60
Safe. Shear Strength of the web = 827.83 kN > V. ( 494.0 )
0.60
Safe. Block Shear Strength of plate = 807.37 kN > V. ( 494.0 )
0.61
Safe. Block Shear Strength of web = 750.69 kN > V. ( 494.0 )
0.66Safe. Flexural Strength of the fin plate = 150.90 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.
Safe. Size of web weld required = 3.92 mm > sw. ( ### )
0.39
0.00 Interaction Check for Fin plate =Lenght of plate = 405.0 mmWidth of plate = 105.0 mm
Thickness of plate = 16.0 mmDepth of top notch = 0.0 mmDepth of bottom notch = 0.0 mmLength of notching = #N/A mm
b
p
p
p
nt
nb
n
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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
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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
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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
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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
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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
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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
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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
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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
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269 W6X12
270 W6X9
271 W6X8.5
272 W5X19
273 W5X16
274 W4X13
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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
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May 25, 2010
BEAM TO BEAM - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
onnec on en ca onINPUT DATA TO BE PROVIDED :
Support EMBEDMENT PLATE
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
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 = A325-NType of Connection = Bearin Connection
Nominal Shear Strength of Bolt = 330 M Pa
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
Minimum Tensile Strength -Member = 450 M Pa Plate = 450 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 = 137200
Minimum Bolt Pretension = N.A. kNHole Factor forStandard Size Holes = 1Slip factor fClass A = N.A.Size 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
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7/28/2019 Shear Connection - Beam - Steel Column -Fin Plate
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May 25, 2010
BEAM TO BEAM - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
SC 4
0.801
Safe. Strength of one bolt = 112.0 kN > Fb. ( 89.1 )
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.
Safe. Bearing Strength of the plate per bol = 295.65 kN > Fb. ( 89.1 )
0.30
Safe. Bearing Strength of the web per bolt = 194.02 kN > Fb. ( 89.1 )
0.46
Safe. Shear Strength of the plate = ### kN > V. ( 624.0 )
0.58
Safe. Shear Strength of the web = 794.37 kN > V. ( 624.0 )
0.79
Safe. Block Shear Strength of plate = ### kN > V. ( 624.0 )
0.59
Safe. Block Shear Strength of web = 778.67 kN > V. ( 624.0 )
0.80Safe. Flexural Strength of the fin plate = 248.8 kN.m > Mf. ( 46.80 )
0.19
Only the bottom flange is notched.Safe. Flexural strength of the section = 277.4 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
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7/28/2019 Shear Connection - Beam - Steel Column -Fin Plate
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May 25, 2010
BEAM TO RC - 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 / NB1
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 = 0 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
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May 25, 2010
BEAM TO RC - SHEAR CONNECTION USING FIN PLATE (INSIDE BEAM)
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 = 918.50 kN > V. ( 624.0 )
0.68
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. ( 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.
Safe. Size of web weld required = 3.86 mm > sw. ( ### )
0.39
0.00 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 = 0 0 mm
b
p
p
p
nt
b