Made Date Sheet

A.rahman 13-07-2011 1

Check Date Rev.

ZA 13-07-2011 0

PROJECT TITLE: Minhal Crown Plaza

LOCATION: Riyadh

DESIGN OF Ramp

Geometrical Properties Material Properties

Span = le = 8.85 m 24

End cond'n:Simple(1),cont(2) 1 m 35

Long term defln coeff " k " 1 m 420Moment coeff 0.125 m Clear cover to concrete 35 mmWidth of Slab "b" 1000 mm Flexure strength reduction factor 0.9Thickness of slab "t" 350 mm Shear strength reduction factor 0.75Eff. Depth "d" 314 Modulus of Elasticity of steel "Es" 2E+05

Loading Modulus of Elasticity of concrete "Ec" 27806

Self Weight of slab 8.4 Modular Ratio "n = Es/Ec" 7.19Floor Finish 0.5 Provided Reinforcement

Wall load 0 0 Φ 20 mm8.9 Bottom layer Nos. 10 Φ 25 mm

Live load 12 020.9 4909

29.88CalculationsShear Vu = wu*le/2 = 132.22 kNm

292.53 kNm

Check for Section capacity

69.31 mm518.3938295 kNm OK > Mu 292.53 kNm

Shear requirements236.8502541 kN OK > Vu 132.22 kN

Serviceability requirements

45 mm0.028318854

08.403828073 mm

3.298E+09

Calculate Gross moment of inertia

Area of slab A = t*b 350000Depth of neutral axis "y" 175 mm

175 mm3.573E+09

3.6774.89 kNm

Weight of reinforced concrete "γrc" kN/m3

Strength of concrete "fc" N/mm2

Strength of steel "fy" N/mm2

N/mm2

N/mm2

kN/m2

kN/m2

kN/m2 Top layer Nos.Total dead Load "Udl" kN/m2

kN/m2 Area of Top steel "As_t" mm2

Total service Load "tsl" kN/m2 Area of Bottom steel "As_b" mm2

Total Ultimate Load "wu" kN/m3

Moment Mu = cx*wu*le2

Depth of comp. block "a"= As_b*fy/(0.85*f'c*b)Section capacity ΦMn = Φ*As_b*fy*(d-a/2)

Shear capacity ΦVc = Φ*0.17*√f'c*b*d

d' = c+db/2B = b/(n*As_b)

r = (n-1)*As_t/(n*As_b)kd = (√(2*d*B(1+r*d'/d)+(1+r)2)-(1+r))/BIcr = bkd3/3+n*As_b*(d-kd)2+(n-1)*As_t*(kd-d')2 mm4

mm2

Distance of top fiber from N.A "yt"Gross moment of inertia "Ig" mm4

Allowable stress fr = 0.62√f'c N/mm2

Crqacking moment Mcr = fr*Ig/yt

Made Date Sheet

A.rahman 13-07-2011 1

Check Date Rev.

ZA 13-07-2011 0

PROJECT TITLE: Minhal Crown Plaza

LOCATION: Riyadh

DESIGN OF Ramp

Service moments

87.13 kNm

Moment due to live load "Mll" 117.48 kNm

204.62 kNm

Deflection due to dead + live loads

0.3663.311E+09

18.13 mm

Deflection due to dead load

0.8593.473E+09 <= Ig

7.36 mm

Deflection due to live load

Live load deflection = dl+ll deflection - dl deflection10.77 mm

Allowable immediate deflection due to Live load =per ACI 318 Tab 9.5b 24.58 mm > 10.77 mm OK

Long term deflection

% of liveload sustained "SL" 50 %145.88 kNm

0.5133.335E+09 <=Ig

12.83 mm

Magnification factor for creep and shrinkage2.000

Where:-ξ = 2 for 5 years cl.9.5.2.5 ACI 318

0.00000

36.435 mm

36.875 mm > 36.44 mm O.K

Moment due to dead load "Mdl"

Total Moment Ms = Mdl+Mll

R(dl+ll) = Mcr/MsIe(dl+ll) = R3*Ig+(1-R3)*Icr mm4

δ = K*5/48*Ms*le2/(Ec*Ie)

R(dl) = Mcr/MdIe(dl) = R3*Ig+(1-R3)*Icr mm4

δ = K*5/48*Md*le2/(Ec*Ie)

le/360

Msus = Mdl+SL*Mll

R(sus) = Mcr/MsusIe(sus) = R3*Ig+(1-R3)*Icr

δ = K*5/48*Msus*le2/(Ec*Ie)

λΔ = ξ / (1+50*ρ')

ρ' = As_t/(b*d)

Toatl deflection = λΔ*sus deflection + ll deflection

Allowable deflection = le/240

Made Date Sheet

A.Rahman 13-07-2011 1

Check Date Rev.

ZA 13-07-2011 0

PROJECT TITLE: Minhal Crowne Plaza

LOCATION: Riyadh

DESIGN OF Ramp ( 3 )

Geometrical Properties Material Properties

Span = le = 3.25 m 24

End cond'n:Simple(1),cont(2) 1 m 35

Long term defln coeff " k " 1 m 420Moment coeff 0.125 m Clear cover to concrete 35 mmWidth of Slab "b" 1000 mm Flexure strength reduction factor 0.9Thickness of slab "t" 250 mm Shear strength reduction factor 0.75Eff. Depth "d" 214 Modulus of Elasticity of steel "Es" 2E+05

Loading Modulus of Elasticity of concrete "Ec" 27806

Self Weight of slab 6 Modular Ratio "n = Es/Ec" 7.19Floor Finish 0.5 Provided Reinforcement

Wall load 0 0 Φ 20 mm6.5 Bottom layer Nos. 6 Φ 14 mm

Live load 5 011.5 923.75

15.8CalculationsShear Vu = wu*le/2 = 25.675 kNm

20.86 kNm

Check for Section capacity

13.04 mm72.44699038 kNm OK > Mu 20.86 kNm

Shear requirements161.4202369 kN OK > Vu 25.675 kN

Serviceability requirements

45 mm0.150504115

03.645363251 mm

2.940E+08

Calculate Gross moment of inertia

Area of slab A = t*b 250000Depth of neutral axis "y" 125 mm

125 mm1.302E+09

3.6738.21 kNm

Weight of reinforced concrete "γrc" kN/m3

Strength of concrete "fc" N/mm2

Strength of steel "fy" N/mm2

N/mm2

N/mm2

kN/m2

kN/m2

kN/m2 Top layer Nos.Total dead Load "Udl" kN/m2

kN/m2 Area of Top steel "As_t" mm2

Total service Load "tsl" kN/m2 Area of Bottom steel "As_b" mm2

Total Ultimate Load "wu" kN/m3

Moment Mu = cx*wu*le2

Depth of comp. block "a"= As_b*fy/(0.85*f'c*b)Section capacity ΦMn = Φ*As_b*fy*(d-a/2)

Shear capacity ΦVc = Φ*0.17*√f'c*b*d

d' = c+db/2B = b/(n*As_b)

r = (n-1)*As_t/(n*As_b)kd = (√(2*d*B(1+r*d'/d)+(1+r)2)-(1+r))/BIcr = bkd3/3+n*As_b*(d-kd)2+(n-1)*As_t*(kd-d')2 mm4

mm2

Distance of top fiber from N.A "yt"Gross moment of inertia "Ig" mm4

Allowable stress fr = 0.62√f'c N/mm2

Crqacking moment Mcr = fr*Ig/yt

Made Date Sheet

A.Rahman 13-07-2011 1

Check Date Rev.

ZA 13-07-2011 0

PROJECT TITLE: Minhal Crowne Plaza

LOCATION: Riyadh

DESIGN OF Ramp ( 3 )

Made Date Sheet

A.Rahman 13-07-2011 1

Check Date Rev.

ZA 13-07-2011 0

PROJECT TITLE: Minhal Crowne Plaza

LOCATION: Riyadh

DESIGN OF Ramp ( 3 )

Service moments

8.58 kNm

Moment due to live load "Mll" 6.60 kNm

15.18 kNm

Deflection due to dead + live loads

2.5161.302E+09

0.46 mm

Deflection due to dead load

4.4521.302E+09 <= Ig

0.26 mm

Deflection due to live load

Live load deflection = dl+ll deflection - dl deflection0.20 mm

Allowable immediate deflection due to Live load =per ACI 318 Tab 9.5b 9.03 mm > 0.20 mm OK

Long term deflection

% of liveload sustained "SL" 50 %11.88 kNm

3.2151.302E+09 <=Ig

0.36 mm

Magnification factor for creep and shrinkage2.000

Where:-ξ = 2 for 5 years cl.9.5.2.5 ACI 318

0.00000

0.923 mm

13.541667 mm > 0.92 mm O.K

Moment due to dead load "Mdl"

Total Moment Ms = Mdl+Mll

R(dl+ll) = Mcr/MsIe(dl+ll) = R3*Ig+(1-R3)*Icr mm4

δ = K*5/48*Ms*le2/(Ec*Ie)

R(dl) = Mcr/MdIe(dl) = R3*Ig+(1-R3)*Icr mm4

δ = K*5/48*Md*le2/(Ec*Ie)

le/360

Msus = Mdl+SL*Mll

R(sus) = Mcr/MsusIe(sus) = R3*Ig+(1-R3)*Icr

δ = K*5/48*Msus*le2/(Ec*Ie)

λΔ = ξ / (1+50*ρ')

ρ' = As_t/(b*d)

Toatl deflection = λΔ*sus deflection + ll deflection

Allowable deflection = le/240

Made Date Sheet

A.rahman 13/7/2011 9:00:00 1

Check Date Rev.

ZA 13/7/2011 9:00:00 0

PROJECT TITLE: Minhal Crown Plaza

LOCATION: Riyadh

DESIGN OFRamp(1)

Geometrical Properties Material Properties

Span = le = 4.923 m 24

End cond'n:Simple(1),cont(2) 1 m 35

Long term defln coeff " k " 1 m 420Moment coeff 0.125 m Clear cover to concrete 35 mmWidth of Slab "b" 1000 mm Flexure strength reduction factor 0.9Thickness of slab "t" 250 mm Shear strength reduction factor 0.75Eff. Depth "d" 214 Modulus of Elasticity of steel "Es" 2E+05

Loading Modulus of Elasticity of concrete "Ec" 27806

Self Weight of slab 6 Modular Ratio "n = Es/Ec" 7.19Floor Finish 0.5 Provided Reinforcement

Wall load 0 0 Φ 20 mm6.5 Bottom layer Nos. 6 Φ 14 mm

Live load 5 011.5 923.75

15.8CalculationsShear Vu = wu*le/2 = 38.892 kNm

47.87 kNm

Check for Section capacity

13.04 mm72.44699038 kNm OK > Mu 47.87 kNm

Shear requirements161.4202369 kN OK > Vu 38.892 kN

Serviceability requirements

45 mm0.150504115

03.645363251 mm

2.940E+08

Calculate Gross moment of inertia

Area of slab A = t*b 250000Depth of neutral axis "y" 125 mm

125 mm1.302E+09

3.6738.21 kNm

Weight of reinforced concrete "γrc" kN/m3

Strength of concrete "fc" N/mm2

Strength of steel "fy" N/mm2

N/mm2

N/mm2

kN/m2

kN/m2

kN/m2 Top layer Nos.Total dead Load "Udl" kN/m2

kN/m2 Area of Top steel "As_t" mm2

Total service Load "tsl" kN/m2 Area of Bottom steel "As_b" mm2

Total Ultimate Load "wu" kN/m3

Moment Mu = cx*wu*le2

Depth of comp. block "a"= As_b*fy/(0.85*f'c*b)Section capacity ΦMn = Φ*As_b*fy*(d-a/2)

Shear capacity ΦVc = Φ*0.17*√f'c*b*d

d' = c+db/2B = b/(n*As_b)

r = (n-1)*As_t/(n*As_b)kd = (√(2*d*B(1+r*d'/d)+(1+r)2)-(1+r))/BIcr = bkd3/3+n*As_b*(d-kd)2+(n-1)*As_t*(kd-d')2 mm4

mm2

Distance of top fiber from N.A "yt"Gross moment of inertia "Ig" mm4

Allowable stress fr = 0.62√f'c N/mm2

Crqacking moment Mcr = fr*Ig/yt

Made Date Sheet

A.rahman 13-7-2011 2

Check Date Rev.

ZA 13-7-2011 0

PROJECT TITLE: MOI

LOCATION: Makkah-Taif

DESIGN OF ONE WAY SLAB

Service moments

19.69 kNm

Moment due to live load "Mll" 15.15 kNm

34.84 kNm

Deflection due to dead + live loads

1.0971.302E+09

2.43 mm

Deflection due to dead load

1.9401.302E+09 <= Ig

1.37 mm

Deflection due to live load

Live load deflection = dl+ll deflection - dl deflection1.06 mm

Allowable immediate deflection due to Live load =per ACI 318 Tab 9.5b 13.68 mm > 1.06 mm OK

Long term deflection

% of liveload sustained "SL" 50 %27.27 kNm

1.4011.302E+09 <=Ig

1.90 mm

Magnification factor for creep and shrinkage2.000

Where:-ξ = 2 for 5 years cl.9.5.2.5 ACI 318

0.00000

4.859 mm

20.5125 mm > 4.86 mm O.K

Moment due to dead load "Mdl"

Total Moment Ms = Mdl+Mll

R(dl+ll) = Mcr/MsIe(dl+ll) = R3*Ig+(1-R3)*Icr mm4

δ = K*5/48*Ms*le2/(Ec*Ie)

R(dl) = Mcr/MdIe(dl) = R3*Ig+(1-R3)*Icr mm4

δ = K*5/48*Md*le2/(Ec*Ie)

le/360

Msus = Mdl+SL*Mll

R(sus) = Mcr/MsusIe(sus) = R3*Ig+(1-R3)*Icr

δ = K*5/48*Msus*le2/(Ec*Ie)

λΔ = ξ / (1+50*ρ')

ρ' = As_t/(b*d)

Toatl deflection = λΔ*sus deflection + ll deflection

Allowable deflection = le/240