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



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


3

Zpy = 2 bf2

tf / 4 + (H-2tf) tw2/4 = 760000 mm

3


3) / 3 = 1.929E+06 mm

4

Iw = (H-tf)2Iy / 4 = 8.526E+12 mm

4

E = 2.E+05 N/mm2







LATA BRIDGE

Project Details

Design of Bottom Chord - BC



X X

Y

Y

Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :LATA BRIDGE

Project Details



G = 76923 N/mm2

fy = 400 N/mm2

e = 250 / fy = 0.79



15.0 23.2 26.5 33.2 PLASTIC 1

Web d/tw

40.0 66.4 83.0 99.6 PLASTIC 1




= 20.00 against 158.11 OK

= 20.00 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 2417.69 N/mm

2

lw = (fy / 3 tcr) = 0.31


b = 230.94 N/mm2



V < 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 1.00


Minor Axis

b = 1.00


(b) V>0.6Vd (9.2.1)







when 0.8< w < 1.2; b =[1-0.8( w-0.8)]


Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



= 1996800 mm3

Mfdz = Z 'pzfy/ mo

= 726.11 kNm

= (2V/Vd-1)2

= 0.937





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


1= 0.08 < 1 SAFE


Major Axis




2 = 1626.88 N/mm2

lz = fy / fcr = 0.496

= 0.673

= 0.89



Minor Axis




2 = 613.94 N/mm2

y = = 0.807

= 0.975

= 0.66







Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz


y =1/ [Fy + (Fy2-ly

2)0.5

]


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


Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



b = 1.00

= 2500.520 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.669


= 0.8386

= 0.7439

fbd = LTfy/ mo = 270.4929 N/mm2


= 1.100


= 1.278



ny = P / Pdy = 0.457

= 0.9126

= 0.67 < 1 SAFE

= 0.492 < 1 SAFE





2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5



2)0.5

]



LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)




Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)


300 400 16 16 10 240 0 0 0


Xb 150 mm mm2

Yb 216 mm

W = 138.16 kg/m


Radius of gyration



Section modulus

Zxx 2.42E+06 mm3

Zyy 1.31E+06 mm3

17600



5.22E+08

1.97E+08

Member Properties of Bottom Chord-BC


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




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 Fx

= 1832.621 kN

= 0 kNm

= 0 kNm

= 1.978 kN



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


3

Zpy = 2 bf2

tf / 4 + (H-2tf) tw2/4 = 562600 mm

3


3) / 3 = 9.803E+05 mm

4

Iw = (H-tf)2Iy / 4 = 1.765E+12 mm

4

E = 2.E+05 N/mm2







LATA BRIDGE

Project Details

Design of Elevation Bracing EBR-1



X X

Y

Y

Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



G = 76923 N/mm2

fy = 400 N/mm2

e = 250 / fy = 0.79



20.0 23.2 26.5 33.2 PLASTIC 1

Web d/tw

22.6 66.4 83.0 99.6 PLASTIC 1




= 11.30 against 158.11 OK

= 11.30 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 7573.63 N/mm

2

lw = (fy / 3 tcr) = 0.17


b = 230.94 N/mm2



V < 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 1.00


Minor Axis

b = 1.00


(b) V>0.6Vd (9.2.1)







when 0.8< w < 1.2; b =[1-0.8( w-0.8)]


Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



= 856800 mm3

Mfdz = Z 'pzfy/ mo

= 311.56 kNm

= (2V/Vd-1)2

= 0.992



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


For I & H sections

1 =5n ≥ 1 = 2.15

2 = 2.00


1= 0.00 < 1 SAFE


Major Axis




2 = 567.42 N/mm2

lz = fy / fcr = 0.840

= 0.961

= 0.70



Minor Axis




2 = 583.22 N/mm2

y = = 0.828

= 0.997

= 0.64







Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz


y =1/ [Fy + (Fy2-ly

2)0.5

]


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


Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



b = 1.00

= 972.768 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.676


= 0.8453

= 0.7393

fbd = LTfy/ mo = 268.8468 N/mm2

Mdz = bZpzfbd = 299.01 kNm > 0 kNm SAFE

= 1.393


= 1.419



ny = P / Pdy = 0.667

= 0.8711

= 0.67 < 1 SAFE

= 0.615 < 1 SAFE





2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5



2)0.5

]



LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)




Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)


300 226 12 12 10 240 0 0 0


Xb 150 mm mm2

Yb 125 mm

W = 92.002 kg/m


Radius of gyration



Section modulus

Zxx 9.70E+05 mm3

Zyy 8.31E+05 mm3

11720



1.21E+08

1.25E+08

Member Properties of Elevation Bracing-EB1


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




User input values


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



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







Project

DetailsLATA TAPOVAN HEP (3X75MW), UTTARAKHAND

Y

Y

Z Z

b

d

Page

Designed Date

Checked 03/12/2012



Project


Zpz = 5.87E+05 mm3

Zpy = 4.20E+05 mm3

E = 2.E+05 N/mm2

fy = 250 N/mm2

= 250 / fy = 1.00



5.1 9.4 10.5 15.7 PLASTIC 1

Web d/tw

25.0 42.0 42.0 42.0 PLASTIC 1






= 28.58 against 200 OK


Design Shear Strength Vd = Vn/ mo = (Av*fyw/(3)0.5

)/ mo = 345.84 kN > 0 kN SAFE

V < 0.6Vd


Type of beam 2 Simply Supported

(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 1.00


Minor Axis

b = 1.00


(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





aw = (Aw)/A <= 0.5 = 0.46

af = (Af)/A <= 0.5 = 0.44





Change in major axis only (since only F y and not F z is considered)

Y

Page

Designed Date

Checked 03/12/2012



Project


n = N/Nd = 0.67



For Rectangular tubes

1 =1.66/(1-1.13*n2)<=6 = 3.30

=1.66/(1-1.13*n2)<=6 = 3.30


1 = 0.00 < 1 SAFE

(N/Nd) +(Mz / Mdz)+ (My / Mdy) = NA NA NA


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



Minor Axis


Imperfection factor ( y) (for buckling class c) = 0.49

fccy = 2E / (1.1KLy/ry)


2

y =( fy / fccy)0.5 = 0.772

= 0.939

= 0.68


Pdy = Aefcdz = 880.22 kN > 863.518 kN SAFE


b = 1.00

= 364.87 kNm

LT = ( bZpzfy / Mcr)0.5

<= (1.2Zezfy / Mcr)0.5 = 0.54


= 0.7291

= 0.8204

fbd = LTfy/ mo = 186.45 N/mm2



FLT = 0.5(1 + aLT (lLT - 0.2) + lLT2)

LT =1/ [ LT + ( LT2- LT

2)0.5

]


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

]


2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }

0.5


Mndz = Mdz (1-n)/(1-0.5aw) ≤ Mdz


Mndy = Mdy (1-n)/(1-0.5af) ≤ Mdy


Page

Designed Date

Checked 03/12/2012



Project




= 1.326


= 1.562


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)


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. :

Min Mz

= 1601.542 kN

= 1827.235 kNm

= 704.827 kNm

= 3654.47 kN


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


3

Zpy = 2 bf2 tf / 4 + (H-2tf) tw

2/4 = 4021250 mm

3


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







LATA BRIDGE

Project Details

Design of End Portal Column - EPC



X X

Y

Y

Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



fy = 400 N/mm2

e = 250 / fy = 0.79



18.8 23.2 26.5 33.2 PLASTIC 1

Web d/tw

30.0 66.4 83.0 99.6 PLASTIC 1




= 15.00 against 158.11 OK

= 15.00 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 4298.12 N/mm

2

lw = (fy / 3 tcr) = 0.23


b = 230.94 N/mm2



V > 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 1.00


Minor Axis

b = 1.00


(b) V>0.6Vd (9.2.1)

= 8593750 mm3

Mfdz = Z 'pzfy/ mo

= 3125.00 kNm

= (2V/Vd-1)2

= 0.102










when 0.8< w < 1.2; b =[1-0.8( w-0.8)]


Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details





Major Axis




2 = 8161.54 N/mm2

lz = fy / fcr = 0.221

= 0.528

= 0.99



Minor Axis




2 = 1936.50 N/mm2

y = = 0.454

= 0.666

= 0.87



b = 1.00

= 32411.411 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.388


= 0.6213

= 0.9037

fbd = LTfy/ mo = 328.6134 N/mm2


= 1.002


= 1.025


CmLT = 0.600 Column

ny = P / Pdy = 0.099



y =1/ [Fy + (Fy2-ly

2)0.5

]


z =1/ [Fz + (Fz2-lz

2)0.5

]

y = 0.5(1 + ay (ly - 0.2) + ly2)



2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5



2)0.5

]



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


Project Details



= 0.9891

= 0.96 < 1 SAFE

= 0.736 < 1 SAFE






550 600 25 25 20 470 0 0 0


Xb 275 mm mm2

Yb 325 mm

W = 404.275 kg/m


Radius of gyration



Section modulus

Zxx 1.05E+07 mm3

Zyy 7.76E+06 mm3


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




User input values

Member Properties of End Portal Column-EPC


51500



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


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



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


Project







LATA BRIDGE

DESIGN OF Elevation Vertical - EV

Y

Y

Z Z

b

d

Page

Designed Date

Checked 03/12/2012

Title Doc No. :


Project


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



5.1 9.4 10.5 15.7 PLASTIC 1

Web d/tw

25.0 42.0 42.0 42.0 PLASTIC 1








Design Shear Strength Vd = Vn/ mo = (Av*fyw/(3)0.5

)/ mo = 345.84 kN > 4.464 kN SAFE

V < 0.6Vd


Type of beam 2 Simply Supported

(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 1.00


Minor Axis

b = 1.00


(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





aw = (Aw)/A <= 0.5 = 0.46

af = (Af)/A <= 0.5 = 0.44



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. :


Project


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


1 = 0.27 < 1 SAFE

(N/Nd) +(Mz / Mdz)+ (My / Mdy) = NA NA NA


Major Axis



fccz = 2E / (1.1KLz/rz)


2

z = ( fy / fccz)0.5 = 0.587

= 0.767

= 0.79



Minor Axis



fccy = 2E / (1.1KLy/ry)


2

y =( fy / fccy)0.5 = 0.772

= 0.939

= 0.68


Pdy = Aefcdz = 880.22 kN > 238.956 kN SAFE


b = 1.00

= 364.87 kNm

LT = ( bZpzfy / Mcr)0.5

<= (1.2Zezfy / Mcr)0.5 = 0.54


= 0.7291

= 0.8204

fbd = LTfy/ mo = 186.45 N/mm2

y =1/ [ y + ( y2- y

2)0.5

]


2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }

0.5


Mndz = Mdz (1-n)/(1-0.5aw) ≤ Mdz


Mndy = Mdy (1-n)/(1-0.5af) ≤ Mdy




FLT = 0.5(1 + aLT (lLT - 0.2) + lLT2)

LT =1/ [ LT + ( LT2- LT

2)0.5

]


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. :


Project


LATA BRIDGE



= 1.090


= 1.155


CmLT = 0.600 Column

ny = P / Pdy = 0.271

= 0.96

= 0.78 < 1 SAFE



Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)




Page

Designed Date

Checked 03/12/2012

Title Doc No. :

Member End Forces


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


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 BRIDGE

Project

Details







DESIGN OF Top Plan Bracing - TB1

Major Axis

Buckling class (Table 10 of IS:800-2007) = c Angle


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



Minor Axis



fccy = 2E / (KLy/rv)


y =( fy / fcr)0.5 = 1.081

= 1.300

= 0.49



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


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






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 BRIDGE

Project

Details







DESIGN OF Top Plan Bracing - TB2

Major Axis





z = ( fy / fcr)0.5 = 1.661

= 2.237

= 0.27



Minor Axis





y =( fy / fcr)0.5 = 1.661

= 2.237

= 0.27




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


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






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







LATA BRIDGE

Project

Details


Major Axis





z = ( fy / fcr)0.5 = 0.966

= 1.155

= 0.56



Minor Axis





y =( fy / fcr)0.5 = 0.966

= 1.155

= 0.56



y =1/ [ y + ( y2- y

2)0.5

]


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



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


3

Zpy = 2 bf2

tf / 4 + (H-2tf) tw2/4 = 562600 mm

3


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



LATA BRIDGE

Project Details







X X

Y

Y

Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



LATA BRIDGE

Project Details

G = 76923 N/mm2

fy = 400 N/mm2

e = 250 / fy = 0.79



20.0 23.2 26.5 33.2 PLASTIC 1

Web d/tw

22.6 66.4 83.0 99.6 PLASTIC 1




= 11.30 against 158.11 OK

= 11.30 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 7573.63 N/mm

2

lw = (fy / 3 tcr) = 0.17


b = 230.94 N/mm2



V < 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 1.00


Minor Axis

b = 1.00


(b) V>0.6Vd (9.2.1)


when 0.8< w < 1.2; b =[1-0.8( w-0.8)]







Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



LATA BRIDGE

Project Details

= 856800 mm3

Mfdz = Z 'pzfy/ mo

= 311.56 kNm

= (2V/Vd-1)2

= 0.971





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


1= 0.00 < 1 SAFE


Major Axis




2 = 3268.33 N/mm2

lz = fy / fcr = 0.350

= 0.587

= 0.95



Minor Axis




2 = 3359.38 N/mm2

y = = 0.345

= 0.595

= 0.93



z = 0.5(1 + az (lz - 0.2) + lz2)

Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy


y =1/ [Fy + (Fy2-ly

2)0.5

]


z =1/ [Fz + (Fz2-lz

2)0.5

]

y = 0.5(1 + ay (ly - 0.2) + ly2)




Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz



Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



LATA BRIDGE

Project Details

b = 1.00

= 4857.069 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.303


= 0.5709

= 0.9478

fbd = LTfy/ mo = 344.6541 N/mm2


= 1.027


= 1.027



ny = P / Pdy = 0.184

= 0.9841

= 0.24 < 1 SAFE




Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)



2)0.5

]



LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)





2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5


300 226 12 12 10 240 0 0 0


Xb 150 mm mm2

Yb 125 mm

W = 92.002 kg/m


Radius of gyration



Section modulus

Zxx 9.70E+05 mm3

Zyy 8.31E+05 mm3


11720



1.21E+08

1.25E+08

Member Properties of Top End Portal Beam-TEPB


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




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



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


3

Zpy = 2 bf2

tf / 4 + (H-2tf) tw2/4 = 2064800 mm

3


3) / 3 = 3.513E+06 mm

4

Iw = (H-tf)2Iy / 4 = 4.752E+13 mm

4

E = 2.E+05 N/mm2







LATA BRIDGE

Project Details

Design of Bottom Cross Beam-BCB1



X X

Y

Y

Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



G = 76923 N/mm2

fy = 400 N/mm2

e = 250 / fy = 0.79



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



= 18.75 against 158.11 OK

= 18.75 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 2750.80 N/mm

2

lw = (fy / 3 tcr) = 0.29


b = 230.94 N/mm2



V < 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 0.88


Minor Axis

b = 1.70


(b) V>0.6Vd (9.2.1)







when 0.8< w < 1.2; b =[1-0.8( w-0.8)]


Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



= 3728000 mm3

Mfdz = Z 'pzfy/ mo

= 1355.64 kNm

= (2V/Vd-1)2

= 0.724





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


1= NA NA NA

N/Nd + Mz / Mdz + My / Mdy = 0.58 < 1 SAFE

Major Axis




2 = 3097.04 N/mm2

lz = fy / fcr = 0.359

= 0.592

= 0.94



Minor Axis




2 = 15341.78 N/mm2

y = = 0.161

= 0.504

= 1.00







Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz


y =1/ [Fy + (Fy2-ly

2)0.5

]


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


Page

Date 03/12/2012

Designed MMR

Checked MVV


Project Details



b = 0.88

= 96162.799 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.135


= 0.4931

= 1.0000

fbd = LTfy/ mo = 363.6364 N/mm2


= 1.020


= 0.996



ny = P / Pdy = 0.117

= 0.9955

= 0.54 < 1 SAFE

= 0.388 < 1 SAFE





2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5



2)0.5

]



LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)




Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)


500 450 16 16 12 436 0 0 0


Xb 250 mm mm2

Yb 241 mm

W = 210.38 kg/m


Radius of gyration



Section modulus

Zxx 4.36E+06 mm3

Zyy 3.50E+06 mm3

8.75E+08

Member Properties of Bottom Cross Beam-BCB1


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




User input values


26800



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



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









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. :



POWERHOUSE BRIDGE



9.0 6.6 7.4 10.8 SEMI-COMPACT 3

Web d/tw

37.5 66.4 83.0 99.6 PLASTIC 1




= 37.50 against 158.11 OK

= 37.50 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 687.70 N/mm

2

lw = (fy / 3 tcr) = 0.58


b = 230.94 N/mm2



V < 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 0.89


Minor Axis

b = 0.67


(b) V>0.6Vd (9.2.1)

= 2236800 mm3

Mfdz = Z 'pzfy/ mo

= 813.382 kNm

= (2V/Vd-1)2

= 0.828





a = (A-2btf)/A <= 0.5 = 0.50






when 0.8< w < 1.2; b =[1-0.8( w-0.8)]




Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



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


1= NA NA NA


Major Axis




2 = 3160.57 N/mm2

lz = fy / fcr = 0.356

= 0.590

= 0.94



Minor Axis




2 = 105370.53 N/mm2

y = = 0.062

= 0.468

= 1.00



b = 0.89

= 368473.263 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.053


= 0.4652

= 1.0000

fbd = LTfy/ mo = 363.6364 N/mm2


Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy


Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz



y =1/ [Fy + (Fy2-ly

2)0.5

]


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)


2)0.5

]



LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)


2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5


Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



POWERHOUSE BRIDGE

= 1.036


= 0.970



ny = P / Pdy = 0.215

= 0.9968

= 0.41 < 1 SAFE

= 0.405 < 1 SAFE






Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)



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..


Xb 150 mm mm2

Yb 241 mm

W = 117.75 kg/m


Radius of gyration



Section modulus

Zxx 2.54E+06 mm3

Zyy 4.80E+05 mm3


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




User input values

Member Properties of Bottom Cross Beam-BCB2


15000



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



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


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




LATA BRIDGE


2) CROSS SECTION CLASSFICATION (3.7.2 - TABLE 2)




DESIGN OF Bottom Joist Beam - BJB1


X X

Y

Y

Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



LATA BRIDGE



9.0 6.6 7.4 10.8 SEMI-COMPACT 3

Web d/tw

34.8 66.4 83.0 99.6 PLASTIC 1


Nd = Agfy/ mo = 5314.91 kN > 1354 kN SAFE


= 34.83 against 158.11 OK

= 34.83 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 797.02 N/mm

2

lw = (fy / 3 tcr) = 0.54


b = 230.94 N/mm2


Vd = Vcr = dtw b = 1158.40 kN > 112 kN SAFE

V < 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 0.90


Minor Axis

b = 0.67


(b) V>0.6Vd (9.2.1)

= 2083200 mm3

Mfdz = Z 'pzfy/ mo

= 757.527 kNm

= (2V/Vd-1)2

= 0.651





a = (A-2btf)/A <= 0.5 = 0.50


6) SECTION STRENGTH UNDER COMBINED BENDING AND AXIAL FORCE (9.3.1 )



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)



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. :



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


1= NA NA NA


Major Axis




2 = 2781.77 N/mm2

lz = fy / fcr = 0.379

= 0.602

= 0.93


Pdz = Aefcdz = 4965.42 kN > 1354 kN SAFE

Minor Axis




2 = 108131.97 N/mm2

y = = 0.061

= 0.468

= 1.00


Pdy = Aefcdy = 5314.91 kN > 1354 kN SAFE

b = 0.90

= 343171.798 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.052


= 0.4651

= 1.0000

fbd = LTfy/ mo = 363.6364 N/mm2



z = 0.5(1 + az (lz - 0.2) + lz2)


2)0.5

]



LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)


2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5


y =1/ [Fy + (Fy2-ly

2)0.5

]


z =1/ [Fz + (Fz2-lz

2)0.5

]

y = 0.5(1 + ay (ly - 0.2) + ly2)


Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy


Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz


Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



LATA BRIDGE

= 1.049


= 0.965



ny = P / Pdy = 0.255

= 0.9962

= 0.48 < 1 SAFE

= 0.488 < 1 SAFE





Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)




300 418 16 16 12 0 0 0 0

Area Calculations :


1 No


1 No


2 Nos..


1 No.


1 No..


Xb 150 mm mm2

Yb 225 mm

W = 114.7356 kg/m


Radius of gyration



Section modulus

Zxx 2.33E+06 mm3

Zyy 4.80E+05 mm3

14616



5.25E+08

7.21E+07

Member Properties of Bottom Joist Beam - BJB1


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




User input values


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



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


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










POWERHOUSE BRIDGE

X X

Y

Y

Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



POWERHOUSE BRIDGE



9.0 6.6 7.4 10.8 SEMI-COMPACT 3

Web d/tw

41.7 66.4 83.0 99.6 PLASTIC 1




= 41.67 against 158.11 OK

= 41.67 against 215.63 OK


cr,e = Kvp2E / (12(1-m

2)(d/tw)

2) = 557.04 N/mm

2

lw = (fy / 3 tcr) = 0.64


b = 230.94 N/mm2



V < 0.6Vd


(a) V<=0.6Vd (8.2.1.2)

Major Axis

b = 0.89


Minor Axis

b = 0.67


(b) V>0.6Vd (9.2.1)

= 2476800 mm3

Mfdz = Z 'pzfy/ mo

= 900.655 kNm

= (2V/Vd-1)2

= 0.983





a = (A-2btf)/A <= 0.5 = 0.50






when 0.8< w < 1.2; b =[1-0.8( w-0.8)]




Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



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


1= NA NA NA


Major Axis




2 = 2686.09 N/mm2

lz = fy / fcr = 0.386

= 0.606

= 0.93



Minor Axis




2 = 101327.94 N/mm2

y = = 0.063

= 0.468

= 1.00



b = 0.89

= 408015.608 kNm


<= (1.2Zezfy / Mcr)0.5 = 0.053


= 0.4654

= 1.0000

fbd = LTfy/ mo = 363.6364 N/mm2


Mndy = Mdy [1-((n-a)/(1-a))2] ≤ Mdy


Mndz = Mdz (1-n) / (1-0.5a) ≤ Mdz



y =1/ [Fy + (Fy2-ly

2)0.5

]


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)


2)0.5

]



LT = 0.5(1 + aLT (lLT - 0.2) + lLT2)


2] {1+(1/20) [KLy / ry) / (hf / tf) ]

2 }0.5


Page

Date 03/12/2012

Designed MMR

Checked MVV

Title Doc No. :



POWERHOUSE BRIDGE

= 1.045


= 0.969



ny = P / Pdy = 0.224

= 0.9966

= 0.57 < 1 SAFE

= 0.566 < 1 SAFE






Kz = 1 + ( z - 0.2)P/Pdz ≤ (1+0.8P/Pdz)

Ky = 1 + ( y - 0.2)P/Pdy ≤ (1+0.8P/Pdy)



300 500 16 16 12 0 0 0 0

Area Calculations :


1 No


1 No


2 Nos..


1 No.


1 No..


Xb 150 mm mm2

Yb 266 mm

W = 122.46 kg/m


Radius of gyration



Section modulus

Zxx 2.87E+06 mm3

Zyy 4.80E+05 mm3


15600



7.64E+08

7.21E+07


Please note :





and cover plate.


about Y-Y AXIS.


indicated. 6. in




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

Design Sheets

Documents

knm safefor

knm safea

knm safefinal mdy

e klzrz2

e klyry2

kn safev

kn safeb

bf tf htf