Download - 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.
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL AND RESEARCH CENTER,QATAR DOCUMENT NO DATE1861B-CS-05-00320 26/05/09
TITLE: HOSPITAL BUILDING - DESIGN OF SECOND FLOOR BEAMS & SLABS
DESIGNED CHECKED SHEET
RVR / UMA CSR/MDS
KEY PLAN
LARSEN & TOUBRO LIMITED ECC Division - GES
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
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 13:55Plan View - 2F - Elevation 20.4 Moment 3-3 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 13:57Plan View - 2F - Elevation 20.4 Moment 3-3 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 14:01Plan View - 2F - Elevation 20.4 Moment 3-3 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 14:04Plan View - 2F - Elevation 20.4 Moment 3-3 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 16:30Plan View - 2F - Elevation 20.4 Moment 3-3 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 16:32Plan View - 2F - Elevation 20.4 Moment 3-3 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR/MDSTITLE:
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL AND RESEARCH CENTER,QATAR DOCUMENT NO DATE1861B-CS-05-00320 26/05/09
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
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 13:55Plan View - 2F - Elevation 20.4 Shear Force 2-2 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 13:58Plan View - 2F - Elevation 20.4 Shear Force 2-2 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 14:00Plan View - 2F - Elevation 20.4 Shear Force 2-2 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 14:04Plan View - 2F - Elevation 20.4 Shear Force 2-2 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 14:08Plan View - 2F - Elevation 20.4 Shear Force 2-2 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
ETABS v9.1.4 - File: Hospital Building PART 3 - June 23,2009 16:33Plan View - 2F - Elevation 20.4 Shear Force 2-2 Diagram (ENVELOPE) - KN-m Units
L & T - GESPART -3 FRAMING MODELETABS
LARSEN & TOUBRO LIMITED ECC Division - GES
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
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mm
)
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xure
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D:
Mu
(kN
)
m2)
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kN-m
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hear
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5
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Mid
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End
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End
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Mid
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As'
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LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-2
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
900
900 d
25
700 d'
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
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LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATARDATE 01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3 - 3,4
ETAB FILE: Block 3
DATE 01/07/09DESIGNED CHECKED
PROJECT:
TITLE: RVR / UMA CSR / MDS SHEET
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
700 d'
900
900 d
25
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
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mm
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Load
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End
S
up ENV -1165 -526 0 n 801 72.5 2.59 0.156 0.065 738.5 139.1 4317.5 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 0.938 0.82 0 0 63633.21 10 4 314 410 410 590 790 0 410 0 0 0 7770.73 4 10 150 0
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
up ENV -1704 -700 0 n 801 72.5 3.79 0.156 0.095 705.2 213.0 6611.4 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 1.248 0.82 0 0 237643.2 10 4 314 410 387 590 790 0 387 0 0 0 7770.73 4 10 150 0
Mid
S
pan
ENV 1125 -35.1 0 n 824 72.5 2.37 0.156 0.059 765.7 129.6 4022.3 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 Bot 4825 0.84 NA 0.061 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0
2BP3
-3
B46
As'
Ast
End
S
up ENV -1182 614.3 0 n 801 72.5 2.63 0.156 0.066 737.5 141.3 4385.8 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 1.096 0.82 0 0 152213.2 10 4 314 410 410 590 790 0 410 0 0 0 7770.73 4 10 150 0
As'
Ast
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-5
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
1000
1000 d
25
700 d'
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
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
No. of legs Bar Dia Spacing
(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
d S S E T Sca dNfroS Ste
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATARPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE 01/07/09
DESIGNED CHECKED
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-6
ETAB FILE: Block 3
PROJECT: DATE
SHEETRVR / UMA CSR / MDSTITLE:
01/07/09DESIGNED CHECKED
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 = mm25
d700 d'
900
900As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
No. of legs Bar Dia Spacing
(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
ENV 914.8 -109 0 n 824 72.5 1.92 0.156 0.048 777.3 103.8 3220.9 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 Bot 4825 0.84 NA 0.189 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0
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
up ENV -1812 -692 0 n 801 72.5 4.03 0.156 0.101 698.1 228.9 7103.9 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 1.234 0.82 0 0 229743.2 10 4 314 410 400 590 790 0 400 0 0 0 7770.73 4 10 150 02BP3
-6
As'
Ast
Mid
S
pan
ENV 914.7 -124 0 n 824 72.5 1.92 0.156 0.048 777.3 103.8 3220.3 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 Bot 4825 0.84 NA 0.215 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 -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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-7
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
1000
1000 d
25
700 d'
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
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
No. of legs Bar Dia Spacing
(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 -1230 -752 0 n 917 72.5 2.09 0.156 0.052 860.6 126.0 3909.8 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 1.171 0.7 0 0 302501.5 10 4 314 410 348 590 890 0 348 0 0 0 5453.8 4 10 150 0
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
d S S E T Sca dNfroS Ste
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
up ENV -1327 -775 0 n 914 72.5 2.27 0.156 0.057 852.0 137.4 4263.1 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 1.211 0.72 0 0 316908.6 10 4 314 410 331 590 890 0 331 0 0 0 5807.23 4 10 150 0
B42
As'
Ast
As'
Ast
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-8
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)
rsio
n
d. Long. Steel reqd. from
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
Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
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
No. of legs Bar Dia Spacing
(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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3 - 9, 10, 11
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)
rsio
n
d. Long. Steel reqd. from
torsionxure
ctio
n
ctio
n,
tress
ress
aken
ex
ure
(N)4th Layer
ion
nsio
n
mm
)
2nd Layer 3rd Layer1st Layer
m2)No.
D:
xure
)
Mu
(kN
)
Forces Section
kN-m
)
hear
h
5
Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
teel
)
ssio
n
As'
Ast
teel
Pro
vide
d in
om
pres
sion
ac
e
No. of legs Bar Dia Spacing
(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
up ENV -761.4 460.9 0 n 824 72.5 1.6 0.156 0.04 782.8 91.6 2661.9 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 0.799 0.7 0 0 59119.11 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 0
Mid
S
pan
ENV 655.4 75.11 0 n 824 72.5 1.38 0.156 0.034 782.8 91.6 2291.2 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 0.13 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 200 0
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
up ENV -518.4 -254 0 n 824 72.5 1.09 0.156 0.027 782.8 91.6 1812.2 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 Top 4825 0.84 NA 0.44 0.7 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 0
2B B
As'
Ast
Mid
S
pan
ENV 632 -60.1 0 n 828 72.5 1.32 0.156 0.033 786.1 91.9 2200.2 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 0.104 0.59 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 200 0
End
S
up ENV -882.1 473.9 0 n 824 72.5 1.86 0.156 0.046 779.1 99.8 3098.6 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 0.822 0.7 0 0 72099.11 10 4 314 410 410 590 790 0 410 0 0 0 4825.49 4 10 150 0
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
up ENV 0 -412 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 0.709 0.51 0 0 116965.1 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0
2
As'
Ast
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-12
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' = 300 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
d
25
300 d'
400
400
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
rsio
n
d. Long. Steel reqd. from
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
No. of legs Bar Dia Spacing
(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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-13
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' = 400 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
600
600 d
25
400 d'
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
No. of legs Bar Dia Spacing
(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
d S S E T Sca dNfroS Ste
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-14
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
16
700 d'
1000
1000
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
rsio
n
d. Long. Steel reqd. from
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
6
Shear & TorsionNet Steel provided
kN-m
)
hear
h
m2)
1
As'
Ast
teel
Pro
vide
d in
om
pres
sion
ac
e
No. of legs Bar Dia Spacing
(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
tend dSA ( S S E T S
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
ENV 816.4 549.4 0 n 928 68 1.36 0.156 0.034 881.1 103.1 2535.5 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 0.846 0.57 0 0 180584.6 10 4 314 410 410 590 890 0 410 0 0 0 2945.24 4 10 150 0
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-15
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)
rsio
n
d. Long. Steel reqd. from
torsionxure
ctio
n
ctio
n,
tress
ress
aken
ex
ure
(N)4th Layer
ion
nsio
n
mm
)
2nd Layer 3rd Layer1st Layer
m2)No.
D:
xure
)
Mu
(kN
)
Forces Section
kN-m
)
hear
h
5
Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
teel
)
ssio
n
As'
Ast
teel
Pro
vide
d in
om
pres
sion
ac
e
No. of legs Bar Dia Spacing
(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
up ENV -356.3 -241 0 n 830 72.5 0.74 0.156 0.018 788.5 92.2 1236.6 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 0.415 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 351 86.9 0 n 830 72.5 0.73 0.156 0.018 788.5 92.2 1218.1 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 0.15 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 200 0
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
up ENV -673 360.4 0 n 828 72.5 1.4 0.156 0.035 786.1 91.9 2342.8 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 0.622 0.59 0 0 18642.59 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0
B
2BP3
-15
As'
Ast
Mid
S
pan
ENV 304.2 144.6 0 n 830 72.5 0.63 0.156 0.016 788.5 92.2 1055.7 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 0.249 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 -425.7 -289 0 n 830 72.5 0.88 0.156 0.022 788.5 92.2 1477.5 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 0.497 0.51 0 0 NA 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0
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
up ENV -618.1 350.4 0 n 828 72.5 1.29 0.156 0.032 786.1 91.9 2151.6 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 Top 2945 0.51 NA 0.605 0.59 0 0 8672.588 10 4 314 410 410 590 790 0 410 0 0 0 2945.24 4 10 150 0
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
ENV 358 162.1 0 n 830 72.5 0.74 0.156 0.019 788.5 92.2 1242.5 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 0.279 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 -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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-16
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)
rsio
n
d. Long. Steel reqd. from
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
Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
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
No. of legs Bar Dia Spacing
(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 -347 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 0.597 0.51 0 0 51655.08 10 4 314 410 410 590 790 0 410 0 0 0 1884.96 4 10 150 0
Mid
S
pan
ENV 919.3 372.4 0 n 824 72.5 1.93 0.156 0.048 777.1 104.3 3237.6 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 0.646 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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-17
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
32
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
3
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 -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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-18
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' = 400 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
d
25
400 d'
600
600
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
rsio
n
d. Long. Steel reqd. from
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
Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
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
No. of legs Bar Dia Spacing
(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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATARDATE 01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-19
ETAB FILE: Block 3
DATE 01/07/09DESIGNED CHECKED
PROJECT:
TITLE: RVR / UMA CSR / MDS SHEET
ETAB FILE: Block 3Concrete grade (fcu) = 40 N/mm2
Steel grade (fy) = 420 N/mm2
Overall depth of beam,'h' = mmWidth of beam 'b' = 400 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
400 d'
600
600 d
25
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
teel
)
ssio
n
ctio
n
ctio
n,
ion
nsio
n
mm
)
xure
tress
ress
aken
ex
ure
(N)4th Layer
rsio
n
d. Long. Steel reqd. from
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
No. of legs Bar Dia Spacing
(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
ENV 287.9 0 0 n 524 72.5 2.62 0.156 0.066 482.6 92.1 1632.8 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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATARDATE 01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-20
ETAB FILE: Block 3
DATE 01/07/09DESIGNED CHECKED
PROJECT:
TITLE: RVR / UMA CSR / MDS SHEET
ETAB FILE: Block 3Concrete grade (fcu) = 40 N/mm2
Steel grade (fy) = 420 N/mm2
Overall depth of beam,'h' = mmWidth of beam 'b' = 600 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
600 d'
800
800 d
25
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
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
teel
)
ssio
n
ctio
n
ctio
n,
ion
nsio
n
mm
)
xure
tress
ress
aken
ex
ure
(N)4th Layer
rsio
n
d. Long. Steel reqd. from
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
No. of legs Bar Dia Spacing
(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
ENV 721.6 0 0 n 724 72.5 2.29 0.156 0.057 674.5 110.1 2927.8 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 0 0.72 0 0 NA 10 4 314 478.3 478 490 690 0 478 0 0 0 4021.24 4 10 200 0
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATARPROJECT:
DOCUMENT NODATE
1861B-CS-05-0032001/07/09
DESIGNED CHECKED
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-21
ETAB FILE: Block 3
PROJECT:
TITLE: RVR / UMA CSR / MDS SHEET
DATE 01/07/09DESIGNED CHECKED
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 = mm25
700
900
900 d
d'
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
rsio
n
d. Long. Steel reqd. from
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
)
Forces Section Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
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
No. of legs Bar Dia Spacing
(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
up ENV -761 -741 0 n 828 72.5 1.59 0.156 0.04 786.1 91.9 2649.1 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 1.278 0.59 0 0 398792.6 10 4 314 410 238 590 790 0 238 0 0 0 2945.24 4 10 150 0
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
up ENV -1799 -1014 0 n 792 72.5 4.1 0.156 0.102 688.3 230.5 7152.5 2 6 32 Ø + 0 0 Ø 32 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 9651 1.74 NA 1.829 0.89 0 0 521108.8 10 4 314 410 174 590 790 0 174 0 0 0 9650.97 4 10 150 02BP3
-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
up ENV -1760 -988 0 n 792 72.5 4.01 0.156 0.1 690.9 224.7 6972.5 2 6 32 Ø + 0 0 Ø 32 6 32 Ø + 0 0 Ø 0 0 0 Ø + 0 0 Ø + 0 0 0 Ø 0 0 Ø Top 9651 1.74 NA 1.782 0.89 0 0 495078.8 10 4 314 410 184 590 790 0 184 0 0 0 9650.97 4 10 150 02BP3
-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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-22
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' = 600 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
d
20
600 d'
800
800
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
rsio
n
d. Long. Steel reqd. from
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
Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
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
No. of legs Bar Dia Spacing
(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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-23
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' = 500 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
d
20
500 d'
700
700
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
rsio
n
d. Long. Steel reqd. from
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
0
Shear & TorsionNet Steel provided
kN-m
)
hear
h
m2)
As'
Ast
teel
Pro
vide
d in
om
pres
sion
ac
e
No. of legs Bar Dia Spacing
(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
tend dSA ( S S E T S
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
ENV 218.9 254.3 0 n 628 70 1.11 0.156 0.028 596.1 69.7 1004.8 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 0.81 0.63 0 0 55880.72 10 4 314 574 574 390 590 0 574 0 0 0 1963.5 4 10 200 0
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATAR01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320DATE
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : 2BP3-24
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' = 500 mmClear cover = 50 mmDia of Comp. Reinforcement = mm
d
20
500 d'
600
600
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
rsio
n
d. Long. Steel reqd. from
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
0
Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
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
No. of legs Bar Dia Spacing
(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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATARDATE 01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : Bridge-1
ETAB FILE: Block 3
DATE 01/07/09DESIGNED CHECKED
PROJECT:
TITLE: RVR / UMA CSR / MDS SHEET
ETAB FILE: Block 3Concrete grade (fcu) = 40 N/mm2
Steel grade (fy) = 420 N/mm2
Overall depth of beam,'h' = mmWidth of beam 'b' = 2600 mmClear cover = 40 mmDia of Comp. Reinforcement = mm
2600 d'
500
500 d
20
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
0
(kN
)
Forces Section Flexure Longitudinal Reinforcement Shear & TorsionNet Steel provided
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
d. Long. Steel reqd. from
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
No. of legs Bar Dia Spacing
(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
LARSEN & TOUBRO LIMITED ECC Division - GES
SIDRA MEDICAL & RESEARCH CENTRE, QATARDATE 01/07/09
DESIGNED CHECKEDPROJECT:
DOCUMENT NO 1861B-CS-05-00320
HOSPITAL BUILDING (BLOCK 3) - BEAM DESIGN
BEAM MARKED : Bridge - 2
ETAB FILE: Block 3
DATE 01/07/09DESIGNED CHECKED
PROJECT:
TITLE: RVR / UMA CSR / MDS SHEET
ETAB FILE: Block 3Concrete grade (fcu) = 40 N/mm2
Steel grade (fy) = 420 N/mm2
Overall depth of beam,'h' = mmWidth of beam 'b' = 2700 mmClear cover = 40 mmDia of Comp. Reinforcement = mm
2700 d'
500
500 d
20
As'
A ta o Co p e o ce e
K' = 0.156 ( considering no redistribution)
0
(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
d. Long. Steel reqd. from
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
No. of legs Bar Dia Spacing
(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
ENV 341.7 0 0 n 440 60 0.65 0.156 0.016 418.0 48.9 2236.8 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 1256.64 425.2 425 2610 410 0 425 0 0 0 8168.14 16 10 150 0
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
ENV 828.3 0 0 n 440 60 1.58 0.156 0.04 418.0 48.9 5422.7 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 1256.64 425.2 425 2610 410 0 425 0 0 0 8168.14 16 10 150 0
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
= 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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
= ( + )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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : 2BP3-5ETABS BEAM ID : B53
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 +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
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 ( + )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= 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
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 -
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= ( + )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
= + +
= 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
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 - --------- )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : 2BP3-6ETABS BEAM ID : B22
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 +13214.29
1.8
637.09
3.51
37000
1.8
200000
37000
TITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATIONDESIGNED CHECKED SHEET
RVR / UMA CSR / MDS
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 ( + )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
TITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATIONDESIGNED CHECKED SHEET
RVR / UMA CSR / MDS
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= 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
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 -
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 )= -------------------------------------------------------------------------------------------------------------------------------------------------
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
LARSEN & TOUBRO LIMITED ECC Division - GES
TITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATIONDESIGNED CHECKED SHEET
RVR / UMA CSR / MDS
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= ( + )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
= + +
= 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
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
TITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATIONDESIGNED CHECKED SHEET
RVR / UMA CSR / MDS
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
TITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATIONDESIGNED CHECKED SHEET
RVR / UMA CSR / MDS
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 - --------- )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
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : 2BP3-13ETABS BEAM ID : B429
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 +13214.29
1.8
361.81
3.51
37000
1.8
200000
37000
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
Es
Effective modular ratio αe = --------------- = ------------------------- =Eeff
Area of Tension reinforcement As = mm2
Area of Compression reinforcement As2 = mm2
Depth of slab 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 ( + )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= 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
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 -
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 )= -------------------------------------------------------------------------------------------------------------------------------------------------
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= ( + )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
= + +
= 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
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 - --------- )
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
δQP = mm < ----------- = mm Hence safe19.49 26.8
4.17E-06
250
0.1040
0.1040 6700 6700
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : 2BP3-16ETABS BEAM ID : B431
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 +
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
200000
3700013214.29
1.8
637.98
3.51
37000
1.8
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 ( + )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
= 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
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 -
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 )= -------------------------------------------------------------------------------------------------------------------------------------------------
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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
= ( + )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
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
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 1
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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
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 - --------- )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : 2BP3-17ETABS BEAM ID : B431
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 +
729.62
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 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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
= 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
471.45
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 -
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
= ( + )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
6.5E+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
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
0.843 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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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
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 - --------- )
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
δQP = mm < ----------- = mm Hence safe22.10 46.16
2.03E-06
250
0.0815
0.0815 11540 11540
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : 2BP3-20ETABS BEAM ID : B435
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 +13214.29
1.8
501.36
3.51
37000
1.8
200000
37000
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 ( + )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= 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
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 -
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 )= -------------------------------------------------------------------------------------------------------------------------------------------------
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= ( + )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
= + +
= 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
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 ( - ) - ( - )
= 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
LARSEN & TOUBRO LIMITED ECC Division - GES
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 - --------- )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : 2BP3-21ETABS BEAM ID : B516
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 +13214.29
1.8
1247.38
3.51
37000
1.8
200000
37000
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
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 ( + )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
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PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
= 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
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 -
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 )= -------------------------------------------------------------------------------------------------------------------------------------------------
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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1861B-CS-05-00320 1/7/09
= ( + )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
= + +
= 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
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
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1861B-CS-05-00320 1/7/09
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
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
LARSEN & TOUBRO LIMITED ECC Division - GES
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RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
Interior Panels
Bending moment
Effective Span of beam L = m
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
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : Bridge-1ETABS BEAM ID : B515
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 +
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
200000
3700013214.29
1.8
1109.9
3.51
37000
1.8
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 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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
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SHEET
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DESIGNED CHECKED
= 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 { 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 -
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 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
LARSEN & TOUBRO LIMITED ECC Division - GES
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1861B-CS-05-00320 1/7/09
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DESIGNED CHECKED
= ( + )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
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
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 1
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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
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 ( - ) - ( - )
= 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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
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 - --------- )
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
LARSEN & TOUBRO LIMITED ECC Division - GES
BEAM MEMBER NO : Bridge-2ETABS BEAM ID : B515
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 +
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
200000
3700013214.29
1.8
583.08
3.51
37000
1.8
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 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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
= 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
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 -
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 )= -------------------------------------------------------------------------------------------------------------------------------------------------
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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
= ( + )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
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
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 1
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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
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 ( - ) - ( - )
= 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
LARSEN & TOUBRO LIMITED ECC Division - GES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHADOCUMENT NO DATE
1861B-CS-05-00320 1/7/09
SHEET
RVR / UMA CSR / MDSTITLE: HOSPITAL BUILDING (Block - 3) DEFLECTION CALCULATION
DESIGNED CHECKED
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 - --------- )
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