Deflection Calculation - Detailed

3. PERIPHERAL BEAM DEFLECTION CALCULATION

361 of 392

LARSEN & TOUBRO LIMITEDECC Division - GES

The vertical deflections of beams is calculated as per Euro Code-2. The

Vertical deflection of edge beam is calculated for the most unfavourable serviceability load

case. Edge Beams in five faces of clinic building is checked for deflection. i.e. north face,

east face,south face, west face curved portion and west face as shown previously.

The following pages shows the vertical deflection calculation of edge beams

in second mezzanine floor level ( since the loading is more in this floor due to presence of

mechanical rooms).Vertical deflection calculation for the beam which has maximum

deflection on that face is shown here.

PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE

1861B-CS-05-002-03 30/01/09

TITLE: Clinic Building - Vertical Deflection CalculationDESIGNED CHECKED SHEET

RR JSB/MDS

362 of 392

3.1. NORTH FACE

363 of 392

LARSEN & TOUBRO LIMITED ECC Division - GES

Deflection calculation (North Face) (Between grid 2-3) :-(Edge Beam 600X600)

Moment at critical section MQP = kN.m

From concrete properties (From table 1)

fctm = N/mm2

Ec28 = N/mm2

Creep�coeffiecient = (From figure 4)

Elastic�modulus�for�reinforcement Es = N/mm2

Ec28

Long term elastic modulus Eeff = ------------------- = ------------------------- = N/mm2

[ 1 + Ø (�,to) 1 +

PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO

3700024666.67

0.5

DATE

1861B-CS-05-002-03 1/30/2009

TITLE: Clinic Building - Deflection CalculationDESIGNED CHECKED SHEET

RR JSB/MDS

295

3.51

37000

0.5

200000

Es

Effective modular ratio �e = --------------- = ------------------------- =Eeff

Area of Tension reinforcement As = mm2

Area of Compression reinforcement As2 = mm2

Depth of beam h = mm Breadth b = mm

Clear cover = mm

Effective depth to tension reinf. d = mm

Depth to Compression reinf. d2 = mm

b.h2

------ + ( �e - 1) (As. d + As2. d2)2

Xu = -------------------------------------------------b.h + ( �e - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 50 )

2= --------------------------------------------------------------------------------------------------------------------------------------------

x + ( - 1 ) x ( + )

2000008.11

24666.67

2130

521

600 600

40

540

50

600 600 6008.11 2130 540 521

600 600 8.11 2130 521

364 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= mm

b . h3 h 2Iu = ------- + b. h { --- - Xu } + ( �e - 1) (As.( d - Xu)2+ As2.(Xu- d2)

2)12 2

x x x= ------------------------------------------------- + x { - }2 +

( - 1 ) x { x ( - )2 + ( - )2 }

= + +

= mm4

12 2

307.15

600 600 600 600 600

521 307.15

600 600 ----- 307.15

50

1.1E+10 1.8E+07 1.07E+09

1.2E+10

8.11 2130 540 307.15

Cracking moment

0.9. fctm. Iu x xMcr = ----------------- = ------------------------------------------ = kN.m

h - Xu -

Mcr < MQP Cracked Section, So again calculate Ic & Xc.

� = 1 - 0.5 (Mcr/MQP)

= 1 - x ( / )2

=

{ [ ( As. �e�+�As2.�(�e��1)2�+�2b�(�As.�d.��e�+As2.�d2�(�e��1))]0.5��(As.��e�+�As2.�(�e��1)�)}�

Xc = --------------------------------------------------------------------------------------------------------------------b

{ x + x ( - 1 )2

+ 2 x x ( x x + x x ( - 1 ) ) }0.5

- x + ( - 1 )= -----------------------------------------------------------------------------------------------------------------------------------------------

0.9 3.51 1.2E+10128.19

600 307.15

0.5 128.19 295.00

0.906

2130 8.11 521 8.11

600 2130 540 8.11 521 50 8.11

2130 8.11 521 8.11

600

365 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= ( + )0.5 -------------------------------------------------------------------------------

Xc = mm

b . Xc3

Ic = ------- + ( �e .As.( d - Xc)2+( �e-1)As2.(d2-Xc)2)3

x 3

= -------------------------- + x x ( - )2 + ( - 1 ) x3

x ( - )2

= + +

4.399E+08 1.14E+10 2.10E+04

600

146.50

600 146.58.11 2130 540 146.5 8.11

521 50 146.50

6.3E+08 2.7E+09 3.4E+07

= mm4

Flexural curvature

1 MQP MQP

------ = � ----------------- + ( 1 - � ) ------------rn Eeff x Ic Eeff x Iu

= x -------------------------------------- + ( 1 - ) x -----------------------------------------x x

= +1

---- =rn

Total strinkage strain

� cd = Kh .�cd,0 = Drying shrinkage strain

Kh = Coefficient based on notional size, see Table 2. =

�cd,0 = Nominal unrestrained drying shrinkage, see Table 1. =

� cd =

� ca = Micro strain From Table 1

3.3E+09

2.95E+08 3E+080.906 0.906

24666.67 3.3E+09 24666.67 1.2E+10

3.2E-06 9.5E-08

3.3E-06

0.75

598

449

75

366 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

� cs = � cd + � ca

= +

=

1 Su Sc

------ = � �cs.��e.� ----- + ( 1 - �) �cs.��e.� ------rcs Iu Ic

Su = As (d-Xu) - As2 (Xu - d2)

= x ( - ) - ( - )

= mm3

Sc = As (d-Xc) - As2 (Xc - d2)

( ) ( )

449 75

5.24E-04

2130 540 307.15 521 307.15 50

3.6E+05

2130 540 146 50 521 146 50 50= x ( - ) - ( - )

= mm3

1------ = x x x ------------------ + ( 1 - ) x xrcs

x x -------------------

1------ =rcs

1 1 1------ = ------ + ----- = + =rt,QP rn rcs

Total deflection1

QP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (/10))

2130 540 146.50 521 146.50 50

7.9E+05

3.62E+050.91 5.2E-04 8.11 0.91 5.24E-04

1.19E+107.88E+05

8.113.34E+09

2.12E-07

3.34E-06 2.12E-07 3.55E-06

367 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

Edge Beam :-

Bending moment

Span of beam, L = m

Negative moment at the continous edge MA = (From ETABS Model)

Negative moment at the continous edge MB = (From ETABS Model)

Positive moment at midspan MC = (From ETABS Model)

MA + MB + = --------------- = ---------------------------- =

Mc

K = x ( 1 - --------- )

10.8

397.00

472.00

295.00

397.000 472.0002.95

295.000

2.950.104

10

K =

QP = x x x

QP = mm < = mm----------10800

250

43.230.39 Hence Safe

10

0.0734

0.0734 10800 10800 3.55E-06

368 of 392

3.2. EAST FACE

369 of 392


Deflection calculation (East face) (Between grid B-C) :-(Edge Beam 600x600)



fctm = N/mm2

Ec28 = N/mm2



Ec28


[ 1 + Ø (�,to) 1 +


3700024666.67

0.5

DATE

1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

342

3.51

37000

0.5

200000

Es





Clear cover = mm



b.h2

------ + ( �e - 1) (As. d + As2. d2)2

Xu = -------------------------------------------------b.h + ( �e - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 63 )

2= --------------------------------------------------------------------------------------------------------------------------------------------

x + ( - 1 ) x ( + )

2000008.11

24666.67

2500

521

600 600

40

540

62.5

600 600 6008.11 2500 540 521

600 600 8.11 2500 521

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1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= mm


2)12 2

x x x= ------------------------------------------------- + x { - }2 +

( - 1 ) x { x ( - )2 + ( - )2 }

= + +

= mm4

12 2

308.87

600 600 600 600 600

521 308.87

600 600 ----- 308.87

62.5

1.1E+10 2.8E+07 1.17E+09

1.2E+10

8.11 2500 540 308.87

Cracking moment

0.9. fctm. Iu x xMcr = ----------------- = ------------------------------------------ = kN.m

h - Xu -


� = 1 - 0.5 (Mcr/MQP)

= 1 - x ( / )2

=


Xc = --------------------------------------------------------------------------------------------------------------------b

{ x + x ( - 1 )2

+ 2 x x ( x x + x x ( - 1 ) ) }0.5

- x + ( - 1 )= -----------------------------------------------------------------------------------------------------------------------------------------------

0.9 3.51 1.2E+10130.24

600 308.87

0.5 130.24 342.00

0.927

2500 8.11 521 8.11

600 2500 540 8.11 521 62.5 8.11

2500 8.11 521 8.11

600

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1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= ( + )0.5 -------------------------------------------------------------------------------

Xc = mm

b . Xc3

Ic = ------- + ( �e .As.( d - Xc)2+( �e-1)As2.(d2-Xc)2)3

x 3

= -------------------------- + x x ( - )2 + ( - 1 ) x3

x ( - )2

= + +

5.747E+08 1.34E+10 2.40E+04

600

157.16

600 157.28.11 2500 540 157.2 8.11

521 62.5 157.16

7.8E+08 3E+09 3.3E+07

= mm4

Flexural curvature

1 MQP MQP


= x -------------------------------------- + ( 1 - ) x -----------------------------------------x x

= +1

---- =rn





� cd =


3.8E+09

3.42E+08 3.4E+080.927 0.927

24666.67 3.8E+09 24666.67 1.2E+10

3.4E-06 8.4E-08

3.5E-06

0.75

598

449

75

372 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

� cs = � cd + � ca

= +

=

1 Su Sc

------ = � �cs.��e.� ----- + ( 1 - �) �cs.��e.� ------rcs Iu Ic


= x ( - ) - ( - )

= mm3


( ) ( )

449 75

5.24E-04

2500 540 308.87 521 308.87 63

4.5E+05

2500 540 157 16 521 157 16 63= x ( - ) - ( - )

= mm3

1------ = x x x ----------------- + ( 1 - ) x xrcs

x x -------------------

1------ =rcs

1 1 1------ = ------ + ----- = + =rt,QP rn rcs

Total deflection1

QP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (/10))

2500 540 157.16 521 157.16 63

9.1E+05

4.49E+050.93 5.2E-04 8.11 0.93 5.24E-04

1.20E+109.08E+05

8.113.78E+09

2.21E-07

3.49E-06 2.21E-07 3.71E-06

373 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

Edge Beam :-

Bending moment

Span of beam, L = m




MA + MB + = --------------- = ---------------------------- =

Mc

K = x ( 1 - --------- )

10.8

480.00

542.00

342.00

480.000 542.0002.99

342.000

2.990.104

10

K =

QP = x x x

QP = mm < = mm----------

Hence Safe

250

43.231.53

10

0.0729

0.0729 10800 10800 3.71E-06

10800

374 of 392

3.3. SOUTH FACE

375 of 392


Deflection calculation (South face) (Between grid 7-8) :-(Edge Beam 600x600)



fctm = N/mm2

Ec28 = N/mm2



Ec28


[ 1 + Ø (�,to) 1 +


3700024666.67

0.5

DATE

1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

112

3.51

37000

0.5

200000

Es





Clear cover = mm



b.h2

------ + ( �e - 1) (As. d + As2. d2)2

Xu = -------------------------------------------------b.h + ( �e - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 63 )

2= --------------------------------------------------------------------------------------------------------------------------------------------

x + ( - 1 ) x ( + )

2000008.11

24666.67

1000

521

600 600

40

540

62.5

600 600 6008.11 1000 540 521

600 600 8.11 1000 521

376 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= mm


2)12 2

x x x= ------------------------------------------------- + x { - }2 +

( - 1 ) x { x ( - )2 + ( - )2 }

= + +

= mm4

12 2

302.23

600 600 600 600 600

521 302.23

600 600 ----- 302.23

62.5

1.1E+10 1788066 6.15E+08

1.1E+10

8.11 1000 540 302.23

Cracking moment

0.9. fctm. Iu x xMcr = ----------------- = ------------------------------------------ = kN.m

h - Xu -

Mcr > MQP Un-cracked section

� = 1 - 0.5 (Mcr/MQP)

= 1 - x ( / )2

=


Xc = --------------------------------------------------------------------------------------------------------------------b

{ x + x ( - 1 )2

+ 2 x x ( x x + x x ( - 1 ) ) }0.5

- x + ( - 1 )= -----------------------------------------------------------------------------------------------------------------------------------------------

0.9 3.51 1.1E+10121.12

600 302.23

0.5 121.12 112.00

0.415

1000 8.11 521 8.11

600 1000 540 8.11 521 62.5 8.11

1000 8.11 521 8.11

600

377 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= ( + )0.5 -------------------------------------------------------------------------------

Xc = mm

b . Xc3

Ic = ------- + ( �e .As.( d - Xc)2+( �e-1)As2.(d2-Xc)2)3

x 3

= -------------------------- + x x ( - )2 + ( - 1 ) x3

x ( - )2

= + +

1.395E+08 5.53E+09 1.18E+04

600

105.83

600 105.88.11 1000 540 105.8 8.11

521 62.5 105.83

2.4E+08 1.5E+09 7.0E+06

= mm4

Flexural curvature

1 MQP MQP


= x -------------------------------------- + ( 1 - ) x -----------------------------------------x x

= +1

---- =rn





� cd =


1.8E+09

1.12E+08 1.1E+080.415 0.415

24666.67 1.8E+09 24666.67 1.1E+10

1.1E-06 2.3E-07

1.3E-06

0.75

598

449

75

378 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

� cs = � cd + � ca

= +

=

1 Su Sc

------ = � �cs.��e.� ----- + ( 1 - �) �cs.��e.� ------rcs Iu Ic


= x ( - ) - ( - )

= mm3


( ) ( )

449 75

5.24E-04

1000 540 302.23 521 302.23 63

1.1E+05

1000 540 105 83 521 105 83 63= x ( - ) - ( - )

= mm3

1------ = x x x ----------------- + ( 1 - ) x xrcs

x x -------------------

1------ =rcs

1 1 1------ = ------ + ----- = + =rt,QP rn rcs

Total deflection1

QP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (/10))

1000 540 105.83 521 105.83 63

4.1E+05

1.13E+050.42 5.2E-04 8.11 0.42 5.24E-04

1.14E+104.12E+05

8.111.77E+09

5.94E-07

1.30E-06 5.94E-07 1.89E-06

379 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

Edge Beam :-

Bending moment

Span of beam, L = m




MA + MB + = --------------- = ---------------------------- =

Mc

K = x ( 1 - --------- )

6.65

10.00

305.00

112.00

10.000 305.0002.81

112.000

2.810.104

10

K =

QP = x x x

QP = mm < = mm----------

Hence Safe

250

26.66.25

10

0.0748

0.0748 6650 6650 1.89E-06

6650

380 of 392

3.4. WEST FACE CURVED PORTION

381 of 392


Deflection calculation (West Face curved portion) (Between grids 5.2-6) :-(Edge beam 600x600)



fctm = N/mm2

Ec28 = N/mm2



Ec28


[ 1 + Ø (�,to) 1 +


3700024666.67

0.5

DATE

1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

478

3.51

37000

0.5

200000

Es





Clear cover = mm



b.h2

------ + ( �e - 1) (As. d + As2. d2)2

Xu = -------------------------------------------------b.h + ( �e - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 63 )

2= --------------------------------------------------------------------------------------------------------------------------------------------

x + ( - 1 ) x ( + )

2000008.11

24666.67

4500

521

600 600

40

540

62.5

600 600 6008.11 4500 540 521

600 600 8.11 4500 521

382 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= mm


2)12 2

x x x= ------------------------------------------------- + x { - }2 +

( - 1 ) x { x ( - )2 + ( - )2 }

= + +

= mm4

12 2

317.18

600 600 600 600 600

521 317.18

600 600 ----- 317.18

62.5

1.1E+10 1.1E+08 1.83E+09

1.3E+10

8.11 4500 540 317.18

Cracking moment

0.9. fctm. Iu x xMcr = ----------------- = ------------------------------------------ = kN.m

h - Xu -


� = 1 - 0.5 (Mcr/MQP)

= 1 - x ( / )2

=


Xc = --------------------------------------------------------------------------------------------------------------------b

{ x + x ( - 1 )2

+ 2 x x ( x x + x x ( - 1 ) ) }0.5

- x + ( - 1 )= -----------------------------------------------------------------------------------------------------------------------------------------------

0.9 3.51 1.3E+10142.24

600 317.18

0.5 142.24 478.00

0.956

4500 8.11 521 8.11

600 4500 540 8.11 521 62.5 8.11

4500 8.11 521 8.11

600

383 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= ( + )0.5 -------------------------------------------------------------------------------

Xc = mm

b . Xc3

Ic = ------- + ( �e .As.( d - Xc)2+( �e-1)As2.(d2-Xc)2)3

x 3

= -------------------------- + x x ( - )2 + ( - 1 ) x3

x ( - )2

= + +

1.615E+09 2.39E+10 4.02E+04

600

199.35

600 199.48.11 4500 540 199.4 8.11

521 62.5 199.35

1.6E+09 4.2E+09 6.9E+07

= mm4

Flexural curvature

1 MQP MQP


= x -------------------------------------- + ( 1 - ) x -----------------------------------------x x

= +1

---- =rn





� cd =


5.9E+09

4.78E+08 4.8E+080.956 0.956

24666.67 5.9E+09 24666.67 1.3E+10

3.1E-06 6.7E-08

3.2E-06

0.75

598

449

75

384 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

� cs = � cd + � ca

= +

=

1 Su Sc

------ = � �cs.��e.� ----- + ( 1 - �) �cs.��e.� ------rcs Iu Ic


= x ( - ) - ( - )

= mm3


( ) ( )

449 75

5.24E-04

4500 540 317.18 521 317.18 63

8.7E+05

4500 540 199 35 521 199 35 63= x ( - ) - ( - )

= mm3

1------ = x x x ----------------- + ( 1 - ) x xrcs

x x -------------------

1------ =rcs

1 1 1------ = ------ + ----- = + =rt,QP rn rcs

Total deflection1

QP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (/10))

4500 540 199.35 521 199.35 63

1.5E+06

8.70E+050.96 5.2E-04 8.11 0.96 5.24E-04

1.27E+101.46E+06

8.115.89E+09

3.24E-07

3.21E-06 3.24E-07 3.54E-06

385 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

Edge Beam :-

Bending moment

Span of beam, L = m




MA + MB + = --------------- = ---------------------------- =

Mc

K = x ( 1 - --------- )

14.28

850.00

326.00

478.00

850.000 326.0002.46

478.000

2.460.104

10

K =

QP = x x x

QP = mm < = mm----------

57.1 Hence Safe

250

56.55

10

0.0784

0.0784 14280 14280 3.54E-06

14280

386 of 392

3.5. WEST FACE

387 of 392


Deflection calculation (West Face) (Between grids H & J) :-(Edge beam 600x600)



fctm = N/mm2

Ec28 = N/mm2



Ec28


[ 1 + Ø (�,to) 1 +


3700024666.67

0.5

DATE

1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

315

3.51

37000

0.5

200000

Es





Clear cover = mm



b.h2

------ + ( �e - 1) (As. d + As2. d2)2

Xu = -------------------------------------------------b.h + ( �e - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 63 )

2= --------------------------------------------------------------------------------------------------------------------------------------------

x + ( - 1 ) x ( + )

2000008.11

24666.67

2300

521

600 600

40

540

62.5

600 600 6008.11 2300 540 521

600 600 8.11 2300 521

388 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= mm


2)12 2

x x x= ------------------------------------------------- + x { - }2 +

( - 1 ) x { x ( - )2 + ( - )2 }

= + +

= mm4

12 2

308.01

600 600 600 600 600

521 308.01

600 600 ----- 308.01

62.5

1.1E+10 2.3E+07 1.1E+09

1.2E+10

8.11 2300 540 308.01

Cracking moment

0.9. fctm. Iu x xMcr = ----------------- = ------------------------------------------ = kN.m

h - Xu -


� = 1 - 0.5 (Mcr/MQP)

= 1 - x ( / )2

=


Xc = --------------------------------------------------------------------------------------------------------------------b

{ x + x ( - 1 )2

+ 2 x x ( x x + x x ( - 1 ) ) }0.5

- x + ( - 1 )= -----------------------------------------------------------------------------------------------------------------------------------------------

0.9 3.51 1.2E+10129.03

600 308.01

0.5 129.03 315.00

0.916

2300 8.11 521 8.11

600 2300 540 8.11 521 62.5 8.11

2300 8.11 521 8.11

600

389 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

= ( + )0.5 -------------------------------------------------------------------------------

Xc = mm

b . Xc3

Ic = ------- + ( �e .As.( d - Xc)2+( �e-1)As2.(d2-Xc)2)3

x 3

= -------------------------- + x x ( - )2 + ( - 1 ) x3

x ( - )2

= + +

4.996E+08 1.24E+10 2.24E+04

600

151.76

600 151.88.11 2300 540 151.8 8.11

521 62.5 151.76

7E+08 2.8E+09 3.0E+07

= mm4

Flexural curvature

1 MQP MQP


= x -------------------------------------- + ( 1 - ) x -----------------------------------------x x

= +1

---- =rn





� cd =


3.5E+09

3.15E+08 3.2E+080.916 0.916

24666.67 3.5E+09 24666.67 1.2E+10

3.3E-06 9.0E-08

3.4E-06

0.75

598

449

75

390 of 392



1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

� cs = � cd + � ca

= +

=

1 Su Sc

------ = � �cs.��e.� ----- + ( 1 - �) �cs.��e.� ------rcs Iu Ic


= x ( - ) - ( - )

= mm3


( ) ( )

449 75

5.24E-04

2300 540 308.01 521 308.01 63

4.1E+05

2300 540 151 76 521 151 76 63= x ( - ) - ( - )

= mm3

1------ = x x x ----------------- + ( 1 - ) x xrcs

x x -------------------

1------ =rcs

1 1 1------ = ------ + ----- = + =rt,QP rn rcs

Total deflection1

QP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (/10))

2300 540 151.76 521 151.76 63

8.5E+05

4.06E+050.92 5.2E-04 8.11 0.92 5.24E-04

1.19E+108.46E+05

8.113.54E+09

2.17E-07

3.40E-06 2.17E-07 3.61E-06

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1861B-CS-05-002-03 1/30/2009


RR JSB/MDS

Edge Beam :-

Bending moment

Span of beam, L = m




MA + MB + = --------------- = ---------------------------- =

Mc

K = x ( 1 - --------- )

10.83

422.00

530.00

315.00

422.000 530.0003.02

315.000

3.020.104

10

K =

QP = x x x

QP = mm < = mm----------

43.3 Hence Safe

250

30.75

10

0.0726

0.0726 10830 10830 3.61E-06

10830

392 of 392

Deflection Calculation - Detailed

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