MATERIAL PROPERTIESconcrete 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 c, max = 0.003

10.3.4 minimum steel rebar strain s, min = 0.005

STRENGTH REDUCTION FACTOR9.3.2.1 bending b = 0.90

9.3.2.3 shear (taken v or s) v or s = 0.60

9.3.2.3 torsion tor = 0.75

SECTION DIMENSIONeffective length Leff = 5000 mm

overall depth 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

estimated flexural rebar size Dflex = 19 mm

estimated shear/torsion rebar size Dsh/tor = 10 mm

FACTORED INTERNAL FORCESThis data will be used for ultimate limit state design

M3 = -78.00 71.00 -78.00 kN.m

red. M3 = -78.00 71.00 -78.00 kN.m

V2 = 103.00 0.00 -103.00 kN

T = 0.00 0.00 0.00 kN.m

redist. % = 0.00

ULTIMATE LIMIT STATE DESIGN Sway IntermediateFLEXURAL 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 1 = 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 mmPage 1 of 15

design based on single reinforcement

required single reinforcement As = 408.15 80.52 408.15 mm2

134.50 454.03 134.50 mm2

design based on double reinforcement

concrete compressive force C = 1445.85 kN

moment resistance of compressive conc & tension steel Muc = 597.28 kN.m

moment resisted by compressive steel & tension steel Mus = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

steel stress at compressive region fs' = 400.00 MPa (yielded)

tensile steel for balancing compression in concrete As1 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

tension steel for balancing compression in steel As2 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required tensile reinforcement As = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required compressive reinforcement As' = 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

21.5.2.1 maximum allowed flexural reinforcement Asmax = 4050.00 4050.00 4050.00 mm2

design required rebar area left mid right

top 544.20 108.84 544.20 mm2

bottom 181.40 599.00 181.40 mm2

SHEAR REINFORCEMENT DESIGN

design shear force Vu = 103.00 0.00 103.00 kN

provided flexural reinforcement ratio w = 0.0045 0.0044 0.0045

8.6.1 concrete shear modification factor = 1.00

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 180.16 170.38 180.16 kN

199.70 170.38 199.70 kN

Vc = 162.93 162.93 162.93 kN

11.4.7.2 shear resisted by steel rebar Vs = 5.24 0.00 5.24 kN

11.4.7.2 shear rebar required Av/s = 24.27 0.00 24.27 mm2/m

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

design required rebar area Av/s = 275.10 275.10 275.10 mm2/m

TORSIONAL REINFORCEMENT DESIGN

design torsion Tu = 0.00 0.00 0.00 kN.m

design shear Vu = 103.00 0.00 103.00 kN

minimum concrete shear capacity Vc = 162.93 kN

gross sectional area Acp = 180000.00 mm2

Page 2 of 15

sectional outside perimeter pcp = 1800.00 mm

sectional perimeter i/ torsional reinf. center line ph = 1440.00 mm

sectional area i/ torsional reinf. center line Aoh = 107100.00 mm2

sectional area i/ shear flow path Ao = 100000.00 mm2

11.5.1 checking for threshold torsion if Tu 6.63 kN.m (satisfied)

note:

11.5.3.1 checking for shear-torsion combination action 0.636 2.929 (satisfied)

note:

additional transversal reinforcement due to torsion At/s = 0.00 mm2/m

11.5.5.2 min. combined shear-torsion reinf. (Av+2At)/s = 275.10 mm2/m

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 = 1118.14 mm2

11.5.3.7 required additional longitudinal reinf. Al = 0.00 mm2

design additional transv. torsion reinf. At/s = 0.00 mm2/m

design additional longitudinal reinf. Al = 0.00 mm2

REBAR AREA DESIGN

distribution method for longitudinal torsion reinforcement

flexural rebar top 544.20 108.84 544.20 mm2

bottom 181.40 599.00 181.40 mm2

torsional rebar/2faces, i.e. left and right 50% @2 faces 0.00 0.00 0.00 mm2

shear rebar 275.10 275.10 275.10 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 DESIGNDEFLECTION CHECK

effective length Leff = 5000.00 mm

provided compression reinforcement As' = 6433.98 mm2 ---> 8D32

deflection under Dead Load (DL) DL = 26.86 mm

deflection under Live Load (LL) LL = 9.87 mm

deflection under Sustained Service Load SUS = 39.74 mm

9.5.2.5 time-dependent factor = 2.00 5 years or more

9.5.2.5 compression steel rasio to effective cross section ' = 0.0397

9.5.2.5 long-term deflection multiplier = 0.67

9.5.2.5 estimated additional long-term deflection long = 26.62 mm

deflection limit check

immediate deflection limit imm, lim = 27.78 mm L/180

total deflection limit tot, lim = 20.83 mm L/240

immediate deflection under Live Load imm = 9.87 mm OK

short term total deflection under Service Load short = 36.73 mm

long-term deflection long = 63.35 mm

note:

note: WARNING! Short-term deflection exceeds maximum deflection allowed.

MATERIAL PROPERTIESconcrete 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

Page 3 of 15

8.5.2 modulus of elasticity of steel rebar Es = 200 GPa

10.2.3 maximum concrete strain c, max = 0.003

10.3.4 minimum steel rebar strain s, min = 0.005

STRENGTH REDUCTION FACTOR9.3.2.1 bending b = 0.90

9.3.2.3 shear (taken v or s) v or s = 0.60

9.3.2.3 torsion tor = 0.75

SECTION DIMENSIONeffective length Leff = 5000 mm

overall depth 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

estimated flexural rebar size Dflex = 19 mm

estimated shear/torsion rebar size Dsh/tor = 10 mm

FACTORED INTERNAL FORCESThis 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 IntermediateFLEXURAL REINFORCEMENT DESIGN

design bending moment M3 = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

10.2.7.3 factor of compressive block 1 = 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 mm2Page 4 of 15

design based on double reinforcement

concrete compressive force C = 1445.85 kN

moment resistance of compressive conc & tension steel Muc = 597.28 kN.m

moment resisted by compressive steel & tension steel Mus = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

steel stress at compressive region fs' = 400.00 MPa (yielded)

tensile steel for balancing compression in concrete As1 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

tension steel for balancing compression in steel As2 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required tensile reinforcement As = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required compressive reinforcement As' = 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

21.5.2.1 maximum allowed flexural reinforcement Asmax = 4050.00 4050.00 4050.00 mm2

design required rebar area left mid right

top 544.20 80.52 544.20 mm2

bottom 134.50 599.00 134.50 mm2

SHEAR REINFORCEMENT DESIGN

design shear force Vu = 0.00 0.00 0.00 kN

provided flexural reinforcement ratio w = 0.0042 0.0042 0.0042

8.6.1 concrete shear modification factor = 1.00

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 170.38 170.38 170.38 kN

170.38 170.38 170.38 kN

Vc = 162.93 162.93 162.93 kN

11.4.7.2 shear resisted by steel rebar Vs = 0.00 0.00 0.00 kN

11.4.7.2 shear rebar required Av/s = 0.00 0.00 0.00 mm2/m

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

design required rebar area Av/s = 275.10 275.10 275.10 mm2/m

TORSIONAL REINFORCEMENT DESIGN

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

gross sectional area Acp = 180000.00 mm2

sectional outside perimeter pcp = 1800.00 mm

sectional perimeter i/ torsional reinf. center line ph = 1440.00 mm

sectional area i/ torsional reinf. center line Aoh = 107100.00 mm2

sectional area i/ shear flow path Ao = 100000.00 mm2

11.5.1 checking for threshold torsion if Tu 6.63 kN.m (satisfied)

note:Page 5 of 15

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

11.5.5.2 min. combined shear-torsion reinf. (Av+2At)/s = 275.10 mm2/m

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 = 1118.14 mm2

11.5.3.7 required additional longitudinal reinf. Al = 0.00 mm2

design additional transv. torsion reinf. At/s = 0.00 mm2/m

design additional longitudinal reinf. Al = 0.00 mm2

REBAR AREA DESIGN

distribution method for longitudinal torsion reinforcement

flexural rebar top 544.20 108.84 544.20 mm2

bottom 181.40 599.00 181.40 mm2

torsional rebar/2faces, i.e. left and right 50% @2 faces 0.00 0.00 0.00 mm2

shear rebar 275.10 275.10 275.10 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 DESIGNDEFLECTION CHECK

effective length Leff = 5000.00 mm

provided compression reinforcement As' = 0.00 mm2 ---> D

deflection under Dead Load (DL) DL = 26.86 mm

deflection under Live Load (LL) LL = 9.87 mm

deflection under Sustained Service Load SUS = 39.74 mm

9.5.2.5 time-dependent factor = 2.00 5 years or more

9.5.2.5 compression steel rasio to effective cross section ' = 0.0000

9.5.2.5 long-term deflection multiplier = 2.00

9.5.2.5 estimated additional long-term deflection long = 26.62 mm

deflection limit check

immediate deflection limit imm, lim = #DIV/0! mm L/180

total deflection limit tot, lim = #DIV/0! mm L/240

immediate deflection under Live Load imm = 9.87 mm OK

short term total deflection under Service Load short = 36.73 mm

long-term deflection long = 63.35 mm

note:

note: WARNING! Short-term deflection exceeds maximum deflection allowed.

MATERIAL PROPERTIESconcrete 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 c, max = 0.003

10.3.4 minimum steel rebar strain s, min = 0.005

STRENGTH REDUCTION FACTOR9.3.2.1 bending b = 0.90Page 6 of 15

9.3.2.3 shear (taken v or s) v or s = 0.60

9.3.2.3 torsion tor = 0.75

SECTION DIMENSIONeffective length Leff = 5000 mm

overall depth 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

estimated flexural rebar size Dflex = 19 mm

estimated shear/torsion rebar size Dsh/tor = 10 mm

FACTORED INTERNAL FORCESThis 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 IntermediateFLEXURAL REINFORCEMENT DESIGN

design bending moment M3 = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

10.2.7.3 factor of compressive block 1 = 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

design based on double reinforcement

concrete compressive force C = 1445.85 kN

moment resistance of compressive conc & tension steel Muc = 597.28 kN.m

moment resisted by compressive steel & tension steel Mus = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

steel stress at compressive region fs' = 400.00 MPa (yielded)Page 7 of 15

tensile steel for balancing compression in concrete As1 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

tension steel for balancing compression in steel As2 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required tensile reinforcement As = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required compressive reinforcement As' = 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

21.5.2.1 maximum allowed flexural reinforcement Asmax = 4050.00 4050.00 4050.00 mm2

design required rebar area left mid right

top 544.20 80.52 544.20 mm2

bottom 134.50 599.00 134.50 mm2

SHEAR REINFORCEMENT DESIGN

design shear force Vu = 0.00 0.00 0.00 kN

provided flexural reinforcement ratio w = 0.0042 0.0042 0.0042

8.6.1 concrete shear modification factor = 1.00

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 170.38 170.38 170.38 kN

170.38 170.38 170.38 kN

Vc = 162.93 162.93 162.93 kN

11.4.7.2 shear resisted by steel rebar Vs = 0.00 0.00 0.00 kN

11.4.7.2 shear rebar required Av/s = 0.00 0.00 0.00 mm2/m

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

design required rebar area Av/s = 275.10 275.10 275.10 mm2/m

TORSIONAL REINFORCEMENT DESIGN

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

gross sectional area Acp = 180000.00 mm2

sectional outside perimeter pcp = 1800.00 mm

sectional perimeter i/ torsional reinf. center line ph = 1440.00 mm

sectional area i/ torsional reinf. center line Aoh = 107100.00 mm2

sectional area i/ shear flow path Ao = 100000.00 mm2

11.5.1 checking for threshold torsion if Tu 6.63 kN.m (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

11.5.5.2 min. combined shear-torsion reinf. (Av+2At)/s = 275.10 mm2/m

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 = 1118.14 mm2

Page 8 of 15

11.5.3.7 required additional longitudinal reinf. Al = 0.00 mm2

design additional transv. torsion reinf. At/s = 0.00 mm2/m

design additional longitudinal reinf. Al = 0.00 mm2

REBAR AREA DESIGN

distribution method for longitudinal torsion reinforcement

flexural rebar top 544.20 108.84 544.20 mm2

bottom 181.40 599.00 181.40 mm2

torsional rebar/2faces, i.e. left and right 50% @2 faces 0.00 0.00 0.00 mm2

shear rebar 275.10 275.10 275.10 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 DESIGNDEFLECTION CHECK

effective length Leff = 5000.00 mm

provided compression reinforcement As' = 0.00 mm2 ---> D

deflection under Dead Load (DL) DL = 26.86 mm

deflection under Live Load (LL) LL = 9.87 mm

deflection under Sustained Service Load SUS = 39.74 mm

9.5.2.5 time-dependent factor = 2.00 5 years or more

9.5.2.5 compression steel rasio to effective cross section ' = 0.0000

9.5.2.5 long-term deflection multiplier = 2.00

9.5.2.5 estimated additional long-term deflection long = 26.62 mm

deflection limit check

immediate deflection limit imm, lim = #DIV/0! mm L/180

total deflection limit tot, lim = #DIV/0! mm L/240

immediate deflection under Live Load imm = 9.87 mm OK

short term total deflection under Service Load short = 36.73 mm

long-term deflection long = 63.35 mm

note:

note: WARNING! Short-term deflection exceeds maximum deflection allowed.

MATERIAL PROPERTIESconcrete 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 c, max = 0.003

10.3.4 minimum steel rebar strain s, min = 0.005

STRENGTH REDUCTION FACTOR9.3.2.1 bending b = 0.90

9.3.2.3 shear (taken v or s) v or s = 0.60

9.3.2.3 torsion tor = 0.75

SECTION DIMENSIONeffective length Leff = 5000 mm

overall depth h = 600 mmPage 9 of 15

width bw = 300 mm

cover to rebar center dc = 60 mm

concrete clear cover cc = 40 mm

effective depth d = 540 mm

estimated flexural rebar size Dflex = 19 mm

estimated shear/torsion rebar size Dsh/tor = 10 mm

FACTORED INTERNAL FORCESThis 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 IntermediateFLEXURAL REINFORCEMENT DESIGN

design bending moment M3 = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

10.2.7.3 factor of compressive block 1 = 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

design based on double reinforcement

concrete compressive force C = 1445.85 kN

moment resistance of compressive conc & tension steel Muc = 597.28 kN.m

moment resisted by compressive steel & tension steel Mus = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

steel stress at compressive region fs' = 400.00 MPa (yielded)

tensile steel for balancing compression in concrete As1 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

tension steel for balancing compression in steel As2 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required tensile reinforcement As = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required compressive reinforcement As' = 0.00 0.00 0.00 mm2Page 10 of 15

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

21.5.2.1 maximum allowed flexural reinforcement Asmax = 4050.00 4050.00 4050.00 mm2

design required rebar area left mid right

top 544.20 80.52 544.20 mm2

bottom 134.50 599.00 134.50 mm2

SHEAR REINFORCEMENT DESIGN

design shear force Vu = 0.00 0.00 0.00 kN

provided flexural reinforcement ratio w = 0.0042 0.0042 0.0042

8.6.1 concrete shear modification factor = 1.00

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 170.38 170.38 170.38 kN

170.38 170.38 170.38 kN

Vc = 162.93 162.93 162.93 kN

11.4.7.2 shear resisted by steel rebar Vs = 0.00 0.00 0.00 kN

11.4.7.2 shear rebar required Av/s = 0.00 0.00 0.00 mm2/m

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

design required rebar area Av/s = 275.10 275.10 275.10 mm2/m

TORSIONAL REINFORCEMENT DESIGN

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

gross sectional area Acp = 180000.00 mm2

sectional outside perimeter pcp = 1800.00 mm

sectional perimeter i/ torsional reinf. center line ph = 1440.00 mm

sectional area i/ torsional reinf. center line Aoh = 107100.00 mm2

sectional area i/ shear flow path Ao = 100000.00 mm2

11.5.1 checking for threshold torsion if Tu 6.63 kN.m (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

11.5.5.2 min. combined shear-torsion reinf. (Av+2At)/s = 275.10 mm2/m

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 = 1118.14 mm2

11.5.3.7 required additional longitudinal reinf. Al = 0.00 mm2

design additional transv. torsion reinf. At/s = 0.00 mm2/m

design additional longitudinal reinf. Al = 0.00 mm2

REBAR AREA DESIGN

distribution method for longitudinal torsion reinforcementPage 11 of 15

flexural rebar top 544.20 108.84 544.20 mm2

bottom 181.40 599.00 181.40 mm2

torsional rebar/2faces, i.e. left and right 50% @2 faces 0.00 0.00 0.00 mm2

shear rebar 275.10 275.10 275.10 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 DESIGNDEFLECTION CHECK

effective length Leff = 5000.00 mm

provided compression reinforcement As' = 0.00 mm2 ---> D

deflection under Dead Load (DL) DL = 26.86 mm

deflection under Live Load (LL) LL = 9.87 mm

deflection under Sustained Service Load SUS = 39.74 mm

9.5.2.5 time-dependent factor = 2.00 5 years or more

9.5.2.5 compression steel rasio to effective cross section ' = 0.0000

9.5.2.5 long-term deflection multiplier = 2.00

9.5.2.5 estimated additional long-term deflection long = 26.62 mm

deflection limit check

immediate deflection limit imm, lim = #DIV/0! mm L/180

total deflection limit tot, lim = #DIV/0! mm L/240

immediate deflection under Live Load imm = 9.87 mm OK

short term total deflection under Service Load short = 36.73 mm

long-term deflection long = 63.35 mm

note:

note: WARNING! Short-term deflection exceeds maximum deflection allowed.

MATERIAL PROPERTIESconcrete 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 c, max = 0.003

10.3.4 minimum steel rebar strain s, min = 0.005

STRENGTH REDUCTION FACTOR9.3.2.1 bending b = 0.90

9.3.2.3 shear (taken v or s) v or s = 0.60

9.3.2.3 torsion tor = 0.75

SECTION DIMENSIONeffective length Leff = 5000 mm

overall depth 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

estimated flexural rebar size Dflex = 19 mm

estimated shear/torsion rebar size Dsh/tor = 10 mm

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FACTORED INTERNAL FORCESThis 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 IntermediateFLEXURAL REINFORCEMENT DESIGN

design bending moment M3 = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

10.2.7.3 factor of compressive block 1 = 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

design based on double reinforcement

concrete compressive force C = 1445.85 kN

moment resistance of compressive conc & tension steel Muc = 597.28 kN.m

moment resisted by compressive steel & tension steel Mus = 0.00 0.00 0.00 kN.m

0.00 0.00 0.00 kN.m

steel stress at compressive region fs' = 400.00 MPa (yielded)

tensile steel for balancing compression in concrete As1 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

tension steel for balancing compression in steel As2 = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required tensile reinforcement As = 0.00 0.00 0.00 mm2

0.00 0.00 0.00 mm2

required compressive reinforcement As' = 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

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21.5.2.1 maximum allowed flexural reinforcement Asmax = 4050.00 4050.00 4050.00 mm2

design required rebar area left mid right

top 544.20 80.52 544.20 mm2

bottom 134.50 599.00 134.50 mm2

SHEAR REINFORCEMENT DESIGN

design shear force Vu = 0.00 0.00 0.00 kN

provided flexural reinforcement ratio w = 0.0042 0.0042 0.0042

8.6.1 concrete shear modification factor = 1.00

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 170.38 170.38 170.38 kN

170.38 170.38 170.38 kN

Vc = 162.93 162.93 162.93 kN

11.4.7.2 shear resisted by steel rebar Vs = 0.00 0.00 0.00 kN

11.4.7.2 shear rebar required Av/s = 0.00 0.00 0.00 mm2/m

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

design required rebar area Av/s = 275.10 275.10 275.10 mm2/m

TORSIONAL REINFORCEMENT DESIGN

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

gross sectional area Acp = 180000.00 mm2

sectional outside perimeter pcp = 1800.00 mm

sectional perimeter i/ torsional reinf. center line ph = 1440.00 mm

sectional area i/ torsional reinf. center line Aoh = 107100.00 mm2

sectional area i/ shear flow path Ao = 100000.00 mm2

11.5.1 checking for threshold torsion if Tu 6.63 kN.m (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

11.5.5.2 min. combined shear-torsion reinf. (Av+2At)/s = 275.10 mm2/m

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 = 1118.14 mm2

11.5.3.7 required additional longitudinal reinf. Al = 0.00 mm2

design additional transv. torsion reinf. At/s = 0.00 mm2/m

design additional longitudinal reinf. Al = 0.00 mm2

REBAR AREA DESIGN

distribution method for longitudinal torsion reinforcement

flexural rebar top 544.20 108.84 544.20 mm2

bottom 181.40 599.00 181.40 mm2

torsional rebar/2faces, i.e. left and right 50% @2 faces 0.00 0.00 0.00 mm2

shear rebar 275.10 275.10 275.10 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 OKPage 14 of 15

SERVICEABILITY LIMIT STATE DESIGNDEFLECTION CHECK

effective length Leff = 5000.00 mm

provided compression reinforcement As' = 0.00 mm2 ---> D

deflection under Dead Load (DL) DL = 26.86 mm

deflection under Live Load (LL) LL = 9.87 mm

deflection under Sustained Service Load SUS = 39.74 mm

9.5.2.5 time-dependent factor = 2.00 5 years or more

9.5.2.5 compression steel rasio to effective cross section ' = 0.0000

9.5.2.5 long-term deflection multiplier = 2.00

9.5.2.5 estimated additional long-term deflection long = 26.62 mm

deflection limit check

immediate deflection limit imm, lim = #DIV/0! mm L/180

total deflection limit tot, lim = #DIV/0! mm L/240

immediate deflection under Live Load imm = 9.87 mm OK

short term total deflection under Service Load short = 36.73 mm

long-term deflection long = 63.35 mm

note:

note: WARNING! Short-term deflection exceeds maximum deflection allowed.

Page 15 of 15