4.0 beam design

LARSEN & TOUBRO LIMITED ECC Division - GES

The beams are designed for forces from ETABS analysis model. The loading on the slab is considered as

PROJECT: SIDRA MEDICAL AND RESEARCH CENTER,QATAR DOCUMENT NO DATE1861B-CS-05-00320 26/05/09

4.0 DESIGN OF BEAMS

TITLE: HOSPITAL BUILDING - DESIGN OF SECOND FLOOR BEAMS & SLABS

DESIGNED CHECKED SHEET

RVR / UMA CSR/MDS

per design basis report. The loads on the beams common to adjacent blocks are considered appropriately and applied in ETABS model and design is carried out for output forces from ETABS.



TITLE: HOSPITAL BUILDING - DESIGN OF SECOND FLOOR BEAMS & SLABS

DESIGNED CHECKED SHEET

RVR / UMA CSR/MDS

KEY PLAN


BENDING MOMENT DIAGRAM OF BEAMS FROM ETABS

SHEET

RVR / UMA CSR/MDSTITLE:

DESIGNED CHECKED

PROJECT: SIDRA MEDICAL AND RESEARCH CENTER,QATAR DOCUMENT NO

PART -3

DATE1861B-CS-05-00320 26/05/09

HOSPITAL BUILDING - DESIGN OF SECOND FLOOR BEAMS & SLABS

BEAMS FROM ETABS

ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 13:51Plan View - 2F - Elevation 20.4 Moment 3-3 Diagram (ENVELOPE) - KN-m Units

L & T - GESPART -3 FRAMING MODELETABS


SHEET

RVR / UMA CSR/MDSTITLE:

DESIGNED CHECKED


HOSPITAL BUILDING - DESIGN OF SECOND FLOOR BEAMS & SLABS

PART 3

SHEAR FORCE DIAGRAM OF BEAMS FROM ETABS

PART -3

ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 13:53Plan View - 2F - Elevation 20.4 Shear Force 2-2 Diagram (ENVELOPE) - KN-m Units



SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09

DESIGNED CHECKEDPROJECT:

DOCUMENT NO 1861B-CS-05-00320DATE

HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN

BEAM MARKED : 2BP3 - 1

ETAB FILE: Block 3

TITLE: RVR / UMA CSR / MDS SHEET

01/07/09DESIGNED CHECKED

PROJECT: DATE

ETAB FILE: Block 3Concrete grade (fcu) = 40 N/mm2

Steel grade (fy) = 420 N/mm2

Overall depth of beam,'h' = mmWidth of beam 'b' = 700 mmClear cover = 50 mmDia of Comp. Reinforcement = mm

d

25

700 d'

900

900

As'

A ta o Co p e o ce e

K' = 0.156 ( considering no redistribution)

xure

aken

ex

ure

(N)

rsio

n

d.

ion

nsio

n

ctio

n

Long. Steel reqd. from torsionct

ion,

tress

ress

mm

)

3rd Layer 4th Layer1st Layer 2nd Layer

xure

)No.

D:

Mu

(kN

)

m2)

Forces Section

kN-m

)

hear

h

5

Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided

teel

)

ssio

n

As'

Ast

Shear stirrup

Spa

cing

reqd

. for

flex

(mm

)

y1(m

m)

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Ø

teel

Pro

vide

d in

om

pres

sion

ac

e

No. of legs Bar Dia Spacing

(mm)

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

x1 (m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

torsion

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

No.

of l

egs

Asv

(mm

2 )

Max

imum

Spa

cing

(m

Ø

Spa

cer B

ar d

ia

Bar

no

Ø

Bar

no

Bar

no

Ø

Bar

no

Spa

cer B

ar d

ia

Bar

no

Ø

Bar

no

Ø

Bar

no

Ø

Bar

noK

'

K=M

u/bd

2 f cu

z

Spa

cer B

ar d

ia

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

Mu/

bd2

(N

/mm

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Ø

As'

Ast

End

S

up ENV -1252 -932 0 n 817 72.5 2.68 0.156 0.067 751.2 146.9 4559.3 2 6 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 5454 0.95 NA 1.628 0.73 0 0 515475.7 10 4 314 410 182 590 790 0 182 0 0 0 5453.8 4 10 100 0

Mid

S

pan

ENV 1042 225 0 n 824 72.5 2.19 0.156 0.055 770.3 119.2 3700.8 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 0.84 NA 0.39 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0

B71

2

SSca St

co facd d Ste

tenN

froSA S S E T MAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV -1110 664.4 0 n 817 72.5 2.37 0.156 0.059 759.3 129.0 4002.1 2 6 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 5454 0.95 NA 1.161 0.73 0 0 248145.7 10 4 314 410 378 590 790 0 378 0 0 0 5453.8 4 10 150 0

End

S

up ENV -647.9 -307 0 n 817 72.5 1.39 0.156 0.035 776.5 90.8 2283.5 2 6 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 5454 0.95 NA 0.537 0.73 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 5453.8 4 10 150 0

B

As'

Ast

Mid

S

pan

ENV 75.42 -83 0 n 830 72.5 0.16 0.156 0.004 788.5 92.2 261.77 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 1885 0.32 NA 0.143 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 200 0

End

S

up ENV -488.4 249.6 0 n 817 72.5 1.04 0.156 0.026 776.5 90.8 1721.3 2 6 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 5454 0.95 NA 0.436 0.73 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 5453.8 4 10 150 0

B66

2BP3

-1

As'

Ast

End

S


Mid

S

pan

ENV 1055 160 0 n 824 72.5 2.22 0.156 0.055 769.6 120.8 3750.1 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 0.84 NA 0.277 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0B65

As'

Ast

End

S

up ENV -1214 1001 0 n 817 72.5 2.6 0.156 0.065 753.3 142.2 4411.6 2 6 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 5454 0.95 NA 1.749 0.73 0 0 584345.7 10 4 314 410 161 590 790 0 161 0 0 0 5453.8 4 10 100 0

As'

Ast






BEAM MARKED : 2BP3-2

ETAB FILE: Block 3



PROJECT: DATE




900

900 d

25

700 d'

As'



ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

rsio

n

d. Long. Steel reqd. from

torsionmm

)

xure

ion

nsio

n

3rd Layer

teel

)

ssio

n

xure

)

1st Layer 2nd Layer

No.

D:

Mu

(kN

) Net Steel provided

kN-m

)

hear

h

m2)

Forces FlexureSection Shear & TorsionLongitudinal Reinforcement

4th Layer

5

As'

Ast

dist

ribut

ion

alon

g w

idth

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Ø

Bar

no

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

x1 (m

m)

y1(m

m)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

torsion

Bar

no

Ø

Bar

no

Ø

Bar

no

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

No.

of l

egs

Asv

(mm

2 )

Spa

cer B

ar d

ia

Ø

p t

(pro

vide

d. %

of

ste

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Spa

cer B

ar d

ia

Ø

Bar

no

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

Mu/

bd2

(N

/mm

K'

Ø

z

K=M

u/bd

2 f cu

Spa

cer B

ar d

ia

As'

Ast

End

S


Mid

S

pan

ENV 846.5 105.7 0 n 824 72.5 1.78 0.156 0.045 781.0 95.6 2966.2 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 0.84 NA 0.183 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0

B45

6

d S S E T Sca dNfroS Ste

ten

St

co facM SA ( AAFa

F

Fa E

As'

Ast

S E

nd

Sup ENV -769.3 520 0 n 824 72.5 1.62 0.156 0.04 782.8 91.6 2689.4 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.84 NA 0.901 0.7 0 0 118209.1 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 0

End

S

up ENV -1179 -626 0 n 824 72.5 2.48 0.156 0.062 762.7 136.3 4228.8 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.84 NA 1.084 0.7 0 0 223769.1 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 02BP3

-2

B

As'

Ast

Mid

S

pan


End

S

up ENV -791 810.6 0 n 824 72.5 1.66 0.156 0.042 782.8 91.6 2765.3 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.84 NA 1.405 0.7 0 0 408799.1 10 4 314 410 231 590 790 0 231 0 0 0 4825.49 4 10 150 0

B43

As'

Ast

As'

Ast


SIDRA MEDICAL & RESEARCH CENTRE, QATARDATE 01/07/09


DOCUMENT NO 1861B-CS-05-00320


BEAM MARKED : 2BP3 - 3,4

ETAB FILE: Block 3

DATE 01/07/09DESIGNED CHECKED

PROJECT:





700 d'

900

900 d

25

As'



5

(kN

)

Forces Section Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided

kN-m

)

hear

m2)No.

D:

Mu

h

xure

)

1st Layer 2nd Layer 3rd Layer 4th Layer

ion

nsio

n

teel

)

ssio

n

tress

ress

mm

)

xure

aken

ex

ure

(N)

rsio

n


torsionctio

n

ctio

n,

As'

Ast

Fact

ored

She

ar V

u (

K'

K=M

u/bd

2 f cu

z

d' (m

m)

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

th

Mu/

bd2

(N

/mm

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Effe

ctiv

e de

pth

d (m

m)

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bar

no

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

Bar

no

Bar

no

Bar

no

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Bar

no

Ø

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

No.

of l

egs

Asv

(mm

2 )

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Ø Ø

Bar

no

Ø x1 (m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

y1(m

m)

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

As'

Ast

End

S


Mid

S

pan

ENV 1094 -44.5 0 n 824 72.5 2.3 0.156 0.058 767.4 125.7 3901.8 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 0.84 NA 0.077 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0

F

Fa EFa A A ( A E T M SSca S S S St

co facd d Ste

tenN

fro

2BP3

-3

B68

4

As'

Ast

S E

nd

Sup ENV -1172 616.6 0 n 801 72.5 2.61 0.156 0.065 738.1 140.0 4344 2 6 32 Ø + 0 0 Ø 32 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 7771 1.39 NA 1.1 0.82 0 0 154433.2 10 4 314 410 410 590 790 0 410 0 0 0 7770.73 4 10 150 0

End

S


2B B

As'

Ast

Mid

S

pan

ENV -29.55 -284 0 n 830 72.5 0.06 0.156 0.002 788.5 92.2 102.56 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1885 0.32 NA 0.489 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 200 0

End

S

up ENV 550.6 183.4 0 n 801 72.5 1.23 0.156 0.031 761.0 89.0 1980.1 2 6 32 Ø + 0 0 Ø 32 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 7771 1.39 NA 0.327 0.82 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 7770.73 4 10 150 0

2BP3

-4

B45

8

As'

Ast

End

S


Mid

S

pan


2BP3

-3

B46

As'

Ast

End

S


As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




1000

1000 d

25

700 d'

As'



ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

rsio

n


torsionmm

)

xure

ion

nsio

n

3rd Layer

teel

)

ssio

n

xure

)

1st Layer 2nd Layer

No.

D:

Mu

(kN


kN-m

)

hear

h

m2)

Forces FlexureSection

1

Shear & TorsionLongitudinal Reinforcement

4th Layer

5

As'

Ast

dist

ribut

ion

alon

g w

idth

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Ø

Bar

no

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

x1 (m

m)

y1(m

m)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

torsion

Bar

no

Ø

Bar

no

Ø

Bar

no

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

No.

of l

egs

Asv

(mm

2 )

Spa

cer B

ar d

ia

Ø

p t

(pro

vide

d. %

of

ste

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Spa

cer B

ar d

ia

Ø

Bar

no

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

Mu/

bd2

(N

/mm

K'

Ø

z

K=M

u/bd

2 f cu

Spa

cer B

ar d

ia

As'

Ast

End

S

up ENV -0.02 -752 0 n 924 72.5 0 0.156 8E-07 877.8 102.7 0.0624 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.75 NA 1.163 0.67 0 0 318687.6 10 4 314 410 333 590 890 0 333 0 0 0 4825.49 4 10 150 0

Mid

S

pan

ENV 2899 35.53 0 n 870 72.5 5.47 0.156 0.137 707.8 361.2 11209 3 6 32 Ø + 0 0 Ø 32 6 32 Ø + 0 0 Ø 32 6 25 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 12596 2.07 NA 0.058 0.94 0 0 NA 10 4 314 410 410 590 890 0 410 0 0 0 12596.2 4 10 200 0B57


ten

St

co facM SA ( AAFa

F

Fa E

As'

Ast

S E

nd

Sup ENV -0.06 709.4 0 n 924 72.5 0 0.156 3E-06 877.8 102.7 0.1871 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.75 NA 1.097 0.67 0 0 275807.6 10 4 314 410 385 590 890 0 385 0 0 0 4825.49 4 10 150 0

End

S

up ENV -0.02 -710 0 n 924 72.5 0 0.156 8E-07 877.8 102.7 0.0624 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.75 NA 1.098 0.67 0 0 276467.6 10 4 314 410 384 590 890 0 384 0 0 0 4825.49 4 10 150 02BP3

-5

As'

Ast

Mid

S

pan

ENV 2904 36.14 0 n 870 72.5 5.48 0.156 0.137 707.5 362.0 11235 3 6 32 Ø + 0 0 Ø 32 6 32 Ø + 0 0 Ø 32 6 25 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 12596 2.07 NA 0.059 0.94 0 0 NA 10 4 314 410 410 590 890 0 410 0 0 0 12596.2 4 10 200 0

End

S

up ENV -0.03 753 0 n 924 72.5 0 0.156 1E-06 877.8 102.7 0.0935 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.75 NA 1.164 0.67 0 0 319377.6 10 4 314 410 332 590 890 0 332 0 0 0 4825.49 4 10 150 0

B53

As'

Ast

As'

Ast


SIDRA MEDICAL & RESEARCH CENTRE, QATARPROJECT:

DOCUMENT NO 1861B-CS-05-00320DATE 01/07/09

DESIGNED CHECKED



ETAB FILE: Block 3

PROJECT: DATE

SHEETRVR / UMA CSR / MDSTITLE:




Overall depth of beam,'h' = mmWidth of beam 'b' = 700 mmClear cover = 50 mmDia of Comp. Reinforcement = mm25

d700 d'

900

900As'



No.

5

(kN

)

D:

Mu

hear

kN-m

)

h

Forces Section

Flexure Longitudinal Reinforcement Shear & Torsion

1st Layer

m2) xu

re

) ssio

n

ion 2nd Layer

Net Steel provided

nsio

n

teel

)

xure

Long. Steel reqd. from torsion3rd Layer 4th Layer

d.

mm

)

ctio

n,

tress

ress

ctio

n

aken

ex

ure

(N)

rsio

n

As'

Ast

Bea

m m

embe

r N

Fact

ored

She

ar V

u (

PO

SIT

ION

Load

cas

e

Eta

bs B

eam

ID:

acto

red

Mom

ent

(kN

-m)

Enh

ance

men

t of s

hst

reng

th

acto

red

Tors

ion

Tu (k

Effe

ctiv

e de

pth

d (m

m)

x=(d

-z)/0

.45

(m

m)

No.

of l

ayer

s

Ø

z

Ød' (m

m)

Ø

Spa

cer B

ar d

ia

Mu/

bd2

(N

/mm

K'

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

Bar

no

K=M

u/bd

2 f cu

y1(m

m)

As'

reqd

. (

Com

pres

stee

l)

posi

tion

of te

nsio

face

Spa

cer B

ar d

ia

Bar

no

Bar

no

Ø

Bar

no

Ø

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

Ast

Pro

vide

d. (T

ens

stee

l)

p t

(pro

vide

d. %

of

ste

Spa

cing

reqd

. for

flex

(mm

)

torsion

Bar

no

Spa

cer B

ar d

ia

No.

of l

egs

Net

Spa

cing

reqd

Max

imum

Spa

cing

(m

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

Ø

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Bar

no

Ø

Bar

no

Asv

(mm

2 )

x1 (m

m)

Bar

no

Ø

Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

Spa

cing

reqd

. for

tors

(mm

)

As'

Ast

End

S

up ENV -1834 -713 0 n 801 72.5 4.08 0.156 0.102 696.6 232.2 7206 2 6 32 Ø + 0 0 Ø 32 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 7771 1.39 NA 1.271 0.82 0 0 250603.2 10 4 314 410 367 590 790 0 367 0 0 0 7770.73 4 10 150 0

Mid

S

pan


F

B22

Fa EFa A A d d Ste

tenA ( SMS E T N

fro S Sca St

co facS

As'

Ast

S E

nd

Sup ENV -851.2 519.7 0 n 801 72.5 1.89 0.156 0.047 756.4 99.2 3079.7 2 6 32 Ø + 0 0 Ø 32 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 7771 1.39 NA 0.927 0.82 0 0 57603.21 10 4 314 410 410 590 790 0 410 0 0 0 7770.73 4 10 150 0

End

S


-6

As'

Ast

Mid

S

pan


End

S

up ENV -920.6 541.4 0 n 801 72.5 2.05 0.156 0.051 752.5 107.9 3347.9 2 6 32 Ø + 0 0 Ø 32 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 7771 1.39 NA 0.965 0.82 0 0 79243.21 10 4 314 410 410 590 790 0 410 0 0 0 7770.73 4 10 150 0

B94

5

As'

Ast

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




1000

1000 d

25

700 d'

As'



ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

rsio

n


torsionmm

)

xure

ion

nsio

n

3rd Layer

teel

)

ssio

n

xure

)

1st Layer 2nd Layer

No.

D:

Mu

(kN


kN-m

)

hear

h

m2)

Forces FlexureSection

1

Shear & TorsionLongitudinal Reinforcement

4th Layer

5

As'

Ast

dist

ribut

ion

alon

g w

idth

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Ø

Bar

no

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

x1 (m

m)

y1(m

m)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

torsion

Bar

no

Ø

Bar

no

Ø

Bar

no

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

No.

of l

egs

Asv

(mm

2 )

Spa

cer B

ar d

ia

Ø

p t

(pro

vide

d. %

of

ste

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Spa

cer B

ar d

ia

Ø

Bar

no

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

Mu/

bd2

(N

/mm

K'

Ø

z

K=M

u/bd

2 f cu

Spa

cer B

ar d

ia

As'

Ast

End

S


Mid

S

pan

ENV 1609 -325 0 n 908 72.5 2.79 0.156 0.07 830.9 170.7 5298.1 2 6 32 Ø + 0 0 Ø 32 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 6710 1.06 NA 0.512 0.75 0 0 NA 10 4 314 410 410 590 890 0 410 0 0 0 6710.44 4 10 200 0B14


ten

St

co facM SA ( AAFa

F

Fa E

As'

Ast

S E

nd

Sup ENV -1706 859.1 0 n 914 72.5 2.92 0.156 0.073 832.4 180.7 5609.3 2 6 32 Ø + 0 0 Ø 32 2 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 5807 0.91 NA 1.343 0.72 0 0 401298.6 10 4 314 410 261 590 890 0 261 0 0 0 5807.23 4 10 150 0

End

S

up ENV -1623 843.2 0 n 917 72.5 2.75 0.156 0.069 840.7 170.2 5281.7 2 6 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 5454 0.85 NA 1.313 0.7 0 0 393691.5 10 4 314 410 267 590 890 0 267 0 0 0 5453.8 4 10 150 02BP3

-7

As'

Ast

Mid

S

pan

ENV 1589 410.1 0 n 908 72.5 2.75 0.156 0.069 831.9 168.4 5226.4 2 6 32 Ø + 0 0 Ø 32 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 6710 1.06 NA 0.645 0.75 0 0 NA 10 4 314 410 410 590 890 0 410 0 0 0 6710.44 4 10 200 0

End

S


B42

As'

Ast

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

25

700 d'

900

900

As'



rsio

n


torsionctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)4th Layer

ion

nsio

n

mm

)

xure

2nd Layer 3rd Layer1st Layer

m2)No.

D:

xure

)

Mu

(kN

)

Forces Section

kN-m

)

hear

h

5


teel

)

ssio

n

As'

Ast

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Bar

no

Ø

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

x1 (m

m)

y1(m

m)

No.

of l

egs

Asv

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

Bar

no

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

Bar

no

Ø

Bar

no

Bar

no

No.

of l

ayer

s

Mu/

bd2

(N

/mm

K'

K=M

u/bd

2 f cu

z

Ø

Bar

no

Ø

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Spa

cer B

ar d

ia

As'

Ast

End

S

up ENV 0 -463 0 n 830 72.5 0 0.156 0 788.5 92.2 0 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1885 0.32 NA 0.796 0.51 0 0 167635.1 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0

Mid

S

pan

ENV 689.8 -71.5 0 n 824 72.5 1.45 0.156 0.036 782.8 91.6 2411.4 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 0.84 NA 0.124 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 0

S Nfro

2BP3

-8

B49

7

d d St

co fac

Ste

ten S S E T S

caA M SAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV 0 469.3 0 n 830 72.5 0 0.156 0 788.5 92.2 0 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1885 0.32 NA 0.808 0.51 0 0 174135.1 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0

2B B

As'

Ast






BEAM MARKED : 2BP3 - 9, 10, 11

ETAB FILE: Block 3



PROJECT: DATE




d

25

700 d'

900

900

As'



rsio

n


torsionxure

ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)4th Layer

ion

nsio

n

mm

)


m2)No.

D:

xure

)

Mu

(kN

)

Forces Section

kN-m

)

hear

h

5


teel

)

ssio

n

As'

Ast

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

y1(m

m)

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

flex

(mm

)

x1 (m

m)

No.

of l

egs

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Asv

(mm

2 )

Max

imum

Spa

cing

(m

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Ø

Bar

no

Bar

no

Ø

Bar

no

Ø

Bar

no

No.

of l

ayer

s

Mu/

bd2

(N

/mm

K'

K=M

u/bd

2 f cu

z

Bar

no

Ø

Bar

no

Ø

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Spa

cer B

ar d

ia

As'

Ast

End

S


Mid

S

pan


2BP3

-9

B22

7

St

co fac

Ste

tend dS N

froS S S E T ScaA MAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV -960.3 -410 0 n 824 72.5 2.02 0.156 0.051 774.8 109.3 3391.9 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.84 NA 0.71 0.7 0 0 8029.105 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 0

End

S


2B B

As'

Ast

Mid

S

pan


End

S


2BP3

-10

B24

1

As'

Ast

End

S

up ENV 1026 -136 0 n 824 72.5 2.16 0.156 0.054 771.2 117.3 3641.8 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 0.84 NA 0.236 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 0

Mid

S

pan

ENV 830.2 0.26 0 n 828 72.5 1.73 0.156 0.043 785.6 93.2 2892.2 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.51 NA 4E-04 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

2BP3

-11

B17

8

As'

Ast

End

S


2

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

25

300 d'

400

400

As'



rsio

n


torsionxure

4th Layer

ion

nsio

n

teel

)

ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

mm

)

2nd Layer

ssio

n

xure

)

1st Layer 3rd Layer

Forces Section Flexure Longitudinal Reinforcement

(kN

)

No.

D:

Mu

5

Shear & TorsionNet Steel provided

kN-m

)

hear

h

m2)

As'

Ast

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Bar

no

Ø

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Spa

cing

reqd

. for

flex

(mm

)

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Ø

p t

(pro

vide

d. %

of

ste

x1 (m

m)

y1(m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

No.

of l

egs

Max

imum

Spa

cing

(m

Ø

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

Ø

Bar

no

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bar

no

Asv

(mm

2 )

Spa

cer B

ar d

ia

Ø

Bar

noK

'

Bar

no

Fact

ored

She

ar V

u (

K=M

u/bd

2 f cu

z

Spa

cer B

ar d

ia

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

Mu/

bd2

(N

/mm

Ø

As'

Ast

End

S

up ENV 0 -45.6 0 n 332 72.5 0 0.156 0 315.4 36.9 0 1 3 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 603.2 0.61 NA 0.458 0.66 0 0 NA 10 4 314 956.6 957 190 290 0 957 0 0 0 603.186 4 10 150 0

Mid

S

pan

ENV 35.59 0 0 n 332 72.5 1.08 0.156 0.027 315.4 36.9 308.81 1 3 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 603.2 0.61 NA 0 0.66 0 0 NA 10 4 314 956.6 957 190 290 0 957 0 0 0 603.186 4 10 150 0

B41

4

BP3

-12

St

co facN

froS Ste

tend dSA ( S S E T S

ca MAAF

Fa Fa E

As'

Ast

S E

nd

Sup ENV 0 42.37 0 n 332 72.5 0 0.156 0 315.4 36.9 0 1 3 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 603.2 0.61 NA 0.425 0.66 0 0 NA 10 4 314 956.6 957 190 290 0 957 0 0 0 603.186 4 10 150 0

End

S

up ENV 0 48 0 n 332 72.5 0 0.156 0 315.4 36.9 0 1 3 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 603.2 0.61 NA 0.482 0.66 0 0 NA 10 4 314 956.6 957 190 290 0 957 0 0 0 603.186 4 10 150 0

B

2B

As'

Ast

Mid

S

pan

ENV 38.5 0 0 n 332 72.5 1.16 0.156 0.029 315.4 36.9 334.06 1 3 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 603.2 0.61 NA 0 0.66 0 0 NA 10 4 314 956.6 957 190 290 0 957 0 0 0 603.186 4 10 150 0

End

S

up ENV -0.53 -44.5 0 n 332 72.5 0.02 0.156 4E-04 315.4 36.9 4.5988 1 3 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 603.2 0.61 NA 0.447 0.66 0 0 NA 10 4 314 956.6 957 190 290 0 957 0 0 0 603.186 4 10 150 0

B52

0

2BP3

-12

As'

Ast

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




600

600 d

25

400 d'

As'



ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

rsio

n


torsionmm

)

xure

ion

nsio

n

3rd Layer

teel

)

ssio

n

xure

)

1st Layer 2nd Layer

No.

D:

Mu

(kN


kN-m

)

hear

h

m2)

Forces FlexureSection Shear & TorsionLongitudinal Reinforcement

4th Layer

5

As'

Ast

dist

ribut

ion

alon

g w

idth

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Ø

Bar

no

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

x1 (m

m)

y1(m

m)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

torsion

Bar

no

Ø

Bar

no

Ø

Bar

no

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

No.

of l

egs

Asv

(mm

2 )

Spa

cer B

ar d

ia

Ø

p t

(pro

vide

d. %

of

ste

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Spa

cer B

ar d

ia

Ø

Bar

no

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

Mu/

bd2

(N

/mm

K'

Ø

z

K=M

u/bd

2 f cu

Spa

cer B

ar d

ia

As'

Ast

End

S

up ENV -0.03 247.4 0 n 530 72.5 0 0.156 7E-06 503.5 58.9 0.1631 1 3 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 942.5 0.44 NA 1.167 0.56 0 0 127764.9 10 2 157 358.7 238 290 490 0 238 0 0 0 942.478 2 10 150 0

Mid

S

pan

ENV 524.6 0 0 n 492 72.5 5.42 0.156 0.135 401.2 201.8 3578.9 2 3 32 Ø + 0 0 Ø 32 3 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 2.45 NA 0 1 0 0 NA 10 2 157 358.7 359 290 490 0 359 0 0 0 4825.49 2 10 200 0

B42

8


ten

St

co facM SA ( AAFa

F

Fa E

As'

Ast

S E

nd

Sup ENV -0.07 -249 0 n 530 72.5 0 0.156 2E-05 503.5 58.9 0.3805 1 3 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 942.5 0.44 NA 1.175 0.56 0 0 129434.9 10 2 157 358.7 235 290 490 0 235 0 0 0 942.478 2 10 150 0

End

S

up ENV -0.04 -251 0 n 530 72.5 0 0.156 9E-06 503.5 58.9 0.2174 1 3 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 942.5 0.44 NA 1.182 0.56 0 0 131004.9 10 2 157 358.7 232 290 490 0 232 0 0 0 942.478 2 10 150 02BP3

-13

B

As'

Ast

Mid

S

pan

ENV 531.9 0 0 n 492 72.5 5.49 0.156 0.137 399.5 205.4 3643.4 2 3 32 Ø + 0 0 Ø 32 3 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 2.45 NA 0 1 0 0 NA 10 2 157 358.7 359 290 490 0 359 0 0 0 4825.49 2 10 200 0

End

S

up ENV -0.04 -251 0 n 530 72.5 0 0.156 9E-06 503.5 58.9 0.2174 1 3 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 942.5 0.44 NA 1.182 0.56 0 0 131004.9 10 2 157 358.7 232 290 490 0 232 0 0 0 942.478 2 10 150 0

B42

9

As'

Ast

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

16

700 d'

1000

1000

As'



rsio

n


torsionxure

4th Layer

ion

nsio

n

teel

)

ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

mm

)

2nd Layer

ssio

n

xure

)

1st Layer 3rd Layer


(kN

)

No.

D:

Mu

6


kN-m

)

hear

h

m2)

1

As'

Ast

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Bar

no

Ø

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Spa

cing

reqd

. for

flex

(mm

)

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Ø

p t

(pro

vide

d. %

of

ste

x1 (m

m)

y1(m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

No.

of l

egs

Max

imum

Spa

cing

(m

Ø

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

Ø

Bar

no

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bar

no

Asv

(mm

2 )

Spa

cer B

ar d

ia

Ø

Bar

noK

'

Bar

no

Fact

ored

She

ar V

u (

K=M

u/bd

2 f cu

z

Spa

cer B

ar d

ia

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

Mu/

bd2

(N

/mm

Ø

As'

Ast

End

S

up ENV -894.9 -624 0 n 918 68 1.52 0.156 0.038 872.0 102.0 2808.5 2 6 25 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3574 0.56 NA 0.971 0.61 0 0 233208.6 10 4 314 410 410 590 890 0 410 0 0 0 3573.56 4 10 150 0

Mid

S

pan

ENV 741.7 449.7 0 n 928 68 1.23 0.156 0.031 881.1 103.1 2303.6 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.45 NA 0.693 0.57 0 0 80954.57 10 4 314 410 410 590 890 0 410 0 0 0 2945.24 4 10 150 0

BP3

-14

B44

9

St

co facN

froS Ste


ca MAAF

Fa Fa E

As'

Ast

S E

nd

Sup ENV -634.1 567.2 0 n 918 68 1.08 0.156 0.027 872.0 102.0 1989.9 2 6 25 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3574 0.56 NA 0.883 0.61 0 0 176638.6 10 4 314 410 410 590 890 0 410 0 0 0 3573.56 4 10 150 0

End

S

up ENV -209.5 452.2 0 n 918 68 0.36 0.156 0.009 872.0 102.0 657.49 2 6 25 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3574 0.56 NA 0.704 0.61 0 0 61598.59 10 4 314 410 410 590 890 0 410 0 0 0 3573.56 4 10 150 0

2B

B

As'

Ast

Mid

S

pan


End

S

up ENV -1027 -761 0 n 918 68 1.74 0.156 0.044 871.1 104.0 3227.1 2 6 25 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3574 0.56 NA 1.184 0.61 0 0 370478.6 10 4 314 410 284 590 890 0 284 0 0 0 3573.56 4 10 150 0

2BP3

-14

B46

4

As'

Ast

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

25

700 d'

900

900

As'



rsio

n


torsionxure

ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)4th Layer

ion

nsio

n

mm

)


m2)No.

D:

xure

)

Mu

(kN

)

Forces Section

kN-m

)

hear

h

5


teel

)

ssio

n

As'

Ast

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

y1(m

m)

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

flex

(mm

)

x1 (m

m)

No.

of l

egs

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Asv

(mm

2 )

Max

imum

Spa

cing

(m

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Ø

Bar

no

Bar

no

Ø

Bar

no

Ø

Bar

no

No.

of l

ayer

s

Mu/

bd2

(N

/mm

K'

K=M

u/bd

2 f cu

z

Bar

no

Ø

Bar

no

Ø

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Spa

cer B

ar d

ia

As'

Ast

End

S


Mid

S

pan


B45

9

St

co fac

Ste

tend dS N

froS S S E T ScaA MAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV -708.6 379.2 0 n 828 72.5 1.48 0.156 0.037 786.1 91.9 2466.7 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 0.655 0.59 0 0 37462.59 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

End

S


B

2BP3

-15

As'

Ast

Mid

S

pan


End

S


B98

As'

Ast

End

S

up ENV -480.6 -270 0 n 830 72.5 1 0.156 0.025 788.5 92.2 1668 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1885 0.32 NA 0.465 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0

Mid

S

pan

ENV 333.1 86.64 0 n 830 72.5 0.69 0.156 0.017 788.5 92.2 1156 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 1885 0.32 NA 0.149 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 200 0

B46

0

As'

Ast

End

S


End

S

up ENV -773.1 -395 0 n 828 72.5 1.61 0.156 0.04 786.1 91.9 2691.2 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 0.682 0.59 0 0 53032.59 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 02BP3

-15

As'

Ast

Mid

S

pan


End

S

up ENV -322.6 261.8 0 n 830 72.5 0.67 0.156 0.017 788.5 92.2 1119.8 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1885 0.32 NA 0.451 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0

B99

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

25

700 d'

900

900

As'



rsio

n


torsionctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)4th Layer

ion

nsio

n

mm

)

xure


m2)No.

D:

xure

)

Mu

(kN

)

Forces Section

kN-m

)

hear

h

5


teel

)

ssio

n

As'

Ast

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Bar

no

Ø

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

x1 (m

m)

y1(m

m)

No.

of l

egs

Asv

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

Bar

no

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

Bar

no

Ø

Bar

no

Bar

no

No.

of l

ayer

s

Mu/

bd2

(N

/mm

K'

K=M

u/bd

2 f cu

z

Ø

Bar

no

Ø

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Spa

cer B

ar d

ia

As'

Ast

End

S


Mid

S

pan


S Nfro

BP3

-16

B49

2

d d St

co fac

Ste

ten S S E T S

caA M SAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV 0 477.5 0 n 830 72.5 0 0.156 0 788.5 92.2 0 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1885 0.32 NA 0.822 0.51 0 0 182415.1 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0

2B

B

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

32

700 d'

900

900

As'



xure

aken

ex

ure

(N)

rsio

n

d.

ion

nsio

n

ctio

n

Long. Steel reqd. from torsionct

ion,

tress

ress

mm

)

3rd Layer 4th Layer1st Layer 2nd Layer

xure

)No.

D:

Mu

(kN

)

m2)

Forces Section

kN-m

)

hear

h

3


teel

)

ssio

n

As'

Ast

Shear stirrup

Spa

cing

reqd

. for

flex

(mm

)

y1(m

m)

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Ø

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

x1 (m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

torsion

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

No.

of l

egs

Asv

(mm

2 )

Max

imum

Spa

cing

(m

Ø

Spa

cer B

ar d

ia

Bar

no

Ø

Bar

no

Bar

no

Ø

Bar

no

Spa

cer B

ar d

ia

Bar

no

Ø

Bar

no

Ø

Bar

no

Ø

Bar

noK

'

K=M

u/bd

2 f cu

z

Spa

cer B

ar d

ia

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

Mu/

bd2

(N

/mm

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Ø

As'

Ast

End

S

up ENV -1269 -740 0 n 824 76 2.67 0.156 0.067 757.5 147.7 4583.8 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.84 NA 1.282 0.7 0 0 337819.1 10 4 314 410 280 590 790 0 280 0 0 0 4825.49 4 10 150 0

Mid

S

pan

ENV 719.4 -107 0 n 828 76 1.5 0.156 0.038 786.1 91.9 2504.3 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.51 NA 0.184 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 200 0

B43

0

SSca St

co facd d Ste

tenN

froSA S S E T MAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV -751.4 381.1 0 n 808 76 1.65 0.156 0.041 767.3 89.7 2679.8 2 6 32 Ø + 0 0 Ø 32 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 6710 1.19 NA 0.674 0.78 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 6710.44 4 10 150 0

End

S

up ENV -1530 672.4 0 n 808 76 3.35 0.156 0.084 723.8 186.4 5784.7 2 6 32 Ø + 0 0 Ø 32 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 6710 1.19 NA 1.189 0.78 0 0 229896.9 10 4 314 410 403 590 790 0 403 0 0 0 6710.44 4 10 150 0

B

As'

Ast

Mid

S

pan

ENV 1044 145.9 0 n 824 76 2.2 0.156 0.055 770.2 119.6 3711.1 1 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4825 0.84 NA 0.253 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0

End

S

up ENV -783.4 -554 0 n 828 76 1.63 0.156 0.041 786.1 91.9 2727.1 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 0.956 0.59 0 0 212282.6 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

B43

1

2BP3

-17

As'

Ast

End

S

up ENV 598.8 81.28 0 n 828 76 1.25 0.156 0.031 786.1 91.9 2084.6 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.51 NA 0.14 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

Mid

S

pan

ENV 491.8 -58.5 0 n 830 76 1.02 0.156 0.025 788.5 92.2 1707 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 1885 0.32 NA 0.101 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 200 0

B85

5

As'

Ast

End

S

up ENV 0 281 0 n 830 76 0 0.156 0 788.5 92.2 0 1 6 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1885 0.32 NA 0.484 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

25

400 d'

600

600

As'



rsio

n


torsionctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)4th Layer

ion

nsio

n

mm

)

xure


m2)No.

D:

xure

)

Mu

(kN

)

Forces Section

kN-m

)

hear

h

5


teel

)

ssio

n

As'

Ast

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Bar

no

Ø

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

x1 (m

m)

y1(m

m)

No.

of l

egs

Asv

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

Bar

no

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

Bar

no

Ø

Bar

no

Bar

no

No.

of l

ayer

s

Mu/

bd2

(N

/mm

K'

K=M

u/bd

2 f cu

z

Ø

Bar

no

Ø

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Spa

cer B

ar d

ia

As'

Ast

End

S

up ENV -405 -315 0 n 512 72.5 3.86 0.156 0.097 449.4 139.1 2466.2 2 3 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3041 1.48 NA 1.538 0.84 0 0 142368 10 2 157 358.7 206 290 490 0 206 0 0 0 3041.06 2 10 150 0

Mid

S

pan

ENV 295.4 0 0 n 524 72.5 2.69 0.156 0.067 481.4 94.7 1679.1 1 3 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2413 1.15 NA 0 0.77 0 0 NA 10 2 157 358.7 359 290 490 0 359 0 0 0 2412.74 2 10 200 0

S Nfro

BP3

-18

B46

2

d d St

co fac

Ste

ten S S E T S

caA M SAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV -345.5 296.1 0 n 512 72.5 3.29 0.156 0.082 459.8 115.9 2056.1 2 3 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3041 1.48 NA 1.446 0.84 0 0 123418 10 2 157 358.7 238 290 490 0 238 0 0 0 3041.06 2 10 150 0

2B

B

As'

Ast







ETAB FILE: Block 3


PROJECT:





400 d'

600

600 d

25

As'



5

(kN

)


kN-m

)

hear

m2)No.

D:

Mu

h

xure

)

1st Layer 2nd Layer 3rd Layer

teel

)

ssio

n

ctio

n

ctio

n,

ion

nsio

n

mm

)

xure

tress

ress

aken

ex

ure

(N)4th Layer

rsio

n


torsion

As'

Ast

Fact

ored

She

ar V

u (

K'

K=M

u/bd

2 f cu

z

d' (m

m)

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

th

Mu/

bd2

(N

/mm

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Effe

ctiv

e de

pth

d (m

m)

Bar

no

Ø

Bar

no

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

Ø

Bar

no

Spa

cer B

ar d

ia

No.

of l

egs

Asv

(mm

2 )

dist

ribut

ion

alon

g w

idth

(mm

2 )

Bar

no

x1 (m

m)

y1(m

m)

Ø

Bar

no

Ø

Bar

no

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

As'

Ast

End

S

up ENV -427.9 -309 0 n 512 72.5 4.08 0.156 0.102 445.3 148.3 2629.8 2 3 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3041 1.48 NA 1.509 0.84 0 0 136278 10 2 157 358.7 216 290 490 0 216 0 0 0 3041.06 2 10 150 0

Mid

S

pan


F

Fa EFa A ( A S SA M SE T Sca St

co fac

BP3

-19

B46

3

d d Ste

tenS N

fro

As'

Ast

S E

nd

Sup ENV -286.2 285.8 0 n 512 72.5 2.73 0.156 0.068 469.7 94.0 1667.5 2 3 32 Ø + 0 0 Ø 32 2 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 3041 1.48 NA 1.395 0.84 0 0 113088 10 2 157 358.7 260 290 490 0 260 0 0 0 3041.06 2 10 150 0

2B

B

As'

Ast







ETAB FILE: Block 3


PROJECT:





600 d'

800

800 d

25

As'



5

(kN

)


kN-m

)

hear

m2)No.

D:

Mu

h

xure

)

1st Layer 2nd Layer 3rd Layer

teel

)

ssio

n

ctio

n

ctio

n,

ion

nsio

n

mm

)

xure

tress

ress

aken

ex

ure

(N)4th Layer

rsio

n


torsion

As'

Ast

Fact

ored

She

ar V

u (

K'

K=M

u/bd

2 f cu

z

d' (m

m)

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

th

Mu/

bd2

(N

/mm

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Effe

ctiv

e de

pth

d (m

m)

Bar

no

Ø

Bar

no

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

Ø

Bar

no

Spa

cer B

ar d

ia

No.

of l

egs

Asv

(mm

2 )

dist

ribut

ion

alon

g w

idth

(mm

2 )

Bar

no

x1 (m

m)

y1(m

m)

Ø

Bar

no

Ø

Bar

no

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

As'

Ast

End

S

up ENV 0 -279 0 n 730 72.5 0 0.156 0 693.5 81.1 0 1 5 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1571 0.36 NA 0.637 0.53 0 0 48794.63 10 4 314 478.3 478 490 690 0 478 0 0 0 1570.8 4 10 150 0

Mid

S

pan


F

Fa EFa A ( A S SA M SE T Sca St

co fac

BP3

-20

B14

1

d d Ste

tenS N

fro

As'

Ast

S E

nd

Sup ENV 0 278.7 0 n 730 72.5 0 0.156 0 693.5 81.1 0 1 5 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1571 0.36 NA 0.636 0.53 0 0 48654.63 10 4 314 478.3 478 490 690 0 478 0 0 0 1570.8 4 10 150 0

2B

B

As'

Ast


SIDRA MEDICAL & RESEARCH CENTRE, QATARPROJECT:

DOCUMENT NODATE

1861B-CS-05-0032001/07/09

DESIGNED CHECKED



ETAB FILE: Block 3

PROJECT:





Overall depth of beam,'h' = mmWidth of beam 'b' = 700 mmClear cover = 50 mmDia of Comp. Reinforcement = mm25

700

900

900 d

d'

As'



rsio

n


torsion

teel

)

ssio

n

ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

mm

)

xure

4th Layer

ion

nsio

n

xure

)

3rd Layer2nd Layer1st Layer

No.

D:

Mu

kN-m

)

(kN

)


m2)he

ar

h

5

As'

Ast

Bar

no

Ø

K'

K=M

u/bd

2 f cu Shear stirrup

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

dist

ribut

ion

alon

g w

idth

(mm

2 )

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Bar

no

Ø

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

y1(m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

No.

of l

egs

Asv

(mm

2 )

Max

imum

Spa

cing

(m

Spa

cer B

ar d

ia

Bar

no

Ø

Bar

no

Spa

cing

reqd

. for

flex

(mm

)

x1 (m

m)

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

z

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Ø

Bar

no

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Bar

no

Ø

Bar

no

Ød' (m

m)

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

acto

red

Tors

ion

Tu (k

Fact

ored

She

ar V

u (

Mu/

bd2

(N

/mm

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)As'

Ast

End

S


Mid

S

pan

ENV 50.72 -701 0 n 828 72.5 0.11 0.156 0.003 786.1 91.9 176.57 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.51 NA 1.211 0.59 0 0 359642.6 10 4 314 410 264 590 790 0 264 0 0 0 2945.24 4 10 150 0

B46

4

S Nfro d( A St

co facd Ste

ten S S E T S

ca M SAAFa Fa

F E

As'

Ast

S E

nd

Sup ENV 418.7 262.7 0 n 828 72.5 0.87 0.156 0.022 786.1 91.9 1457.8 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.51 NA 0.453 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

End

S


-21

B

As'

Ast

Mid

S

pan

ENV -588.2 -954 0 n 828 72.5 1.23 0.156 0.031 786.1 91.9 2047.8 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 1.646 0.59 0 0 611852.6 10 4 314 410 155 590 790 0 155 0 0 0 2945.24 4 10 150 0

End

S

up ENV 0 -88.7 0 n 828 72.5 0 0.156 0 786.1 91.9 0 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 0.153 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

B51

6

As'

Ast

End

S

up ENV -713.6 -697 0 n 828 72.5 1.49 0.156 0.037 786.1 91.9 2484.3 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 1.204 0.59 0 0 355552.6 10 4 314 410 267 590 790 0 267 0 0 0 2945.24 4 10 150 0

Mid

S

pan

ENV 58.67 -660 0 n 828 72.5 0.12 0.156 0.003 786.1 91.9 204.25 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.51 NA 1.14 0.59 0 0 318552.6 10 4 314 410 298 590 790 0 298 0 0 0 2945.24 4 10 150 0

B46

5

As'

Ast

End

S

up ENV 396.3 293 0 n 828 72.5 0.83 0.156 0.021 786.1 91.9 1379.8 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2945 0.51 NA 0.506 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

End

S


-21

As'

Ast

Mid

S

pan

ENV -580.9 -927 0 n 828 72.5 1.21 0.156 0.03 786.1 91.9 2022.2 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 1.601 0.59 0 0 585702.6 10 4 314 410 162 590 790 0 162 0 0 0 2945.24 4 10 150 0

End

S

up ENV 0 -89 0 n 828 72.5 0 0.156 0 786.1 91.9 0 1 6 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2945 0.51 NA 0.154 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0

B51

7

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

20

600 d'

800

800

As'



rsio

n


torsion4th Layer

nsio

n

teel

)

ssio

n

ion

ctio

n

ctio

n,

mm

)

tress

ress

aken

ex

ure

(N)

xure

2nd Layer 3rd Layer

m2) 1st Layer

No.

D:

Mu

(kN

)

Forces Section

kN-m

)

hear

h

0


xure

)

As'

Ast

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

dist

ribut

ion

alon

g w

idth

(mm

2 )

Ø

Bar

no

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

Shear stirrup

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

x1 (m

m)

Spa

cer B

ar d

ia

Ast

Pro

vide

d. (T

ens

stee

l)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Ø

Bar

no

Ø

posi

tion

of te

nsio

face

y1(m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Max

imum

Spa

cing

(m

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cing

reqd

. for

flex

(mm

)

Spa

cer B

ar d

ia

No.

of l

egs

Asv

(mm

2 )

Ø

Bar

no

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

Bar

no

Bar

no

Mu/

bd2

(N

/mm

K'

K=M

u/bd

2 f cu

z

No.

of l

ayer

s

Ø

Bar

no

Ø

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

Bar

no

As'

Ast

End

S

up ENV 393.1 -428 0 n 726 72 1.24 0.156 0.031 689.2 80.6 1560.8 1 5 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2454 0.56 NA 0.984 0.61 0 0 162589.7 12 4 452 688.8 689 488 688 0 689 0 0 0 2454.37 4 12 100 0

Mid

S

pan

ENV 678.3 892.3 0 n 722 72 2.17 0.156 0.054 675.5 103.3 2748.1 1 5 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4021 0.93 NA 2.06 0.72 0 0 579929.2 12 4 452 688.8 206 488 688 0 206 0 0 0 4021.24 4 12 100 0

NfroS

B30

d St

co fac

Ste

tenA ( A S S dME T S

ca SFa

F

Fa E A

As'

Ast

S E

nd

Sup ENV -471.8 909.4 0 n 726 72 1.49 0.156 0.037 689.2 80.6 1873.3 1 5 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2454 0.56 NA 2.089 0.61 0 0 643549.7 12 4 452 688.8 186 488 688 0 186 0 0 0 2454.37 4 12 100 0

End

S

up ENV 480.9 322.8 0 n 726 72 1.52 0.156 0.038 689.2 80.6 1909.6 1 5 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 2454 0.56 NA 0.742 0.61 0 0 56959.72 12 4 452 688.8 689 488 688 0 689 0 0 0 2454.37 4 12 100 02BP3

-22

As'

Ast

Mid

S

pan

ENV 585.7 -907 0 n 722 72 1.87 0.156 0.047 682.3 88.3 2349.5 1 5 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 4021 0.93 NA 2.093 0.72 0 0 594429.2 12 4 452 688.8 201 488 688 0 201 0 0 0 4021.24 4 12 100 0

End

S

up ENV -561.7 -924 0 n 726 72 1.78 0.156 0.044 687.7 84.0 2235.3 1 5 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 2454 0.56 NA 2.122 0.61 0 0 658069.7 12 4 452 688.8 182 488 688 0 182 0 0 0 2454.37 4 12 100 0

B32

As'

Ast

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

20

500 d'

700

700

As'



rsio

n


torsionxure

4th Layer

ion

nsio

n

teel

)

ctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)

mm

)

2nd Layer

ssio

n

xure

)

1st Layer 3rd Layer


(kN

)

No.

D:

Mu

0


kN-m

)

hear

h

m2)

As'

Ast

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Bar

no

Ø

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Ø

Bar

no

Spa

cing

reqd

. for

flex

(mm

)

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Ø

p t

(pro

vide

d. %

of

ste

x1 (m

m)

y1(m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

No.

of l

egs

Max

imum

Spa

cing

(m

Ø

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

Ø

Bar

no

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bar

no

Asv

(mm

2 )

Spa

cer B

ar d

ia

Ø

Bar

noK

'

Bar

no

Fact

ored

She

ar V

u (

K=M

u/bd

2 f cu

z

Spa

cer B

ar d

ia

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

Mu/

bd2

(N

/mm

Ø

As'

Ast

End

S

up ENV 232.7 -102 0 n 628 70 1.18 0.156 0.03 596.1 69.7 1068.4 1 4 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 1963 0.63 NA 0.326 0.63 0 0 NA 10 4 314 574 574 390 590 0 574 0 0 0 1963.5 4 10 150 0

Mid

S

pan

ENV -352.5 237.3 0 n 628 70 1.79 0.156 0.045 594.6 73.2 1622.6 1 4 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1963 0.63 NA 0.756 0.63 0 0 38940.72 10 4 314 574 574 390 590 0 574 0 0 0 1963.5 4 10 200 0B94

BP3

-23

St

co facN

froS Ste


ca MAAF

Fa Fa E

As'

Ast

S E

nd

Sup ENV 0 -479 0 n 628 70 0 0.156 0 596.1 69.7 0 1 4 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1963 0.63 NA 1.527 0.63 0 0 280770.7 10 4 314 574 257 390 590 0 257 0 0 0 1963.5 4 10 150 0

End

S

up ENV -193.1 159.2 0 n 628 70 0.98 0.156 0.025 596.1 69.7 886.4 1 4 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1963 0.63 NA 0.507 0.63 0 0 NA 10 4 314 574 574 390 590 0 574 0 0 0 1963.5 4 10 150 0

2B

As'

Ast

Mid

S

pan


End

S

up ENV 0 -151 0 n 628 70 0 0.156 0 596.1 69.7 0 1 4 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1963 0.63 NA 0.482 0.63 0 0 NA 10 4 314 574 574 390 590 0 574 0 0 0 1963.5 4 10 150 0

B92

2BP3

-23

As'

Ast

As'

Ast







ETAB FILE: Block 3



PROJECT: DATE




d

20

500 d'

600

600

As'



rsio

n


torsionctio

n

ctio

n,

tress

ress

aken

ex

ure

(N)4th Layer

ion

nsio

n

mm

)

xure


m2)No.

D:

xure

)

Mu

(kN

)

Forces Section

kN-m

)

hear

h

0


teel

)

ssio

n

As'

Ast

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

Bar

no

Ø

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

teel

Pro

vide

d in

ns

ion

face

(mm

2 ) Shear stirrup

x1 (m

m)

y1(m

m)

No.

of l

egs

Asv

(mm

2 )

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

Bar

no

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

Bar

no

Ø

Bar

no

Bar

no

No.

of l

ayer

s

Mu/

bd2

(N

/mm

K'

K=M

u/bd

2 f cu

z

Ø

Bar

no

Ø

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

acto

red

Mom

ent

(kN

-m)

Fact

ored

She

ar V

u (

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

thE

ffect

ive

dept

h d

(mm

)

d' (m

m)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Spa

cer B

ar d

ia

As'

Ast

End

S

up ENV 0 49.33 0 n 530 70 0 0.156 0 503.5 58.9 0 1 4 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1257 0.47 NA 0.186 0.58 0 0 NA 10 4 314 574 574 390 490 0 574 0 0 0 1256.64 4 10 150 0

Mid

S

pan

ENV -201.2 73.68 0 n 530 70 1.43 0.156 0.036 503.5 58.9 1093.5 1 4 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1257 0.47 NA 0.278 0.58 0 0 NA 10 4 314 574 574 390 490 0 574 0 0 0 1256.64 4 10 150 0

S Nfro

B50

9

BP3

-24

d d St

co fac

Ste

ten S S E T S

caA M SAFa

F

Fa E ( A

As'

Ast

S E

nd

Sup ENV 0 -540 0 n 530 70 0 0.156 0 503.5 58.9 0 1 4 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 1257 0.47 NA 2.039 0.58 0 0 387662.8 10 4 314 574 157 390 490 0 157 0 0 0 1256.64 4 10 150 0

B

2B

As'

Ast






BEAM MARKED : Bridge-1

ETAB FILE: Block 3


PROJECT:





2600 d'

500

500 d

20

As'



0

(kN

)


kN-m

)

hear

m2)No.

D:

Mu

h

xure

)

1st Layer

ssio

n

2nd Layer 3rd Layer

mm

)

xure

aken

ex

ure

(N)4th Layer

ion

nsio

n

teel

)

ctio

n

ctio

n,

tress

ress

rsio

n


torsion

As'

Ast

Fact

ored

She

ar V

u (

K'

K=M

u/bd

2 f cu

z

Ø

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

th

Mu/

bd2

(N

/mm

d' (m

m)

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Effe

ctiv

e de

pth

d (m

m)

Bar

no

Bar

no

Bar

no

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bar

no

Ø

Bar

no

As'

reqd

. (

Com

pres

stee

l)

Bar

no

Ø

Spa

cer B

ar d

ia

Spa

cer B

ar d

ia

Ø

Bar

no

Ø Asv

(mm

2 )

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

p t

(pro

vide

d. %

of

ste

Ø Ø

Bar

no

Ø x1 (m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

No.

of l

egs

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

y1(m

m)

As'

Ast

End

S

up ENV 0 -530 0 y 442 60 0 0.156 0 419.9 49.1 0 1 24 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.42 NA 0.462 0.55 1.11 0 NA 10 8 628 220.8 221 2510 410 0 221 0 0 0 4825.49 8 10 150 0

Mid

S

pan

ENV 1601 25.69 0 n 434 60 3.27 0.156 0.082 390.1 97.4 11233 1 24 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 19302 1.71 NA 0.023 0.88 0 -0 NA 10 8 628 220.8 221 2510 410 0 221 0 0 0 19301.9 8 10 150 0

F

Fa EFa A A M SScaA ( S S E T d d Ste

tenN

froS

ridge

- 1

B51

1

St

co fac

As'

Ast

S E

nd

Sup ENV 0 530.5 0 y 442 60 0 0.156 0 419.9 49.1 0 1 24 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.42 NA 0.462 0.55 1.11 0 NA 10 8 628 220.8 221 2510 410 0 221 0 0 0 4825.49 8 10 150 0

End

S

up ENV 0 -505 0 y 442 60 0 0.156 0 419.9 49.1 0 1 24 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.42 NA 0.44 0.55 1.11 0 NA 10 8 628 220.8 221 2510 410 0 221 0 0 0 4825.49 8 10 150 0

Bri B

As'

Ast

Mid

S

pan

ENV 1456 24.48 0 n 434 60 2.97 0.156 0.074 394.6 87.6 10096 1 24 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 19302 1.71 NA 0.022 0.88 0 -0 NA 10 8 628 220.8 221 2510 410 0 221 0 0 0 19301.9 8 10 150 0

End

S

up ENV 0 505.4 0 y 442 60 0 0.156 0 419.9 49.1 0 1 24 16 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 4825 0.42 NA 0.44 0.55 1.11 0 NA 10 8 628 220.8 221 2510 410 0 221 0 0 0 4825.49 8 10 150 0

Brid

ge -

1

B51

2

As'

Ast

As'

Ast






BEAM MARKED : Bridge - 2

ETAB FILE: Block 3


PROJECT:





2700 d'

500

500 d

20

As'



0

(kN

)


kN-m

)

hear

m2)No.

D:

Mu

h

xure

)

1st Layer 2nd Layer 3rd Layer 4th Layer

ion

nsio

n

teel

)

ssio

n

tress

ress

mm

)

xure

aken

ex

ure

(N)

rsio

n


torsionctio

n

ctio

n,

As'

Ast

Fact

ored

She

ar V

u (

K'

K=M

u/bd

2 f cu

z

d' (m

m)

acto

red

Tors

ion

Tu (k

Enh

ance

men

t of s

hst

reng

th

Mu/

bd2

(N

/mm

Bea

m m

embe

r N

Eta

bs B

eam

ID:

PO

SIT

ION

Load

cas

e

acto

red

Mom

ent

(kN

-m)

Effe

ctiv

e de

pth

d (m

m)

x=(d

-z)/0

.45

(m

m)

Ast

Req

d. fr

om fl

ex(T

ensi

on s

teel

)

No.

of l

ayer

s

Bar

no

Ø

Bar

no

Ø

Spa

cer B

ar d

ia

Spa

cer B

ar d

ia

Ø

Bar

no

Ø

Bar

no

Bar

no

Bar

no

Spa

cer B

ar d

ia

posi

tion

of te

nsio

face

Ast

Pro

vide

d. (T

ens

stee

l)

p t

(pro

vide

d. %

of

ste

As'

reqd

. (

Com

pres

stee

l)

Bar

no

Ø

Enh

ance

d sh

ear s

tr

Tors

iona

l she

ar s

tr

No.

of l

egs

Asv

(mm

2 )

Max

imum

Spa

cing

(m

Spa

cing

reqd

. for

flex

(mm

)

She

ar fo

rce

to b

e ta

kar

e by

stir

rups

for f

leon

ly=(

v-v c

)bd=

' Vs'

(

Dia

of S

tirru

ps

Spa

cing

reqd

. for

tors

(mm

)

Net

Spa

cing

req d

torsion

Ø Ø

Bar

no

Ø x1 (m

m)

She

ar s

tress

in s

ecv

(N/m

m2 )

She

ar c

apci

ty o

f sec

tv c

(N/m

m2 )

Shear stirrup

teel

Pro

vide

d in

om

pres

sion

ac

e


(mm)

y1(m

m)

dist

ribut

ion

alon

g w

idth

(mm

2 )

dist

ribut

ion

alon

g de

pth(

mm

2 )

teel

Pro

vide

d in

ns

ion

face

(mm

2 )

Net

Lon

g. S

teel

om

tors

ion

(mm

2 )

As'

Ast

End

S

up ENV 0 -490 0 y 440 60 0 0.156 0 418.0 48.9 0 1 26 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 8168 0.69 NA 0.412 0.65 1.3 0 NA 10 10 785.398 265.7 266 2610 410 0 266 0 0 0 8168.14 10 10 150 0

Mid

S

pan

ENV 655.5 0 0 n 440 60 1.25 0.156 0.031 418.0 48.9 4291.5 1 26 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Bot 8168 0.69 NA 0 0.65 0 -0 NA 10 16 1256.6 425.2 425 2610 410 0 425 0 0 0 8168.14 16 10 150 0

F

Fa EFa A A ( A E T M SSca S S S St

co facd d Ste

tenN

fro

ridge

- 2

B51

3

As'

Ast

S E

nd

Sup ENV -1235 800.4 0 y 438 60 2.39 0.156 0.06 406.2 69.5 8319.1 1 26 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 12763 1.08 NA 0.678 0.76 1.52 0 NA 10 16 1256.64 425.2 425 2610 410 0 425 0 0 0 12762.7 16 10 150 0

End

S

up ENV -1235 -720 0 y 438 60 2.39 0.156 0.06 406.2 69.5 8318.2 1 26 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 12763 1.08 NA 0.609 0.76 1.52 0 NA 10 16 1256.64 425.2 425 2610 410 0 425 0 0 0 12762.7 16 10 150 0

Bri B

As'

Ast

Mid

S

pan


End

S

up ENV -795.5 651.9 0 y 438 60 1.54 0.156 0.038 415.6 48.6 5238.1 1 26 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 12763 1.08 NA 0.552 0.76 1.52 0 NA 10 16 1256.64 425.2 425 2610 410 0 425 0 0 0 12762.7 16 10 150 0

Brid

ge -

2

B51

3

As'

Ast

End

S

up ENV -795.5 -765 0 y 438 60 1.54 0.156 0.038 415.6 48.6 5238.1 1 26 25 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 12763 1.08 NA 0.647 0.76 1.52 0 NA 10 16 1256.64 425.2 425 2610 410 0 425 0 0 0 12762.7 16 10 150 0

Mid

S

pan


Brid

ge -

2

B51

3

As'

Ast

End

S

up ENV 0 525.5 0 y 440 60 0 0.156 0 418.0 48.9 0 1 26 20 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 8168 0.69 NA 0.442 0.65 1.3 0 NA 10 10 785.398 265.7 266 2610 410 0 266 0 0 0 8168.14 10 10 150 0

B

As'

Ast


Deflection;

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

Vertical deflection of beams are calculated for the most unfavourable serviceability load

case.

The following pages shows the vertical deflection calculation of beams in

Second floor level which has maximum deflection.

SHEET

RVR / UMA CSR/MDSTITLE: Hospital Building - Beams Vertical Deflection Calculation

DESIGNED CHECKED

PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE

1861B-CS-05-00320 01/07/09


BEAM MEMBER NO : 2BP3-3ETABS BEAM ID : B46

Deflection calculation

Moment at critical section MQP = kN.m(i.e midspan or at support for cantilever)

From concrete properties (From table 1)

fctm = N/mm2

Ec28 = N/mm2

Creep coeffiecient = (From figure 4)

Elastic modulus for reinforcement Es = N/mm2

25Ec28

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

[ 1 + Ø (∞,to) 1 +

780.41

13214.291.8

DATE

1861B-CS-05-00320 1/7/09

TITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATIONDESIGNED CHECKED SHEET

RVR / UMA CSR / MDS

PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO

37000

3.51

37000

1.8

200000

Es

Effective modular ratio αe = --------------- = ------------------------- =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

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 73 )

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

x + ( - 1 ) x ( + )

15.14 4825.5

1884

824 1884

700 900 15.14 4825

50

824

72.5

900

700 900 900

700

20000015.14

13214.29

4825.5

1884


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


= mm

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

2)12 2

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

12

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

= + +

= mm4

Cracking moment

471.32

5.6E+10

824 471.32

471.32

72.5

4.3E+10 2.86E+08 1.272E+10

1884

2

15.14 4825

700 900 -----900 900

471.32

700 900 900

g

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

h - Xu -

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

ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=

{ [ ( As. αe + As2. (αe ‐ 1)2 + 2b ( As. d. αe +As2. d2 (αe ‐ 1))]0.5 ‐ (As. Αe + As2. (αe ‐ 1) )}

b

{ x + x ( - 1 )2

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

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

4825 15.14 1884

4825.49

72.5 15.14

15.14 1884 15.14

1884

0.5 409.2 780.41

0.863

700

15.14

700 4825.5 824 15.14

409.22900 471.32

0.9 3.51 5.6E+10


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


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

Xc = mm

b . Xc3

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

x 3

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

x ( - )2

= + +

= mm4

6.4E+09 1.99E+10 1.4E+09

2.8E+10

9.97E+04

700

15.14

1884 72.5 302.29

15.14 4825 824 302.29

302.29

700 302.29

9.933E+09 8.70E+10

Flexural curvature ( For Short term deflection)

1 MQP MQP

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

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

= +1

------ =rn

Total strinkage strain

ε cd = Kh .εcd,0 = Drying shrinkage strain

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

εcd,0 = Nominal unrestrained drying shrinkage, see Table 1. =

ε cd =

ε ca = Micro strain From Table 175

598

419

0.863 0.86313214.29 2.8E+10

1.8E-06 1.5E-07

2.0E-06

0.7

13214.29 5.6E+10

780410000 7.8E+08


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


ε cs = ε cd + ε ca

= +

=

Flexural curvature ( For Long term deflection)1 Su Sc

------ = ζ εcs. αe. ----- + ( 1 - ζ) εcs. αe. ------rcs Iu Ic

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

= x ( - ) - ( - )

= mm3

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

= x ( - ) - ( - )

3

73

9.5E+05

824 302.29 1884

1884 471.32

302.29 73

419 75

4.94E-04

824 471.32

4825.49

4825.49

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

4.94E-045.55E+10

0.863

1.98E-06 1.87E-07 2.17E-06

2.08E+0615.14

2.77E+10

1.87E-07

2.1E+06

9.50E+050.863 4.9E-04 15.14


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


Interior Panels

Bending moment

Effective 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 +β = --------------- = ---------------------------- =

Mc

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

780.410

2.54

100.104

14.315

1182.91

799.13

780.41

1182.914 799.1332.54

K =

δQP = x x x

Ld

δQP = mm < ----------- = mm Hence safe34.51 57.26

2.17E-06

250

0.0776

0.0776 14315 14315






fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +13214.29

1.8

2012.7

3.51

37000

1.8

200000

37000

SHEET

RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION

DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Es





Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 73 )

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

x + ( - 1 ) x ( + )

4825

700 1000 15.14 12596 4825

12596

72.5

700 1000 100015.14

20000015.14

870

4825

1000 700

50

870.372

13214.29

12596.2


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

538.88

9.38E+10

870 538.88

538.88

72.5

5.83E+10 1.06E+09 3.44E+10

4825

2

15.14 12596

700 1000 -----1000

538.88

1000700 1000 1000

g

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

4825

700

15.14 4825

72.5 15.14

12596 15.14 4825 15.14

0.5 642.53 2012.70

0.949

15.14

700 12596 870.4 15.14

12596

642.531000 538.88

0.9 3.51 9.4E+10


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm46.4E+10

15.14 12596 420.76 15.14

4825 72.5 420.76

870.4

6.700E+10 2.39E+11 2.59E+05

1.74E+10 3.85E+10 8.3E+09

700 420.76

700

420.76


1 MQP MQP


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

= +1

------ =rn





ε cd =


598

418.6

2.013E+09

2.3E-06 8.3E-08

2.3E-06

0.7

2E+090.949 0.949

13214.29 6.4E+10 13214.29 9.4E+10


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

3

12596 870 420.76 4825 420.76 73

538.88 4825 538.88 73

1.9E+06

418.6 75

4.94E-04

12596 870

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

1.69E-07

4.94E-049.38E+10

0.949

2.33E-06 1.69E-07 2.50E-06

0.949 4.9E-04 15.14

3.98E+0615.14

6.42E+10

4.0E+06

1.93E+06


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Interior Panels

Bending moment





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

Mc

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

2012.700

0.00

10

0.00

0.00

2012.70

0.104

0.000 0.0000.00

14

K =

δQP = x x x

Ld

δQP = mm < ----------- = mm Hence safe51.04 56

2.50E-06

250

0.1040

0.1040 14000 14000






fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +13214.29

1.8

637.09

3.51

37000

1.8

200000

37000


RVR / UMA CSR / MDS


1861B-CS-05-00320 1/7/09

Es





Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 73 )

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

x + ( - 1 ) x ( + )

1884

700 900 15.14 4825 1884

700 900 90015.14 4825.5 824

1884

900 700

50

824

72.5

20000015.14

13214.29

4825.49



RVR / UMA CSR / MDS


1861B-CS-05-00320 1/7/09

= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

5.55E+10

471.32 72.5

4.25E+10 2.86E+08 1.272E+10

700 900 ----- 471.322

15.14 4825 824 471.32 1884

471.32

700 900 900 900 900

g

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

700

72.5 15.14

4825 15.14 1884 15.14

15.14

700 4825.5 824 15.14 1884

0.5 409.22 637.09

0.794

4825 15.14 1884

0.9 3.51 5.6E+10409.22

900 471.32



RVR / UMA CSR / MDS


1861B-CS-05-00320 1/7/09

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm42.8E+10

302.29 15.14

1884 72.5 302.29

6.45E+09 1.99E+10 1.4E+09

700 302.2915.14 4825 824

9.933E+09 8.70E+10 9.97E+04

700

302.29


1 MQP MQP


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

= +1

------ =rn





ε cd =


1.4E-06 1.8E-07

1.6E-06

0.7

598

418.6

637090000 6.4E+080.794 0.794

13214.29 2.8E+10 13214.29 5.6E+10



RVR / UMA CSR / MDS


1861B-CS-05-00320 1/7/09


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

3

4825 824 302.29 1884 302.29 73

471.32 1884 471.32 73

9.5E+05

418.6 75

4.94E-04

4825 824

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

1.56E-06 2.17E-07 1.78E-06

4.94E-045.55E+10

2.08E+0615.14

2.77E+10

2.17E-07

2.1E+06

9.50E+050.794 4.9E-04 15.14 0.794



RVR / UMA CSR / MDS


1861B-CS-05-00320 1/7/09

Interior Panels

Bending moment





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

Mc

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

1278.223 455.2642.72

637.090

2.720.104

14

1278.22

455.26

637.09

K =

δQP = x x x

Ld

δQP = mm < ----------- = mm Hence safe26.36 56250

0.0757

0.0757 14000 14000 1.78E-06






fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +13214.29

1.8

361.81

3.51

37000

1.8

200000

37000

SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Es




Depth of slab h = mm Breadth b = mm

Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 73 )

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

x + ( - 1 ) x ( + )

1470

400 600 15.14 4825 1470

4825.5

72.5

400 600 60015.14

20000015.14

492

1470

600 400

50

492

13214.29

4825.49


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

325.44

1.1E+10

492 325.44

325.44

72.5

7.2E+09 1.55E+08 3.222E+09

1470

2

15.14 4825

400 600 -----600

325.44

600400 600 600

g

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

1470

400

15.14 1470

72.5 15.14

4825 15.14 1470 15.14

0.5 121.69 361.81

0.943

15.14

400 4825.5 492 15.14

4825

121.69600 325.44

0.9 3.51 1.1E+10


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm47.0E+09

15.14 4825 257.61 15.14

1470 72.5 257.61

492

8.801E+09 3.00E+10 9.38E+04

2.3E+09 4.01E+09 7.1E+08

400 257.61

400

257.61


1 MQP MQP


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

= +1

------ =rn





ε cd =


598

419

361810000

3.7E-06 1.5E-07

3.8E-06

0.7

3.6E+080.943 0.943

13214.29 7.0E+09 13214.29 1.1E+10


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

3

4825 492 257.61 1470 257.61 73

325.44 1470 325.44 73

4.3E+05

419 75

4.94E-04

4825 492

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

3.40E-07

4.94E-041.06E+10

0.943

3.83E-06 3.40E-07 4.17E-06

0.943 4.9E-04 15.14

8.59E+0515.14

7.00E+09

8.6E+05

4.32E+05


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Interior Panels

Bending moment





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

Mc

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

361.810

0.00

10

0.00

0.00

361.81

0.104

0.000 0.0000.00

6.7

K =

δQP = x x x

Ld


4.17E-06

250

0.1040

0.1040 6700 6700






fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +


1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

200000

3700013214.29

1.8

637.98

3.51

37000

1.8

Es





Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 73 )

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

x + ( - 1 ) x ( + )

1884

900 700

50

20000015.14

13214.29

4825.5

824 1884

824

72.5

700 900 900

700 900 15.14 4825

15.14 4825.5

1884



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

900700 900 ----- 471.32

471.32

700 900 900 900

72.5

4.3E+10 2.86E+08 1.272E+10

2

15.14 4825 824 471.32

5.6E+10

1884 471.32

g

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

0.9 3.51 5.6E+10409.22

900 471.32

0.5 409.2 637.98

15.14

700 4825.5 824 15.14

0.794

4825 15.14 1884

1884 72.5 15.14

4825.49 15.14 1884 15.14

700



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm4

9.97E+04

700

302.29

700 302.29

9.933E+09 8.70E+10

15.14

1884 72.5 302.29

15.14 4825 824 302.29

6.4E+09 1.99E+10 1.4E+09

2.8E+10


1 MQP MQP


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

= +1

------ =rn





ε cd =


0.794 0.79413214.29 2.8E+10 13214.29 5.6E+10

637980000 6.4E+08

598

419

75

1.4E-06 1.8E-07

1.6E-06

0.7



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

3

419 75

1884 471.32 73

9.5E+05

4.94E-04

4825.49 824 471.32

302.29 734825.49 824 302.29 1884

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

2.1E+06

9.50E+054.94E-04

5.55E+102.08E+06

15.14

0.794 4.9E-04 15.14 0.794

2.77E+10

2.17E-07

1.56E-06 2.17E-07 1.78E-06



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

Interior Panels

Bending moment





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

Mc

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

5.537

0.00

0.00

637.98

0.000 0.0000.00

637.980

0.000.104

10

K =

δQP = x x x

Ld

δQP = mm < ----------- = mm Hence safe

0.1040

0.1040 5537 5537

5.67 22.15250

1.78E-06






fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +

729.62

13214.291.8

DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


37000

3.51

37000

1.8

200000

Es





Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 76 )

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

x + ( - 1 ) x ( + )

15.14 4825.5

1884

824 1884

700 900 15.14 4825

50

824

76

900

700 900 900

700

20000015.14

13214.29

4825.5

1884


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

471.45

5.5E+10

824 471.45

471.45

76

4.3E+10 2.9E+08 1.264E+10

1884

2

15.14 4825

700 900 -----900 900

471.45

700 900 900

g

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

4825 15.14 1884

4825.49

76 15.14

15.14 1884 15.14

1884

0.5 408.8 729.62

0.843

700

15.14

700 4825.5 824 15.14

408.80900 471.45

0.9 3.51 5.5E+10


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm4

6.5E+09 1.99E+10 1.4E+09

2.8E+10

9.97E+04

700

15.14

1884 76 302.59

15.14 4825 824 302.59

302.59

700 302.59

9.933E+09 8.71E+10


1 MQP MQP


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

= +1

------ =rn





ε cd =


598

419

0.843 0.84313214.29 2.8E+10

1.7E-06 1.6E-07

1.8E-06

0.7

13214.29 5.5E+10

729620000 7.3E+08


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS



= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

3

76

9.6E+05

824 302.59 1884

1884 471.45

302.59 76

419 75

4.94E-04

824 471.45

4825.49

4825.49

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

4.94E-045.55E+10

0.843

1.84E-06 1.97E-07 2.03E-06

2.09E+0615.14

2.77E+10

1.97E-07

2.1E+06

9.56E+050.843 4.9E-04 15.14


DATE

1861B-CS-05-00320 1/7/09


RVR / UMA CSR / MDS


Interior Panels

Bending moment





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

Mc

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

729.620

2.16

100.104

11.54

504.22

1070.82

729.62

504.220 1070.8172.16

K =

δQP = x x x

Ld


2.03E-06

250

0.0815

0.0815 11540 11540






fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +13214.29

1.8

501.36

3.51

37000

1.8

200000

37000

SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Es





Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 73 )

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

x + ( - 1 ) x ( + )

1884

600 800 15.14 4021 1884

4021.2

72.5

600 800 80015.14

20000015.14

724

1884

800 600

50

724

13214.29

4021.24


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

417.21

3.4E+10

724 417.21

417.21

72.5

2.6E+10 1.42E+08 8.514E+09

1884

2

15.14 4021

600 800 -----800

417.21

800600 800 800

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

4021.24

600

15.14 1884

72.5 15.14

15.14 1884 15.14

1884

0.5 282.70 501.36

0.841

15.14

600 4021.24 724 15.14

4021

282.70800 417.21

0.9 3.51 3.4E+10


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm41.8E+10

15.14 4021 272.01 15.14

1884 72.5 272.01

724

7.655E+09 5.52E+10 8.75E+04

4E+09 1.24E+10 1.1E+09

600 272.01

600

272.01


1 MQP MQP


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

= +1

------ =rn





ε cd =


1.8E-07

2.0E-06

598

419

0.7

1.8E-06

5E+080.841 0.841

13214.29 1.8E+10 13214.29 3.4E+10

501360000


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

= mm3

4021.24

4021.24

1 4E+06

5.8E+05

724 272.01 1884 272.01 73

417.21 1884 417.21 73

75

4.94E-04

724

419

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

2.00E-06 2.05E-07 2.20E-06

1.4E+06

1.44E+0615.14

1.75E+10

4.94E-043.43E+10

0.841

2.05E-07

5.84E+050.841 4.9E-04 15.14


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Interior Panels

Bending moment





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

Mc

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

K =

9.62

0.000

10

0.0000.00

501.360

0.000.104

0.00

0.00

501.36

0 1040K =

δQP = x x x

Ld

δQP = mm < ------------ = mm Hence safe

2.20E-06

250

0.1040 9620 9620

21.20 38.48

0.1040






fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +13214.29

1.8

1247.38

3.51

37000

1.8

200000

37000

SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Es




Depth of beam h = mm Breadth b = mm

Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 73 )

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

x + ( - 1 ) x ( + )

2940

700 900 15.14 9651 2940

9651

72.5

700 900 90015.14

20000015.14

828

2940

900 700

50

827.5

13214.29

9650.97


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

494.32

6.63E+10

828 494.32

494.32

72.5

4.25E+10 1.24E+09 2.254E+10

2940

2

15.14 9651

700 900 -----900

494.32

900700 900 900

g

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

2940

700

15.14 2940

72.5 15.14

9651 15.14 2940 15.14

0.5 516.28 1247.38

0.914

15.14

700 9651 827.5 15.14

9651

516.28900 494.32

0.9 3.51 6.6E+10


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm44.6E+10

15.14 9651 384.50 15.14

2940 72.5 384.50

827.5

3.520E+10 1.73E+11 1.88E+05

1.33E+10 2.87E+10 4.0E+09

700 384.50

700

384.50


1 MQP MQP


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

= +1

------ =rn





ε cd =


598

418.6

1.247E+09

1.9E-06 1.2E-07

2.0E-06

0.7

1.2E+090.914 0.914

13214.29 4.6E+10 13214.29 6.6E+10


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

3

9651 828 384.50 2940 384.50 73

494.32 2940 494.32 73

2.0E+06

418.6 75

4.94E-04

9651 828

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

2.50E-07

4.94E-046.63E+10

0.914

2.00E-06 2.50E-07 2.25E-06

0.914 4.9E-04 15.14

3.36E+0615.14

4.60E+10

3.4E+06

1.98E+06


SHEET


DESIGNED CHECKED


1861B-CS-05-00320 1/7/09

Interior Panels

Bending moment


K =

δQP = x x x

Ld

δQP = mm < ----------- = mm Hence safe

0.2500

0.2500 3500 3500

6.89 14

3.5

2.25E-06

250


BEAM MEMBER NO : Bridge-1ETABS BEAM ID : B515




fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +


1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

200000

3700013214.29

1.8

1109.9

3.51

37000

1.8

Es





Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 60 )

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

x + ( - 1 ) x ( + )

19301.9

500 2600

40

20000015.14

13214.29

19301.9

434

434

60

2600 500 500

2600 500 15.14 19302

15.14 19302

19302

19301.9



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

= mm


2)12 2

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

12

( - 1 ) x { x { 434 - }2 + ( - ) }

= + +

= mm4

Cracking moment

5002600 500 ----- 249.11

249.11

2600 500 500 500

60

2.7E+10 1022679 1.908E+10

2

4.6E+10

249.1115.14 19301.9249.1119301.9

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

+ 2 x x ( x 434 x + x x ( - 1 ) ) }0.5

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

1109.90

0.9 3.51 4.6E+10

15.14

0.863

19302 15.14 19302

581.32500 249.11

0.5 581.32

60 15.14

19301.9 15.14 19302 15.14

1930215.1419301.9

2600

2600



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm4

5.65E+05

2600

179.36

2600 179.36

3.192E+11 7.44E+11

15.14

19301.9 60 179.36

15.14 19302 434 179.36

5E+09 1.89E+10 3.9E+09

2.8E+10


1 MQP MQP


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

= +1

------ =rn





ε cd =


0.863 0.86313214.29 2.8E+10 13214.29 4.6E+10

1.11E+09 1.1E+09

598

419

75

2.6E-06 2.5E-07

2.9E-06

0.7



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

= mm3

419 75

249.11 60

4.94E-04

19301.9 434 249.11

19301.9 434 179.36 19302

19302

179.36 60

2 6E+06

-8.2E+04

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

15.14 0.863

2.6E+06

-8.16E+04

2.78E+10

8.47E-08

2.85E-06 8.47E-08

4.94E-044.62E+10

2.61E+0615.14

0.863 4.9E-04

2.94E-06



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

Interior Panels

Bending moment





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

Mc

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

K =

0.00

0.00

1109.90

0.000 0.000

12

0.001109.900

0.000.104

10

0 1040K =

δQP = x x x

Ld

δQP = mm < ------------ = mm Hence safe250

12000

44.00 48

2.94E-06

0.1040

0.1040 12000


BEAM MEMBER NO : Bridge-2ETABS BEAM ID : B515




fctm = N/mm2

Ec28 = N/mm2



25Ec28


[ 1 + Ø (∞,to) 1 +


1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

200000

3700013214.29

1.8

583.08

3.51

37000

1.8

Es





Clear cover = mm



b.h2

2Xu = -------------------------------------------------

b.h + ( αe - 1) (As + As2)

x x----------------------------------- + ( - 1 ) x ( x + x 60 )

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

x + ( - 1 ) x ( + )

5226

500 2700

40

20000015.14

13214.29

8168.14

440 5226

440

60

2700 500 500

2700 500 15.14 8168

15.14 8168.1

5226



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

= mm


2)12 2

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

12

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

= + +

= mm4

Cracking moment

5002700 500 ----- 255.13

255.13

2700 500 500 500

60

2.8E+10 35571772 6.759E+09

2

15.14 8168 440 255.13

3.5E+10

5226 255.13

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

h - Xu -


ζ = 1 - 0.5 (Mcr/MQP)

= 1 - x ( ./ )2

=


b

{ x + x ( - 1 )2

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

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

0.9 3.51 3.5E+10450.49

500 255.13

0.5 450.49 583.08

15.14

2700 8168.14 440 15.14

0.702

8168 15.14 5226

5226 60 15.14

8168.14 15.14 5226 15.14

2700



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

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

Xc = mm

b . Xc3


x 3

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

x ( - )2

= + +

= mm4

1.97E+05

2700

148.05

2700 148.05

3.900E+10 3.18E+11

15.14

5226 60 148.05

15.14 8168 440 148.05

2.9E+09 1.05E+10 5.7E+08

1.4E+10


1 MQP MQP


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

= +1

------ =rn





ε cd =


0.702 0.70213214.29 1.4E+10 13214.29 3.5E+10

583080000 5.8E+08

598

419

75

2.2E-06 3.8E-07

2.6E-06

0.7



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED


= +

=




= x ( - ) - ( - )

= mm3


= x ( - ) - ( - )

= mm3

419 75

5226 255.13 60

4.9E+05

4.94E-04

8168.14 440 255.13

148.05 60

1 9E+06

8168.14 440 148.05 5226

= mm3

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

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

1------ =rcs

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

Total deflection1

δQP = K. L2. -------------------rt,QP

K = 0.104 x ( 1 - (β/10))

1.9E+06

4.90E+054.94E-04

3.49E+101.92E+06

15.14

0.702 4.9E-04 15.14 0.702

1.40E+10

3.79E-07

2.58E-06 3.79E-07 2.96E-06



1861B-CS-05-00320 1/7/09

SHEET


DESIGNED CHECKED

Interior Panels

Bending moment





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

Mc

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

K =

10

0.00

0 0940

562.25

583.08

0.000 562.2500.96

583.080

0.960.104

10

K =

δQP = x x x

Ld

δQP = mm < ------------ = mm Hence safe

0.0940

0.0940 10000 10000

27.84 40250

2.96E-06

4.0 beam design

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