Rc Beam Design Jpv4 686y1j
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MATERIAL PROPERTIES concrete compressive strength
f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
10.2.3
maximum concrete strain
εc, max =
0.003
10.3.4
minimum steel rebar strain
εs, min =
0.005
Es =
200 GPa
STRENGTH REDUCTION FACTOR 9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION effective length overall depth
Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
-78.00
71.00
red. M3 =
-78.00
71.00
V2 =
103.00
0.00
T=
0.00
0.00
redist. % =
0.00
-78.00 kN.m -78.00 kN.m -103.00 kN 0.00 kN.m
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN design bending moment
M3 =
78.00
15.60
78.00 kN.m
26.00
86.60
26.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block maximum depth of neutral axis
amax =
162.00 mm
Page 1 of 15cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
181.40
108.84
181.40 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
design shear force
Vu =
103.00
0.00
provided flexural reinforcement ratio
ρw =
0.0045
0.0044
0.0045
λ=
1.00
180.16
170.38
180.16 kN
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
103.00 kN
199.70
170.38
199.70 kN
Vc =
162.93
162.93
162.93 kN
Vs =
5.24
0.00
Av/s =
24.27
0.00
24.27 mm2/m
275.10
275.10
275.10 mm2/m
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
5.24 kN
minimum required & maximum allowed for shear reinforcement
design required rebar area
Av/s =
TORSIONAL REINFORCEMENT DESIGN design torsion
Tu =
0.00
0.00
design shear
Vu =
103.00
0.00
Vc =
minimum concrete shear capacity gross sectional area
Page 2 of 15
A =
162.93 kN 180000.00 mm2
0.00 kN.m 103.00 kN
p =
sectional outside perimeter
ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line sectional area i/ shear flow path 11.5.1
checking for threshold torsion
1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.636
2.929
≤
(satisfied)
note: At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
additional transversal reinforcement due to torsion 11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
5000.00 mm 6433.98 mm2 --->
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
deflection under Live Load (LL)
λLL =
9.87 mm
λSUS =
39.74 mm
deflection under Sustained Service Load
8D32
26.86 mm
9.5.2.5
time-dependent factor
ξ=
2.00
9.5.2.5
compression steel rasio to effective cross section
ρ' =
0.0397
9.5.2.5
long-term deflection multiplier
λΔ =
9.5.2.5
estimated additional long-term deflection
5 years or more
0.67
λlong =
26.62 mm
λimm, lim =
27.78 mm
L/180
λtot, lim =
20.83 mm
L/240
deflection limit check immediate deflection limit total deflection limit immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES
8.5.1
concrete compressive strength
f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
modulus of elasticity of concrete
Ec =
27.81 GPa
Page 3 of 15
OK
Es =
8.5.2
modulus of elasticity of steel rebar
10.2.3
maximum concrete strain
εc, max =
0.003
200 GPa
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
STRENGTH REDUCTION FACTOR φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective length overall depth
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
Page 4 of 15
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
1445.85 kN 597.28 kN.m 0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
400.00 MPa
(yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
0.00
0.00
0.00 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
λ=
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
0.00 kN
1.00
minimum required & maximum allowed for shear reinforcement 11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line sectional area i/ shear flow path 11.5.1
checking for threshold torsion note:
Page 5 of 15
180000.00 mm2 1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
(satisfied)
11.5.3.1
checking for shear-torsion combination action
0.000
2.929
≤
(satisfied)
note: At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
additional transversal reinforcement due to torsion 11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
5000.00 mm 0.00 mm2 --->
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
26.86 mm
deflection under Live Load (LL)
λLL =
9.87 mm
λSUS =
39.74 mm
deflection under Sustained Service Load 9.5.2.5
time-dependent factor
9.5.2.5
compression steel rasio to effective cross section
9.5.2.5
long-term deflection multiplier
9.5.2.5
estimated additional long-term deflection
ξ=
2.00
ρ' =
0.0000
λΔ =
D
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
deflection limit check immediate deflection limit
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES concrete compressive strength
f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
Es =
200 GPa
10.2.3
maximum concrete strain
εc, max =
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
φb =
0.90
0.003
STRENGTH REDUCTION FACTOR Page 6 of 15
L/180 L/240 OK
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION effective length overall depth
Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus =
steel stress at compressive region
Page 7 of 15
fs' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
0.00
0.00
0.00 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
λ=
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
0.00 kN
1.00
minimum required & maximum allowed for shear reinforcement 11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line sectional area i/ shear flow path 11.5.1
checking for threshold torsion
180000.00 mm2 1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.000
≤
note: At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
additional transversal reinforcement due to torsion 11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
min Al =
Page 8 of 15
1118.14 mm2
2.929
(satisfied)
11.5.3.7
required additional longitudinal reinf.
Al =
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2 0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
5000.00 mm 0.00 mm2 --->
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
26.86 mm
deflection under Live Load (LL)
λLL =
9.87 mm
λSUS =
39.74 mm
deflection under Sustained Service Load
ξ=
2.00
compression steel rasio to effective cross section
ρ' =
0.0000
long-term deflection multiplier
λΔ =
9.5.2.5
time-dependent factor
9.5.2.5 9.5.2.5 9.5.2.5
estimated additional long-term deflection
D
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
deflection limit check immediate deflection limit total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
Es =
200 GPa
10.2.3
maximum concrete strain
εc, max =
0.003
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
concrete compressive strength
STRENGTH REDUCTION FACTOR φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION effective length overall depth
Leff =
5000 mm
h=
600 mm
Page 9 of 15
L/180 L/240 OK
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region tensile steel for balancing compression in concrete tension steel for balancing compression in steel
As1 = As2 =
required tensile reinforcement required compressive reinforcement
As =
Page 10 of 15
As' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
0.00
0.00
0.00 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
λ=
1.00
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
0.00 kN
minimum required & maximum allowed for shear reinforcement
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line checking for threshold torsion
1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
sectional area i/ shear flow path 11.5.1
180000.00 mm2
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.000
≤
note: additional transversal reinforcement due to torsion
At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement
Page 11 of 15
0.00 mm2/m 0.00 mm2
2.929
(satisfied)
top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
0.00 mm2 --->
λLL =
9.87 mm 39.74 mm
ξ=
2.00
compression steel rasio to effective cross section
ρ' =
0.0000
long-term deflection multiplier
λΔ =
9.5.2.5
time-dependent factor
9.5.2.5 9.5.2.5 9.5.2.5
estimated additional long-term deflection
D
26.86 mm
λSUS =
deflection under Live Load (LL) deflection under Sustained Service Load
5000.00 mm
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
deflection limit check immediate deflection limit total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
Es =
200 GPa
10.2.3
maximum concrete strain
εc, max =
0.003
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
concrete compressive strength
STRENGTH REDUCTION FACTOR φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
effective length overall depth
effective depth estimated flexural rebar size estimated shear/torsion rebar size
Page 12 of 15
L/180 L/240 OK
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
0.00
0.00
0.00 mm2
minimum reduirement based on seismic consideration
As
Page 13 of 15 min
=
21.5.2.1
Asmax =
maximum allowed flexural reinforcement
4050.00 mm2
4050.00
4050.00
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
λ=
1.00
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
design required rebar area
right
SHEAR REINFORCEMENT DESIGN
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
0.00 kN
minimum required & maximum allowed for shear reinforcement
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line checking for threshold torsion
1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
sectional area i/ shear flow path 11.5.1
180000.00 mm2
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.000
2.929
≤
(satisfied)
note: additional transversal reinforcement due to torsion
At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
Page 14 of 15
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
0.00 mm2 --->
λLL =
9.87 mm 39.74 mm
ξ=
2.00
compression steel rasio to effective cross section
ρ' =
0.0000
long-term deflection multiplier
λΔ =
9.5.2.5
time-dependent factor
9.5.2.5 9.5.2.5 9.5.2.5
estimated additional long-term deflection
D
26.86 mm
λSUS =
deflection under Live Load (LL) deflection under Sustained Service Load
5000.00 mm
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
deflection limit check immediate deflection limit total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
Page 15 of 15
L/180 L/240 OK
f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
10.2.3
maximum concrete strain
εc, max =
0.003
10.3.4
minimum steel rebar strain
εs, min =
0.005
Es =
200 GPa
STRENGTH REDUCTION FACTOR 9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION effective length overall depth
Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
-78.00
71.00
red. M3 =
-78.00
71.00
V2 =
103.00
0.00
T=
0.00
0.00
redist. % =
0.00
-78.00 kN.m -78.00 kN.m -103.00 kN 0.00 kN.m
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN design bending moment
M3 =
78.00
15.60
78.00 kN.m
26.00
86.60
26.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block maximum depth of neutral axis
amax =
162.00 mm
Page 1 of 15cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
181.40
108.84
181.40 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
design shear force
Vu =
103.00
0.00
provided flexural reinforcement ratio
ρw =
0.0045
0.0044
0.0045
λ=
1.00
180.16
170.38
180.16 kN
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
103.00 kN
199.70
170.38
199.70 kN
Vc =
162.93
162.93
162.93 kN
Vs =
5.24
0.00
Av/s =
24.27
0.00
24.27 mm2/m
275.10
275.10
275.10 mm2/m
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
5.24 kN
minimum required & maximum allowed for shear reinforcement
design required rebar area
Av/s =
TORSIONAL REINFORCEMENT DESIGN design torsion
Tu =
0.00
0.00
design shear
Vu =
103.00
0.00
Vc =
minimum concrete shear capacity gross sectional area
Page 2 of 15
A =
162.93 kN 180000.00 mm2
0.00 kN.m 103.00 kN
p =
sectional outside perimeter
ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line sectional area i/ shear flow path 11.5.1
checking for threshold torsion
1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.636
2.929
≤
(satisfied)
note: At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
additional transversal reinforcement due to torsion 11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
5000.00 mm 6433.98 mm2 --->
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
deflection under Live Load (LL)
λLL =
9.87 mm
λSUS =
39.74 mm
deflection under Sustained Service Load
8D32
26.86 mm
9.5.2.5
time-dependent factor
ξ=
2.00
9.5.2.5
compression steel rasio to effective cross section
ρ' =
0.0397
9.5.2.5
long-term deflection multiplier
λΔ =
9.5.2.5
estimated additional long-term deflection
5 years or more
0.67
λlong =
26.62 mm
λimm, lim =
27.78 mm
L/180
λtot, lim =
20.83 mm
L/240
deflection limit check immediate deflection limit total deflection limit immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES
8.5.1
concrete compressive strength
f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
modulus of elasticity of concrete
Ec =
27.81 GPa
Page 3 of 15
OK
Es =
8.5.2
modulus of elasticity of steel rebar
10.2.3
maximum concrete strain
εc, max =
0.003
200 GPa
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
STRENGTH REDUCTION FACTOR φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective length overall depth
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
Page 4 of 15
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
1445.85 kN 597.28 kN.m 0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
400.00 MPa
(yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
0.00
0.00
0.00 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
λ=
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
0.00 kN
1.00
minimum required & maximum allowed for shear reinforcement 11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line sectional area i/ shear flow path 11.5.1
checking for threshold torsion note:
Page 5 of 15
180000.00 mm2 1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
(satisfied)
11.5.3.1
checking for shear-torsion combination action
0.000
2.929
≤
(satisfied)
note: At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
additional transversal reinforcement due to torsion 11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
5000.00 mm 0.00 mm2 --->
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
26.86 mm
deflection under Live Load (LL)
λLL =
9.87 mm
λSUS =
39.74 mm
deflection under Sustained Service Load 9.5.2.5
time-dependent factor
9.5.2.5
compression steel rasio to effective cross section
9.5.2.5
long-term deflection multiplier
9.5.2.5
estimated additional long-term deflection
ξ=
2.00
ρ' =
0.0000
λΔ =
D
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
deflection limit check immediate deflection limit
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES concrete compressive strength
f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
Es =
200 GPa
10.2.3
maximum concrete strain
εc, max =
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
φb =
0.90
0.003
STRENGTH REDUCTION FACTOR Page 6 of 15
L/180 L/240 OK
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION effective length overall depth
Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus =
steel stress at compressive region
Page 7 of 15
fs' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
0.00
0.00
0.00 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
λ=
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
0.00 kN
1.00
minimum required & maximum allowed for shear reinforcement 11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line sectional area i/ shear flow path 11.5.1
checking for threshold torsion
180000.00 mm2 1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.000
≤
note: At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
additional transversal reinforcement due to torsion 11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
min Al =
Page 8 of 15
1118.14 mm2
2.929
(satisfied)
11.5.3.7
required additional longitudinal reinf.
Al =
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2 0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
5000.00 mm 0.00 mm2 --->
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
26.86 mm
deflection under Live Load (LL)
λLL =
9.87 mm
λSUS =
39.74 mm
deflection under Sustained Service Load
ξ=
2.00
compression steel rasio to effective cross section
ρ' =
0.0000
long-term deflection multiplier
λΔ =
9.5.2.5
time-dependent factor
9.5.2.5 9.5.2.5 9.5.2.5
estimated additional long-term deflection
D
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
deflection limit check immediate deflection limit total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
Es =
200 GPa
10.2.3
maximum concrete strain
εc, max =
0.003
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
concrete compressive strength
STRENGTH REDUCTION FACTOR φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION effective length overall depth
Leff =
5000 mm
h=
600 mm
Page 9 of 15
L/180 L/240 OK
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
effective depth
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
estimated flexural rebar size estimated shear/torsion rebar size
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region tensile steel for balancing compression in concrete tension steel for balancing compression in steel
As1 = As2 =
required tensile reinforcement required compressive reinforcement
As =
Page 10 of 15
As' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
minimum reduirement based on seismic consideration
Asmin =
0.00
0.00
0.00 mm2
maximum allowed flexural reinforcement
Asmax =
4050.00
4050.00
4050.00 mm2
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
λ=
1.00
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
21.5.2.1
design required rebar area
right
SHEAR REINFORCEMENT DESIGN
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
0.00 kN
minimum required & maximum allowed for shear reinforcement
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line checking for threshold torsion
1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
sectional area i/ shear flow path 11.5.1
180000.00 mm2
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.000
≤
note: additional transversal reinforcement due to torsion
At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement
Page 11 of 15
0.00 mm2/m 0.00 mm2
2.929
(satisfied)
top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
0.00 mm2 --->
λLL =
9.87 mm 39.74 mm
ξ=
2.00
compression steel rasio to effective cross section
ρ' =
0.0000
long-term deflection multiplier
λΔ =
9.5.2.5
time-dependent factor
9.5.2.5 9.5.2.5 9.5.2.5
estimated additional long-term deflection
D
26.86 mm
λSUS =
deflection under Live Load (LL) deflection under Sustained Service Load
5000.00 mm
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
deflection limit check immediate deflection limit total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
MATERIAL PROPERTIES f'c =
35 MPa
flexural steel rebar yield strength
fy =
400 MPa
shear steel rebar yield strength
fyt =
400 MPa
8.5.1
modulus of elasticity of concrete
Ec =
27.81 GPa
8.5.2
modulus of elasticity of steel rebar
Es =
200 GPa
10.2.3
maximum concrete strain
εc, max =
0.003
10.3.4
minimum steel rebar strain
εs, min =
0.005
9.3.2.1
bending
9.3.2.3
shear (taken φv or φs)
9.3.2.3
torsion
concrete compressive strength
STRENGTH REDUCTION FACTOR φb =
0.90
φv or φs =
0.60
φtor =
0.75
SECTION DIMENSION Leff =
5000 mm
h=
600 mm
width
bw =
300 mm
cover to rebar center
dc =
60 mm
concrete clear cover
cc =
40 mm
d=
540 mm
Dflex =
19 mm
Dsh/tor =
10 mm
effective length overall depth
effective depth estimated flexural rebar size estimated shear/torsion rebar size
Page 12 of 15
L/180 L/240 OK
FACTORED INTERNAL FORCES This data will be used for ultimate limit state design M3 =
0.00
0.00
0.00 kN.m
red. M3 =
0.00
0.00
0.00 kN.m
V2 =
0.00
0.00
0.00 kN
T=
0.00
0.00
0.00 kN.m
redist. % =
0.00
ULTIMATE LIMIT STATE DESIGN
Sway Intermediate
FLEXURAL REINFORCEMENT DESIGN M3 =
design bending moment
0.00
0.00
0.00 kN.m
0.00
0.00
0.00 kN.m
10.2.7.3
factor of compressive block
β1 =
0.80
10.2.7.1
depth of compressive block
a=
18.29
3.61
18.29 mm
6.03
20.35
6.03 mm
maximum depth of compressive block
amax =
162.00 mm
maximum depth of neutral axis
cmax =
202.50 mm
design based on single reinforcement required single reinforcement
As =
408.15
80.52
408.15 mm2
134.50
454.03
134.50 mm2
0.00
0.00
0.00 kN.m
0.00
0.00
design based on double reinforcement concrete compressive force
C=
moment resistance of compressive conc & tension steel
Muc =
moment resisted by compressive steel & tension steel
Mus = fs' =
steel stress at compressive region
As1 =
tensile steel for balancing compression in concrete
As2 =
tension steel for balancing compression in steel required tensile reinforcement
As =
required compressive reinforcement
As' =
1445.85 kN 597.28 kN.m
400.00 MPa
0.00 kN.m (yielded)
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
0.00
0.00
0.00 mm2
minimum required & maximum allowed for flexural reinforcement 10.5.1
minimum required tensile reinforcement
Asmin =
599.00
599.00
599.00 mm2
10.5.3
minimum requirement for neglecting 10.5.1
Asmin =
544.20
605.37
544.20 mm2
taking the minimum of 10.5.1 & 10.5.3 for eco. design
Asmin =
544.20
599.00
544.20 mm2
0.00
0.00
0.00 mm2
minimum reduirement based on seismic consideration
As
Page 13 of 15 min
=
21.5.2.1
Asmax =
maximum allowed flexural reinforcement
4050.00 mm2
4050.00
4050.00
left
mid
top
544.20
80.52
544.20 mm2
bottom
134.50
599.00
134.50 mm2
design shear force
Vu =
0.00
0.00
provided flexural reinforcement ratio
ρw =
0.0042
0.0042
0.0042
λ=
1.00
170.38
170.38
170.38 kN
170.38
170.38
170.38 kN
Vc =
162.93
162.93
162.93 kN
Vs =
0.00
0.00
0.00 kN
Av/s =
0.00
0.00
0.00 mm2/m
275.10 mm2/m
design required rebar area
right
SHEAR REINFORCEMENT DESIGN
8.6.1
concrete shear modification factor
11.2.1.1
shear capacity provided by concrete
max Vc =
162.93 kN
11.2.2.1
shear capacity provided by concrete
max Vc =
277.94 kN
shear capacity provided by concrete
11.4.7.2
shear resisted by steel rebar
11.4.7.2
shear rebar required
11.4.6.3
minimum required shear reinforcement
min Av/s =
275.10 mm2/m
11.4.7.9
maximum allowed shear reinforcement
max Av/s =
2928.46 mm2/m
0.00 kN
minimum required & maximum allowed for shear reinforcement
Av/s =
275.10
275.10
design torsion
Tu =
0.00
0.00
0.00 kN.m
design shear
Vu =
0.00
0.00
0.00 kN
minimum concrete shear capacity
Vc =
162.93 kN
design required rebar area
TORSIONAL REINFORCEMENT DESIGN
gross sectional area
A =
sectional outside perimeter
p = ph =
sectional perimeter i/ torsional reinf. center line sectional area i/ torsional reinf. center line checking for threshold torsion
1800.00 mm 1440.00 mm
Aoh =
107100.00 mm2
Ao =
100000.00 mm2
if Tu ≤
6.63 kN.m
sectional area i/ shear flow path 11.5.1
180000.00 mm2
(satisfied)
note: 11.5.3.1
checking for shear-torsion combination action
0.000
2.929
≤
(satisfied)
note: additional transversal reinforcement due to torsion
At/s =
0.00 mm2/m
(Av+2At)/s =
275.10 mm2/m
11.5.5.2
min. combined shear-torsion reinf.
11.5.5.2
min. additional transverse torsion reinf.
min At/s =
0.00 mm2/m
11.5.5.3
min. additional transverse torsion reinf.
min At/s =
131.25 mm2/m
11.5.5.3
min. additional longitudinal reinf.
11.5.3.7
min Al =
1118.14 mm2
required additional longitudinal reinf.
Al =
0.00 mm2
design additional transv. torsion reinf.
At/s = Al =
design additional longitudinal reinf.
0.00 mm2/m 0.00 mm2
REBAR AREA DESIGN distribution method for longitudinal torsion reinforcement top
544.20
108.84
544.20 mm2
bottom
181.40
599.00
181.40 mm2
50% @2 faces
0.00
0.00
0.00 mm2
275.10
275.10
flexural rebar torsional rebar/2faces, i.e. left and right shear rebar
275.10 mm2/m
21.5.2.1
check for maximum allowed flexural reinforcement ≤ 2.5%
OK
OK
OK
11.4.7.9
check for maximum allowed shear reinforcement
OK
OK
OK
Page 14 of 15
SERVICEABILITY LIMIT STATE DESIGN DEFLECTION CHECK effective length
Leff =
provided compression reinforcement
As' =
deflection under Dead Load (DL)
λDL =
0.00 mm2 --->
λLL =
9.87 mm 39.74 mm
ξ=
2.00
compression steel rasio to effective cross section
ρ' =
0.0000
long-term deflection multiplier
λΔ =
9.5.2.5
time-dependent factor
9.5.2.5 9.5.2.5 9.5.2.5
estimated additional long-term deflection
D
26.86 mm
λSUS =
deflection under Live Load (LL) deflection under Sustained Service Load
5000.00 mm
5 years or more
2.00
λlong =
26.62 mm
λimm, lim =
#DIV/0! mm
λtot, lim =
#DIV/0! mm
immediate deflection under Live Load
λimm =
9.87 mm
short term total deflection under Service Load
λshort =
36.73 mm
long-term deflection
λlong =
63.35 mm
deflection limit check immediate deflection limit total deflection limit
note: note: WARNING! Short-term deflection exceeds maximum deflection allowed.
Page 15 of 15
L/180 L/240 OK
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