BEAM CRITICAL LOADBottom Tension Steel Area Required = 171 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT)Design Bending Moment = 50.2 kNmWidth, b = 200.0 mmEffective Depth, d = 459.0 mmMu / bd² = 50.2 × 1000000 / (200.0 × 459.0²) = 1.192 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 1.192 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 47.3 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 200 × 47.3 / 1000 = 114.76 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 114.76 × 1000 / (460 / 1.05) = 262 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 114.76 × (459.0 - 0.4518 × 47.3) / 1000 = 50.2 kNm

Maximum Depth of Section = 500.0 mmMinimum Tension Steel Area Required = 0.13% × 200.0 × 500.0 = 130 mm²Minimum Compression Steel Area Required = 0.2% × 200.0 × 500.0 = 200 mm²

Top Compression Steel Area Required = 200 mm²Bottom Tension Steel Area Required = 262 mm²

Additional Tension Steel Required along beam span, Ast = Ft / (fyy × fy) = 1.0 × 10³ / (0.9524 × 460) = 2 mm²Area of Longitudinal Bar Area Required by Top Reinforcement, AstTop = Ast / 4 = 1 mm²Area of Longitudinal Bar Area Required by Bottom Reinforcement, AstBot = Ast = 2 mm²

Final Top Compression Steel Area Required = 200 mm²Final Bottom Tension Steel Area Required = 264 mm²

Top Reinforcement Provided = 2T12 (226 mm²)Bottom Reinforcement Provided = 3T12 (339 mm²)

Design Calculation (Base on F.E.M. Analysis Result)

Bottom Bar Spanning in Direction Parellel (X) to Sub-Slab Local AxisBar Diameter, dia = 10 mmEffective Depth, d = 125 - 25 - 10 / 2 = 95 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 0.4 × 1000000 / (1000.0 × 95.0²) = 0.044 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.044 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 0.3 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 0.3 / 1000 = 4.21 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 4.21 × 1000 / (460 / 1.05) = 10 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 4.21 × (95.0 - 0.4518 × 0.3) / 1000 = 0.4 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 3T10-250 (c/c) - BB (314 mm² / m)Steel Percentage Provided = 0.25 %

Bottom Bar Spanning in Direction Perpendicular (Y) to Sub-Slab Local AxisBar Diameter, dia = 10 mmBottom Bar Diameter, dia2 = 10 mmEffective Depth, d = 125 - 25 - 10 - 10 / 2 = 85 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 0.5 × 1000000 / (1000.0 × 85.0²) = 0.076 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.076 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 0.5 mm

Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 0.5 / 1000 = 6.46 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 6.46 × 1000 / (460 / 1.05) = 15 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 6.46 × (85.0 - 0.4518 × 0.5) / 1000 = 0.5 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 10T10-250 (c/c) - BT (314 mm² / m)Steel Percentage Provided = 0.25 %

DEFLECTION CHECKINGShorter span in Y Direction (900.0 mm)

Basic Span / Depth Ratio, Br = 26.0Span Length, l = 900.0 mmEffective Depth, d = 85.0 mmActual Span / Depth Ratio, Ar = 10.6Ultimate Design Moment, Mu = 0.5 kNmDesign Steel Strength, fy = 460.0 N/mm²Area of Tension Steel Required, AsReq = 163 mm²Area of Tension Steel Provided, AsProv = 314 mm²

- Checking for deflection is based on BS8110: 1997- Table 3.9: Basic span / effective depth ratio for rectangular or flange beams- Table 3.10: Modification factor for tension reinforcement

Design Service Stress in Tension Reinforcement, Equation 8fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb)

= {(2 × 460.0 × 163) / (3 × 314)} × (1 / 1.00) = 158.6 N/mm²

Modification Factor for Tension Reinforcement, Equation 7MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))}

= 0.55 + {(477 - 158.6) / (120 × (0.9 + (0.5 × 1000000 / (1000 × 85.0²)))} = 3.27 > 2.0

MFt taken as 2.0

Deflection Ratio = (Br × MFt) / Ar = (26.0 × 2.00) / 10.6 = 4.91Ratio >= 1.0 : Deflection Checked PASSED

Data and Result of Slab Mark : gb - FS8Location : - 3/A2 - 3/E - 4A/E - 4A/A2Slab Shape : Rectangular

SubSlab : FS8:1Location : - 3/A2 - 3/E - 4A/E - 4A/A2SubSlab Shape : Rectangular

DimensionX = 4400 mm, Y = 3900 mmSub-Slab Thickness, h = 125 mm

Sub-Slab Drop = 0 mm

Loading DataConcrete Unit Weight, γcon = 24.0kN/m³Slab Self Weight, swL = h × γcon / 1000 = 3.00 kN/m²Finishes Load, fL = 1.2 kN/m²Total Dead Load = swL + fL = 3.00 + 1.2 = 4.20 kN/m²

Imposed Live Load = 1.5 kN/m²

Total Factored Load, Wu = 1.40 × 4.20 + 1.60 × 1.5 = 8.28 kN/m²

FEM Slab Analysis ResultDesign Bending Moment from FEM Analysis (X) = 2.6 kNm/mDesign Bending Moment from FEM Analysis (Y) = 4.1 kNm/mUnfactored Displacement from FEM Analysis = 0.83 mm

Design Calculation (Base on F.E.M. Analysis Result)

Bottom Bar Spanning in Direction Parellel (X) to Sub-Slab Local AxisBar Diameter, dia = 10 mmEffective Depth, d = 125 - 25 - 10 / 2 = 95 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 2.6 × 1000000 / (1000.0 × 95.0²) = 0.292 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.292 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 2.3 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 2.3 / 1000 = 28.06 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 28.06 × 1000 / (460 / 1.05) = 65 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 28.06 × (95.0 - 0.4518 × 2.3) / 1000 = 2.6 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 15T10-250 (c/c) - BB (314 mm² / m)Steel Percentage Provided = 0.25 %

Bottom Bar Spanning in Direction Perpendicular (Y) to Sub-Slab Local AxisBar Diameter, dia = 10 mmBottom Bar Diameter, dia2 = 10 mm

Effective Depth, d = 125 - 25 - 10 - 10 / 2 = 85 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 4.1 × 1000000 / (1000.0 × 85.0²) = 0.571 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.571 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 4.1 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 4.1 / 1000 = 49.60 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 49.60 × 1000 / (460 / 1.05) = 114 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 49.60 × (85.0 - 0.4518 × 4.1) / 1000 = 4.1 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 17T10-250 (c/c) - BT (314 mm² / m)Steel Percentage Provided = 0.25 %

DEFLECTION CHECKINGShorter span in Y Direction (3900.0 mm)

Basic Span / Depth Ratio, Br = 26.0Span Length, l = 3900.0 mmEffective Depth, d = 85.0 mmActual Span / Depth Ratio, Ar = 45.9Ultimate Design Moment, Mu = 4.1 kNmDesign Steel Strength, fy = 460.0 N/mm²Area of Tension Steel Required, AsReq = 163 mm²Area of Tension Steel Provided, AsProv = 314 mm²

- Checking for deflection is based on BS8110: 1997- Table 3.9: Basic span / effective depth ratio for rectangular or flange beams- Table 3.10: Modification factor for tension reinforcement

Design Service Stress in Tension Reinforcement, Equation 8fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb)

= {(2 × 460.0 × 163) / (3 × 314)} × (1 / 1.00) = 158.6 N/mm²

Modification Factor for Tension Reinforcement, Equation 7MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))}

= 0.55 + {(477 - 158.6) / (120 × (0.9 + (4.1 × 1000000 / (1000 × 85.0²)))} = 2.35 > 2.0

MFt taken as 2.0

Deflection Ratio = (Br × MFt) / Ar = (26.0 × 2.00) / 45.9 = 1.13Ratio >= 1.0 : Deflection Checked PASSED

Data and Result of Slab Mark : gb - FS9Location : - 2/A - 2/D1 - 3/D1 - 3/ASlab Shape : Rectangular

SubSlab : FS9:1Location : - 2/A - 2/D1 - 3/D1 - 3/ASubSlab Shape : Rectangular

DimensionX = 5000 mm, Y = 3600 mmSub-Slab Thickness, h = 125 mmSub-Slab Drop = 0 mm

Loading DataConcrete Unit Weight, γcon = 24.0kN/m³Slab Self Weight, swL = h × γcon / 1000 = 3.00 kN/m²Finishes Load, fL = 1.2 kN/m²Total Dead Load = swL + fL = 3.00 + 1.2 = 4.20 kN/m²

Imposed Live Load = 1.5 kN/m²

Total Factored Load, Wu = 1.40 × 4.20 + 1.60 × 1.5 = 8.28 kN/m²

FEM Slab Analysis ResultDesign Bending Moment from FEM Analysis (X) = 2.5 kNm/mDesign Bending Moment from FEM Analysis (Y) = 4.9 kNm/mUnfactored Displacement from FEM Analysis = 0.94 mm

Design Calculation (Base on F.E.M. Analysis Result)

Bottom Bar Spanning in Direction Parellel (X) to Sub-Slab Local AxisBar Diameter, dia = 10 mmEffective Depth, d = 125 - 25 - 10 / 2 = 95 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 2.5 × 1000000 / (1000.0 × 95.0²) = 0.279 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.279 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 2.2 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 2.2 / 1000 = 26.75 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 26.75 × 1000 / (460 / 1.05) = 62 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 26.75 × (95.0 - 0.4518 × 2.2) / 1000 = 2.5 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 14T10-250 (c/c) - BB (314 mm² / m)Steel Percentage Provided = 0.25 %

Bottom Bar Spanning in Direction Perpendicular (Y) to Sub-Slab Local AxisBar Diameter, dia = 10 mmBottom Bar Diameter, dia2 = 10 mmEffective Depth, d = 125 - 25 - 10 - 10 / 2 = 85 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 4.9 × 1000000 / (1000.0 × 85.0²) = 0.676 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.676 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 4.9 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 4.9 / 1000 = 58.95 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 58.95 × 1000 / (460 / 1.05) = 135 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 58.95 × (85.0 - 0.4518 × 4.9) / 1000 = 4.9 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 20T10-250 (c/c) - BT (314 mm² / m)Steel Percentage Provided = 0.25 %

DEFLECTION CHECKINGShorter span in Y Direction (3600.0 mm)

Basic Span / Depth Ratio, Br = 26.0Span Length, l = 3600.0 mmEffective Depth, d = 85.0 mmActual Span / Depth Ratio, Ar = 42.4Ultimate Design Moment, Mu = 4.9 kNmDesign Steel Strength, fy = 460.0 N/mm²Area of Tension Steel Required, AsReq = 163 mm²Area of Tension Steel Provided, AsProv = 314 mm²

- Checking for deflection is based on BS8110: 1997- Table 3.9: Basic span / effective depth ratio for rectangular or flange beams- Table 3.10: Modification factor for tension reinforcement

Design Service Stress in Tension Reinforcement, Equation 8fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb)

= {(2 × 460.0 × 163) / (3 × 314)} × (1 / 1.00) = 158.6 N/mm²

Modification Factor for Tension Reinforcement, Equation 7MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))}

= 0.55 + {(477 - 158.6) / (120 × (0.9 + (4.9 × 1000000 / (1000 × 85.0²)))} = 2.23 > 2.0

MFt taken as 2.0

Deflection Ratio = (Br × MFt) / Ar = (26.0 × 2.00) / 42.4 = 1.23Ratio >= 1.0 : Deflection Checked PASSED

Data and Result of Slab Mark : gb - FS10Location : - 1/A - 1/D - 2/D - 2/ASlab Shape : Rectangular

SubSlab : FS10:1Location : - 1/A - 1/D - 2/D - 2/ASubSlab Shape : Rectangular

DimensionX = 4400 mm, Y = 2100 mmSub-Slab Thickness, h = 125 mmSub-Slab Drop = 0 mm

Loading DataConcrete Unit Weight, γcon = 24.0kN/m³Slab Self Weight, swL = h × γcon / 1000 = 3.00 kN/m²Finishes Load, fL = 1.2 kN/m²Total Dead Load = swL + fL = 3.00 + 1.2 = 4.20 kN/m²

Imposed Live Load = 1.5 kN/m²

Total Factored Load, Wu = 1.40 × 4.20 + 1.60 × 1.5 = 8.28 kN/m²

FEM Slab Analysis ResultDesign Bending Moment from FEM Analysis (X) = 1.4 kNm/mDesign Bending Moment from FEM Analysis (Y) = 2.0 kNm/mUnfactored Displacement from FEM Analysis = 0.46 mm

Design Calculation (Base on F.E.M. Analysis Result)

Bottom Bar Spanning in Direction Parellel (X) to Sub-Slab Local AxisBar Diameter, dia = 10 mmEffective Depth, d = 125 - 25 - 10 / 2 = 95 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518

Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 1.4 × 1000000 / (1000.0 × 95.0²) = 0.159 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.159 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 1.3 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 1.3 / 1000 = 15.23 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 15.23 × 1000 / (460 / 1.05) = 35 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 15.23 × (95.0 - 0.4518 × 1.3) / 1000 = 1.4 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 8T10-250 (c/c) - BB (314 mm² / m)Steel Percentage Provided = 0.25 %

Bottom Bar Spanning in Direction Perpendicular (Y) to Sub-Slab Local AxisBar Diameter, dia = 10 mmBottom Bar Diameter, dia2 = 10 mmEffective Depth, d = 125 - 25 - 10 - 10 / 2 = 85 mm

Average Concrete Stress above Neutral Axis, k1 = 0.40 × 30.0 = 12.12 N/mm²Concrete Lever Arm Factor, k2 = 0.4518Limiting Effective Depth Factor, cb = 0.50Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb × k2)

= 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.691N/mm²k2 / k1 Factor, kkk = 0.037

Mu / bd² = 2.0 × 1000000 / (1000.0 × 85.0²) = 0.270 N/mm²

Singly Reinforced Design, limit Mu / bd² < kk1Mu / bd² = 0.270 <= 4.691

Design as Singly Reinforced Rectangular BeamConcrete Neutral Axis, x = 1.9 mmConcrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 1000 × 1.9 / 1000 = 23.21 kN

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 23.21 × 1000 / (460 / 1.05) = 53 mm²

Moment Capacity = Fc × (d - k2 × x) / 1000 = 23.21 × (85.0 - 0.4518 × 1.9) / 1000 = 2.0 kNm

Maximum Depth of Section = 125.0 mmMinimum Tension Steel Area Required = 0.13% × 1000.0 × 125.0 = 163 mm²Minimum Compression Steel Area Required = 0% × 1000.0 × 125.0 = 0 mm²

Bottom Tension Steel Area Required = 163 mm²Use 17T10-250 (c/c) - BT (314 mm² / m)Steel Percentage Provided = 0.25 %

DEFLECTION CHECKINGShorter span in Y Direction (2100.0 mm)

Basic Span / Depth Ratio, Br = 26.0Span Length, l = 2100.0 mmEffective Depth, d = 85.0 mmActual Span / Depth Ratio, Ar = 24.7Ultimate Design Moment, Mu = 2.0 kNmDesign Steel Strength, fy = 460.0 N/mm²Area of Tension Steel Required, AsReq = 163 mm²Area of Tension Steel Provided, AsProv = 314 mm²

- Checking for deflection is based on BS8110: 1997- Table 3.9: Basic span / effective depth ratio for rectangular or flange beams- Table 3.10: Modification factor for tension reinforcement

Design Service Stress in Tension Reinforcement, Equation 8fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb)

= {(2 × 460.0 × 163) / (3 × 314)} × (1 / 1.00) = 158.6 N/mm²

Modification Factor for Tension Reinforcement, Equation 7MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))}

= 0.55 + {(477 - 158.6) / (120 × (0.9 + (2.0 × 1000000 / (1000 × 85.0²)))} = 2.82 > 2.0

MFt taken as 2.0

Deflection Ratio = (Br × MFt) / Ar = (26.0 × 2.00) / 24.7 = 2.10Ratio >= 1.0 : Deflection Checked PASSED