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Transcript of Design Sheets
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Min Mz
= 8300.327 kN
= 229.159 kNm
= 7.991 kNm
= 95.373 kN
EFFECTIVE LENGTH IN Z DIR Lz = 3 m
EFFECTIVE LENGTH IN Y DIR Ly = 3 m
ENTER THE SECTION =
Ag = 32000 mm2
IZ = 1.42E+09 mm4
IY = 5.36E+08 mm4
bf = 400 mm
tf = 20 mm
tw = 32 mm
H = 540 mm
Zez = 5.24E+06 mm3
Zey = 2.68E+06 mm3
rz = 210.32 mm
ry = 129.46 mm
Zpz = 2 bf tf (H-tf) / 2 + tw (H-2tf)2/4 = 6160000 mm
3
Zpy = 2 bf2
tf / 4 + (H-2tf) tw2/4 = 1728000 mm
3
It = (2 bf tf3 + (H-tf) tw
3) / 3 = 7.813E+06 mm
4
Iw = (H-tf)2Iy / 4 = 3.625E+13 mm
4
E = 2.E+05 N/mm2
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
1) PROPERTIES OF SECTION
FACTORED MAX. SHEAR FORCE Fy or V
REFER SHEET 1 OF THIS FILE
Design of Top Chord-TC
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project Details
X X
Y
Y
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
13.4 23.2 26.5 33.2 PLASTIC 1
Web d/tw
31.3 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 1 PLASTIC OK
Nd = Agfy/ mo = 11636.36 kN > 8300.327 kN SAFE
Minimum web thickness requirement
= 15.63 against 158.11 OK
= 15.63 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 3961.15 N/mm
2
lw = (fy / 3 tcr) = 0.24
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 3695.04 kN > 95.373 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 1.00
Mdz = bZpzfy/ mo = 2240.00 kNm
Minor Axis
b = 1.00
Mdy = bZpyfy/ mo = 628.36 kNm
(b) V>0.6Vd (9.2.1)
= 4160000 mm3
Mfdz = Z 'pzfy/ mo
= 1512.73 kNm
= (2V/Vd-1)2
= 0.899
Mdvz = Mdz - (Mdz – Mfdz) = 1585.876 kNm
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
Change in major axis only (since only F y and not Fz is considered)
Plastic modulus of section excluding shear area Z 'pz
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
d/tw ≤ 200 (Serviceability requirement)
d/tw ≤ 345 f2 (Compression flange buckling requirement)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
(c) Bending resistance
Final Mdz = 2240.00 kNm > 229.159 kNm SAFE
Final Mdy = 628.36 kNm > 7.991 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
n = N/Nd = 0.713
= 856.25 kNm > 229.159 kNm SAFE
= 514.00 kNm > 7.991 kNm SAFE
For I & H sections
1 =5n ≥ 1 = 3.57
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= 0.07 < 1 SAFE
N/Nd + Mz / Mdz + My / Mdy = NA NA NA
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 9701.46 N/mm2
lz = fy / fcr = 0.203
= 0.521
= 1.00
fcdz = zfy/ mo = 363.24 N/mm2
Pdz = Aefcdz = 11623.78 kN > 8300.327 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 3675.73 N/mm2
y = = 0.330
= 0.586
= 0.93
fcdy = yfy/ mo = 339.58 N/mm2
Pdy = Aefcdy = 10866.57 kN > 8300.327 kN SAFE
b = 1.00
= 31183.546 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.281
LT = 0.49 Welded Section
= 0.5594
= 0.9588
Non-dimsional lateral torsional slenderness ratio
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
z = 0.5(1 + az (lz - 0.2) + lz2)
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
Reduced plastic moment resistance about major axis
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
fbd = LTfy/ mo = 348.6462 N/mm2
Mdz = bZpzfbd = 2147.66 kNm > 229.159 kNm SAFE
= 1.002
Cmz (for sway buckling mode) = 0.9
= 1.099
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.764
= 0.9387
= 0.87 < 1 SAFE
= 0.814 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
Determination of moment amplification factors
Lateral torsional buckling resistance
a h t1 t2 t3 s tc1 tc2 bc
400 500 20 20 16 268 0 0 0
Location of centroid A
Xb 200 mm mm2
Yb 270 mm
W = 251.2 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 210.3172 mm
Iyy = mm4 ryy 129.4578 mm
Section modulus
Zxx 5.24E+06 mm3
Zyy 2.68E+06 mm3
Member Properties of Top Chord-TC
5.36E+08
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Total area of section
32000
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
1.42E+09
t1
s
t2
t3t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Max Fx
= 1925.491 kN
= 51.311 kNm
= 41.054 kNm
= 29.544 kN
EFFECTIVE LENGTH IN Z DIR Lz = 6 m
EFFECTIVE LENGTH IN Y DIR Ly = 6 m
ENTER THE SECTION =
Ag = 17600 mm2
IZ = 5.22E+08 mm4
IY = 1.97E+08 mm4
bf = 300 mm
tf = 16 mm
tw = 20 mm
H = 432 mm
Zez = 2.42E+06 mm3
Zey = 1.31E+06 mm3
rz = 172.25 mm
ry = 105.82 mm
Zpz = 2 bf tf (H-tf) / 2 + tw (H-2tf)2/4 = 2796800 mm
3
Zpy = 2 bf2
tf / 4 + (H-2tf) tw2/4 = 760000 mm
3
It = (2 bf tf3 + (H-tf) tw
3) / 3 = 1.929E+06 mm
4
Iw = (H-tf)2Iy / 4 = 8.526E+12 mm
4
E = 2.E+05 N/mm2
FACTORED MAX. SHEAR FORCE Fy or V
REFER SHEET 1 OF THIS FILE
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
1) PROPERTIES OF SECTION
LATA BRIDGE
Project Details
Design of Bottom Chord - BC
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
15.0 23.2 26.5 33.2 PLASTIC 1
Web d/tw
40.0 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 1 PLASTIC OK
Nd = Agfy/ mo = 6400.00 kN > 1925.491 kN SAFE
Minimum web thickness requirement
= 20.00 against 158.11 OK
= 20.00 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 2417.69 N/mm
2
lw = (fy / 3 tcr) = 0.31
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 1847.52 kN > 29.544 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 1.00
Mdz = bZpzfy/ mo = 1017.02 kNm
Minor Axis
b = 1.00
Mdy = bZpyfy/ mo = 276.36 kNm
(b) V>0.6Vd (9.2.1)
d/tw ≤ 200 (Serviceability requirement)
d/tw ≤ 345 f2 (Compression flange buckling requirement)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
Change in major axis only (since only F y and not Fz is considered)
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
= 1996800 mm3
Mfdz = Z 'pzfy/ mo
= 726.11 kNm
= (2V/Vd-1)2
= 0.937
Mdvz = Mdz - (Mdz – Mfdz) = 744.419 kNm
(c) Bending resistance
Final Mdz = 1017.02 kNm > 51.311 kNm SAFE
Final Mdy = 276.36 kNm > 41.054 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
n = N/Nd = 0.301
= 948.05 kNm > 51.311 kNm SAFE
= 232.52 kNm > 41.054 kNm SAFE
For I & H sections
1 =5n ≥ 1 = 1.50
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= 0.08 < 1 SAFE
N/Nd + Mz / Mdz + My / Mdy = NA NA NA
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 1626.88 N/mm2
lz = fy / fcr = 0.496
= 0.673
= 0.89
fcdz = zfy/ mo = 322.20 N/mm2
Pdz = Aefcdz = 5670.71 kN > 1925.491 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 613.94 N/mm2
y = = 0.807
= 0.975
= 0.66
fcdy = yfy/ mo = 239.15 N/mm2
Pdy = Aefcdy = 4208.96 kN > 1925.491 kN SAFE
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
Reduced plastic moment resistance about major axis
Plastic modulus of section excluding shear area Z 'pz
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
z = 0.5(1 + az (lz - 0.2) + lz2)
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
b = 1.00
= 2500.520 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.669
LT = 0.49 Welded Section
= 0.8386
= 0.7439
fbd = LTfy/ mo = 270.4929 N/mm2
Mdz = bZpzfbd = 756.51 kNm > 51.311 kNm SAFE
= 1.100
Cmz (for sway buckling mode) = 0.9
= 1.278
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.457
= 0.9126
= 0.67 < 1 SAFE
= 0.492 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
Non-dimsional lateral torsional slenderness ratio
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
Determination of moment amplification factors
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
a h t1 t2 t3 s tc1 tc2 bc
300 400 16 16 10 240 0 0 0
Location of centroid A
Xb 150 mm mm2
Yb 216 mm
W = 138.16 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 172.2521 mm
Iyy = mm4 ryy 105.8157 mm
Section modulus
Zxx 2.42E+06 mm3
Zyy 1.31E+06 mm3
17600
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
5.22E+08
1.97E+08
Member Properties of Bottom Chord-BC
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Total area of section
t1
s
t2
t3t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Max Fx
= 1832.621 kN
= 0 kNm
= 0 kNm
= 1.978 kN
EFFECTIVE LENGTH IN Z DIR Lz = 6 m
EFFECTIVE LENGTH IN Y DIR Ly = 6 m
ENTER THE SECTION =
Ag = 11720 mm2
IZ = 1.21E+08 mm4
IY = 1.25E+08 mm4
bf = 300 mm
tf = 12 mm
tw = 20 mm
H = 250 mm
Zez = 9.70E+05 mm3
Zey = 8.31E+05 mm3
rz = 101.73 mm
ry = 103.13 mm
Zpz = 2 bf tf (H-tf) / 2 + tw (H-2tf)2/4 = 1112180 mm
3
Zpy = 2 bf2
tf / 4 + (H-2tf) tw2/4 = 562600 mm
3
It = (2 bf tf3 + (H-tf) tw
3) / 3 = 9.803E+05 mm
4
Iw = (H-tf)2Iy / 4 = 1.765E+12 mm
4
E = 2.E+05 N/mm2
FACTORED MAX. SHEAR FORCE Fy or V
REFER SHEET 1 OF THIS FILE
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
1) PROPERTIES OF SECTION
LATA BRIDGE
Project Details
Design of Elevation Bracing EBR-1
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
20.0 23.2 26.5 33.2 PLASTIC 1
Web d/tw
22.6 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 1 PLASTIC OK
Nd = Agfy/ mo = 4261.82 kN > 1832.621 kN SAFE
Minimum web thickness requirement
= 11.30 against 158.11 OK
= 11.30 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 7573.63 N/mm
2
lw = (fy / 3 tcr) = 0.17
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 1043.85 kN > 1.978 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 1.00
Mdz = bZpzfy/ mo = 404.43 kNm
Minor Axis
b = 1.00
Mdy = bZpyfy/ mo = 204.58 kNm
(b) V>0.6Vd (9.2.1)
d/tw ≤ 200 (Serviceability requirement)
d/tw ≤ 345 f2 (Compression flange buckling requirement)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
Change in major axis only (since only F y and not Fz is considered)
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
= 856800 mm3
Mfdz = Z 'pzfy/ mo
= 311.56 kNm
= (2V/Vd-1)2
= 0.992
Mdvz = Mdz - (Mdz – Mfdz) = 312.266 kNm
(c) Bending resistance
Final Mdz = 404.43 kNm > 0 kNm SAFE
Final Mdy = 204.58 kNm > 0 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
n = N/Nd = 0.430
= 307.36 kNm > 0 kNm SAFE
= 200.57 kNm > 0 kNm SAFE
For I & H sections
1 =5n ≥ 1 = 2.15
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= 0.00 < 1 SAFE
N/Nd + Mz / Mdz + My / Mdy = NA NA NA
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 567.42 N/mm2
lz = fy / fcr = 0.840
= 0.961
= 0.70
fcdz = zfy/ mo = 254.44 N/mm2
Pdz = Aefcdz = 2982.06 kN > 1832.621 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 583.22 N/mm2
y = = 0.828
= 0.997
= 0.64
fcdy = yfy/ mo = 234.36 N/mm2
Pdy = Aefcdy = 2746.69 kN > 1832.621 kN SAFE
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
Reduced plastic moment resistance about major axis
Plastic modulus of section excluding shear area Z 'pz
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
z = 0.5(1 + az (lz - 0.2) + lz2)
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
b = 1.00
= 972.768 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.676
LT = 0.49 Welded Section
= 0.8453
= 0.7393
fbd = LTfy/ mo = 268.8468 N/mm2
Mdz = bZpzfbd = 299.01 kNm > 0 kNm SAFE
= 1.393
Cmz (for sway buckling mode) = 0.9
= 1.419
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.667
= 0.8711
= 0.67 < 1 SAFE
= 0.615 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
Non-dimsional lateral torsional slenderness ratio
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
Determination of moment amplification factors
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
a h t1 t2 t3 s tc1 tc2 bc
300 226 12 12 10 240 0 0 0
Location of centroid A
Xb 150 mm mm2
Yb 125 mm
W = 92.002 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 101.7275 mm
Iyy = mm4 ryy 103.1346 mm
Section modulus
Zxx 9.70E+05 mm3
Zyy 8.31E+05 mm3
11720
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
1.21E+08
1.25E+08
Member Properties of Elevation Bracing-EB1
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Total area of section
t1
s
t2
t3t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Member End Forces
Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 1181 315 LOAD GENERATION, LOAD #315, (38 of 40)442 863.518 0 -0.965 0 0 0
Min Fx 2124 315 LOAD GENERATION, LOAD #315, (38 of 40)442 -846.784 0 0.965 0 0 0
Max Fy 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Min Fy 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Max Fz 1138 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y111 252.642 0 0.965 0 0 0
Min Fz 1138 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y453 255.217 0 -0.965 0 0 0
Max Mx 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Min Mx 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Max My 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Min My 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Max Mz 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Min Mz 1121 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL443 414.282 0 -0.715 0 0 0
Max Fx
= 863.518 kN
= 0 kNm
= 0 kNm
= 0 kN
EFFECTIVE LENGTH IN Z DIR Lz = 5 m
EFFECTIVE LENGTH IN Y DIR Ly = 5 m
Distance between sections = 100 mm
Final Depth of section "D" = 250 mm
Final Width of section "B" = 200 mm
ISMC 200
Ag = 5700 mm2
IZ = 63291300 mm4
IY = 36600000 mm4
R1 = 11 mm
bf = 57.8 mm
tf = 11.4 mm
tw = 6.2 mm
dw = 155.2 mm
Zez = 506330.4 mm3
Zey = 366000.0 mm3
ry = 80.13 mm
rz = 105.37 mm
DESIGN OF Elevation Bracing - EB2
LATA BRIDGE
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED MAX. SHEAR FORCE Fy or V
1) PROPERTIES OF SECTION
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
Y
Y
Z Z
b
d
Page
Designed Date
Checked 03/12/2012
Title Doc No. :LATA BRIDGE
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
Zpz = 5.87E+05 mm3
Zpy = 4.20E+05 mm3
E = 2.E+05 N/mm2
fy = 250 N/mm2
= 250 / fy = 1.00
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
5.1 9.4 10.5 15.7 PLASTIC 1
Web d/tw
25.0 42.0 42.0 42.0 PLASTIC 1
Therefore overall section classified as 1 PLASTIC OK
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
Nd = Agfy/ mo = 1295.45 kN > 863.518 kN SAFE
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
Minimum web thickness requirement
= 28.58 against 200 OK
= 28.58 against 345 OK
Design Shear Strength Vd = Vn/ mo = (Av*fyw/(3)0.5
)/ mo = 345.84 kN > 0 kN SAFE
V < 0.6Vd
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
Type of beam 2 Simply Supported
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 1.00
Mdz = bZpzfy/ mo = 133.43 kNm
Minor Axis
b = 1.00
Mdy = bZpyfy/ mo = 95.42 kNm
(b) V>0.6Vd (9.2.1)
= 302312 mm3
Mfdz = Z 'pzfy/ mo = 68.71 kNm
= (2V/Vd-1)2
= 1
Mdvz = Mdz - b(Mdz – Mfdz) = 68.71 kNm
(c) Bending resistance
Final Mdz = 133.44 kNm > 0 kNm SAFE
Final Mdy = 95.42 kNm > 0 kNm SAFE
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
aw = (Aw)/A <= 0.5 = 0.46
af = (Af)/A <= 0.5 = 0.44
Plastic modulus of section excluding shear area Z 'pz
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
d/tw ≤ 200 (Serviceability requirement)
d/tw ≤ 345 f2 (Compression flange buckling requirement)
Change in major axis only (since only F y and not F z is considered)
Y
Page
Designed Date
Checked 03/12/2012
Title Doc No. :LATA BRIDGE
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
n = N/Nd = 0.67
= 57.87 kNm > 0 kNm SAFE
= 41.38 kNm > 0 kNm SAFE
For Rectangular tubes
1 =1.66/(1-1.13*n2)<=6 = 3.30
=1.66/(1-1.13*n2)<=6 = 3.30
(Mz / Mndz)2 + (My / Mndy)
1 = 0.00 < 1 SAFE
(N/Nd) +(Mz / Mdz)+ (My / Mdy) = NA NA NA
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Major Axis
Buckling class (Table 10 of IS:800-2007) = c Channel
Imperfection factor ( z) (for buckling class c) = 0.49
fccz = 2E / (1.1KLz/rz)
2( as per table 7 of IS:800-2007) = 724.56 N/mm
2
z = ( fy / fccz)0.5 = 0.587
= 0.767
= 0.79
fcdz = zfy/ mo = 180.19 N/mm2
Pdz = Aefcdz = 1027.07 kN > 863.518 kN SAFE
Minor Axis
Buckling class (Table 10 of IS:800-2007) = c Channel
Imperfection factor ( y) (for buckling class c) = 0.49
fccy = 2E / (1.1KLy/ry)
2( as per table 7 of IS:800-2007) = 419.00 N/mm
2
y =( fy / fccy)0.5 = 0.772
= 0.939
= 0.68
fcdy = yfy/ mo = 154.42 N/mm2
Pdy = Aefcdz = 880.22 kN > 863.518 kN SAFE
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
b = 1.00
= 364.87 kNm
LT = ( bZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.54
LT = 0.49 Welded Section
= 0.7291
= 0.8204
fbd = LTfy/ mo = 186.45 N/mm2
Non-dimsional lateral torsional slenderness ratio
Reduction factor lateral torsional buckling
FLT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
LT =1/ [ LT + ( LT2- LT
2)0.5
]
Lateral torsional buckling resistance
z = 0.5(1 + z ( z - 0.2) + z2)
z =1/ [ z + ( z2- z
2)0.5
]
y = 0.5(1 + y ( y - 0.2) + y2)
y =1/ [ y + ( y2- y
2)0.5
]
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }
0.5
Reduced plastic moment resistance about major axis
Mndz = Mdz (1-n)/(1-0.5aw) ≤ Mdz
Reduced plastic moment resistance about minor axis
Mndy = Mdy (1-n)/(1-0.5af) ≤ Mdy
Check for biaxial bending
Page
Designed Date
Checked 03/12/2012
Title Doc No. :LATA BRIDGE
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
Mdz = bZpzfbd = 109.46 kNm > 0 kNm SAFE
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
= 1.326
Cmz (for sway buckling mode) = 0.9
= 1.562
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Column
ny = P / Pdy = 0.981
= 0.85
= 0.99 < 1 SAFE
= 0.841 < 1 SAFE(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
Determination of moment amplification factors
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Min Mz
= 1601.542 kN
= 1827.235 kNm
= 704.827 kNm
= 3654.47 kN
EFFECTIVE LENGTH IN Z DIR Lz = 4 m
EFFECTIVE LENGTH IN Y DIR Ly = 6.5 m
ENTER THE SECTION =
Ag = 51500 mm2
IZ = 3.41E+09 mm4
IY = 2.13E+09 mm4
bf = 550 mm
tf = 25 mm
tw = 40 mm
H = 650 mm
Zez = 1.05E+07 mm3
Zey = 7.76E+06 mm3
rz = 257.21 mm
ry = 203.59 mm
Zpz = 2 bf tf (H-tf) / 2 + tw (H-2tf)2/4 = 12193750 mm
3
Zpy = 2 bf2 tf / 4 + (H-2tf) tw
2/4 = 4021250 mm
3
It = (2 bf tf3 + (H-tf) tw
3) / 3 = 1.906E+07 mm
4
Iw = (H-tf)2Iy / 4 = 2.085E+14 mm
4
E = 2.E+05 N/mm2
G = 76923 N/mm2
FACTORED MAX. SHEAR FORCE Fy or V
REFER SHEET 1 OF THIS FILE
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
1) PROPERTIES OF SECTION
LATA BRIDGE
Project Details
Design of End Portal Column - EPC
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
fy = 400 N/mm2
e = 250 / fy = 0.79
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
18.8 23.2 26.5 33.2 PLASTIC 1
Web d/tw
30.0 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 1 PLASTIC OK
Nd = Agfy/ mo = 18727.27 kN > 1601.542 kN SAFE
Minimum web thickness requirement
= 15.00 against 158.11 OK
= 15.00 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 4298.12 N/mm
2
lw = (fy / 3 tcr) = 0.23
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 5542.56 kN > 3654.47 kN SAFE
V > 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 1.00
Mdz = bZpzfy/ mo = 4434.09 kNm
Minor Axis
b = 1.00
Mdy = bZpyfy/ mo = 1462.27 kNm
(b) V>0.6Vd (9.2.1)
= 8593750 mm3
Mfdz = Z 'pzfy/ mo
= 3125.00 kNm
= (2V/Vd-1)2
= 0.102
Mdvz = Mdz - (Mdz – Mfdz) = 4301.133 kNm
(c) Bending resistance
d/tw ≤ 200 (Serviceability requirement)
d/tw ≤ 345 f2 (Compression flange buckling requirement)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
Change in major axis only (since only F y and not Fz is considered)
Plastic modulus of section excluding shear area Z 'pz
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
Final Mdz = 4301.13 kNm > 1827.235 kNm SAFE
Final Mdy = 1462.27 kNm > 704.827 kNm SAFE
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 8161.54 N/mm2
lz = fy / fcr = 0.221
= 0.528
= 0.99
fcdz = zfy/ mo = 360.88 N/mm2
Pdz = Aefcdz = 18585.25 kN > 1601.542 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 1936.50 N/mm2
y = = 0.454
= 0.666
= 0.87
fcdy = yfy/ mo = 315.67 N/mm2
Pdy = Aefcdy = 16257.11 kN > 1601.542 kN SAFE
b = 1.00
= 32411.411 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.388
LT = 0.49 Welded Section
= 0.6213
= 0.9037
fbd = LTfy/ mo = 328.6134 N/mm2
Mdz = bZpzfbd = 4007.03 kNm > 1827.235 kNm SAFE
= 1.002
Cmz (for sway buckling mode) = 0.9
= 1.025
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Column
ny = P / Pdy = 0.099
6) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Non-dimsional lateral torsional slenderness ratio
y =1/ [Fy + (Fy2-ly
2)0.5
]
7) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
8) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
Determination of moment amplification factors
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
z = 0.5(1 + az (lz - 0.2) + lz2)
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
= 0.9891
= 0.96 < 1 SAFE
= 0.736 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
a h t1 t2 t3 s tc1 tc2 bc
550 600 25 25 20 470 0 0 0
Location of centroid A
Xb 275 mm mm2
Yb 325 mm
W = 404.275 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 257.206 mm
Iyy = mm4 ryy 203.5905 mm
Section modulus
Zxx 1.05E+07 mm3
Zyy 7.76E+06 mm3
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Member Properties of End Portal Column-EPC
Total area of section
51500
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
3.41E+09
2.13E+09
t1
s
t2
t3t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Member End Forces
Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 1015 35 1.35DL+1.75SIDL WC+1.35SNL+1.5-BF+1.5*0.3SL-X+1.5*SL-Z+1.5*0.3SL-Y436 32.405 6.215 0.898 0 -3.593 -24.858
Min Fx 137 299 LOAD GENERATION, LOAD #299, (22 of 40)442 -394.065 2.047 -3.557 0 -2.629 -27.387
Max Fy 3439 197 LOAD GENERATION, LOAD #197, (40 of 40)75 -182.256 41.342 4.179 0 0 0
Min Fy 3465 27 1.0DL+1.0SIDL WC+1.0SNL+1.0PLL+0.75-BF+WL-X+WL-Z+WL-Y+TL104 -168.521 -39.637 -4.182 0 0 0
Max Fz 1015 227 LOAD GENERATION, LOAD #227, (30 of 40)436 -64.141 2.527 7.303 -0.002 -7.211 -46.106
Min Fz 125 227 LOAD GENERATION, LOAD #227, (30 of 40)436 -190.488 2.527 -7.303 -0.002 -7.211 -46.106
Max Mx 125 189 LOAD GENERATION, LOAD #189, (32 of 40)5 -141.486 -23.908 -3.736 0.003 0 0
Min Mx 126 27 1.0DL+1.0SIDL WC+1.0SNL+1.0PLL+0.75-BF+WL-X+WL-Z+WL-Y+TL6 -168.435 23.886 4.318 -0.003 0 0
Max My 125 167 LOAD GENERATION, LOAD #167, (10 of 40)436 -178.693 -1.886 7.274 0.003 7.095 51.545
Min My 125 227 LOAD GENERATION, LOAD #227, (30 of 40)436 -190.488 2.527 -7.303 -0.002 -7.211 -46.106
Max Mz 145 197 LOAD GENERATION, LOAD #197, (40 of 40)446 -238.956 -4.464 6.821 0 5.285 61.854
Min Mz 142 27 1.0DL+1.0SIDL WC+1.0SNL+1.0PLL+0.75-BF+WL-X+WL-Z+WL-Y+TL445 -176.569 4.07 -6.818 0 -5.273 -60.28
Max Mz
= 238.956 kN
= 61.854 kNm
= 5.285 kNm
= 4.464 kN
EFFECTIVE LENGTH IN Z DIR Lz = 5 m
EFFECTIVE LENGTH IN Y DIR Ly = 5 m
Distance between sections = 100 mm
Final Depth of section "D" = 250 mm
Final Width of section "B" = 200 mm
ISMC 200
Ag = 5700 mm2
IZ = 63291300 mm4
IY = 36600000 mm4
R1 = 11 mm
bf = 57.8 mm
tf = 11.4 mm
tw = 6.2 mm
dw = 155.2 mm
Zez = 506330.4 mm3
Zey = 366000.0 mm3
ry = 80.13 mm
rz = 105.37 mm
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED MAX. SHEAR FORCE Fy or V
1) PROPERTIES OF SECTION
LATA BRIDGE
DESIGN OF Elevation Vertical - EV
Y
Y
Z Z
b
d
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Zpz = 5.87E+05 mm3
Zpy = 4.20E+05 mm3
E = 2.E+05 N/mm2
fy = 250 N/mm2
= 250 / fy = 1.00
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
5.1 9.4 10.5 15.7 PLASTIC 1
Web d/tw
25.0 42.0 42.0 42.0 PLASTIC 1
Therefore overall section classified as 1 PLASTIC OK
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
Nd = Agfy/ mo = 1295.45 kN > 238.956 kN SAFE
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
Minimum web thickness requirement
= 28.58 against 200 OK
= 28.58 against 345 OK
Design Shear Strength Vd = Vn/ mo = (Av*fyw/(3)0.5
)/ mo = 345.84 kN > 4.464 kN SAFE
V < 0.6Vd
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
Type of beam 2 Simply Supported
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 1.00
Mdz = bZpzfy/ mo = 133.43 kNm
Minor Axis
b = 1.00
Mdy = bZpyfy/ mo = 95.42 kNm
(b) V>0.6Vd (9.2.1)
= 302312 mm3
Mfdz = Z 'pzfy/ mo = 68.71 kNm
= (2V/Vd-1)2
= 0.95
Mdvz = Mdz - b(Mdz – Mfdz) = 71.95 kNm
(c) Bending resistance
Final Mdz = 133.44 kNm > 61.854 kNm SAFE
Final Mdy = 95.42 kNm > 5.285 kNm SAFE
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
aw = (Aw)/A <= 0.5 = 0.46
af = (Af)/A <= 0.5 = 0.44
d/tw ≤ 200 (Serviceability requirement)
d/tw ≤ 345 f2 (Compression flange buckling requirement)
Change in major axis only (since only F y and not F z is considered)
Plastic modulus of section excluding shear area Z 'pz
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
Y
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
n = N/Nd = 0.18
= 133.44 kNm > 61.854 kNm SAFE
= 95.42 kNm > 5.285 kNm SAFE
For Rectangular tubes
1 =1.66/(1-1.13*n2)<=6 = 1.73
=1.66/(1-1.13*n2)<=6 = 1.73
(Mz / Mndz)2 + (My / Mndy)
1 = 0.27 < 1 SAFE
(N/Nd) +(Mz / Mdz)+ (My / Mdy) = NA NA NA
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Major Axis
Buckling class (Table 10 of IS:800-2007) = c Channel
Imperfection factor ( z) (for buckling class c) = 0.49
fccz = 2E / (1.1KLz/rz)
2( as per table 7 of IS:800-2007) = 724.56 N/mm
2
z = ( fy / fccz)0.5 = 0.587
= 0.767
= 0.79
fcdz = zfy/ mo = 180.19 N/mm2
Pdz = Aefcdz = 1027.07 kN > 238.956 kN SAFE
Minor Axis
Buckling class (Table 10 of IS:800-2007) = c Channel
Imperfection factor ( y) (for buckling class c) = 0.49
fccy = 2E / (1.1KLy/ry)
2( as per table 7 of IS:800-2007) = 419.00 N/mm
2
y =( fy / fccy)0.5 = 0.772
= 0.939
= 0.68
fcdy = yfy/ mo = 154.42 N/mm2
Pdy = Aefcdz = 880.22 kN > 238.956 kN SAFE
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
b = 1.00
= 364.87 kNm
LT = ( bZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.54
LT = 0.49 Welded Section
= 0.7291
= 0.8204
fbd = LTfy/ mo = 186.45 N/mm2
y =1/ [ y + ( y2- y
2)0.5
]
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }
0.5
Reduced plastic moment resistance about major axis
Mndz = Mdz (1-n)/(1-0.5aw) ≤ Mdz
Reduced plastic moment resistance about minor axis
Mndy = Mdy (1-n)/(1-0.5af) ≤ Mdy
Check for biaxial bending
Non-dimsional lateral torsional slenderness ratio
Reduction factor lateral torsional buckling
FLT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
LT =1/ [ LT + ( LT2- LT
2)0.5
]
Lateral torsional buckling resistance
z = 0.5(1 + z ( z - 0.2) + z2)
z =1/ [ z + ( z2- z
2)0.5
]
y = 0.5(1 + y ( y - 0.2) + y2)
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project
DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Mdz = bZpzfbd = 109.46 kNm > 61.854 kNm SAFE
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
= 1.090
Cmz (for sway buckling mode) = 0.9
= 1.155
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Column
ny = P / Pdy = 0.271
= 0.96
= 0.78 < 1 SAFE
= 0.722 < 1 SAFE(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
Determination of moment amplification factors
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Member End Forces
Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 955 237 LOAD GENERATION, LOAD #237, (40 of 40)123 201.326 0.457 0 0 0 0
Min Fx 954 237 LOAD GENERATION, LOAD #237, (40 of 40)92 -201.339 0.457 0 0 0 0
Max Fy 954 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y92 107.861 0.617 0 0 0 0
Min Fy 954 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y414 107.861 -0.617 0 0 0 0
Max Fz 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Min Fz 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Max Mx 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Min Mx 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Max My 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Min My 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Max Mz 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Min Mz 924 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL404 113.065 0.457 0 0 0 0
Max Fx
= 201.326 kN
= 0 kNm
= 0 kNm
= 0.457 kN
ACTUAL LENGTH IN Z DIR Lz = 3.92 m
ACTUAL LENGTH IN Y DIR Ly = 3.92 m
Effective Length factor Kz = 0.85
Effective Length factor Ky = 0.85
EFFECTIVE LENGTH IN Z DIR Lz = 3.332 m
EFFECTIVE LENGTH IN Y DIR Ly = 3.332 m
Thickness of gusset plate = 8 mm
b/t =
d/t =
(b+d)/t =
STAR ISA 90x90x8
Ag = 2760 mm2
Cx = 25.1 mm
Cy = 25.1 mm
IZ = 4.42E+06 mm4
IY = 4.42E+06 mm4
rz = 40.01 mm
ry = 40.01 mm
rv = 34.7 mm
E = 2.E+05 N/mm2
G = 76923 N/mm2
fy = 250 N/mm2
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project
Details
Grafix Engineering Consultants Pvt. Ltd.
1) PROPERTIES OF SECTION
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED MAX. SHEAR FORCE Fy or V
DESIGN OF Top Plan Bracing - TB1
Major Axis
Buckling class (Table 10 of IS:800-2007) = c Angle
Imperfection factor ( z) (for buckling class c) = 0.49
fccz = 2E / (KLz/rv)
2 ( as per table 7 of IS:800-2007) = 214.08 N/mm2
z = ( fy / fcr)0.5 = 1.081
= 1.300
= 0.49
fcdz = zfy/ mo = 112.42 N/mm2
Pdz = Aefcdz = 310.28 kN > 201.326 kN SAFE
Minor Axis
Buckling class (Table 10 of IS:800-2007) = c Angle
Imperfection factor ( y) (for buckling class c) = 0.49
fccy = 2E / (KLy/rv)
2 ( as per table 7 of IS:800-2007) = 214.08 N/mm2
y =( fy / fcr)0.5 = 1.081
= 1.300
= 0.49
fcdy = yfy/ mo = 112.42 N/mm2
Pdz = Aefcdz = 310.28 kN > 201.326 kN SAFE
MEMBER BUCKLING RESISTANCE IN COMPRESSION (7.1.2 )
z = 0.5(1 + z ( z - 0.2) + z2)
z =1/ [ z + ( z2- z
2)
0.5]
y = 0.5(1 + y ( y - 0.2) + y2)
y =1/ [ y + ( y2- y
2)0.5
]
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Member End Forces
Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 973 237 LOAD GENERATION, LOAD #237, (40 of 40)117 107.472 0.377 0 0 0 0
Min Fx 972 237 LOAD GENERATION, LOAD #237, (40 of 40)86 -106.746 0.377 0 0 0 0
Max Fy 972 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y86 58.049 0.509 0 0 0 0
Min Fy 972 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y420 58.049 -0.509 0 0 0 0
Max Fz 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Min Fz 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Max Mx 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Min Mx 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Max My 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Min My 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Max Mz 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Min Mz 942 24 1.0DL+1.0SIDL WC+1.0SNL+1.0BF+0.6WL+X+0.6WL+Z+0.6WL+Y+0.6TL410 61.39 0.377 0 0 0 0
Max Fx
= 107.472 kN
= 0 kNm
= 0 kNm
= 0.377 kN
ACTUAL LENGTH IN Z DIR Lz = 5 m
ACTUAL LENGTH IN Y DIR Ly = 5 m
Effective Length factor Kz = 0.85
Effective Length factor Ky = 0.85
EFFECTIVE LENGTH IN Z DIR Lz = 4.25 m
EFFECTIVE LENGTH IN Y DIR Ly = 4.25 m
Thickness of gusset plate = 8 mm
b/t =
d/t =
(b+d)/t =
STAR ISA 75x75x8
Ag = 2280 mm2
Cx = 21.4 mm
Cy = 21.4 mm
IZ = 2.65E+06 mm4
IY = 2.65E+06 mm4
rz = 34.10 mm
ry = 34.10 mm
rv = 28.8 mm
E = 2.E+05 N/mm2
G = 76923 N/mm2
fy = 250 N/mm2
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project
Details
Grafix Engineering Consultants Pvt. Ltd.
1) PROPERTIES OF SECTION
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED MAX. SHEAR FORCE Fy or V
DESIGN OF Top Plan Bracing - TB2
Major Axis
Buckling class (Table 10 of IS:800-2007) = c Angle
Imperfection factor ( z) (for buckling class c) = 0.49
fccz = 2E / (KLz/rv)
2 ( as per table 7 of IS:800-2007) = 90.64 N/mm2
z = ( fy / fcr)0.5 = 1.661
= 2.237
= 0.27
fcdz = zfy/ mo = 60.84 N/mm2
Pdz = Aefcdz = 138.72 kN > 107.472 kN SAFE
Minor Axis
Buckling class (Table 10 of IS:800-2007) = c Angle
Imperfection factor ( y) (for buckling class c) = 0.49
fccy = 2E / (KLy/rv)
2 ( as per table 7 of IS:800-2007) = 90.64 N/mm2
y =( fy / fcr)0.5 = 1.661
= 2.237
= 0.27
fcdy = yfy/ mo = 60.84 N/mm2
Pdz = Aefcdz = 138.72 kN > 107.472 kN SAFE
MEMBER BUCKLING RESISTANCE IN COMPRESSION (7.1.2 )
z = 0.5(1 + z ( z - 0.2) + z2)
z =1/ [ z + ( z2- z
2)
0.5]
y = 0.5(1 + y ( y - 0.2) + y2)
y =1/ [ y + ( y2- y
2)0.5
]
Page
Designed Date
Checked 03/12/2012
Title Doc No. :
Member End Forces
Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 243 237 LOAD GENERATION, LOAD #237, (40 of 40)92 110.96 1.114 0.107 0 0 0
Min Fx 956 237 LOAD GENERATION, LOAD #237, (40 of 40)415 -111.826 -0.457 -0.107 0 0.27 -1.983
Max Fy 217 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y66 -51.004 1.503 -0.206 0 0 0
Min Fy 932 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y97 50.304 -1.503 0.206 0 0 0
Max Fz 238 317 LOAD GENERATION, LOAD #317, (40 of 40)87 37.839 0.414 0.402 0 0 0
Min Fz 971 317 LOAD GENERATION, LOAD #317, (40 of 40)420 -39.789 0.472 -0.402 0 1.015 0.073
Max Mx 218 34 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+1.5*0.3SL+X+1.5*SL+Z+1.5*0.3SL+Y67 -25.599 0.605 -0.199 0.002 0 0
Min Mx 218 550 LOAD GENERATION, LOAD #550, (33 of 40)67 23.36 0.612 -0.233 -0.002 0 0
Max My 238 317 LOAD GENERATION, LOAD #317, (40 of 40)420 37.839 -0.472 0.402 0 1.015 0.073
Min My 219 309 LOAD GENERATION, LOAD #309, (32 of 40)409 46.326 0.617 -0.397 0 -1.002 -2.677
Max Mz 220 30 1.35DL+1.75SIDL WC+1.35SNL+1.15BF+1.5WL+X+1.5WL+Z+1.5WL+Y410 -42.305 -0.625 -0.278 0 -0.702 0.46
Min Mz 217 28 1.35DL+1.75SIDL WC+1.35SNL+1.5BF+0.9WL+X+0.9WL+Z+0.9WL+Y407 -51.004 0.617 -0.206 0 -0.519 -2.677
Max Fx
= 110.96 kN
= 0 kNm
= 0 kNm
= 1.114 kN
ACTUAL LENGTH IN Z DIR Lz = 3.92 m
ACTUAL LENGTH IN Y DIR Ly = 3.92 m
Effective Length factor Kz = 0.85
Effective Length factor Ky = 0.85
EFFECTIVE LENGTH IN Z DIR Lz = 3.332 m
EFFECTIVE LENGTH IN Y DIR Ly = 3.332 m
Thickness of gusset plate = 8 mm
b/t =
d/t =
(b+d)/t =
STAR ISA 100x100x8
Ag = 3080 mm2
Cx = 27.6 mm
Cy = 27.6 mm
IZ = 5.98E+06 mm4
IY = 5.98E+06 mm4
rz = 44.05 mm
ry = 44.05 mm
rv = 38.8 mm
E = 2.E+05 N/mm2
G = 76923 N/mm2
fy = 250 N/mm2
DESIGN OF Top Cross Beam - TCB1
1) PROPERTIES OF SECTION
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED MAX. SHEAR FORCE Fy or V
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project
Details
Grafix Engineering Consultants Pvt. Ltd.
Major Axis
Buckling class (Table 10 of IS:800-2007) = c Angle
Imperfection factor ( z) (for buckling class c) = 0.49
fccz = 2E / (KLz/rv)
2 ( as per table 7 of IS:800-2007) = 267.66 N/mm2
z = ( fy / fcr)0.5 = 0.966
= 1.155
= 0.56
fcdz = zfy/ mo = 127.19 N/mm2
Pdz = Aefcdz = 391.75 kN > 110.96 kN SAFE
Minor Axis
Buckling class (Table 10 of IS:800-2007) = c Angle
Imperfection factor ( y) (for buckling class c) = 0.49
fccy = 2E / (KLy/rv)
2 ( as per table 7 of IS:800-2007) = 267.66 N/mm2
y =( fy / fcr)0.5 = 0.966
= 1.155
= 0.56
fcdy = yfy/ mo = 127.19 N/mm2
Pdz = Aefcdz = 391.75 kN > 110.96 kN SAFE
y =1/ [ y + ( y2- y
2)0.5
]
MEMBER BUCKLING RESISTANCE IN COMPRESSION (7.1.2 )
z = 0.5(1 + z ( z - 0.2) + z2)
z =1/ [ z + ( z2- z
2)
0.5]
y = 0.5(1 + y ( y - 0.2) + y2)
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Min Mz
= 726.106 kN
= 22.657 kNm
= 0.036 kNm
= 7.74 kN
EFFECTIVE LENGTH IN Z DIR Lz = 2.5 m
EFFECTIVE LENGTH IN Y DIR Ly = 2.5 m
ENTER THE SECTION =
Ag = 11720 mm2
IZ = 1.21E+08 mm4
IY = 1.25E+08 mm4
bf = 300 mm
tf = 12 mm
tw = 20 mm
H = 250 mm
Zez = 9.70E+05 mm3
Zey = 8.31E+05 mm3
rz = 101.73 mm
ry = 103.13 mm
Zpz = 2 bf tf (H-tf) / 2 + tw (H-2tf)2/4 = 1112180 mm
3
Zpy = 2 bf2
tf / 4 + (H-2tf) tw2/4 = 562600 mm
3
It = (2 bf tf3 + (H-tf) tw
3) / 3 = 9.803E+05 mm
4
Iw = (H-tf)2Iy / 4 = 1.765E+12 mm
4
E = 2.E+05 N/mm2
Design of Top End Portal Beam-TEPB
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project Details
1) PROPERTIES OF SECTION
FACTORED MAX. SHEAR FORCE Fy or V
REFER SHEET 1 OF THIS FILE
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project Details
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
20.0 23.2 26.5 33.2 PLASTIC 1
Web d/tw
22.6 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 1 PLASTIC OK
Nd = Agfy/ mo = 4261.82 kN > 726.106 kN SAFE
Minimum web thickness requirement
= 11.30 against 158.11 OK
= 11.30 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 7573.63 N/mm
2
lw = (fy / 3 tcr) = 0.17
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 1043.85 kN > 7.74 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 1.00
Mdz = bZpzfy/ mo = 404.43 kNm
Minor Axis
b = 1.00
Mdy = bZpyfy/ mo = 204.58 kNm
(b) V>0.6Vd (9.2.1)
Change in major axis only (since only F y and not Fz is considered)
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
d/tw ≤ 345 f2 (Compression flange buckling requirement)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
d/tw ≤ 200 (Serviceability requirement)
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project Details
= 856800 mm3
Mfdz = Z 'pzfy/ mo
= 311.56 kNm
= (2V/Vd-1)2
= 0.971
Mdvz = Mdz - (Mdz – Mfdz) = 314.298 kNm
(c) Bending resistance
Final Mdz = 404.43 kNm > 22.657 kNm SAFE
Final Mdy = 204.58 kNm > 0.036 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
n = N/Nd = 0.170
= 404.43 kNm > 22.657 kNm SAFE
= 115.67 kNm > 0.036 kNm SAFE
For I & H sections
1 =5n ≥ 1 = 1.00
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= 0.00 < 1 SAFE
N/Nd + Mz / Mdz + My / Mdy = NA NA NA
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 3268.33 N/mm2
lz = fy / fcr = 0.350
= 0.587
= 0.95
fcdz = zfy/ mo = 343.83 N/mm2
Pdz = Aefcdz = 4029.66 kN > 726.106 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 3359.38 N/mm2
y = = 0.345
= 0.595
= 0.93
fcdy = yfy/ mo = 336.73 N/mm2
Pdy = Aefcdy = 3946.53 kN > 726.106 kN SAFE
z = 0.5(1 + az (lz - 0.2) + lz2)
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
Reduced plastic moment resistance about major axis
Plastic modulus of section excluding shear area Z 'pz
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Project Details
b = 1.00
= 4857.069 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.303
LT = 0.49 Welded Section
= 0.5709
= 0.9478
fbd = LTfy/ mo = 344.6541 N/mm2
Mdz = bZpzfbd = 383.32 kNm > 22.657 kNm SAFE
= 1.027
Cmz (for sway buckling mode) = 0.9
= 1.027
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.184
= 0.9841
= 0.24 < 1 SAFE
= 0.232 < 1 SAFE(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
Determination of moment amplification factors
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
Non-dimsional lateral torsional slenderness ratio
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
a h t1 t2 t3 s tc1 tc2 bc
300 226 12 12 10 240 0 0 0
Location of centroid A
Xb 150 mm mm2
Yb 125 mm
W = 92.002 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 101.7275 mm
Iyy = mm4 ryy 103.1346 mm
Section modulus
Zxx 9.70E+05 mm3
Zyy 8.31E+05 mm3
Total area of section
11720
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
1.21E+08
1.25E+08
Member Properties of Top End Portal Beam-TEPB
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
t1
s
t2
t3t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Max My
= 1136.553 kN
= 55.968 kNm
= 548.904 kNm
= 186.102 kN
EFFECTIVE LENGTH IN Z DIR Lz = 5 m
EFFECTIVE LENGTH IN Y DIR Ly = 2.05 m
ENTER THE SECTION =
Ag = 26800 mm2
IZ = 1.05E+09 mm4
IY = 8.75E+08 mm4
bf = 500 mm
tf = 16 mm
tw = 24 mm
H = 482 mm
Zez = 4.36E+06 mm3
Zey = 3.50E+06 mm3
rz = 198.05 mm
ry = 180.73 mm
Zpz = 2 bf tf (H-tf) / 2 + tw (H-2tf)2/4 = 4943000 mm
3
Zpy = 2 bf2
tf / 4 + (H-2tf) tw2/4 = 2064800 mm
3
It = (2 bf tf3 + (H-tf) tw
3) / 3 = 3.513E+06 mm
4
Iw = (H-tf)2Iy / 4 = 4.752E+13 mm
4
E = 2.E+05 N/mm2
FACTORED MAX. SHEAR FORCE Fy or V
REFER SHEET 1 OF THIS FILE
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
1) PROPERTIES OF SECTION
LATA BRIDGE
Project Details
Design of Bottom Cross Beam-BCB1
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
27.3 23.2 26.5 33.2 SEMI-COMPACT 3
Web d/tw
37.5 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 3 SEMI-COMPACT OK
Nd = Agfy/ mo = 9745.45 kN > 1136.553 kN SAFE
Minimum web thickness requirement
= 18.75 against 158.11 OK
= 18.75 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 2750.80 N/mm
2
lw = (fy / 3 tcr) = 0.29
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 2494.15 kN > 186.102 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 0.88
Mdz = bZpzfy/ mo = 1586.14 kNm
Minor Axis
b = 1.70
Mdy = bZpyfy/ mo = 1273.26 kNm
(b) V>0.6Vd (9.2.1)
d/tw ≤ 200 (Serviceability requirement)
d/tw ≤ 345 f2 (Compression flange buckling requirement)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
Change in major axis only (since only F y and not Fz is considered)
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
= 3728000 mm3
Mfdz = Z 'pzfy/ mo
= 1355.64 kNm
= (2V/Vd-1)2
= 0.724
Mdvz = Mdz - (Mdz – Mfdz) = 1586.142 kNm
(c) Bending resistance
Final Mdz = 1586.14 kNm > 55.968 kNm SAFE
Final Mdy = 1273.26 kNm > 548.904 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
n = N/Nd = 0.117
= 1586.14 kNm > 55.968 kNm NA
= 524.70 kNm > 548.904 kNm NA
For I & H sections
1 =5n ≥ 1 = 1.00
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= NA NA NA
N/Nd + Mz / Mdz + My / Mdy = 0.58 < 1 SAFE
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 3097.04 N/mm2
lz = fy / fcr = 0.359
= 0.592
= 0.94
fcdz = zfy/ mo = 342.51 N/mm2
Pdz = Aefcdz = 9179.15 kN > 1136.553 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 15341.78 N/mm2
y = = 0.161
= 0.504
= 1.00
fcdy = yfy/ mo = 363.64 N/mm2
Pdy = Aefcdy = 9745.45 kN > 1136.553 kN SAFE
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
Reduced plastic moment resistance about major axis
Plastic modulus of section excluding shear area Z 'pz
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
z = 0.5(1 + az (lz - 0.2) + lz2)
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :LATA BRIDGE
Project Details
Grafix Engineering Consultants Pvt. Ltd.
LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
b = 0.88
= 96162.799 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.135
LT = 0.49 Welded Section
= 0.4931
= 1.0000
fbd = LTfy/ mo = 363.6364 N/mm2
Mdz = bZpzfbd = 1586.14 kNm > 55.968 kNm SAFE
= 1.020
Cmz (for sway buckling mode) = 0.9
= 0.996
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.117
= 0.9955
= 0.54 < 1 SAFE
= 0.388 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
Non-dimsional lateral torsional slenderness ratio
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
Determination of moment amplification factors
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
a h t1 t2 t3 s tc1 tc2 bc
500 450 16 16 12 436 0 0 0
Location of centroid A
Xb 250 mm mm2
Yb 241 mm
W = 210.38 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 198.0516 mm
Iyy = mm4 ryy 180.7286 mm
Section modulus
Zxx 4.36E+06 mm3
Zyy 3.50E+06 mm3
8.75E+08
Member Properties of Bottom Cross Beam-BCB1
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Total area of section
26800
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
1.05E+09
t1
s
t2
t3t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Min Mz
= 1174.441 kN
= 171.871 kNm
= 1.287 kNm
= 55.987 kN
EFFECTIVE LENGTH IN Z DIR Lz = 5.05 m
EFFECTIVE LENGTH IN Y DIR Ly = 0.3 m
ENTER THE SECTION =
Ag = 15000 mm2
IZ = 6.13E+08 mm4
IY = 7.21E+07 mm4
bf = 300 mm
tf = 16 mm
tw = 12 mm
H = 482 mm
Zez = 2.54E+06 mm3
Zey = 4.80E+05 mm3
rz = 202.07 mm
ry = 69.31 mm
Zpz = bf tf (H-tf) + tw (H-2tf)2/4 = 2844300 mm
3
Zpy = 0.5* bf2 tf = 720000 mm
3
E = 2.E+05 N/mm2
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
DESIGN OF Bottom Cross Beam - BCB2
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
1) PROPERTIES OF SECTION
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
FACTORED MAX. SHEAR FORCE Fy or V
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
REFER SHEET 1 OF THIS FILE
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
9.0 6.6 7.4 10.8 SEMI-COMPACT 3
Web d/tw
37.5 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 3 SEMI-COMPACT OK
Nd = Agfy/ mo = 5454.55 kN > 1174.441 kN SAFE
Minimum web thickness requirement
= 37.50 against 158.11 OK
= 37.50 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 687.70 N/mm
2
lw = (fy / 3 tcr) = 0.58
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 1247.08 kN > 55.987 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 0.89
Mdz = bZpzfy/ mo = 924.19 kNm
Minor Axis
b = 0.67
Mdy = bZpyfy/ mo = 174.70 kNm
(b) V>0.6Vd (9.2.1)
= 2236800 mm3
Mfdz = Z 'pzfy/ mo
= 813.382 kNm
= (2V/Vd-1)2
= 0.828
Mdvz = Mdz - (Mdz – Mfdz) = 924.186 kNm
(c) Bending resistance
Final Mdz = 924.19 kNm > 171.871 kNm SAFE
Final Mdy = 174.70 kNm > 1.287 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
d/tw ≤ 200 (Serviceability requirement)
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
Change in major axis only (since only F y and not Fz is considered)
Plastic modulus of section excluding shear area Z 'pz
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
d/tw ≤ 345 f2 (Compression flange buckling requirement)
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
n = N/Nd = 0.215
= 924.19 kNm > 171.871 kNm NA
= 118.07 kNm > 1.287 kNm NA
For I & H sections
1 =5n ≥ 1 = 1.08
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= NA NA NA
N/Nd + Mz / Mdz + My / Mdy = 0.41 < 1 SAFE
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 3160.57 N/mm2
lz = fy / fcr = 0.356
= 0.590
= 0.94
fcdz = zfy/ mo = 343.01 N/mm2
Pdz = Aefcdz = 5145.14 kN > 1174.441 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 105370.53 N/mm2
y = = 0.062
= 0.468
= 1.00
fcdy = yfy/ mo = 363.64 N/mm2
Pdy = Aefcdy = 5454.55 kN > 1174.441 kN SAFE
b = 0.89
= 368473.263 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.053
LT = 0.49 Welded Section
= 0.4652
= 1.0000
fbd = LTfy/ mo = 363.6364 N/mm2
Mdz = bZpzfbd = 924.19 kNm > 171.871 kNm SAFE
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
Reduced plastic moment resistance about major axis
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
z = 0.5(1 + az (lz - 0.2) + lz2)
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
Non-dimsional lateral torsional slenderness ratio
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
= 1.036
Cmz (for sway buckling mode) = 0.9
= 0.970
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.215
= 0.9968
= 0.41 < 1 SAFE
= 0.405 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
Determination of moment amplification factors
a h t1 t2 t3 s tc1 tc2 bc
300 450 16 16 12 0 0 0 0
Area Calculations :
Area of top flange plate 4800 mm2
1 No
Area of bottom flange plate 4800 mm2
1 No
Area of one web plate 5400 mm2
2 Nos..
Area of top cover plate 0 mm2
1 No.
Area of bottom cover plate 0 mm3
1 No..
Location of centroid A
Xb 150 mm mm2
Yb 241 mm
W = 117.75 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 202.0733 mm
Iyy = mm4 ryy 69.3132 mm
Section modulus
Zxx 2.54E+06 mm3
Zyy 4.80E+05 mm3
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Member Properties of Bottom Cross Beam-BCB2
Total area of section
15000
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
6.13E+08
7.21E+07
t1
s
t2
t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Min Fx
= 1354 kN
= 194 kNm
= 0 kNm
= 112 kN
EFFECTIVE LENGTH IN Z DIR Lz = 5.05 m
EFFECTIVE LENGTH IN Y DIR Ly = 0.3 m
ENTER THE SECTION =
Ag = 14616 mm2
IZ = 5.25E+08 mm4
IY = 7.21E+07 mm4
bf = 300 mm
tf = 16 mm
tw = 12 mm
H = 450 mm
Zez = 2.33E+06 mm3
Zey = 4.80E+05 mm3
rz = 189.58 mm
ry = 70.22 mm
Zpz = bf tf (H-tf) + tw (H-2tf)2/4 = 2607372 mm
3
Zpy = 0.5* bf2 tf = 720000 mm
3
E = 2.E+05 N/mm2
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
REFER SHEET 1 OF THIS FILE
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
1) PROPERTIES OF SECTION
2) CROSS SECTION CLASSFICATION (3.7.2 - TABLE 2)
FACTORED MAX. SHEAR FORCE Fy or V
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
DESIGN OF Bottom Joist Beam - BJB1
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
9.0 6.6 7.4 10.8 SEMI-COMPACT 3
Web d/tw
34.8 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 3 SEMI-COMPACT OK
Nd = Agfy/ mo = 5314.91 kN > 1354 kN SAFE
Minimum web thickness requirement
= 34.83 against 158.11 OK
= 34.83 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 797.02 N/mm
2
lw = (fy / 3 tcr) = 0.54
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 1158.40 kN > 112 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 0.90
Mdz = bZpzfy/ mo = 848.96 kNm
Minor Axis
b = 0.67
Mdy = bZpyfy/ mo = 174.69 kNm
(b) V>0.6Vd (9.2.1)
= 2083200 mm3
Mfdz = Z 'pzfy/ mo
= 757.527 kNm
= (2V/Vd-1)2
= 0.651
Mdvz = Mdz - (Mdz – Mfdz) = 848.960 kNm
(c) Bending resistance
Final Mdz = 848.96 kNm > 194 kNm SAFE
Final Mdy = 174.69 kNm > 0 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
d/tw ≤ 345 f2 (Compression flange buckling requirement)
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (9.3.1 )
Change in major axis only (since only F y and not Fz is considered)
Plastic modulus of section excluding shear area Z 'pz
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (8.2.1.2 & 9.2.1)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (9.3.1.1)
d/tw ≤ 200 (Serviceability requirement)
4) SHEAR CAPACITY OF THE SECTION (8.6.1 & 8.4.2.2a)
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
n = N/Nd >= a = 0.500
= 565.97 kNm > 194 kNm NA
= 174.69 kNm > 0 kNm NA
For I & H sections
1 =5n ≥ 1 = 1.27
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= NA NA NA
N/Nd + Mz / Mdz + My / Mdy = 0.48 < 1 SAFE
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 2781.77 N/mm2
lz = fy / fcr = 0.379
= 0.602
= 0.93
fcdz = zfy/ mo = 339.73 N/mm2
Pdz = Aefcdz = 4965.42 kN > 1354 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 108131.97 N/mm2
y = = 0.061
= 0.468
= 1.00
fcdy = yfy/ mo = 363.64 N/mm2
Pdy = Aefcdy = 5314.91 kN > 1354 kN SAFE
b = 0.90
= 343171.798 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.052
LT = 0.49 Welded Section
= 0.4651
= 1.0000
fbd = LTfy/ mo = 363.6364 N/mm2
Mdz = bZpzfbd = 848.96 kNm > 194 kNm SAFE
Non-dimsional lateral torsional slenderness ratio
z = 0.5(1 + az (lz - 0.2) + lz2)
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
Reduced plastic moment resistance about major axis
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (8.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (7.1.2 )
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
LATA BRIDGE
= 1.049
Cmz (for sway buckling mode) = 0.9
= 0.965
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.255
= 0.9962
= 0.48 < 1 SAFE
= 0.488 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
Determination of moment amplification factors
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (9.3.2.2)
a h t1 t2 t3 s tc1 tc2 bc
300 418 16 16 12 0 0 0 0
Area Calculations :
Area of top flange plate 4800 mm2
1 No
Area of bottom flange plate 4800 mm2
1 No
Area of one web plate 5016 mm2
2 Nos..
Area of top cover plate 0 mm2
1 No.
Area of bottom cover plate 0 mm3
1 No..
Location of centroid A
Xb 150 mm mm2
Yb 225 mm
W = 114.7356 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 189.5775 mm
Iyy = mm4 ryy 70.21557 mm
Section modulus
Zxx 2.33E+06 mm3
Zyy 4.80E+05 mm3
14616
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
5.25E+08
7.21E+07
Member Properties of Bottom Joist Beam - BJB1
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Total area of section
t1
s
t2
t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Min Mz
= 1272.271 kN
= 361.244 kNm
= 0 kNm
= 6.055 kN
EFFECTIVE LENGTH IN Z DIR Lz = 6 m
EFFECTIVE LENGTH IN Y DIR Ly = 0.3 m
ENTER THE SECTION =
Ag = 15600 mm2
IZ = 7.64E+08 mm4
IY = 7.21E+07 mm4
bf = 300 mm
tf = 16 mm
tw = 12 mm
H = 532 mm
Zez = 2.87E+06 mm3
Zey = 4.80E+05 mm3
rz = 221.33 mm
ry = 67.97 mm
Zpz = bf tf (H-tf) + tw (H-2tf)2/4 = 3226800 mm
3
Zpy = 0.5* bf2 tf = 720000 mm
3
E = 2.E+05 N/mm2
G = 76923 N/mm2
fy = 400 N/mm2
e = 250 / fy = 0.79
DESIGN OF Bottom Joist Beam - BCB2
FACTORED AXIAL LOAD ON THE COLUMN Fx or N or P
1) PROPERTIES OF SECTION
2) CROSS SECTION CLASSFICATION (503.7.2 - TABLE 2 of IRC:24-2010)
FACTORED MAX. SHEAR FORCE Fy or V
FACTORED MOMENT IN Z DIRECTION Mz
FACTORED MOMENT IN Y DIRECTION My
REFER SHEET 1 OF THIS FILE
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
X X
Y
Y
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
Plastic Compact Semi-compact Section Class
Outstand of flange b/tf
9.0 6.6 7.4 10.8 SEMI-COMPACT 3
Web d/tw
41.7 66.4 83.0 99.6 PLASTIC 1
Therefore overall section classified as 3 SEMI-COMPACT OK
Nd = Agfy/ mo = 5672.73 kN > 1272.271 kN SAFE
Minimum web thickness requirement
= 41.67 against 158.11 OK
= 41.67 against 215.63 OK
Kv ( when transverse stiffeners are provided only at supports) = 5.35
cr,e = Kvp2E / (12(1-m
2)(d/tw)
2) = 557.04 N/mm
2
lw = (fy / 3 tcr) = 0.64
when lw ≤ 0.8 tb = fy / 3
b = 230.94 N/mm2
when lw ≥ 0.8 tb = fy / 3 lw2
Vd = Vcr = dtw b = 1385.64 kN > 6.055 kN SAFE
V < 0.6Vd
Type of beam 3 Neither
(a) V<=0.6Vd (8.2.1.2)
Major Axis
b = 0.89
Mdz = bZpzfy/ mo = 1044.73 kNm
Minor Axis
b = 0.67
Mdy = bZpyfy/ mo = 174.72 kNm
(b) V>0.6Vd (9.2.1)
= 2476800 mm3
Mfdz = Z 'pzfy/ mo
= 900.655 kNm
= (2V/Vd-1)2
= 0.983
Mdvz = Mdz - (Mdz – Mfdz) = 1044.729 kNm
(c) Bending resistance
Final Mdz = 1044.73 kNm > 361.244 kNm SAFE
Final Mdy = 174.72 kNm > 0 kNm SAFE
a = (A-2btf)/A <= 0.5 = 0.50
d/tw ≤ 200 (Serviceability requirement)
4) SHEAR CAPACITY OF THE SECTION (509.6.1 & 509.4)
3) RESISTANCE TO COMPRESSION DUE TO YIELDING (510.3.1.1)
Change in major axis only (since only F y and not Fz is considered)
Plastic modulus of section excluding shear area Z 'pz
when 0.8< w < 1.2; b =[1-0.8( w-0.8)]
5) BENDING RESISTANCE OF THE CROSS-SECTION (509.2.1 )
d/tw ≤ 345 f2 (Compression flange buckling requirement)
6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (510.3.1.2 )
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
n = N/Nd = 0.224
= 1044.73 kNm > 361.244 kNm NA
= 121.59 kNm > 0 kNm NA
For I & H sections
1 =5n ≥ 1 = 1.12
2 = 2.00
(Mz / Mndz)2 + (My / Mndy)
1= NA NA NA
N/Nd + Mz / Mdz + My / Mdy = 0.57 < 1 SAFE
Major Axis
Buckling class = b Welded Section
Imperfection factor ( z) = 0.34
fccz = 2E / (KLz/rz)
2 = 2686.09 N/mm2
lz = fy / fcr = 0.386
= 0.606
= 0.93
fcdz = zfy/ mo = 338.78 N/mm2
Pdz = Aefcdz = 5284.89 kN > 1272.271 kN SAFE
Minor Axis
Buckling class = c Welded Section
Imperfection factor ( y) = 0.49
fccy = 2E / (KLy/ry)
2 = 101327.94 N/mm2
y = = 0.063
= 0.468
= 1.00
fcdy = yfy/ mo = 363.64 N/mm2
Pdy = Aefcdy = 5672.73 kN > 1272.271 kN SAFE
b = 0.89
= 408015.608 kNm
LT = (bbZpzfy / Mcr)0.5
<= (1.2Zezfy / Mcr)0.5 = 0.053
LT = 0.49 Welded Section
= 0.4654
= 1.0000
fbd = LTfy/ mo = 363.6364 N/mm2
Mdz = bZpzfbd = 1044.73 kNm > 361.244 kNm SAFE
Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy
Check for biaxial bending
Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz
Reduced plastic moment resistance about minor axis
Reduced plastic moment resistance about major axis
y =1/ [Fy + (Fy2-ly
2)0.5
]
8) MEMBER BUCKLING RESISTANCE IN BENDING (509.2.2 )
z =1/ [Fz + (Fz2-lz
2)0.5
]
y = 0.5(1 + ay (ly - 0.2) + ly2)
7) MEMBER BUCKLING RESISTANCE IN COMPRESSION (507.1.2 )
z = 0.5(1 + az (lz - 0.2) + lz2)
LT =1/ [FLT + (FLT2-lLT
2)0.5
]
Lateral torsional buckling resistance
Reduction factor lateral torsional buckling
LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)
Mcr = [ (2EIyhf) / 2(KLy)
2] {1+(1/20) [KLy / ry) / (hf / tf) ]
2 }0.5
Non-dimsional lateral torsional slenderness ratio
Page
Date 03/12/2012
Designed MMR
Checked MVV
Title Doc No. :
Grafix Engineering Consultants Pvt. Ltd.
Project Details LATA TAPOVAN HEP (3X75MW), UTTARAKHAND
POWERHOUSE BRIDGE
= 1.045
Cmz (for sway buckling mode) = 0.9
= 0.969
Cmy (for sway buckling mode) = 0.9
CmLT = 0.600 Beam Ends
ny = P / Pdy = 0.224
= 0.9966
= 0.57 < 1 SAFE
= 0.566 < 1 SAFE
(P / Pdy) +(KyCmyMy / Mdy) +(KLTMz / Mdz)
9) MEMBER STRENGTH UNDER COMBINED BENDING & AXIAL COMPRESSION (510.3.2.2)
(P / Pdz) +(0.6KyCmyMy / Mdy) +(KzCmzMz / Mdz)
KLT = 1-((0.1 LTny) / (CmLT - 0.25)) ≥ 1-((0.1ny) / (CmLT - 0.25))
Check with interaction formula
Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)
Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)
Determination of moment amplification factors
a h t1 t2 t3 s tc1 tc2 bc
300 500 16 16 12 0 0 0 0
Area Calculations :
Area of top flange plate 4800 mm2
1 No
Area of bottom flange plate 4800 mm2
1 No
Area of one web plate 6000 mm2
2 Nos..
Area of top cover plate 0 mm2
1 No.
Area of bottom cover plate 0 mm3
1 No..
Location of centroid A
Xb 150 mm mm2
Yb 266 mm
W = 122.46 kg/m
Moment of Inertia calculations :
Radius of gyration
Ixx = mm4 rxx 221.3333 mm
Iyy = mm4 ryy 67.97058 mm
Section modulus
Zxx 2.87E+06 mm3
Zyy 4.80E+05 mm3
Total area of section
15600
Total Weight of the section per m length used
Moment of Inertia about X-X axis & Y-Y axis
7.64E+08
7.21E+07
CALCULATION SHEET FOR MOMENT OF INERTIA FOR SINGLE FLANGE PLATE BUILT-UP SECTIONS
Please note :
1. This sheet is used for calculating Moment of inertia of built up
sections about X-X & Y-Y axes.
2. Input all the values in mm units.
3. This sheet calculates M.O.I for built up section with flange plate
and cover plate.
4. Calculations are disposed assuming the section is symmetrical
about Y-Y AXIS.
5. Xb & Yb are the centroidal distances from the reference as
indicated. 6. in
case of single web plate girder geometric properties are desired "
input half the thickness of webplate for t3 ".
7.if the girder is with only single flange plate input tc1, tc2 & bc =0
User input values
Member Properties of Bottom Joist Beam-BJB2
t1
s
t2
t3
h
a
a
X X
Y
Y
Xb
Yb
tc1
tc2
bc
bc